Volume 3
Sections 6-8
SELECTED TECHNICAL REFERENCES
AND SUPPORTING DOCUMENTS
Prepared in Conjunction With
Report to Congress
Class V Injection Wells
• Current Inventory
• Effects on Groundwater
• Technical Recommendations
Compiled For
U.S. EPA, Washington, D.C.
November, 1987
Respectfully Submitted By:
ENGINEERING
ENTERPRISES, INC.
WATER RESOURCES SPECIALISTS
Under EPA Contract No. 68-03-3416
Assignment No. 0-5
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SELECTED TECHNICAL REFERENCES
AND SUPPORTING DOCUMENTS
Volume 3
Sections 6-8
Prepared in Conjunction With
Report to Congress
Class V Injection Wells
o Current Inventory
o Effects on Groundwater
o Technical Recommendations
November 19 87
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TABLE OF CONTENTS
PAGE
Foreward xv
Acknowledgements xvi
SECTION 1 INTRODUCTION 1 - 1
1.1 Objective and Scope 1-1
1.2 Background 1-1
1.3 Contents of Report 1-1
SECTION 2 DRAINAGE WELLS 2-1
2.1 Agricultural Drainage Wells (5F1)... 2-2
2.1.1 *"Identi£ied Class V Injection
Well Inspection Reports,"
An Assessment of Class V
Wells in Georgia 2-3
2.1.2 A Synopsis of Material from Two
Texas Department of Water Reports
Dealing in Part with Agricultural
Drainage Wells in that State 2-28
2.1.3 Iowa Agricultural Drainage Well
Assessment Report 2-33
2.1.4 *From Inventory of Class V
Injection Wells in the State of
Colorado 2 - 64
2.1.5 Assessment of Agricultural Return
Flow Wells in Arizona 2-83
2.1.6 *Assessment of Wells Used for
Recharge of Irrigation Wastewater
in California 2 - 146
2.1.7 A Synopsis of Reports on
Agricultural Drainage Wells in
Idaho Prepared by the Idaho
Department of Water Resources 2 - 178
* Not listed in Appendix E, Report to Congress
+ Title Page/Abstract/or Short Excerpt
i i
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PAGE
2.1.8 *Inspections-Case Studies:
Agricultural Drainage Wells in
Idaho 2 - 196
2.2 Stormwater and Industrial Drainage
Wells (5D2, 5D4) 2 - 364
2.2.1 Evaluation of Storm Water
Drainage (Class V) Wells, Muscle
Shoals Area, Alabama 2 - 3 65
2.2.2 +Storm Water Drainage Wells in
the Karst Areas of Kentucky and
Tennessee 2 - 402
2.2.3 +Study of the Effects of Storm
Water Injection by Class V Wells
on a Potable Ground Wacer System. 2 - 404
2.2.4 +Results of Dry Well Monitoring
Project for a Commercial Site in
the Phoenix Urban Area 2-406
2.2.5 A Case Study of Dry Well
Recharge 2 - 408
2.2.6 Evaluation of Sump Impacts on
Ground Water in East Multnomah
County 2 - 469
2.2.7 +The Impact of Stormwater Runoff
on Groundwater Quality and
Potential Mitigation 2 - 524
2.3 Improved Sinkholes (5D3) 2 - 526
2.3.1 *Notification of Threat to Under-
ground Source of Drinking Water.. 2 - 527
2.3.2 *From Assessment of Class V Wells
in the State of Virginia 2 - 534
2.3.3 *Overview of Sinkhole Flooding:
Bowling Green, Kentucky 2 - 540
* Not listed in Appendix E, Report to Congress
+ Title Page/Abstract/or Short Excerpt
iii
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PAGE
2.3.4 *Storm Water Drainage Wells in
the Karst Areas of Kentucky and
Tennessee 2 - 553
2.4 Special Drainage Wells (5G30) 2 - 568
2.4.1 *From Florida Underground
Injection Control Class V Well
Inventory and Assessment Report. 2 - 569
2.4.2 *From Inventory of Class V
Wells in the State of Montana... 2 - 586
SECTION 3 GEOTHERMAL WELLS 3-1
3.1 Electric Power and Direct Heat
Reinjection Wells 3-2
3.1.1 From Reporting on Class V
Injection Well Inventory and
Assessment in California 3-3
3.1.2 *+Injection Well Procedures
Manual: A Case Study of the
Raft River Geothermal Project,
Idaho 3 - 18
3.1.3 *Problems of Utilizing Ground
Water in the West Side Business
District of Portland, Oregon.... 3-28
3.1.4 *Low Temperature Geothermal
Resource Management 3-83
3.2 Heat Pump/Air Conditioning Return
Flow Wells 3 - 133
3.2.1 *Ground-Water Heat Pumps in
Pennsylvania 3 - 134
3.2.2 *Ground-Water Heat Pumps in
the Tidewater Area of South-
eastern Virginia 3 - 145
* Not listed in Appendix E, Report to Congress
+ Title Page/Abstract/or Short Excerpt
iv
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PAGE
3.2.3 *+Report to the Wisconsin
Legislature on Experimental
Groundwater Heat Pump Injection
Well Project 3 - 180
3.2.4 *From Underground Injection
Operations in Texas: A
Classification and Assessment
of Underground Injection
Activities, Report 291 3 - 186
3.2.5 Summary of Heat Pump/Air
Conditioning Return Flow Wells
From Various State Reports 3 - 200
3.2.6 *1981 Inventory of the
Utilization of Water-Source
Heat Pumps in the Conterminous
United States 3 - 209
3.2.7 Understanding Heat Pumps,
Ground Water, and Wells -
Questions and Answers for the
Responsible Consumer 3 - 251
3.3 Aquaculture Return Flow Wells
(5A8) 3 - 297
3.3.1 Draft Report of Investigation
Class V Injection Well
Inspections, Oahu and Hawaii
Islands, Hawaii 3 - 298
SECTION 4 DOMESTIC WASTEWATER DISPOSAL WELLS 4-1
4.1 Raw Sewage Waste Disposal Wells
and Cesspools (5W9, 5W10) 4-2
4.1.1 From An Assessment of Class V
Underground Injection in
Illinois. Interim Report.
Phase One: Assessment of Current
Class V Activities in Illinois.. 4-3
* Not listed in Appendix E, Report to Congress
+ Title Page/Abstract/or Short Excerpt
v
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PAGE
4.1.2 Contamination of Underground
Water in the Bellevue Area 4 - 9
4.1.3 Report of Investigations Class V
Well Inspections, Oahu and
Hawaii Islands, Hawaii 4-36
4.2 Class V Septic Systems (5W11,
5W31, 5W3 2) 4 - 7 0
4.2.1 Industry-Owned Septic Systems:
San Fernando Valley Basin 4-71
4.3 Domestic Wastewater Treatment
Plant Effluent Disposal Wells
(5W12) 4 - 100
4.3.1 *+Deep-Well Artificial Recharge
Experiments at Bay Park, Long
Island, New York (Geological
Survey Professional Papers
751-A through 751-F) 4 - 101
4.3.2 Notification of Threat to Under-
ground Source of Drinking Water. 4 - 114
4.3.3 *"Assessment of Recharge Wells,"
Assessment of Class V Wells in
the State of Virginia 4 - 121
4.3.4 *"Assessment of Recharge Wells,"
Underground Injection Operations
in Texas: A Classification and
Assessment of Underground Injec-
tion Activities, Report 291 4 - 126
4.3.5 From Assessment of Class V
Injection Wells in the State of
Wyoming 4 - 13 0
4.3.6 *"Waste-Water Injection:
Geochemical and Biochemical
Clogging Processes, "Ground
Water, vol. 23, No. 6 4 -179
* Not listed in Appendix E, Reporc to Congress
+ Title Page/Abscract/or Short Excerpt
vi
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TABLE OF CONTENTS
PAGE
SECTION"5 MINERAL AND FOSSIL FUEL RECOVERY
RELATED WELLS 5 - 1
5.1 Mining, Sand, or Other Backfill
Wells (5X13) 5 - 2
5.1.1 inspection of Slurry Injection
Procedures at the Old Darby
Mine Works (or Black Mountain
Mine) 5 - 3
5.1.2 *Inventory and Assessment of the
Disposal of Coal Slurry and Mine
Drainage Precipitate Wastes
into Underground Mines in West
Virginia 5 - 11
5.1.3 *In-Depth Investigation Program:
Acid Mine 5-77
5.1.4 *From Underground Injection
Operations in Texas: A
C]assification and Assessment of
Underground Injection Activities,
Report 291 5-88
•fa
5.1.5 From Missouri Underground
Injection Control Program Class V
Assessment 5 - 96
5.1.6 *Backfill Monitoring Methods 5 - 107
5.2 Solution Mining Wells (5X14) 5 - 111
5.2.1 *Letter to Mr. Mark Bell of the
Colorado Department of Health,
Denver, Re Underground Injection
Control Permit Requirements 5 - 112
5.2.2 *From Assessment of Class V
Injection Wells in the State of
Wyoming 5 - 117
5.2.3 *"Chapter 7: In Situ Uranium
Leaching," Assessment of Class V
Injection Wells in the State of
Wyoming 5 - 122
* Not'listed in Appendix E, Report to Congress
+ Title Page/Abstract/or Short Excerpt
vii
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PAGE
5.2.4 From Report on Class V Injection
Well Inventory and Assessment
In Arizona 5 - 214
5.3 In Situ Fossil Fuel Recovery
Wells (5X15) 5 - 246
5.3.1 Organic Groundwater Contaminants
from Underground Coal
Gasification 5 - 247
5.3.2 "Underground Coal Gasification
(Experimental Technology),"
Assessment of Class V Injection
Wells in the State of Wyoming.... 5 - 271
5.3.3 "Oil Shale In Situ Retorting
(Experimental Technology),11
Assessment of Class V Injection
Wells in the Stace of Wyoming.... 5 - 304
5.3.4 Rio Blanco Oil Shale Company,
MIS Retort 5 - 329
5.3.5 MIS Retort Abandonment Program... 5-338
5.3.6 Groundwater Pollutants from
Underground Coal Gasification.... 5 - 344
5.4 Spent Brine Return Flow Wells
(5X16) 5 - 352
5.4.1 From Final Design for Arkansas'
Class V Injection Well Inventory
and Assessment 5 - 353
5.4.2 Memorandum to Wayne Thomas,
Technician for the Arkansas
Department of Pollution Control
and Ecology 5-366
5.4.3 *+Development of a Two Aquifer
Contaminant Plume: A Case
History 5 - 373
* Not listed in Appendix E, Report to Congress
+ Title Page/Abstract/or Short Excerpt
viii
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SECTION 6 INDUSTRIAL, COMMERICAL, UTILITY WELLS... 6-1
6.1 Cooling Water Return Flow
Wells (5A19) 6 - 2
6.1.1 *"Cooling Water Return Flow
Wells," Final Design for
Arkansas' Class V Injection
Well Inventory and
Assessment 6-3
6.1.2 Summaries of Assessments of
Cooling Water Return Flow Wells
from Selected State Class V
Reports 6 - 10
6.2 Industrial Process Water and Waste
Disposal Wells (5W20) 6-19
6.2.1 Effluent Discharge Study,
Components, Inc., Kennebunk,
Maine 6-20
6.2.2 Field Trip Report - Southern
Maine Finishing Company 6-44
6.2.3 From Revised Interim Report:
Maine's UIC Program 6-62
6.2.4 Initial Environmental Assessment,
Eastern Air Devices, Inc.
Facility, Dover, New Hampshire... 6-64
6.2.5 Inspection Report No. 3 From
Report on Inventory and
Assessment of Class V Injection
Wells in Puerto Rico 6 - 112
6.2.6 Inspection Report No. 5 From
Report on Inventory and
Assessment of Class V injection
Wells in Puerto Rico 6 - 117
* Not listed in Appendix E, Report to Congress
+ Title Page/Abstract/or Short Excerpt
ix
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TABLE OF CONTENTS
PAGE
6.2.7 Inspection Report No. 10 From
Report on Inventory and
Assessment of Class V
Injection Wells in Puerto Rico... 6 - 123
6.2.8 Inspection Report No. 19 From
Report on Inventory and
Assessment of Class V Injection
Wells in Puerto Rico 6 - 126
6.2.9 Inspection Report No. 23 From
Report on Inventory and
Assessment of Class V Injection
Wells in Puerto Rico 6 - 130
6.2.10 New York Automobile Dealer
Inspection Trip Report 6 - 132
6.2.11 Summary of New York State Dept.
of Environmental Conservation,
SPDES Permit Compliance System
Data, "Limits and Measurement
Data for Nassau and Suffolk
Facilities Which Discharge to
Groundwater" 6 - 137
6.2.12 Assessment of Lehigh Portland
Cement Co., From State of
Maryland Class V Injection
Well Inventory and Assessment... 6 - 149
6.2.13 Assessment of Applied Electro-
Mechanics, Inc., From State of
Maryland Class V Injection
Well Inventory and Assessment... 6 - 153
6.2.14 Assessment of Hammermill Paper
Co., From Underground Injection
Control Program Class V Well
Assessment 6 - 157
6.2.15 Assessment of RodaJe (Square D)
From Underground Injection
Control Program Class V Well
Assessment 6 - 162
Not listed in Appendix E, Report to Congress
Title Page/Abstract/or Short Excerpt
x
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PAGE
6.2.16 Assessment of National Wood
Preservers, Inc., From
Underground Injection Control
Program Class V Well
Assessment 6 - 164
6.2.17 Assessment of Highway Auto
Service Station (Butler Mine
Tunnel) From Underground
Injection Control Program
Class V Assessment 6 - 168
6.2.18 Assessment of Franklin A.
Holland & Son, From Assessment
of Selected Class V Wells in
the State of Virginia 6 - 171
6.2.19 "Reverse Osmosis Brine Wells,"
Florida Underground Injection
Control Class V Well Inventory
and Assessment: Report 6-176
6.2.20 Technical Evaluation for
American Cyanamid Company
Injection Well Nos. 1 and 2 6 - 186
6.2.21 Industrial Disposal Well Case
Study: Unidynamics,
Phoenix, Inc 6 - 225
6.2.22 Industrial Disposal Well Case
Study: Honeywell, Peoria Avenue
Facility 6 - 257
6.2.23 Industrial Disposal Well Case
Study: Puregro-Bakersfield,
California 6 - 281
6.2.24 Industrial Disposal Well Case
Study: Mefford Field, Tulare,
California 6 - 299
6.2.25 Industrial Disposal Well Case
Study: Kearney, KPF - Stockton,
California 6 - 328
* Not listed in Appendix E, Report to Congress
+ Tide Page/Abstract/or Short Excerpt
xi
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PAGE
6.2.26 Industrial Disposal Well Case
Study: T.H.A.N. - Fresno,
California 6 - 363
6.2.27 Refinery Waste Disposal Wells
From Reporting on Class V
Injection Well Inventory and
Assessment in California, Draft. 6 - 413
6.2.28 Tables From Reporting on Class
V Injection Well Inventory and
Assessment in California,
Draft 6 - 450
6.3 Aucomobile Service Station Waste
Disposal Wells (5X28) 6 - 463
6.3.1 *Subsurface Injection of
Service Bay Wastewater is a
Potential Threat to Groundwater
Quality 6 - 464
SECTION 7 RECHARGE WELLS 7-1
7.1 Aquifer Recharge Wells (5R21) 7-2
7.1.1 "Class V Connector Wells,"
Florida Underground Injection
Control Class V Well Inventory
and Assessment Report 7-3
7.1.2 "Assessment of Irrigation Dual
Purpose Wells," Underground
Injection Operations in
Texas: A Classification and
Assessment of Underground
Injection Activities,
Report 291 7-25
7.1.3 National Artificial Recharge
Activity - Past and Present
Projects, Demonstrations,
Pilot Projects, Experiments,
and Studies 7-31
Not listed in Appendix E, Report to Congress
Title Page/Abstract/or Short Excerpt
XI1
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TABLE OF CONTENTS
7.2 Salt Water Intrusion Barrier
Wells (5B2 2)
7.2.1 "Injection/Extraction Well
System - A Unique Seawater
Intrusion Barrier,:
Ground Water, Vol. 15, No. 1.
7.3 Subsidence Control Wells (5-523)
7.3.1 "Case History No. 9.11,
Alabama, USA," Guidebook to
Studies of Land Subsidence
Due to Ground-Water
Wi thdrawal
7.3.2 "Case History No. 9.12, The
Houston-Galveston Area, Texas,
USA, "Guidebook to Studies of
Land Subsidence Due to
Ground-Water Withdrawal
7.3.3 "Case History No. 9.13, San
Joaquin Valley, California,
USA, "Guidebook to Studies of
Land Subsidence Due to
Ground-Water Withdrawal
7.3.4 "Case History No. 9.14, Santa
Clara Valley, California, USA,
"Guidebook to Studies of Land
Subsidence Due to Ground-Water
Wi thdrawal
SECTION 8 MISCELLANEOUS WELLS
8.1 Radioactive Waste Disposal
Wells (5N24)
8.1.1 Subsurface Disposal of Liquid
Low-Level Radioactive Waste
at Oak Ridge, Tennessee
Not listed in Appendix E, Report to Congress
+ Title Page/Abstract/or Short Excerpt
xi i i
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TABLE OF CONTENTS
PAGE
8.1.2 *"Subclass 5N-Nuclear waste
Disposal Wells, "Underground
Injection Control Class V
Inventory 8-24
8.1.3 *"Low-Level Radioactive Waste
Disposal Well, "Idaho
Assessment of Class V Wells.... 8-28
8.1.4 From Disposal of Hanford
Defense High-Level, Transuranic
and Tank Wastes, Volume 3 8 - 31
8.1.5 Report on Findings of NRC/EPA-
Underground Injection Liaison
Group: Radioactive Waste
Injection and In Situ Mining
of Uranium 8 - 37
8.2 Experimental Technology
Wells (5X25) 8 - 57
8.2.1 Aquifer Thermal Energy Storage
Experiments at the University
of Minnesota, St. Paul,
Minnesota, USA 8-58
8.2.2 "Mound of Water Present Following
Air Injection Test," The Cross
Section, Vol. 31, No. 7 8-64
8.3 Aquifer Remediation Related Wells
(5X26) 8 - 68
8.3.1 From Oklahoma Class V Well Study
and Assessment 8-69
8.3.2 From Inventory of Class V
Injection Wells in the State of
Colorado 8-76
8.3.3 "Cleaning up Chemical Waste,"
Engineering News Record 8-80
8.4 Abandoned Drinking Water/Waste
Disposal Wells (5X29) 8-84
* Not listed in Appendix E, Report to Congress
+ Title Page/Abstract/or Short Excerpt
xiv
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TABLE OF CONTENTS
PAGE
8.4.1 "Abandoned Wells," Inventory and
Assessment of Class V Injection
Wells in Minnesota 8-85
8.4.2 Permanent Well and Test Hole
Abandonment 8-98
8.4.3 From American Water Works
Association Standard for Deep
Wells, Section Al-13: Sealing
Abandoned Wells 8 -108
xv
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Foreword
These references and documents were compiled by Engineering
Enterprises, Inc. from data gathered during preparation of Report
to Congress Class V Injection Wells: Current Inventory, Effects
on Groundwater, Technical Recommendations (EPA 570/09-87-006)
under EPA Contract No. 68-03-3416. The references are
representative of data gathered by the States, Territories, and
Possessions of the United States in fulfilling the regulatory
requirement of 40 CFR 146.52 (b). The EPA project manager was L.
Lawrence Graham, and the EEI project officer was Lorraine C.
Council.
xv
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Acknowledgments
The authors wish to express their thanks to several
individuals and groups for their contributions to this report.
Contributing EPA Headquarters staff members included Mr. Lawrence
Graham and Ms. Rosemary Workman along with other staff members of
the Office of Drinking Water. We would also like to thank
individuals from the USEPA Regional offices including Tom Burns,
Region I; Leon Lazarus, Region II; Mark Nelson and Stu Kerzner,
Region III; John Isbell, Region IV; Gary Harmon, Region V;
Stephanie Johnson, Region VI; John Marre, Region VII; Paul
Osborne, Region VIII; Nathan Lau and Glenn Sakamoto, Region IX;
and Harold Scott, Region X. The EPA Class V Work Group is also
gratefully acknowledged.
All states who submitted information including final
reports, drafts reports, and inventory figures are greatly
appreciated. Several state contacts are also thanked for their
cooperation including John Poole, Alabama Department of
Environmental Management; Bob Krill, Wisconsin Department of
Natural Resources; Stephen Burch and John Nealon, Illinois State
Water Survey; Michael Baker, Ohio EPA, Division of Water Quality
Monitoring and Assessments; William Klemt and Steve Musick along
with their associates, Texas Water Commission; Guy Cleveland,
Texas Railroad Commission; William Graham, Idaho Department of
Natural Resources; Charles "Kent" Ashbaker, Oregon Department of
Environmental Quality; and Burt Bowen, Washington Department of
Ecology.
xv i
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The following Engineering Enterprises, Inc. personnel
contributed to the report: Ms. Sheila Baber, Mr. Craig Bartlett,
Mr. Gary Cipriano, Ms. Lorraine Council, Mr. John Fryberger, Mr.
Hank Giclas, Mr. J. L. Gray, Ms. Denise Lant, Mr. Raj
Mahadevaiah, Ms. Mary Mercer, Mr. Michael Quill in, Mr. Philip
Roberts, Mr. Talib Syed, and Mr. Bill Whicsell. Special thanks
goes to the Engineering Enterprises Inc. support staff: Ms.
Raechel Bailey, Mr. Chuck Bishop, Ms. Donna Blaylock, Ms. Kara
Brown, Ms. Jolene Cradduck, Ms. Deborah Horsman, Ms. Kim Gant,
Ms. Cindy Jondahl, Ms. Sharron Moore, and Ms. Nancy Simpson.
Additional assistance was provided by Dr. Richard Tinlin, Mr.
Jeffrey Mahan, Dr. William Doucette, Mr. Jim Gibb, and Mr. Clark
Fulton of Geraghty and Miller, Inc. Dr. Gray Wilson and Dr.
Kenneth Schmidt, consultants to Engineering Enterprises, Inc.,
also contributed to this report.
xvii
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SECTION 6
Industrial, Commercial, Utility Disposal Wells
[6-1]"
-------
Section 6.1
Cooling Water Return Flow Wells Supporting Data
[6-21
-------
Section 6.1.1
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
STUDY AREA NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
"Cooling Water Return Flow Wells,"
Final Design for Arkansas' Class V
Injection Well Inventory and Assessment
Arkansas Department of Pollution
Control and Ecology
September, 1985
Arkansas
USEPA, Region VI
Not Applicable
This excerpt from the Arkansas Class
V report describes typical cooling wacer
recurn flow systems found in Arkansas,
typical operating conditions, circum-
stances under which chey may cause
contamination, and the maintenance
necessary to minimize well failure.
Also included is a copy of the well
construction report. (Note: section
has been retyped for easier reading.)
[6
-------
Cooling Water Return Flow Wells (Closed-loop)
So far, there is only one closed-loop cooling water return flow
well system on record in Arkansas. The system consists of two
wells, a supply well and a return well, which were installed in
April, 1985. The operator of these wells was issued a water
permit from the ADPC&E. No UIC permit was issued for these wells
because there are no UIC regulations for the construction and
operation of cooling water return flow wells or any other type of
Class V wells. From the completion reports on these two wells
(Appendix D), it appears that they are relatively well
constructed. Because of the shallow depths of these wells (only
fresh water bearing formations are penetrated) and the simpleness
of the system in which the water is being used, the Department
sees no need for complicated regulations governing this type well
except for to maintain that no intermingling of the system's
water with foreign substances occurs between the supply well and
the return well. A diagram of a typical cooling water return
flow well can be found in Figure 3.
Typical Conditions of Operation
Under typical operating conditions, the potential for well
failure is moderate to low. Problems that can potentially occur
include casing and/or tubing leaks, deterioration of cement and
resultant annular space channeling, transmission line leaks,
packer failure, and pump breakdown. The main causes of well
failure under typical operating conditions are the highly
corrosive nature of the brine being injected and mechanical
stress.
Extraordinary Circumstances
Some extraordinary circumstances that may possibly give rise to
well failure are earthquakes, explosions, tornadoes, and
vehicular collisions. Each of these circumstances varies in its
degree of probability of occurrence. Earthquakes of significant
magnitude to cause well damage are very unlikely to occur in
areas of Class V brine disposal injection well activity. The
reason for this is that south Arkansas is relatively well
isolated from tectonically and seismically active areas. The
chance of well failure due to explosions is very remove due to
the fact that the chemical companies who operate Class V brine
disposal injection wells do not handle many, if any, explosives,
and the brine being injected is also not explosive. Tornadoes
are one of the main threats to the wells. South Arkansas is
frequented by tornadoes, therefore there is quite a substantial
chance that a well might be damaged by this type of extraordinary
circumstance. Vehicular collisions with wells are another of the
main extraordinary circumstances which can potentially cause well
failure. Some of the wells are located near highways and public
roads and the potential exists for these wells to be struck and
1
[6-4]
-------
TYPICAL COOLING WATER
RETURN FLOW WELL SYSTEM
EVALUATION OF WELL FAILURE POTENTIAL
2
TM5MI,
sfiSFs®-
II
150'
Packers r
iSSm5#:
mmlM
Supply Well
• V .V ' .v "*.•: \
. • •• • • • •• •
Return Wall
[6
-------
damaged due to vehicular accidents. Other wells are located on
plant properties or in oil fields where the potential exists for
tank trucks and other service vehicles to accidentally run into
or run over the wells.
Although there is a potential for damage to Class V brine
disposal injection wells as a result of the above mentioned
extraordinary circumstances, the probability of such incidents
actually occurring is relatively low.
Necessary Maintenance to Minimize Well Failure
During the drilling and completion of Class V brine disposal
injection wells, a minimum of the following logs shall be
obtained and the following procedure for demonstrating the
mechanical integrity of the well shall be performed.
1. The maximum point at which a well penetrates the
injection formation shall not unreasonably vary from
the vertical drawn from the center of the borehole at
the surface. Deviations in excess of three degrees
from the vertical drawn from the center of the borehole
at the surface shall be deemed to be unreasonable.
Deviation checks on the hole shall be performed at
sufficiently frequent intervals, depending on the
lithology of the strata being penetrated, to assure
that vertical avenues* for fluid migration are not
created during drilling.
2. Logs to be run during the installation of surface
casing:
a.) Resistivity, spontaneous potential and caliper
logs before the casing is installed; and
b.) Cement bond log, variable density log, noise
and/or temperature log, and a pressure test after
the casing is set and cemented.
3. Logs to be run during the installation of intermediate
and/or long string casing:
a.) Resistivity, spontaneous potential, porosity, and
gamma ray logs before the casing is installed; and
b.) Cement bond log, variable density log, radioactive
tracer survey, noise and/or temperature log, and a
pressure test after the casing is set and
cemented.
3
[6-ff]
-------
4. If the results of the mechanical integrity test
indicates that the cement job is poor in a particular
zone, and that fluid movement may occur behind the
casing, then a squeeze job or other method approved by
the Director shall be employed to properly seal off
this zone. Following a squeeze job, the Permitee must
run a cement bone log, a variable density log, and a
noise and/or temperature log through the interval from
100 feet above to 100 feet below the squeezed zone. A
pressure test must also be conducted to ensure the
integrity of the squeeze job. A report discussing the
results of the squeeze job and subsequent mechanical
integrity test shall be submitted to the Department
within 30 days and approval must be received from the
Department before injection may resume.
5. Mechanical integrity shall be demonstrated upon well
completion and thereafter once every five years for.the
life of the well. The demonstration of mechanical
integrity consists of the running of a cement bond log,
a variable density log, a noise and/or temperature log,
a radioactive tracer survey, and a pressure test. The
Department shall be notified well in advance of any
mechanical integrity tests so that, if possible, a
qualified member of the Department staff may be on site
to witness the tests. Subsequently, the results of the
tests shall be submitted to the Department along with
an interpretive analysis by the log analyst from the
service company which ran the test. Based on staff
review of logging and testing data, additional testing,
corrective action, or a revision of permit requirements
may be needed.
Each well must also pass a pressure test at least once
a year and a radioactive tracer survey at least once
every two years. A pressure test must also be run
after each workover and after each shut-down of the
well in excess of 30 days. Mechanical integrity must
be demonstrated to the satisfaction of the Director in
accordance with 40 CFR 146.08 and within the guidelines
established by the Department.
The Department recommends that all Class V cooling water return
flow wells be adequately constructed so as to protect and
preserve the State's underground sources of usable quality water.
Specifically, all Class V cooling water return flow wells shall
be constructed using the following construction requirements:
1. Both the supply well(s) and the return well(s) shall be
cased at least from the surface down through the top of
the uppermost supply and injection formation.
-------
2.
The casing shall be cemented in place from the top of
the uppermost supply and injection formation to the
surface.
3. A cooling water return flow well system shall, at a
minimum, consist of two wells, a supply well and a
return well.
4. The supply and return well system shall be constructed
so that.the formation from which the cooling water was
extracted is the same formation into which the cooling
water is reinjected.
5. There shall be no open-loop cooling water return flow
wells as defined under "Potential Non-brine Class V
Injection wells."
6. All cooling water return flow system wells shall be
plugged upon abandonment by filling the well with
cement.
7. Cooling water return wells shall receive nothing other
than the used cooling water which originated at the
cooling water supply well(s).
The preceding list consists of suggested requirements which the
ADPC&E believes to be, at a minimum, necessary for the regulation
of the construction and operation of Class V cooling water return
flow wells. Regulations for the construction and operation of
other types of Class V wells with potential for use in Arkansas
will be suggested whenever a demand for such wells exists.
5
[6-B
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STATE OF ARKANSAS
REPORT OF WATER WELL CONSTRUCTION
•wWell X Work-over Well
Replacement Well
«n«r of Well Arkansas Electric Cooperative Corporation
infractor Acklln Drilling Company, Inc. c -1032 Well is near
itter Name and Na. Travis H. Acklln, D-2053
ite Well waj Completed 4-5-85 ¦
County
Pulaski
Total Depth of Well.
255
_Ft.
Water Producing Formation:
At 180-230
Water Level Below Land Surface
Gallons per Hour 1 >800
From-
To
.Ft
Ft.
60 ft.
Well Disinfected with
142
Clorox
Casing to
Cased with
6+- in.
Ft.
Diameter Steel
Ft. to 141
^Casing
Ft.
Cemented from «
id water source heat pump) x
Use of Well: Domestic Irrigation Municipal Other
1-30
Section.
32
{in which well ri located)
Roac^
k
, Township Range
12W
Directions for Reaching Well: Well 13 located at 800(17
Scott Hamilton Drive, 100 ftundmirkL.
Description and Color of Formation
Depths
in feet
[
(sand, shale, sandstone, etc.)
from
to
Sandy clay & gravel
0
4
r
Brown sandy slay
4
14
u
Midway clay (blue)
14
135
r
Light slate or limestone
135
180
L
Quartz, limestone and 3iate
180
237
Blue slate
237
255
L
Remarks: Diameter 6 3/16 in.
Signed: _ ^.jfA A/..,. Date: 4/11/85
r
-k
¦m No. AWD-3
Mill to. Commirtea on Water Weil Conduction, 2915 So Pio« Si'eej^
Little Rock, Arkinui 72204
v Well X Work-over Well
COMMITTEE COPY
STATE OF ARKANSAS
REPORT OF WATER WELL CONSTRUCTION
Replacement.Well
z
I
ner of Well Arkansas Electric Cooperative Corporation
itractar Acklln Drilling Company, Inc c -1032 Well is near
Her Name and No. Travis H. Acklin, D-2053
\
e Well was Completed 4-10-85
County
1-30
Pulaski
(in which (veil it locateu*»>
Roaia*i
" Section.
32 Township 1N
, Range.
12W
Directions for Reaching Well: Well is located at 800
Total Oepth of Well
275
Ft.
Scott Hamilton Drive, 20 ft. ime permanent landmark)
N of office buildings near west end.
Water Producing Formation: From **
At 175, 214, 255-275
To
Ft.',
j
Ft.
Description and Color of Formation Depths in feet
(sand, snale, sandstone, etc.) from to
I
Water Level Below Land Surface
Gallons per Hour 3 ,600
65 ft.
Top soil, sandy clay, & gravel
BrTjwri Llay
Blue clay
-5"
12
5
¦+2-
130
Well Disinfected with_
Cjsngio ^58
Clorox
Light blue limestone
-Quartz-it limy
Light blue sandrock
130
-m-
185
175
-^85-
225
Ft
Blue slate
225
236
Cased with
6 in.
O'Qnetsr Steel
Casing
51-e slate
250
275
Cemented from «
ground water source heat du^d^ ?
Use of Well Domestic Irrigation—Municipal
Other
Remar ks
Signed _
Diameuer 6 S/.6 in.
Date ^-1 1-35
n No A'.VD 3
Mail *o cn Wiif* '»Vei»
' S So 3
-------
Section 6.1.2
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
STUDY AREA NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Summaries of Assessments of Cooling
Water Return Flow Wells from Selected
State Class V Reports.
Engineering Enterprises, Inc.
November, 1986
Minnesota, Nebraska, Wyoming,
Massachusetts, and Hawaii
Not Applicable
In preparing the Report to Congress
on Class V Injection Wells, Engineering
Enterprises, Inc. compiled summaries
of the assessments of cooling water
return flow wells from selected State
Class V reports: Minnesota, Nebraska
Wyoming, Massachusetts, and Hawaii.
[6-10]
-------
MINNESOTA
The Minnesota State Report provided construction, flow rate,
and operating information on four wells in the state. This
information is summarized and presented in the following
paragraphs.
The Stauffer Chemical Company began utilizing groundwater
for the purpose of condensor cooling and crystalizer cooling in
the processing of whey into edible sugars, proteins and ash.
From 1971 to at least 197 5, this facility utilized an injection
well to dispose of spent cooling water. Groundwater was drawn at
250-800 gpm from a supply well 200 feet deep and was discharged
200 feet away in an injection well completed at approximately the
same depth. In 1971 groundwater temperatures in the aquifer were
about 42°F. After four years of injection, the water temperature
at the supply well had risen 30°F to about 72°F. Stauffer
Chemicals was unsure when injection stopped but has been
disposing effluent to surface waters under an NPDES permit since
the injection well was abandoned.
Imdieke Meats has been using groundwater in its cooling-
refrigeration compressors for more than 5 years and discharging
the heated waters into a large (5 foot diamter) shallow (15 foot
deep) hand dug well located about 25 feet from the supply well.
Heated water is estimated to be about 90°F and Imdieke Meats knew
of no problems associated with the operation of this system.
1
[6-1T]
-------
Schaper-Coson Manufacturing Company, a toy manufacturer,
used groundwater for cooling its injection-molding presses from
1968 to June 1980. The system is currently not operating, but
may be used in the future. Groundwater is pumped from a 10-inch
diameter 415 foot deep well completed in the Jordan Sandstone.
The injection well is 200 to 250 feet away and finished in the
Jordan Sandstone at approximately 360 feet deep. The system is
closed above ground and no additives are used. It was estimated
that 1,000, 000 gallons were pumped in a 5 day week. According to
Schaper, the system worked well with no major problems.
2
[6-12]
-------
NEBRASKA
Nebraska reports eight existing cooling water return flow
wells and one proposed well. These wells were registered with
the DEC under NPDES and hazardous waste files. The assessment of
contamination potential was carried out using a seven step rating
system that was developed from previously designed rating systems
for surface wastes. The seven steps include:
Step I Type of industry or facility using the injection
well
Step II Capture zone of any nearby municipal supply wells
in relation to the injection well
Step III Design of the injection well
Step IV Design of the injection system
Step V Quantity of water being injected
Step VI Number of injection wells on each site
Step VII Sum of Steps I through VI
The scoring range for Steps I through V is 2 to 35 with 35
having the highest potential for contamination. In Step VI the
total number of wells at each site was multiplied by two to
obtain a rating value. The scores of the eight active and one
proposed cooling water return flow wells were distributed in a
unimodal pattern as follows: Two scored 16-18, four wells scored
22-24, two wells scored 25-27, and one at above 28.
The conclusions made were that because all wells were found
to be ungrouted and unsealed, a possibility exists for surface
contaminants to reach ground water. Ungrouted wells provide a
direct conduit for surface contaminants to reach groundwater not
3
[«5-13i
-------
only through the injection well, but also along the outside of
the well casing. The contamination potential is magnified by the
additional fact that most of the wells were found at sites likely
to handle hazardous wastes and were located in or near hydraulic
capture zones of municipal supply wells.
Two of the eight assessed cooling water return flow wells
were contact systems. Both of these wells were rated as
possessing high potential for contamination because the
possibility for hazardous substances entering the wells is
greatly increased in contact cooling water systems.
The Nebraska DEC made the following recommendations designed
to aid in the protection of groundwater in Nebraska. (For C/W
return) .
1. Minimum design requirements for cooling water return
flow wells including:
a. Wells be grouted from a point at least 20 feet
below land surface to the land surface.
b. Wells be designed only for non-contact systems
where injection water is not chemically altered.
2. A Class V injection well application form specifically
for cooling water return flow wells which would
require:
a. A detailed map of well location.
b. Locations of all drinking water supplies within
one mile of the injection well.
4
[6-14i
-------
c. A diagram of the injection well and injection
system including screen depths, gravel pack and
grout.
d. Name of well driller.
e. A well log.
3. Minimum locating requirements relative to any nearby
municipal supply wells are recommended based on
Nebraska aquifer characteristics, flow rates and
hydraulic gradients.
5
16-15]
-------
WYOMING
Wyoming reported 5 cooling water return flow wells located
in the developed areas of Park and Teton Counties. The wells are
constructed with steel or PVC casing which is perforated opposite
the aquifer. The annulus is cemented above the perforated zone.
These wells are completed in sensitive aquifers which are
generally the same aquifers used for supply waters. Hazards
cited in the Wyoming State Report include change in groundwater
temperature, change in chemical characteristic of groundwater if
water from another source is used; increased solubility of
formation constituents due to increase in temperature, change m
bacteriological characteristics of groundwater due to increase in
temperature; and potential introduction of coolant (freon) into
the groundwater. It was further stated that thermal pollution
would probably only occur in areas of considerable or intensive
recharge of higher temperature water and will be partly cancelled
when the same system is used in a heat pump. In addition,
isolated instances are of little concern because the thermal
capacity of the aquifer largely negates a temperature change.
6
[6-16]
-------
MASSACHUSETTS
Facilities operating non-contact cooling water systems in
Massachusetts require a permit to discharge if they dispose of
more than 2000 gpd or the temperature of the discharge exceeds
40°C. There are only 2 sites inventoried in Massachusetts as
operating non-contact cooling water return flow wells; one is in
Acton, the other is in Stoughton. Both of these facilities are
industrial facilities reinjecting non-contact boiler coolant.
The Acton site has one well 10 feet deep disposing of 2,000 gpd
while the Stoughton facility has two 20 foot deep wells disposing
of 14,000 gpd.
The hydrogeology of the Stoughton area is generally glacial
and stratified drifts of up to 150 feet thick exist. Generally
these are found in lower lying areas with water levels often
within 10 feet of the surface.
The Acton area is composed of fine to coarse grained glacial
deposits. The materials are 50 to 60 feet thick and overlie fine
grained schists and gneisses.
The contamination potentials of these facilities have been
rated as low because they are both operating non-contact systems.
In addition, these sites and the surrounding areas are supplied
with municipal water.
7
[6-17]
-------
HAWAII
An.inspection of Hawaiian Electric Light Company's electric
power generating stations cooling water injection system was
carried out by EEI in 1985. The power generating plant uses
large amounts of potable quality water derived from seven on-site
deep wells. This supply water is passed through condenser
cooling units in portions of the plant.
Hill #5 uses an average of 15 million gallons per day and a
maximum of 22.5 Mgd. Hill #6 uses an average of 27 Mgd and a
maximum of 35 Mgd. The cooling water is once through and reaches
temperatures of about 90 - 94° before being disposed in injection
wells via gravity flow. Cooling water from Hill #5 is piped
directly to its 39 foot deep, 16 foot wide disposal well.
Cooling water from Hill #6 is first piped to a seal pit with a
weir and then to a 20 foot wide, 41 foot deep disposal well.
Visual inspection showed water in the seal pit to be very clean
with some indications of algal growth. These wells are both
completed oceanward of Hawaii's UIC line in an exempt aquifer in
the Kau volcanic series.
EEI felt that there was a low potential for contamination
present in these wells, but that more detailed information on
constituents of injected water, receiving water, and hydrogeology
including monitoring data for nearby wells was needed to fully
assess the impact of these wells.
[6-181
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Section 6.2
Industrial Process Water and Waste Disposal Wells
Supporting Data
[6-19]
-------
Section 6.2.1
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Effluent Discharge Study,
Components, Inc.
Kennebunk, Maine
E.C. Jordan Co., Consulting Engineers
June, 1983
Components, Inc.
Kennebunk, Maine
USEPA Region I
Capacitor Manufacturer
Used an acid solution process
involving dilute solutions of
nitric acid, sulfuric acid, and
tantalum powder. Groundwater was
determined to be locally contaminated
with manganese, nitrates, and sodium.
Company moved. Monitoring continues.
(Note: Appendices were omitted.)
-------
E.C. JORDAN CO.
CONSULTING ENGINEERS
EFFLUENT DISCHARGE STUDY
COMPONENTS, INC.
KENNEBUNK, MAINE
JUNE 1983
[6-21]'
-------
EFFLUENT DISCHARGE STUDY
COMPONENTS, INC.
KENNE3UNK, MAINE
E,C. JORDAN CO.
JUNE 1983
16-2 2]
-------
TABLE OF CONTENTS
action Title Page No.
r urntaDocnoN i
A. Background ^
B. Porpos® 1
C. Scop* x
S. Site Conditions 2
II DATA ACQUISITION 3
A. Field Data 3
1. Soil Borings 3
2. Monitoring Veils 3
3. In Situ Permeability Testing 4
4. Effluent Discharge Monitoring 4
B. Laboratory Data 4
1. Soil Sampling and Chemical Analysis
2. Dry Veil Sediment Sampling
and Chemical Analysis
3. Groundwater Sampling and Chemical Analysis .
4. Effluent Sampling and Chemical Analysis. . .
5. Surface Vater Sampling
and Chemical Analysis 5
6. Soil Geotechnical Testing 6
III H7DR0GE0L0G7 7
A. Geology 7
B. Hydrology 7
IV EVALUATION OF SITE CONDITIONS 8
A. Effluent and Dry Veil 3
B. Soil Concentrations 9
C. Groundwater 2.0
D. Environmental Impact. j_q
V CONCLUSION 12
VI SECOMMENDATIONS 13
VII EEFESENCES 14
f 6-23)
-------
FIGURES
No. Title
1 Site Location
2 Exploration and Location Plan with Groundwater
Conditions
3 Results of Analytical Data
APPENDICES
Appendix A
A-l
Logs of Subsurface Exploration
A-2
Monitoring Veil Installation Data
A-3
In-Situ Permeability Testing
A-4
Flow Monitoring Data
Appendix B
B-l
Soil Quality Results
B-2
Sediaent Quality Results
B-3
Groundwater Quality Results
B-4
Effluent Quality Results
B-5
Surface Quality Discharge Results
B-6
Grain Size Distribution Curves
Appendix C
C-l KXWVD Typical Drinking Vater Quality Results
16-24]"
-------
I. INTRODUCTION
A. Background
Components Inc. of Biddeford, Maine, a subsidiary of Corning Glass Vorks of
Corning, New York, uses manganese nitrate in coating capacitors at its
Kennebunk plant. Concentrations of manganese above the rmnrt'ir™' allowable
effluent discharge criteria set by the Maine Department of Environmental
Protection (DEP) were discovered by Components la two dry wells that are used
to discharge wastewater into the ground. "Bieae'^Jry -wells .consist "*lTrrw~-iwB
Waccely"T5~foot.jiiflaefer -concrete -basins '«lth -Tijqrf.n fcasa -to.-^ilev -^infiltration^
•of th» «ffluent .into-the eubeurface.soila. Components has been required by tie
Town of Kennebunk Hazardous Materials Control Board and the State of Maine
Department of Environmental Protection to obtain a discharge license to permit
continuance of discharge of effluent from their plant into the two existing dry
wells.
B. Purpose
The purpose of this investigation is %c.njacarmin»'1Jlf'-»«aceMater:-dl8^hataeg_yfro
-------
D. Site Conditions
The Components plant is located in. Vast Xexmebunk at the intersection. of State
Route 35 and Alfred Road, as shown. in Figure 1. The site la nearly flat fast
slopes gently toward the southeast. The developed, portion of the site has been
cleared and landscaped. Shallow groundwater conditions were observed on
portions of the site during this study. Surface water flows fzt» the site
through perimeter ditches and discharges into the Mousam River.
2
[6-2S]
-------
II. DATA ACQUISITION
A. Field Data
The field exploration program for the site consisted of nine soil borings, the
installation of five monitoring wells, construction of two access manholes and
in situ permeability testing.
1. Soil Borings. Nine soils borings were coepleted daring the period of
May 2 to 8, 1983 by Henry Mlchaud and Son And Con-Tec Inc., drilling contrac-
tors. The approximate location of the borings, identified as B-l through B-4
and MV-l through MV-5, are shown on Figure 2.
Borings B-l through B-4, located adjacent to the dry wells, were advanced using
hollow stem augers. The soils were continuously sampled to depths of between 8
and 9.5 feet. The soil samples were obtained using a split"spoon sampler. The
purpose of these borings was to characterize the subsurface conditions and
obtain samples of soil for visual classification and chemical analysis.
Five borings, designated MV-l through MV-5, were completed at the proposed
monitoring well locations. The purpose of these borings was to characterize
the soil conditions and obtain samples for visual and laboratory classifica-
tion. These borings were advanced using conventional wash baring techniques
with 4-inch I.D. casing. Samples of soil were generally obtained at 5-foot
intervals using a split-spoon sampler driven In accordance with the Standard
Penetration Test procedure (AST21 D-1586). The soil information was used to
select the length and depth of the well screen for each monitoring well. Logs
for each boring are presented in Appendix A-l. The driller's logs have been
annotated by our geologist based on visual examination and laboratory testing
of soils samples.
2. Monitoring Wells. Five monitoring wells, one well In each boring,
were installed in the MV-l through MV-5 bore holes. One monitoring well (MV-5)
was installed as a background well, up-gradient relative to groundwater flew
from the two dry wells. The remaining four wells were located down-gradient
from the dry wells. The monitoring wells consist of threaded 2-inch diameter
PVC well screen with 0.01-inch slot openings and pipe risers. Clean filter
sand was used to fill the annulus around the screened section of each well.
Starting at approximately one foot above the screened interval the annulus was
backfilled with bentonite to provide a seal. The wells were developed by
flushing and pumping to remove silt and to provide a good hydraulic connection
with the groundwater system. A protective black, iron pipe with a locking cap
was placed around each PVC pipe riser. A summary of well Installation details
is Included in Appendix A-2.
The protective pipe and ground surface elevations at each monitoring well were
surveyed by E.C. Jordan Co. staff. All elevations are referenced to a
previously established bench elevation of 106.5 feet (i.e., finished floor,
concrete slab near the rear door).
3
[6-27J
-------
3. In-Situ Permeability Testing. Rising-head permeability testa vera
conducted on the five wells- Ibis testing consisted of pumping the veils down
and Measuring the rate af recovery. These results are shown, in Appendix A-3.
The soils shoved permeability values ranging froa 3.7 z 10 to 2.7 z 10
ca/sec.
4. Effluent Discharge Monitoring. Presently there are two industrial
waste discharges from the plant. These are located at the extreme ends of the
facility from Building No. 1 and Building No. 2. Both discharge to the ground
via buried dry wells. These wells are equipped with overflow and vent open-
ings. The overflow pipe for Dry Veil 1 discharges to the road drainage ditch
for St. 35. The overflow pipe for Dry Veil 2 discharges to vacant land
adjacent to the northern entrance driveway for the facility. The location of
the dry wells, discharge lines and overflows are shown in Figure 2.
Since there is no internal or external access to these lines, previous sampling
of the wastewater has been through the vent opening of each dry well. Samples
obtained in this manner have been suspect as to whether or not they are repre-
sentative of the actual discharge quality. In addition, the volume of the
discharges into the dry wells has been unknown and could only be estimated.
To quantify the effluent flew rate and obtain representative samples for
determination of water quality, it was decided to install effluent monitoring
manholes-on each discharge line prior to the discharge at the dry wells.
Precast concrete manholes, purchased from superior Concrete, and the manholes
were installed by Bob Nest & Sons of Kennebunk, Maine. A sketch of the instal-
lation is shown in Appendix A-4. The location of each manhole is shown in
Figure 2.
The Jordan Company installed temporary flow monitoring equipment in each
manhole. This instrumentation consists of 30° V-notch weirs and Stevens depth
measuring and recording devices. Collection of data commenced on Hay 17, 1983.
Hourly flow data for Hay 17 to Hay 24 is presented in Appendix A-4). The
following table summarizes average flow rates for the period covered:
TABLE 1
Measured Flow Rates
Gallons Per Day
Total Period Veekday Veekday Weekend
Build's Average Flow Average Flow Range Flow Range
No. 1 606 820 588-1092 141-219
No. 2- 1036 833 656-1034 1436-1447
B. Laboratory Data
1. Soil Sampling and Chemical Analysis. Borings B-l through B-4 were
drilled adjacent to the dry wells to obtain soil samples for chemical analysis.
These borings were made within 4 to 6 feet of the dry well vent opening which
was assumed to be at the center of the dry well. In general, the explorations
encountered a very bouldery gravel fill to depths of between 5 and 6.5 feet. A
4
[6-28]
-------
dense glacial till was encountered below the fill to the termination depth of
each boring, which ranged from 8 to 9.5 feet. It should be noted that the soil
samples for chemical analyses were selected based on visual indications of dark
staining. The selected sample depths are shown graphically in Appendix B-l.
The results of the laboratory analyses are shown, an Figure 3, and in Appendix
B-l.
2. Dry tfell Sediment Sampling and Cheaical Analysis. TVo sediment
samples (one sample per dry veil) vere obtained on Hay 11, 1983 through the dry
veil vent opening by using a hand-held stainless steel sampling scoop. The
samples vere handled with a cleaned stainless steel spatula and placed in
laboratory prepared glass containers. Sediment samples vere analyzed for
sodium, manganese, silver and nitrate. Specific conductance and p3 vere also
measured. The sediment consisted of soft dark sediment which covers the base
of each dry veil. The results of the laboratory analyses of the sediment
samples are shown on Figure 3 and in Appendix B-2.
3. Groundwater Sampling and Chemical Analysis. Sampling of the
groundwater monitoring wells took place on May 10, 1S83. Prior to sampling,
the wells vere purged of standing vater using a hand-operated diaphragm pump.
This purging replaces the stagnant groundwater within the well bore with
groundwater flowing within the soils outside the well, and provides a
representative specimen of groundwater.
Sampling from the wells was accomplished using a peristaltic pump and flexible
plastic tubing. The veils vere again purged of standing vater before the
actual sample vas collected. The duration of adequate purging vas determined
by Inserting a temperature and conductivity probe into the veil just above the
top of the well screen. The values for temperature and conductivity vere
monitored, and upon stabilization of these values during purging the pump vas
turned off and the suction tubing lowered to approximately the mid-point of the
veil screen. The pomp vas turned back on and the sample collected.
Iaaediately upon collection, pH and reduction-oxidation potential (Eh) vere
determined followed by filtration and preservation for the various analytical
parameters. The samples vere filtered through a 0.45 micron membrane filter to
remove any interferences from suspended and dissolved sediments vhich are not
¦oving in the normal undisturbed groundwater flow. Preservation with ultra-
pure acid to lower the pE to 2.0 or below minimized adsorption or sedimentation
of elemental parameters before laboratory analysis. The samples were iced
before transport to the laboratory. The results of the laboratory analyses are
shown on Figure 3 and in Appendix B-3.
Effluent Sampling and Chemical Analysis. After the effluent monitor-
ing aanholes were installed, a 24-hour composite sample was collected at each
The results of the effluent analysis are shown on Figure
JLMPeaeartsvsspavSEWBHpd^VfroQ each
effluent location vas collected from aid-morning of mid-
morning of June 1, 1S83 and tasted for manganese only The results of this
test are alsdHbown on Figure 3 and in Appendix B-4.
5
[6-29]
-------
5. Surface VTaste Samples and Chemical Analysis. Surfpv uffce^samples
were collected below the outfall of both Dry Veil 1 and 2 on June 1/ 1982.
This was after Components ceased discharging manganeous waste late the
effluent. The results are shown on Figure 3 and in Appendix B-5.
6. Soil Geotechnical Testing. Four soil samples, two froo each, of the
general strata encountered, were selected for grain size and natural water
content analyses. These results are shown as grain size distribution curves in
Appendix B-6.
Based on the laboratory analysis, the strata consist of fill and outwash over
glacial till. The surficial stratum of fill and ontwash material is a
moderately well sorted, silty medium to fine sand with occasional cobbles and
boulders. The underlying glacial till is a moderately well graded gravelly,
silty sand with some clay.
6
[6-30]
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III. HYDHOGEOIOGT
A. Geoloyr
The surficial soils at the site have been sapped as outvash material over
glacial till and marine clay (Prescott, 1963). The explorations made for this
study encountered a very thin aurficial stratum of aandy outvash over dense
glacial till. The sandy outvash stratum, containing occasional boulders,
ranged froa approximately 3 to slightly more than 5 feet in thickness. Based
on tvo laboratory grain size analyses, the outvash is a silty sand with trace
amounts of gravel. The underlying glacial till ranged from a brovn to gray
gravelly silty sand to sandy silt. Laboratory analysis of the till indicates a
fines content (i.e., percent by dry veight passing the U.S. Ho. 200 sieve size)
ranging from 40 to 57 percent. Based on the atandard penetration resistance
the till consistency ranges froa firs to compact. While the upper portion of
the till stratum is brovn the contact vith the overlying granular soils appears
sharp and veil defined. Permeabilities of the till,_]>ased on in-sita rising
head tests, range from 2.7 x 10 cm/sec to 3.7 z 10 cm/sec (see Appendix
A-3). Permeability of the surface sand and fill stratum vas estimated from the
grain size distribution analysis to range from 10 * to 10 f^co/sec. It appears
that the higher permeability encountered at HW-4 (3.7 x 10 cm/sec) may be due
in part to the fact that the screened interval penetrates the overlying outvash
stratum.
B. Hydrology
The interpretation of groundvater flov beneath the site is based on vater level
observations made in the monitoring veils, dry veils, sump pit, catch basin and
drainage ditches on the north, south and east sides of the property. These
vater elevations vere made on Hay 9, 1983 and are shovn on the attached site
plan (Figure 2). It should be noted that the existing subsurface septic
systems located along the east side of the plant facility may slightly alter
the vater table contour lines. The maximum groundvater flov appears to be
restricted to the thin surficial stratum of outvash and flovs to the esst vith
a slope of approximately 2 to 3 percent.
The geometric mean of the measured permeabilities of the glacial till is about
1 x 10 5 an/sec. Seepage rates for the till vith the observed 2 to 3 percent
groundvater slope range from about 0.7 to 1-4 feet per year. Seepage rates of
the overlying sand and granular fill layer range from 200-300 feet per year,
based on an estimated permeability of 3 x 10 3 cm/sec and an effective porosity
of 0.3. The data indicate that the dovnvard (vertical) seepage is minimized by
the less permeable glacial till and that maximum horizontal flov takes place
within the sandier fill and outvash.
Based on. the exploration data, the aurficial deposits encountered at the site
do not constitute a significant vater-bearing resource or aquifer. A reviev of
available geologic data for both the surficial (Prescott, 1963) and bedrock
(Casvell, 1975) materials also does not indicate significant ground vater
resources in the area.
7
[6-31.
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IV. EVALUATION
A. Effluent and Dry Well
Effluent discharged into B*y"VellT is associated with waste from processes in
Building No. 1. The principal waste chemical -nl* which is
applied pyrolytically to the tantalum capacitors. Dry Veil 2 serves building
No. 2, which features some intermediate manufacturing and finishing processes
for the capacitors. Only minor amounts of neutilized manganese nitrate are
occasionally discharged to Dry Veil 2. Sodium hydroxide or hydrochloric acid,
is used for neutilization. Therefore, only the Building No. 1 effluent system
presently contains significant quantities of manganese nitrate. The analytical
values for chemical parameters in the effluents and the sediments for each of
the dry wells is indicative of the activities in each building, both past and
present.
The effluent concentrations from ^gliding -^fa.g-1-shaweri.^45.At/^'
roughly in the same proportion they would be In the manga-
nese nitrate solution. not currently used in this manufacturing, area,
was aA±ghCly-*l«vated;4bov«r.2feackgraiEad.2gzoand-ant*r:.'qa£l±t74 but ^
was still below the DEP effluent criterion of* 0.05 ng/1'. The sample of
sediments from Dry Veil 1 also showed the effects of manganese usage. Manga-
nese has preclptated out in the dry well to produce a concentration of 73,000
mg/kg in the sediment. The presence of 62 mg/kg of silver is indicative of the
precipitation of this metal and also of past years when both ends of the plant
performed similar manufacturing processes. Sodium and nitrates were relatively
low considering the effluent concentrations but indicative of their solubili-
ties and their likelihood of passing through the dry well uninhibited (i.e.,
not retained by the sediments).
The effluent from mi8H6$^FS3^hows ill^
relative to the allowable effluent criteria. Although manganese nitrate is not
currently used In processes in Building No. 2, stocks and waste manganese
solutions are stored there and -j**—tf""TV ""
This residue still may be leaching out under certain pH
conditions. The ¦minima Hum mi ml at the manhole should,
however, receive dilutions in the range of 10-20 times with the cooling water
Vhlle the sodium balance In this area cannot be determined with the
available data, the nitrate will most likely be further dilated in the dry well
to below limits by the cooling water.
#B?826-«g^«was greater than found in the Buiding No. 1 effluent which was
expected., but was still well below the 0.05 mg/t effluent criteria even before
further dilution with the cooling water.
As stated above, no processing with manganese is currently being done in
Building No. 2. However, In past years each building housed similar manufac-
turing operations utilizing the manganese nitrate solution. Thus residual
sediments in Dry Veil 2 still contain 15,900 mg/kg manganese. Nitrate, found
in low concentrations in the sediment, is probably associated with the liquid
portion of the sample. Silver was found in the sediment at 110 mg/kg, slightly
higher than Dry Veil 1, and shows that some of the small amounts of silver used
in the process has precipitated out in the dry well.
a
[6-32]
-------
onsagcs* The sodium would be expected to be soluble and therefore would gener-
ally not be associated directly with the sediments. Crystals of a sodium salt
say have dislodged from the dry well and been, collected with the sedmient
sample, or the sample could have been, taken at a time when slugs of sodiua
salts were released over a short period of time. Possible sources for the
sodium could be regenerative chemicals used for the deionization unit, the
sodium hydroxide neutrilization discharge or the sodium hypochlorite used to
control algae in the cooling water recirculation system which is hydraulically
connected to Dry Veil 2 (See Figure 2).
Analyses for manganese in the effluents from Building No. 1 and Building No. 2
were conducted on samples collected subsequent to steps taken by Components to
eliminate manganese nitrate discharges from Buildng No. 1. The value of 16
sig/1 for manganese in the Building No. 1 effluent is about 20 times less than
the previous analyses and may be attributed to residual manganese in the drain
pipes. This value is expected co decrease as the system attains equilibrium.
As indicated by the 0.62 og/1 manganese value obtained in the Building No. 2
effluent, however, the reservoirs of manganese scale in the pipes nay contri-
bute long-term low level manganese concentrations in the effluent, despite
complete containment of the manufacturing source.
Samples of the »ttlaagtait«iJlar3>e£fcaLl«o ataknifl
associated with each discharge point subsequent to the process changes. A
value of jfganrfrwl trrrrf
This value likely indicates both manganese removal in the dry well and
possible dilution with some cooling waters. However, it could also represent
contributions from the reservoir of manganese in Dry Veil 1. Future samples
will help define relationshipsof^manganese and flow through this system. A
value of .¦WB»":5S€il2iei5rat"the'eveeti^g«jii»9h4ri«^ol5tr;yfcoobl5e83^BF
fTowe=
-------
Hanganese concentrations la borings B-l and B-3 relative to the nitrate con-
centrations again strongly emphasized the point that the ^titrates are such aore
soluble and mobile than the manganese. The lack of correlation of specific
conductance with nanganese concentrations possibly suggests that the manganese
is probably present mostly in non-ionic foxas, possibly as oxides or
hydroxides.
C. Groundwater
Groundwater samples were taken froa the four downgradient veils HV-1, HV-2,
HV-3, and MV-4, and the one op gradient veil HV-5. Based on the groundwater
level data, monitoring well MV-1 appears to be directly down-gradient of Dry
Veil 1 and MW-4 appears to be down-gradient Dry Veil 2. Veils HV-2 and HV-3
did not exhibit water quality significantly different than the background^well
^aanganasar^a-che'iMCkgraiincnP^lir This is almost twice the recommended drink-
ing water standard, but certainly not surprising of in areas with naturally
occuring manganese. Chemical analyses of groundwater froa 12 selected wells in
southwestern Maine (Prescott and Drake, 1962) showed manganese concentrations
of 0.0 to 0.3 mg/fc. In addition, Kollin Glenn (1983) indicates typical
concentrations of up to 2 mg/t in soil pore water.
Specific conductances for wells HV-2 through HV-5 were essentially the same.
The conductance in Kte&^as much higher, probably due to the higher
found in this well. Notice that the ratio of nitrate to manganese has risen to
about 10 from the effluent ratio of about 0.58, again demonstrating the removal
of manganese froa the groundwater as it moves through the soils. Furthermore,
the manganese concentration was about 100 times greater in the dry well
effluent (240 mg/£) suggesting the rapid attenuation of the manganese by the
soils. This attenuation will continue down-gradient of MV-1 and values
approaching background quality are expected by the time the groundwater reaches
Be. 35.
Mangonene levels in wells MV-2 and MV-3 were less than the background level
shown in HV-5. The concentration of manganese in HV-4, 0.2S mg/1, is about
one-third of the effluent concentration and indicates dilution and attenuation
by the soils. However, at such a low concentration it is difficult to
differentiate the value from background groundwater quality given the site
setting.
Oxidations-reduction potentials were measured for the monitoring wells. HV-2,
MV-3 and HV-5 had values ranging from +202 to -225 millivolts (ov). Readings
for HV-1 and HV-4 were lover at +178 nv and +180 mv. Lower than background
values such as these are usually indicative of effluent effects.
The concentration of silver In all wells vas reported as less than 0.001 mg/1,
i.e. limit of detection.
D. Environmental Impact
The combined evaluation of all the geohydrologic and chemical data indicates
that the manganese nitrate is predominantly associated with Dry Veil 1,
although Dry Veil 2 indicates scene residual effects. The effluent discharge
10
[6-33
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into th« soils is presently retarded by the sediment layer in both dry veils.
Hang ones a which, enters the soil is absorbed to the soil particles and rapidly
attenuates in the groundwater. The groundwater concentrations probably begin
to approach background, by the tine it reaches Rt. 35. However, even at the
highest observed on-site value, i.e. 2.9 ag/i, concentrations are within
acceptable health levels. (Drinking water and Health, 1977). Despite a
recommended limit of 0.05 og/t for manganese in drinking water supplies, much
of the concern is for aesthetics, as higher concentrations can lead to dis-
coloration or noticeable taste in the water and may taint laundry whites
(ibid). Manganese is an essential aicronutriant for san and daily requirements
are normally attained through ingestion of foodstuffs. The average human
intake is approximately 10 ag/day (USE?A, 1976). Vith this in mind, it becomes
apparent that the 0.05 mg/i drinking water criterion is extremely conservative
from a health standpoint. Nitrate also dilutes and possibly reduces to amnonia
or is used by tree and plant roots. Nitrate concentrations of less than 10
ag/t, i.e. the recommended drinking water standard, are probably obtained prior
to movement beyond Rt. 35. The other parameters tested do not indicate
significant health risks. Furthermore, the groundwater which carries these
compounds probably remains in the shallow, more permeable soils and doesn't
penetrate downward. There are no known well water supplies downgradient of the
site. The groundwater discharges into Punky Swamp to the east and eventually
enters the Mousaa River after significant natural attenuation and dilution.
The effluent quality values are above the DE? criteria, i.e. 0.05 ag/l for
aanganeae, 10 ag/t for nitrate, 20 ag/l for sodium and 0.05 ag/C for silver.
Based on the original results, Components initiated a program to eliainate
process discharge of aanganese nitrate to Dry Veil 1. This was successful, as
indicated by the subsequent aanganese testing described above. The values
dropped at least an order of aagnitude after only a few days. This decrease
will likely continue to a value siailar to Dry Veil 2. Since this also reduces
the effluent loading on the soil, effluent effects in the groundwater should
begin to decrease.
Based on the data, the results of the study suggest that no significant
environmental degradation has occurred and the activities have not reaulted in
any significant human health risks.
11
[6-35]
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V. CONCLUSIONS
1. Concentrations of manganese and nitrate in the effluent are higher than
OE? effluent criteria, particularly the effluent associated with Building
No. 1.
2. Concentrations of manganese in the dry veils, the soils and the
groundwater indicate that the aanganese is attenuated is the soils and
concentrations in the groundwater decrease rapidly with distance away from
the dry wells. Significant changes in groundwater quality off-site
(relative to background water quality) is doubtful.
3. Sodiun discharges are slightly above the DEP effluent criteria.
4. Present levels of silver in the effluent and groundwater are below the
Drinking Vater Standards and do not appear to be a threat to local ground-
water quality.
5. Groundwater remains shallow and stoves toward the east at several hundred
feet per year. There are no known drinking water wells down-gradient of
the site.
6. Considering the rapid decline in the concentrations of aanganese and
nitrate in the groundwater, it would appear that the subsurface disposal
of these wastewaters do not present a significant risk to the health or
safety of local residents.
12
[6-3S
-------
VT, RECOMMENDATIONS
1. Hie principal source of ^Sngsses*.
-------
VII. REFERENCES
Caswell,. Bradford V. and Lanctot, Melanie E., 1975, Ground Vater Resources
Maps of York Co., Maine Geological Survey, Augusta, Maine.
Drinking Vater and Health, vol. 1, National Academy of Sciences, 1977, p.
270.
Glenn, Rollin, 1983. Personal Communication, Professor of Soil Chemistry,
University of Maine at Orono, Orono, Maine.
Hussey, Arthur M., 1978, Preliminary Bedrock and Brittle Fracture Map of the
Portland 2° Quadrangle, Open File Map No. 78-5, Maine Geological Survey.
Prescott, Glenn C. and Drake, Janet A., 1962, Maine Basic-Data Report No. 1
Groundwater Series, Southwestern Area, U.S. Department of Interior -
Geological Survey.
Prescott, Glenn C., 1963, Geologic Map of the Surficial Deposits of Part of
Southwestern Maine and their Vater-Bearing Characteristics, U.S.
Geological Survey.
Smith, Geoffrey V., 1977, Reconnaissance Surficial Geology of the Kennebunk-
Quadrangle, Maine, Maine Geological Survey.
Smith, Geoffrey V., 1980, End Moraines and Glaciofluial Deposits, Cumberland .
and York Counties, Maine, Maine Geological Survey.
Vater Quality Criteria, USEPA, 1976, p. 95.
14
[6-3U
-------
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FIGURE 1
EFFLUENT DISCHARGE STUDY
COMPONENTS, INC.
KENNEBUNK, MAINE
•ECJCRDANCQ'
[6-39]
-------
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[6-40]
-------
—6
of »«lt. ttit oorim|,
test |iit, and saisaic data,
in* aquifer boundaries and
fit id designations are
generalized and subject to
aodlfication buad on ion
data Had Investigations.
am
LOCATIOW Mi*
]-
symbols
Aquifer boui&aciaa
Sand and gravel aquifer (la-jo 9allona par ainute)
Sand and gravel aquifar ISO or aore gallon* par ainute)
SO oaptb to bedrock (ledge) In faat
/J" Hiniaua depth to bedrock, in feet
ll Dapth to water table In (aat below natural ground >ur(aca
(observed In wall, spring, taat boring, pit. or seisaic Una)
i)0 Miniaua thickness of aand or gravel In (aat
(obaarvad In wall, taat boring, or pit)
X Gravel pit
»Yield (flow) of well or tpring in gallons per ainute
•— Spring
• Gravel well
a Dug well
^ Observation well (project)
C 1 9 73* 1984
Additional Infomeiioa coMtfiiidg (hit imdy sad the hydrofeoiofy
o4 ihls tree la presented In Open-File Report *63*1
Cartography bv Robert A Johnston
[6-41]
-------
N COOLING i
r TowEfr
Nib
effluent-,
SAMPLE \//
EFFLUENT SAMPLE
CATCH ,
BASIN / \
BUILDING *2
buried cooling water.
SURGE TANK
35
-------
effluent sample
COOLING / i
r tower .— '
\ < •>'
BUILDING # 2
effluent,
sample
BURIED cooling water
SURGE TANK
ROUTE 35
-------
Section 6.2.2
TITLE OF STUDY:
{or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Field Trip Report - Southern Maine
Finishing Company
GCA Corporation, Technology Division
December, 1985
Southern Maine Finishing Co.
East Waterboro, Maine
USEPA Region I
Metal Plating and Fabricating Plant
The facility operated a rudimentary
wastewater treatment plant which
resulted in contamination of ground
and surface water. Subsequently a
new treatment system was designed
which could treat cyanide chromium
acid and alkali.
[6-44]
-------
GCA
213 Burtngicn Rom
Betf ord. MusaOKoans 01730
T«t« prone 617-275-5*^4
"Wto 92-3339
GCA CORPORATION
Technology Division
2 January 1986
Mr. Robert Jackson
U.S. EPA, Region Z
150 Causeway Street
Bo*ton, MA 02203
Subjecti Southern Milne Finishing Corporation
East Vaterboro, Maine
Work Assignment #263-02
Dear Bobt
Enclosed la a copy of the field trip report for the SW7 site
Investigation conducted Monday, 16 December 1985. The enclosed figures
illustrate the approximate location of the site boundaries, residential veils
in the vicinity, existing and proposed monitoring veils and surface water
sampling points. Tour field notes are also enclosed.
Recommendations on a tvo part water quality sampling plan are attached.
The plan provides for immediate sampling of surface waters, residential and
existing monitoring wells. Installation of additional monitoring wella has
been recommended in order to further delineate the vertical and horizontal
extent and migration of contaminated groundwater.
If you have any questions, do not hesitate to call.
Sincerely,
Robert H. Clemens, Manager
Vater Resources Section
Enclosures
[6-45
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FIELD TRIP REPORT
Southern Maine Finishing (SMF)
Conducted Monday, 16 December 1985 - 6-8" Snow on Ground
On 16 December 1985 CCA conducted • preliminary alte investigation of Southern
Maine Finishing (SMF), East Vaterboro, Maine under EPA work alignment number
263-02. The scope of work entailed a visual assessment of Cooks Brook and
surrounding environment for wetlands determination; confirmation of the number
and location of private and groundwater monitoring veils within 1/2 mile of
the facility and development of a base map for SMF. Following is a summary of
field observations and wetlands evaluation.
Personneli
Bob Jackson, EPA Region I
Paul Turina, CCA
Patty Rodden, CCA
Anne Sergeant, CCA
Joan Klmsey, CCA
Purpose:
- do general area reconnaisance and field observations
- confirm location and condition of SMF monitoring wells & production
wells
- Identify domestic wells within vicinity of site
- identify & describe wetland areas
Observations:
Figure 1 indicates the approximate site boundaries of SMF and location of
residential wells in the vicinity of the site. Existing and proposed
monitoring well locations are shown on Figure 2. Description points for the
wetlands evaluation are shown on Figure 3.
Monitoring wells-
- Verified location of Monitoring Veil #101 to be approximately 66m
from Junklns barn and 80m from SE corner of SMF treatment facility.
Veil #101 is not cased or locked and appeared not to be grouted.
- Located two unidentified wells. One located to SE of SMF treatment
plant. The other was approximately 65m NV of monitoring well #101.
Both wells were cased and locked. According to a revision of Figure
1 from Gerber's June 1982 report dated 8/82 these wells appear to be
those Identified as 201(B) and 202(A). No information was available
on either well.*
- Monitoring velL #102 was located. It appears to be 30 feet from
stream. This was not cased or locked and appeared not to be grouted.
- Monitoring well #103 could not be located. It is assumed to have
been destroyed.
[6-46]
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* Area Co the SV of the SMF facility was investigated, however no
monitoring veils were located.
* At the direction of EPA, CCA staff did not engage in discussions with SMF
personnel concerning the facility monitoring veil network or its condition.
Residential Veils-
- A house by house survey of hoses in the vicinity of the SMF site was
conducted. Location of residential wells are shown on Figure 1. A
list of hones visited and survey results are ss follows:
1. Doris Junkins - 1 point well in basement - abandoned due to high
contaminant concentration. Present water source is s point well in front
yard 12' below grade, 25' from road, 50* from SMF.
2. Wade Junkins - 1 point well 12' below grade located betveen barns,
abandoned due to high contaminant concentration. Domestic water source
is a 1 point well located in bulkhead below kitchen 12' below grade.
3. Edna Roberts - 1 point well in basement 14'.
4. Lumber Yard - Ponzettl - 2 point wells, one located 12' below grade 60'
off road on driveway near shack. Second point veil located 12* below
grade 30' East of other veil.
5. Daley Residence and Insurance Company - 1 veil approximately 120' in
depth located 30' off road.
6. T.J. Carrigan - 1 veil point located In basement of home 9' below cellar
floor approximately 17' below grade. 1 well point located at trailer
adjacent to CarTlgan residence.
7. Leah Bradeen - Not Home
8. Victoria Bradeen - Not Home
9. James Montelth - Well point 9' below grade 40' off road.
10. Louise Arsenault - 1 point well, no further information.
11. Albert Goodwin - 1 point well located in basement, approximately 45' off
road, 10' below basement floor approximately 18' below grade.
Veclands Evaluation-
Southern Maine Finishing (SMF) is believed to have contaminated the local
ground and surface waters with heavy metals and cyanide. These substances
have been found in several nearby drinking water wella and in Cooks Brook,
which flows through SMF's property.
[6-47J
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Cooks Brook flows south under Route 5, via « 3 ft. culver:, (Point A ot Figure
3) about 500 ft. northwest of the main building and continues south, then
southeast, through the property, eventually passing under Routes 4 and 202,
turning eastward, and discharging into a unnamed pond about 1.1 mi
eaat-southeast of SMF.
The U.S. Fish & Wildlife Service's National Wetlands Inventory map shovs only
a snail pond near where Cooks Brook crosses under Route S tnd the Area where
it crosses under Routes 4 & 202 as seasonal wetlands, be: the scale of the sap
(15' aeries) and sometimes ephemeral nature of the brook (discussed below)
probably account for the differences in interpretation.
The stream has a well-defined channel where it enters the property and soon
passes through a 3' culvert, (Point B on Figure 3) but It wanders through a
wet bottomland after several hundred feet (Point C on Figure 3). This area is
forested primarily (60-701) with red maple (Acer rubrue) with some black oak
(Quercus velutlna), grey and river birches (Betula aopullfolia and B. lenta),
hemlock (Tsuga canadensis) and white pine (Plnus strobus). Most trees are
between 3 and 6 in diameter at breast height (DBH); this indicates that the
area was cleared 20 to 30 years ago. The tree stratum appears fairly dense
(80-90Z cover), while the shrub stratum is sparsely populated (about 30X
cover) with silky dogvood (Coaus amomum), witherod (Viburnum casslnoldes) red
maple samplings and sprouts, sheep laurel (Kalmia anguttifolla) and
winterberry (Ilex vertlclllata).
The 6-8 in. of snow cover made it difficult to fully characterize the herb
stratum and Impossible to estimate percent cover, but several species of ferns
(including sensitive fern (Onoclea sensibills), and royal fern (Osmunda
regalia). mosses (including Sphagnum), grasses and sedges were found.
Snowcover also precluded delineation of the wetland boundaries, but the area
seemed to range from 5 to 30' away from the brook in either direction. The
wetland was narrowest (about 10' wide) about 500' aouthwest of SMF:Tthc stream
trace there could not be found becauae of the anow cover and frozen ground.
According to Dennis Merrill of the Maine Department of Environmental
Protection (12/12/85 personal communication) this portion of the stream often
dries up for part of the summer.
Purther downstream, near routes 4 and 202 (Po^nt Z on Figure 3) the vegetative
community becomes completely dominated by red maple, with almost no understory
and hummocks of grasses and sedges in almost-motionless water. However,
shrubs dominate the area where Cooks Brook passes under routes 4 and 202
(Point F on Figure 3).
Water quality appears fairly good throughout the brooki the water is somewhat
tannic but clear, and there are occasional faint traces of iron deposits on
the sandy bottom and some manganese films in quieter areas. GCA found no
evidence of stressed vegetation (although the season would probable have
¦asked any signs of stress) in any portion of the brook. Invertebrate
diversity surveys conducted by the Maine Department of Environmental
Protection in August 1984 show that very few individuals, representing only 3
invertebrate groups (Trichoptera, Hemiptera and Dlptera), inhabit the stream;
this could be a manifestation of stress to the aquatic community.
[6-48]
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Southern Maine Finishing (SHF)
Sampling Recommendation*
A tvo part vater quality sampling plan hat been developed for SXF. The
flrat phaae providea for imediaee sampling of surface waters, residential and
existing' monitoring veils. The vater quality results froa phaae one vould
primarily serve as a basis for evaluating current health and environmental
impacts. Phaae tvo vould Involve the inatallation of additional monitoring
veils for vater quality and vater level sampling and further delineation of
the contaminant plume. Placement of nested veil groups vould provide
information on vertical flow gradients as veil as horliontal extent of
contaminant migration. Location of the proposed monitoring veils are shown on
Figure 2 and are discussed in the sampling plan outline belov.
Phase onet
Residential Veils (Driven points)-
Vater quality for health impacts (see recommended parameters list
belov)
Monitoring Wells-
Water quality and static vater level measurements at existing
monitoring veils (101 & 102).
Surface Water-
Water quality samples in Cooks Brook at previously designated sample
locations (as specified in Gerber June 1982 report and shovn on
Figure 3).
Phase trvot
Install additional monitoring veils for vater quality sampling and
delineation of contaminant plume-vertical gradients and horizontal
extent.
location of Proposed Monitoring Wells-
Additional veils adjacent to existing veils 101 & 102. Nev veils to
be screened at gTeater depth than existing veils. Screened
intervals to the adjusted according to soil boring information.
Tvo nested veil! groups placed vest of Cooks Brook. One group to
the southvest of monitoring veil 101 in relatively close proximity
to disposal site. The other group to be dovngrsdlent of the site in
vicinity of veil 102. Location shovn on attaced Figure 2.
Rested veil group adjacent to veil at Junkins Barn.
Additional nested veil group to the northeast of 102.
[6-49]
-------
Single veils for background water quality information and regional
water level messurements. Suggested locations -
Northwest of site across Rt. 5 near Cooks Brook
Northeast of site across St. 5 from G. Junklns residence
South of disposal alte on west sidle of Cooks Brook.
Recommended Parameterst
Cadiua
Chromium total
Chromium (hex)
Nickel
Silver
Lead
Iron
Aluminum
Zinc
Copper
Tin
Cyanide
Nitrite
Nitrate
Phosphates
Chloride
Sulfate
pH
Conductivity
Total Metals
[6-50]
-------
7^ SITE f%
(APPROXn OOUNDAttY
Astoo* WrrxxsiD
o>
I
a
Sourcol U.S.G.3. m«p of Woturlorot Maine QundranRlc.
-------
Z),
l
(APPROXn boundary
d
I
div • ¦ll*OCiiTlftC «ULI
Dorl» JunUnt
Uid« Junking
Ednji Huberts
Lu»b«r Yard - fonnttl
On let tnmirnrtct
T» J* Cnrrlr»n
Lean Bndti'n
Victoria Brodftn
Jn«pN h««nt?lth
10. I.uuioi' Arti-nnull
11. Albert Goodwin
v.
»
1000
Scale, leet »
. . •• N
Figure 1. Site location* Numbers Indicate location of residential wells.
Source; U.S.G.S* map of Waterboro, Maine Quadrangle*
o>
1
cn
nJ
-------
*CLL *1
Ins Jflfc
r
O WATCR TAIlC IM0*0*D»
fi UQUlTORmS ITU l»*3*OMD) VS.
^CXtSTlM WCIL V
4 fK*»isTiHC liMPtMC rrmo*'.
f rctSTIMC WILL
Jl «USTID ^DO^ttDI
Figure 2. SMF existing and proposed aonicoring veil location.
-------
POINT A^pointb^
-S-'-T 274 7/'^c
. POINTC £ •- '
POINT D
' POINT
jffi. *". {Jy j_ .4^'
•w«&*
' - *
/
s
• /
/
r->
/ ^7
/ <-
' V ,
i
~
-X
B.^se: n
«*. ^S3 t-
>000
>000 2000 3000 «000
ScoW.lMl
r\ ¦, ¦
r/_ _ 'rT0^:i^
Tarnint^r^S **!
fmtmi \
Ouodrenflr LkoIisa
Figure 3. Description points of th<- vet lands evaluation.
'[6-54]
-------
Department of Environmental Protection
STATE OF MAINE
maim orncx. mat •wloimc. nosm*t. srncer. ajjcusta
lUA UOIII1 tu« Noui Suiian IT. AuguUa. Mill
MIM c MINIUM
60VCMN0II
Motar C WAMIKM
COMMiUiONXN
July 19, 1982
Stuart Gannett
Southern Maine Finishing
East Waterboro, Maine 04030
Dear Stuart:
Our staff has ccrrpleted review of Bob Gerber's report of
hydrogeologic investigations of the area surrounding your
plant. We are in general agreement with Bob's findings
and recu111 lendations. The report may be used as the basis
for design of the final effluent disposal system. It is
our understanding that this will consist of subsurface
system sintilar to a conventional leachfield located at or
near the present disposal site.
As you are aware, the finnb discharge license requires that
groundwater monitoring wslls be maintained for routine
sampling to evaluate the impact of the treated discharge.
(See Special Condition 1(c) in the license). For the back-
ground well, Bob Gerber recarmends the one designated We 11-1,
located near CW-5 be used. Wells 101 and 102 should be
sampled for down-gradient monitoring. Additionally, it is
requested that as part of his design of the effluent disposal
system, Bob evaluate the need for additional monitoring v«lls
in the disposal area.
If any questions arise, please give me a call.
Division cf Licensing and Enforcement
Bureau of Water Qiality Control
EM:pnf
cc: Bob Gerber
• Portias •
REGIONAL OFFICES
• Banaor*
-------
ROBERT 6. GERBER. INC.
ASH POINT BOAO • SOUTH HARP8WCLU MAINC 0A07*
307*033-6334
25 August 1982
Mr. Joseph Poirier
Southern Maine Finishing Corp.
Route 5, Box 188
East Waterboro, Maine 04Q30
Re: transmittal of design of wastewater disposal system
Dear Mr. Poirier:
With the assistance of Mr. Walter Stinson, P.E., consulting
' engineer in North Windham, I have completed a design of a
disposal facility to handle the discharge from Southern Maine
Finishing Co.'s (SMF) new wastewater treatment process. The new
disposal system will be located in the same area as the present
system, but will be of different construction. A location plan
and details for the new disposal system as drawn by Mr. Stinson
and modified by me is enclosed. This letter describes the design
criteria and rationale for the disposal system design.
SYSTEM LOCATION
As a result of the studies that I have completed of the
hydrogeology of the area, my 25 June 1982 report recommended that
the present discharge site by utilized for the discharge from the
new wastewater treatment plant. It is my understanding that both
SMF and the Maine Department of Environmental Protection (DEP)
have accepted this recommendation.
DESIGN CONCEPT
We have chosen a trench system with pressurized distribution
to handle a design loading of 30,000 gallons per day. We
obviously gave serious thought to whether or not the existing
series of cascading well tiles could be used, but had to conclude
that this system is ineffective in creating an appropriate
distribution of the wastewater. Continued use of this type of
system would continue to create surface discharge of the
wastewater in localized areas of the disposal system, which has
occurred historically at this site. I would have preferred to
use a concrete leaching chamber design but initial cost estimates
based upon a preliminary design were over $30,000. In light of
your statement to Mr. Stinson that this system may only be used
for one year, we have chosen the cheapest system that can still
fulfill your purposes.
The system is designed to be effective for a soil
permeability of 1 foot per day, which is the minimum permeability
that I could conceive of at this site, based upon all of the
testing that I have done • for this project. Therefore, there
should be allowance for some system clogging, which will
[6-561
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Page 2 of 3, Poirier, 8/25/82
SMF disposal system design
inevitably occur. The final size of the system represents about
one-half the area that would be required under the Plumbing Code
for a domestic wastewater disposal design on soils requiring a
•small* system. The estimated position of the seasonally high
water table is elevation 94.0' (local project datum), which is
about 4.6' below the bottom of the trench as presently designed.
One important point to note is that there may be a need to
dispose of some soil and the well tiles that are in the existing
system. The DCP has agreed (Ed Logue) to visit the site to
determine whether these materials need to be treated as
"hazardous wastes". Depending upon how much soil must be
removed, the final grade of the system may be adjusted slightly,
since it accounts for use of soil excavated from the trenches.
It is imperative that the DEP do its determinations prior to the
construction of the new system.
DESIGN DETAILS
The system is composed of a total of 4400 linear feet of
trench. Each trench has 15" of stone below the 4" distribution
line. A li" PVC perforated pipe will receive effluent from dual
alternating pumps. The li" pipe is located within standard 4"
distribution pipe. The system is divided into two separate areas
of equal size, which are dosed alternately by dual alternating
pumps that will provide a dose of about 2000 gallons. The large
10" manifold pipe is required in order to keep the pressure loss
within the accepted standard. Internal pressure in the
distribution pipes during pumping will be 1 foot of head. The
dual pumps will each pump about 300 gallons per minute at a head
of 11.6'. The series arrangement of two residential septic tanks
results in a cheaper wet well capacity than would a 3000 gallon
commercial septic tank. (There is no septic tank in the present
system.)
Our preliminary cost ' estimate for the system is $15,000.
Mr. Stinson intends to get a refined /estimate from a contractor
named Les Wilson & Sons, who would like to bid on the job, if you
put the job out to bid..
CONSTRUCTION SUPERVISION
In order for us to assume proper responsibility for the
operation of this system, we must supervise its construction.
Several last minute changes in design may be necessary, including
the selection of final grade, as discussed above. The layout of
the project and setting of grade stakes will be very important
since there are relatively small tolerances allowed. The plans
also call for our approval of the stone and other materials used
in the construction. Assuming you retain me to oversee
construction, Mr. Stinson will provide field surveying and design
changes as approved by me.
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Page 3 of 3, Poirier, 8/25/82
SUP disposal system design
ADDITIONAL GROUND WATER QUALITY MONITORING
As a result of my recommendation, the DEP conducted water
quality tests on residential wells in the maximum conceivable
area of impact of the historical wastewater discharge plume. Two
nearby wells were found to contain some indication that they had
been contaminated by the SMF discharge. These well owners have
been notified by the State. On the basis of the DEP tests, it
appears that these wells contained metal concentrations of about
II of the discharge concentrations, which is what the computer
model predicts.
I recommend that an additional set of water quality test3 be
taken from the Doris Junkins well, and each of the two Giga
Junkins wells. During the construction of the new disposal
system, I would like to have Walt Stinson locate these wells by
survey. The test parameters for the new set of tests should
include cadmium, trivalent and hexavalent chromium, nickel, iron,
zinc, copper, aluminum, cyanide, nitrite-N and nitrate-N.
Permanent monitoring wells for use in following the
effectiveness of the new discharge in purging the present plume
area of contaminants will include the wells shown on the enclosed
Figure 1. Well #1 near 0W5 (see Pigure 3 of 25 June 1982 report)
will be used for background water quality monitoring as necessary
in the future. Wells #101 and #102, which were installed this
spring will be used as part of the continuing monitoring program.
I recommend that two new monitoring wells, #201 and #202, be
added as part of the long-term program. These wells should be
added at the time when the new disposal system is being
constructed. They would be screened in a zone between 5 and 10
feet below the average ground water table position. Their
position in proximity to the disposal area will allow for a
determination of the rate of reduction in contaminant
concentrations that are presently ' quite high in this area. In
summary, the long-term monitoring program would consist of
quarterly sampling in wells #101, #102, #201, and #202; and
annual sampling in Well #1 (near OW5) and the three Junkins
wells.
I am sending a copy of this report and the disposal plans
directly to Dennis Merrill of the DEP. Minor design revisions to
the plans will be forwarded to you and Mr. Merrill as they are
made.
Respectfully submitted,
Robert G. Gerber, P.E. 3165
Enc: one disposal area design plan
one Figure 1
c: Dennis Merrill, DEP
ifcgs;
-------
FIGURE 1—LOHG-HW WHITOMNG UtLL LOCATIONS
SO. MAINE
FINISHING CORP.
EAST WATERBQRO, MAINE
O 700 *00 800 SCO IOOO
SUU IN FEET
ROBERT £ GERBER INC. S/B2
—
/s«A \j2—
wellA I "
DISP. Q
4 SITE
utll <1
lutktns
ClQt Juflcfnt
[6-59]|
-------
GROUNDWATER SAMPLING PROGRAM
In order Co monitor the impact of pollutants discharged by Southern Maine
Finishing Corp. on the groundwater in the area, the folloving sampling program
should be instituted. This program is based on the requirements of the
Company's Waste Discharge License, approval granted by the Department of
Environmental Protection staff pursuant to the license, and the recommendations
of an independent hydrogeologist vho has studied the area. Since private veils
in the vicinity of the discharge have been contaminated, the monitoring of
these is included to protect the health and interests of these persons.
Locations of monitoring veils: Veils designated by hydrogeologist Robert
Gerber in his report as veils 101, 102, 201, and 202 should be used as the
primary monitoring locations to access the impact of pollutants discharges.
Veils 101 and 102 are in place vhile veils 201 and 202 are not. Veil #1, so
called, which is in place vill serve to provide background water quality data.
Private veils owned by Doris Junkins CI veil) and Giga Junkins (2 veils) should
also be monitored. The attached drawing shows the location of all wells.
Frequency of sampling: Veils **1, 101, 102, 201, and 202 should be sampled
quarterly starting immediately and lasting until two years after the treatment
system becomes operational. Thereafter sampling may be reduced to
semi annually. Wells owned by the Junkins' should be sampled semiannually,
starting immediately.
Analyses to be performed: Each sample should be tested for those pollutants
listed in the waste discharge license, using proper testing methods. Also, the
water level in each well should be recorded. In addition to reporting all
results to the Department of Environmental Protection the Junkins* should be
provided with results on their wells.
-------
FIGURE 1—LONG-TERM MONITORING WELL LOCATIONS
'TO
o
Well #1
SO. MAINE
FINISHING CORP
EAST WATERBORO, MAINE
» m 2 ¦ B 40|" 600 8 laiuuil^00
SCALE IN FEET
ROBERT G. 6ERBER INC. 6/82
WELLS
disp. cy
A SITE
Doris Juftkins
•
Giga Junkins
-------
Section 6.2.3
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
From Revised Interim Report:
Maine's UIC Program
Maine Department of Environmental
Protection
December, 1986
*
Sanford Airport Industrial Park
Maine
USEPA Region I
Aircraft Maintenance
Waste paint, spent solvents, and
asssociated material were washed to
a collection dump. After removal of
solids, wastewater was disposed in
a drainfield. Matter is under
investigation by Maine's Department
of Environmental Protection.
[6-62]
-------
XiJ-
York Aviation. Yortt Aviation ran an aircraft maintenance business located at
the Sanford Airport Industrial Pari until 1986. Attachment 3-A provides nao3
showing the location ana geohydrologicai setting of York's operation. In 1981
York was included in Maine's initial inventory of underground injection
facilities.
In early WS5 York Aw.c4.on was the SufejMroP d. complaint +o Dt£P regard^
the improper disposal of hazardous wastes. An investigation by DEP staff
revealed that York was painting new aircraft and repainting used aircraft using
various solvents. Vaste paint, spent solvents and associated materials were
washed to a collection dump. After removal of solids, che wastewater was
disposed of in a dramfield adjacent to York's hangar. Ore the basis of. ground
water sampling in and around the site, DEP's Bureau o£ Oil and Hazardous
Materials Control has begun an investigation into potential violations of state
and federal hazardous waste law by York Aviation. York Aviation has filed for
bankruptcy and discontinued its operation. Because the natter is under
investigation, detailed information regarding the facility is being withheld
from publication. Upon completion of the investigation, DIP will decide
whether York should be retained on Maine's inventory of underground injection
facilities.
16-631
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Section 6.2.4
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Initial Environmental Assessment
Eastern Air Devices, Inc. Facility
Dover, New Hampshire
Balsam Environmental Consultants
May, 1986
Eastern Air Devices, Inc.
Dover, New Hampshire
USEPA Region I
Electric Motor Manufacturer
Two dry wells had been used for
waste disposal. The wells were
cleaned out, and fluids and solid
samples were analyzed. Some organic
compounds were identified (primarily
tetrachloroethylene, or PCE).
Hydrogeology of the area was
assessed and contamination is
believed to be contained.
-------
i SkC+uxJ ii7jtfcfror> -pUud ccr&dzi
<**¦• AfpA raadi". ..-hudr*/ lulls
...-fercitlpO-SAl at" Sam<
airtamm Aam-fiw
\Xte don4- fcnotu ultaf 4^.
5yn<> j^iault Oraantt, tfs"f4"*15!
INITIAL ENVIRONMENTAL ASSESSMENT
EASTERN AIR DEVICES, INC. FACILITY
DOVER, HEW HAMPSHIRE
Prepared for
EASTERN AIR DEVICES, INC.
One Progress Drive
Dover, NH 03820
Prepared By
BALSAM ENVIRONMENTAL CONSULTANTS, INC.
5 Manor Paricuay
Salem, NH 03073
May 27, 1986
-------
5 Manor Parkway
The Rollins Building
Salem NH 03079
alsam Environmental Consultants, Inc. lOTl 893-°6'6
GlNEERING. ENVIttOtnt\'.Et* TAL SCIENCE
-------
Please feel free to call us to discuss any aspect of this assessment or the
proposed scope of work.
Sincerely,
BALSAM ENVIRONMENTAL CONSULTANTS, IRC.
Leonard C. Sarapas, P.E.
Project Manager
Enclosure
cc: J. Burtelow, EAD
W. Evans, NHWSPCC
K. Marschner, NHOUH
R. Sattier, PB&L
Stephen B. Ransom
Project Engineer
[6-67]
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TABLE OF CONTENTS
Page
I. INTRODUCTION AND OBJECTIVES 1
1.0 Introduction 1
2.0 Objectives 1
II. SITE ASSESSMENT HISTORY 1
III. INITIAL ENVIRONMENTAL FACILITY ASSESSMENT 2
1.0 Development of Hydrogeologic Model 2
2.0 Further Development of Hydrogeologic Model 2
3.0 Receptor Monitoring 3
4.0 Results of Initial Assessment <*
IV. ASSESSMENT SUMMARY 5
V. ADDITIONAL SCOPE OF WORK 5
1.0 Objectives 5
2.0 Location of Ground Vater Monitoring Veils 6
2.1 Well Installation Materials and Procedures 6
2.2 Well Development Procedures 7
2.3 Collection of Soil Samples from Monitoring
Uell Borings 3
3.0 Ground Water Sampling 8
4.0 Surface Water Sampling 10
VI. PROJECT SCHEDULE AND REPORTING 10
[6-68
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I. INTRODUCTION AND OBJECTIVES
1.0 Introduction
Balsam Environmental Consultants, Inc. (Balsam) has conducted an initial
environmental assessment of Eastern Air Devices, Inc. (EAD) facility located
in Dover. New Hampshire. EAD is a manufacturer of electronic motors that has
operated at this current location since 1977. The operating facility is a
120,000 square foot building located on a 14 acre site. A site location map
and a facility site plan are presented as Figures 1 and 2 respectively.
2.0 Obiectives
Balsam's objectives in conducting this initial environmental assessment were
as follows:
- Monitor potential off-site receptors which might be impacted
by the EAD facility,
* Confirm direction of groundwater flow,
* Confirm the initial hydrogeologic model for the EAD facility,
* Determine the need for further evaluation of the EAD facility,
and develop a work scope to meet these needs.
II. SITE ASSESSMENT HISTORY
Based on a review of EAD's past waste management practices, two dry wells
located on the EAD property were identified and subsequently cleaned out. A
description of EAD's past waste management practices involving the use of
these dry wells was transmitted to the U.S. Environmental Protection Agency
(EPA), the New Hampshire Office of Waste Management (OWN) and the New
Hampshire Water Supply and Pollution Control Commission (WSPCC) in a letter
Project #6003
May 27, 1986
Page 1
-------
dated January 6, 1986; this letter as included with this report as
Appendix A. Following receipt of this letter, OVM requested a more detailed
description of the dry well clean-out program. In response to that request.
Balsam prepared a letter to OVM and USPCC. dated February 11. 1986, included
in this report as Appendix B. which described in greater detail the clean-out
of the two dry wells, contained an initial hydrogeologic model for the BAD
facility area, and presented a work scope to perform an initial environmental
assessment of the CAD facility.
III. INITIAL ENVIRONMENTAL FACILITY ASSESSMENT
1.0 Development of Hydrogeologic Model
Based on a review of existing data and literature discussed in our February
11. 1386 letter, an initial hydrogeologic model was developed for the EAD
facility area. This information indicated that the subsurface geology at the
EAD facility consists of marine deposits underlain by slate or quartz
bedrock. A Geological Survey report separated the marine deposits into two
zones: an upper zone of olive-drab to gray sandy silt and clay, and a lower
zone of blueish-gray silt and clay. Due to the fine grained and impermeable
nature of these deposits, they were not considered an aquifer by the
Geological Survey.
Bonne logs documenting work performed adjacent to the EAD facility in 1969
indicate an overburden stratigraphy of topsoil underlain by brown and gray
silts and clays to a depth of 10 to 17 feet, at which point the bonngs net
refusal on bedrock, described as shale.
2.0 Further Development of Hydrogeologic Model
To expand upon the data and information available concerning the
hydrogeologic characteristics beneath the EAD facility, four small diameter
Project #6003
May 27, 1986
Page 2
-------
piezometers were installed at EAD. The locations of these piezometers are
presented in Figure 2. After the installation of the piezometers, Balsam
performed level survey in February, 1986 to determine the site datum
elevations of the piezometers and a surface water datum point for Knox Marsh
Brook, tfater levels were then measured in the four piezometers. However,
due to the shallow depth of ground water at EAD and the low temperatures
which existed at that time, the water in two of the piezometers, P-I and P-3,
had frozen, making data from these two piezometers unreliable.
To confirm the expected direction of ground water flow, water elevations were
then also obtained from Knox Marsh Brook and an open excavation by the south
EAD dry well. These data, in combination with water level data from
piezometers P-2 and P-4, indicated the direction of groun^ water flow to be
to the west. On this basis, receptor surface water monitoring proceeded in
Knox Marsh Brook in the locations shown in Figure 2.
After a period of warmer temperature conditions had existed. Balsam again
obtained water level measurements from the. four piezometers on.the EAD s.ite.
AC that time, the ice in piezometer P-3 was observed to have melted and
ground water was observed to be present. However, piezometer P-l was found
to be plugged and thus, was re-installed at that time. Hater level
measurements were then obtained in the vicinity of the EAD property, and are
presented in Table 1. Potentiometnc contour maps indicating the direction
of ground water flow and hydraulic gradient have been developed based on
these data, and are presented as Figures 3 and 4.
3.0 Receptor Monitoring
Based on the information obtained from the initial hydrogeologic model and
evaluation of on-site conditions, the nearest expected receptor of ground
water from the EAD facility was Judged to be Knox Marsh Brook. To evaluate
this potential ground water receptor, surface water samples were obtained
from this brook at four locations; upstream of EAD, mid-stream of EAD, and at
two locations downstream of EAD. These sample locations and designations are
presented m Figure 2.
Project #6003
May 27. 1986
Page 3
[6-71J
-------
Review of EAD's processes, waste management practices, and analyses performed
an samples from the two closed dry wells provided the basis to select the
chemical analyses for the surface water samples. All surface water samples
were analyzed in the field for the following indicator parameters; specific
conductance, pH, and temperature. These analytical results are presented in
Table 2. The samples were then analyzed by an analytical laboratory for two
heavy metals, zinc and chromium, and the thirty-six hazardous substances list
(HSL) volatile organic compounds (VQC's). A complete quality
assurance/quality control. (QA/QC) program was followed for sample collection
and analysis which included submittal of trip blank and blind duplicate
samples for chemical analyses.
4.0 Results of Initial Assessment
Selected ground water and surface water elevations measured at the EAD
facility are presented in Table 1: potentiometnc contour maps developed
using -these data are presented in Figures 3 and 4. These data indicate that
ground water flow at the site flows in a south to southwest direction toward
Knox Marsh Brook.
The rate of flow, based on the initial hydrogeologic model of the EAD
facility, has been estimated to range from 0.002 feet/year to 0.2 feet/year
assuming a hydraulic conductivity of 10~7 cm/sec. to 10~^ cm/sec., an
effective porosity of 0.4 to 0.6, and a hydraulic gradient of 0.009
feet/foot.
t
The analytical results of the surface water samples obtained as part of the
receptor monitoring program are presented in Tables 2, 3 and 4. The results
of the laboratory analyses indicated that none of the analyzed parameters
were present at concentrations above the method detection limits: levels of
indicator parameters supported this finding. The results of the metals and
VOC analyses are also presented on Figure 5 and Figure 6, respectively.
Project "6003
May 27, 1986
Pase 4
[6-72]
-------
To verify laboratory performance and sample collection procedures, a trip
blank as well as a bland duplicate sample from a downstream sample location
(KMB-D3)" were submitted for analysis. These analytical data indicated
acceptable laboratory and sampling performance.
The laboratory analytical reports associated with the receptor monitoring
program have been included with this report as Appendix C.
IV. ASSESSMENT SUMMARY
This initial assessment has provided a basis to better evaluate ground water
flaw direction and gradient. The gradient, measured to be less than 0.01
ft/ft. and direction of flow, judged to be to the south to southwest,
indicate that Knox Marsh Brook is the nearest probable receptor for ground
water flowing beneath the EAD facility. However, based on Balsam's knowledge
of the hydrogeology at the EAD facility, it is unlikely that contaminants, if
released by EAD, would have migrated with ground water as far as Knox Marsh
Brook. The analysis of surface water samples collected from Knox Marsh Brook
do not indicate a detectable impact from conditions existing at the SAD
facility and serve to confirm the opinion that a low rate of ground water
flow in the overburden exists at the project area.
V. ADDITIONAL SCOPE OF WORK
1.0 Oblectives
In order to confirm this initial environmental assessment and provide data to
further assess hydrogeologic and water -quality conditions on the EAD
property. Balsam proposes to implement an expanded ground and surface water
monitoring program at EAD including the installation and sampling of ground
water monitoring wells. This program will provide data describing ground and
surface water quality, ground water flow characteristics, and subsurface
geologic conditions at the site. These data, combined with the information
Project #6003
May 27. 1986
Page 5
[6-73
-------
obtained in Balsam's initial environmental assessment, will enable further
evaluation of potential environmental impacts associated with the EAD
facility.
2.0 Location of Ground Water Monitoring Wells
Five ground water monitoring wells are proposed to evaluate the EAD facility.
Locations of these five proposed wells are shown in Figure 7. As illustrated
m this figure, monitoring well MW-l will be placed upgradient of the
facility, wells MW-2 and MW-3 will be located downgradient of the northwest
dry well, and wells MW-4 and MW-5 will be located downgradient of the
southern dry well. Actual boring locations may vary slightly from those
indicated in Figure 7, depending upon field conditions.
2.1 Well Installation Materials and Procedures
The five monitoring wells are expected to fully penetrate the shallow
saturated overburden and terminate on the underlying shale (approximately
10-17 feet). Wells will be screened over a single vertical interval through
the saturated overburden, as possible. All wells will be constructed of
2-mch ID Schedule 40 PVC threaded pipe. Well screen will consist of 2-inch
ID PVC screen having a 0.01 inch slot opening. Grout used for monitoring
well installation will consist of powdered bentonite and cement mixed with a
sufficient quantity of water to pump or pour the grout. Locking steel
protective casings will be installed around the PVC riser of each well and
secured with a surface cement seal.
The five wells will be installed using 3-1/2 inch ID hollow stem augers. Two
of the five borings will be advanced into shale by coring or drilling to
confirm the presence of the shale layer. Wells will be screened from one
foot above the shale to within three feet of the ground surface. A sand
filter pack will be installed in the annular space to a depth of three feet
below ground surface as the augers are withdrawn from the boring. A minimum
Project #6003
May 27, 1986
Page 6
[6-74
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two-foot-thick seal of pelletized bentonite will then be installed and a
cement grout will then be placed in the remaining annular space above the
bentonite seal. A locking, steel protective casing will be installed in the
grout to protect the PVC riser and inhibit well tampering. A typical design
of the monitoring wells to be installed at EAD is shown in Figure 8.
Decontamination of equipment used for the installation of the monitoring
wells will be performed to prevent cross contamination of the bore holes.
Decontamination of the drilling equipment will be accomplished by a steam or
high-pressure wash and rinse procedure, while hand tools and sampling
equipment will be cleaned with a trisodium phosphate (TSP) wash and a potable
water rinse.
Balsam will use an HNU photoionization meter to monitor ambient air quality
in the vicinity of the bore holes, and to perform head space analysis on
selected soil samples as described in Section 2.3.
2.2 Well Development Procedures
During the drilling process, the side of the bore hole may become smeared
with clays or other fine sediments. This plugging action may substantially
reduce the permeability of the aquifer in the zone of the boring and retard
the movement of water into the well. In addition, sediment may enter the
filter pack or clog the well screen slots dunng installation of the well
materials.
Following the completion of well installation, well development will be
performed to restore the natural permeability of the formation adjacent to
the bore hole, remove clay, silt and other fines from the filter pack and
well screen so that subsequent ground water samples will not be abnormally
turbid or contain residual suspended matter, and remove contaminants that may
have been introduced during the time of drilling.
Project #6003
May 27, 1986
Page 7
[6-75
-------
Veil development will be performed by bailing and will entail the removal of
five to ten well casings of water from each well, as possible. Surging of
the well may also be employed to improve well yield. Well development will
follow the completion of well installation a minimum of two days to minimize
the potential of drawing uncured grout into the filter pack of the monitoring
well.
2.3 Collection of Soil Samples from Monitoring Well Borings
Soil sampling will be performed at 5-foot increments in the monitoring well
borings. In addition to the use of these samples for visual classification
and logging in the field. Balsam will perform head space analyses with the
HNU on selected samples. These samples will be collected using steel split
spoon samplers which will be decontaminated prior to sample collection.
Bonng logs will also be prepared for each boring by the Balsam field
engineer. The logs will be prepared based on observations made in the field
including the nature of auger cuttings, soil samples, drilling difficulty,
sampling methodology, and other pertinent information. These logs will serve
to further refine our initial hydrogeologic model.
3.0 GROUND WATER SAMPLING
Two sets of ground water samples will be obtained from each of the five
monitoring wells installed at the EAD facility. The first set of samples
will be obtained approximately one week after well development has been
completed. A second set of samples will be obtained approximately one week
later to confirm the initial analyses. These ground water quality data, in
combination with potentiometric data obtained from monitoring wells and
piezometers, should provide the information needed to assess ground water
at the EAD property.
Project #6003
May 27. 1986
Page 8
16-76]
-------
For QA/QC purposes, I5X of the samples collected (one for each sample round)
will be submitted as blind duplicate samples to the contract laboratory, and
a trip blank will also accompany the samples to the laboratory for analysis.
Ground and surface water samples will be analyzed for the 36 HSL VOC's, and
selected heavy metals which will include chromium and 2inc. Ground water
samples which will be analyzed for metals will be filtered in the field with
a 0.45 micron filter prior to acid preservation.
Field analyses will also be conducted to analyze ground and surface water
samples for the following indicator parameters; temperature, pH, and specific
conductance.
Pnor to the collection of a sample from the monitoring wells, the ground
water elevation will be obtained from the monitoring well. Water elevations
will also be obtained from each of the on-site piezometers as well as Knox
Marsh Brook during each day of sampling. Veils will then be flushed prior to
sampling to remove potentially stagnant water by removing approximately three
well volumes of water from the well or until the well is dry, whichever
occurs first. Flushing will be performed by bailing.
Ground water samples obtained from the monitoring wells will be collected
using a dedicated PVC bailer assigned to the well. Pnor to being used, the
bailer will be cleaned with TSP and water, and rinsed with distilled water.
Due to the expected level of ground water on site, the assigned bailer will
be stored in separate PVC containers placed in locked storage, rather than
being hung in each of the monitoring wells.
The first volume of water removed from the monitoring well following flushing
will be used to fill the vials for VOC analyses. Subsequent volumes of water
will be used to fill the remaining sample containers. Sample containers will
be provided by the contract laboratory. These containers will be prepared in
accordance with standard QA/QC protocol prior to arrival on the site. All
samples for organic compound analyses will be placed in glass containers with
teflon lined lids. Samples will be placed in the following containers: (1)
Project #6003
May 27, 1986
Page 9
[6-77
-------
one 250-ral LPE bottle with HNQ^ for metals analyses, (2) two 40-ml vials for
VOC analyses, (3) an open LPE container for field analyses.
Vater samples obtained from the site will be transferred to the contract
laboratory under appropriate project chain-of-custody in accordance with
specified preservation methods and holding times for the desired analysis.
4.0 SURFACE WATER SAMPLING
To confirm results of surface water samples collected during the initial
environmental assessment, additional surface water monitoring will be
performed m Knox Harsh Brook, Samples will be obtained from established
locations, KMB-U and KMB-D2, as well as a third location downstream of
KMB-D2. Analyses for these samples will be the same as for ground water
samples, with the exception that samples for metals analyses will not be
filtered.
VI. PROJECT SCHEDULE AND REPORTING
EAD is prepared to proceed with the proposed site investigation program
immediately after receiving approval from VSPCC and OWM. Assuming approval
is received for this program m early June, 1386, it is anticipated that
project field work would be completed by late July, 1986.
Following the completion of sample analysis. Balsam will prepare a report
presenting and assessing these data. This report will be transmitted to both
WSFCC and OWM for their review and comment. Following this review, EAD and
Balsam will meet with the involved regulatory agencies to discuss this
report.
Project #6003
May 27, 1986
Page 10
[6-78]
-------
TABLE 1
SURFACE AND WATER LEVEL DATA
Eastern Air Devices, Inc., Dover, NH
Piezometer and
Surface Water
Designation
Site Datum
Elevation in Feet
(Top of Casing or
Head Uall)
Water Level
Elevation
4/23/86
(Feet)
Water Level
Elevation
5/2/86
(Feet)
P-l
P-2
P-3
P-4
Knox Marsh Brook
Head Wall
99.5 4
98.45
100.69
100.54
V
97.0
96.3
94.9
98.4
98.1
91.0
96.4
94.9
98.3
98.3
NH
NOTES:
NM » Hot Measured
[6-79
-------
TABLE 2
WATER QUALITY DATA: INDICATOR PARAMETERS
EASTERN AIR DEVICES, INC., DOVeR. Ml
MONITORING POINT
PARAMETER KMB-U KMB-M KMB-Dl KMB-D2
SPECIFIC CONDUCTANCE
(MICRO-M1IOS/CM) 200 195 215 215
pll
(pl( UNITS) 6.1 6.0 6.1 6.1
TEMPERATURE
<°C) 1. I. I. 1.
NOTES; ANALYSES PERFORMED IN FIELD ON FEBRUARY 25, 1986
-------
TABLE 3
WATER QUALITY DATA: TOTAL METALS
EASTERN AIR DEVICES, INC., DOVER, Nil
PARAMETER
MONITORING POINT
Trip
KM8-U KMB-M KMB-DI KMB-D2 KMB-D3 Blank
Chromium
ND(O.Ol) ND(O.OI) ND(O.Ol) ND(O.Ol) ND(O.OI) ND(O.OI)
Zinc
ND(0.005) ND(0.005) ND(0.005) ND(O.OOS) ND(O.OOS) ND(O.OOS)
NOTES;
1) SAMPLES COLLECTED ON FEBRUARY 25, 1986.
2) ND - COMPOUND NOT DETECTED (AT THE LEVEL INDICATED)
3) ALL RESULTS EXPRESSED AS MILLIGRAMS/LITER (ppm)
4) KMB-D2 AND KMB-D3 ARE DUPLICATE SAMPLES
5) TRIP BLANK ANALYZED AS PART OP QUALITY ASSURANCE/QUALITY
CONTROL PROGRAMS
-------
Page 1 of 2
TABLE 4
WATER QUALITY DATA: VOLATILE ORGANIC COMPOUNDS
EASTERN AIR DEVICES, INC., DOVER, Nil
VOLATILE
ORGANICS
KMB-U
MONITORING POINT
KMB-M KMB-Dl
KMB-D2
KMB-D3
TRIP
BLANK
ACROLEIN
ND( 5)
NO(5)
ND(5)
ND( 5)
ND(S)
ND(5)
ACROYLONITRlLE
ND(5)
ND( 5 >
ND(5)
ND( 5)
ND(S)
ND( 5)
BENZENE
ND( 5)
ND( 5)
ND( 5)
ND( 5)
ND( S)
ND<5)
BROMOFORM
ND( 5)
ND( 5)
ND(5)
ND( 5)
ND(5)
ND( 5)
CARBON TETRACHLORIDE
ND( 5)
ND(5)
ND(5)
ND( 5)
ND( 5)
ND( 5)
CJILOFOBENZENE
ND( 5)
ND( 5)
ND(5)
ND( 5)
ND( 5 )
ND( 5 >
CIILORODIBROMOMETHANE
ND(5>
ND( S)
ND(S)
ND( 5)
ND(5)
ND( 5)
CIILOROETHANE
ND( 5)
ND(5)
ND(5)
ND( 5)
ND(5 )
ND( 5)
2-CIILOROETIIYLVINYLETIIER
ND( 5)
ND( 5)
ND(5)
ND( 5)
ND(5)
ND( S)
CHLOROFORM
ND( 5)
ND(5)
ND<5>
ND( 5)
ND(5)
ND( 5)
DICIILOROBROMEMTIIANE
ND( 5)
ND( 5)
ND(5)
ND(5)
ND( S )
ND( 5)
1 ,1-Dl CIILOROETHANE
ND( 5)
ND(S)
ND( 5)
ND( 5)
ND(5)
ND( 5)
1,2-DI CIILOROETHANE
ND( 5)
ND(5)
ND(5)
ND(5)
ND(S)
ND(5)
1,1 -DICIILOROETIIYLENE
ND( 5)
ND( 5)
ND( 5)
ND( 5)
ND( 5 )
ND( 5)
1 ,2-DICIILOROPROPANE
ND(5)
ND(S)
ND(5)
ND( 5)
ND(5)
ND(S)
1,3-DlCHl.OROPROPYLENE
ND( 5)
ND(5)
ND(5 J
ND(5)
ND(5)
ND(S>
ETIIYLBENZENE
ND{5)
ND(5)
ND( 5)
ND( 5)
ND( 5)
ND(5)
METHYL BROMIDE
ND(S)
ND(5)
ND(5)
ND(5)
ND( 5)
ND(5 >
NOTES;
1) HD - COHPOUND NOT DETECTED (AT THE LEVEL INDICATED)
2) SAMPLES COLLECTED ON FEBRUARY 25, 19B6
1) ALL RESULTS EXPRESSED AS MICROGRAMS/LITER (ppb)
A) KMB-D2 AND KMB-D3 ARE DUPLICATE SAMPLES
5) TRIP BLANK ANALYZED AS PART OF QUALITY ASSURANCE/QUALITY CONTROL PROGRAM
-------
TABLE 4
HATER QUALITY DATAi VOLATILE ORGANIC COMPOUNDS
EASTERN AIR DEVICES, INC.. DOVER, mi
MONITORING POINT
VOLATILE TRIP
ORCANICS KHB-U KMB-M KMB-D1 KMB-D2 KHB-D3 BLANK
METHYL CHLORIDE
ND( S)
ND(5)
ND( 5)
NDt 5)
ND( 5)
NDt 5)
METHYLENE CHLORIDE
NIK 5)
NDt 5)
ND( 5)
ND(5>
NDt 5)
NDt 5)
1,1,2,2-TETRACHLOROETMANE
ND( 5)
ND( 5)
ND( 5)
NDt 5)
NDt 5)
NDt 5)
TETRACHLOROET1IYLENE
ND( 5)
ND(5)
ND( 5)
NDt 5)
ND(5)
NDtS)
TOLUENE
ND(5)
ND( 5)
ND(5)
NDt 5)
NDt 5)
NDt 5)
1,2-t rans-DICHLOROETKYLENE
ND( 5)
ND( 5)
ND( 5 >
NDt 5)
NDt 5)
NDtS)
1,1,1 -TRICHLOROETIIANE
ND( S)
ND(5)
NDt 5 >
NDt 5)
NDt 5)
NDt 5)
1 ,1 ,2-TRI CHLOROETIIANE
ND( 5)
NDtS)
NDt 5)
NDt 5)
NDt 5)
NDt 5)
TRICHLOROETHYLENE
ND(5)
ND(5)
ND( 5)
NDt 5)
NDt 5)
ND( 5)
TRICIILOROFLUOROMETHANE
ND(5)
ND(5)
ND(5)
ND(5)
NDt 5)
NDt 5)
VINYL CHLORIDE
ND( 5)
ND(5)
ND(5>
NDt5)
NDt 5)
NDt 5)
METHYL ETHYL KETONE
ND(25)
ND(25)
ND(25)
NDt 25)
NDt 25)
NDt 25)
ACETONE
ND(25)
ND(25)
NDt 25)
NDt25)
NDt 25)
NDt25)
CARBON DISULFIDE
ND(25)
ND(25)
NDt 25)
NDT25)
NDt 25)
NDt 25)
METHYL ISOBUTYL KETONE
NDt25)
ND(25)
ND(25)
NDt 25)
NDt 25)
NDt25)
TETRAHYDROFURAN
ND(25)
ND( 25)
NDt25)
ND(25)
NDt 25)
NDt25)
STYRENE
NDt 25)
ND(25)
ND(25)
NDt 25)
NDt 25)
NDt 25)
XYLENES
ND(25)
ND(25)
NDt25)
NDt25)
NDt25)
NDt25)
2-HEXANONE
ND(25)
ND(25)
NDt 25)
ND(25)
NDt25)
NDt25)
NOTES:
V) ND - COMPOUND NOT DETECTED (AT THE LEVEL INDICATED)
2) SAMPLES COLLECTED ON FEBRUARY 25, 1986
3) ALL RESULTS EXPRESSED AS MICROGRAMS/LITER (ppb)
4) KMB-D2 AND K>iB-D3 ARE DUPLICATE SAMPLES
5) TRIP BLANK ANALYZED AS PART OF QUALITY ASSURANCE^QUALITY CONTROL PROGRAM
-------
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SURFACE WATER SAMRJN3
LOCATION AWO DESIGNATION
SURFACE WATER DRAKAGE OfTCH
.O
NOTES
I) KMB-D2 AND KUB 03(ARE DUPLICATE
SAMPLES FROM ONE LOCATION
11
2) SURFACE WATER SAMPLES COUECTEO
FCURUARY2S. 19SS
KNOX MARSH BROOK
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-------
LEGEND
PIEZOMETER LOCATION ANO DESIGNATION
,Y (AND GROUND WATER aEVATON) , ,
Akmbm surface water sampunq
LOCATION AND DESIGNATION
1 i
¦ 98
\» I
SunFACE WATER DRAINAGE OTTCH '
POTENTOMETRC CONTOUR
SURFACE WATER MEASUREMENT LOCATION
IANO ELEVATION) •
NOTES
vhdpflpiK
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1 ) KM8-D2 ANO KMB-03 ARE DUPLICATE SAMPLES f '
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' ** ' > -•. i'i
2) WATER ELEVATION GHOVMUEASLRED APRIL 29.IBM
3) ALL&EVATIONSARENFEET.PLAfyTDATUM
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MAY 14.
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r - i6
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-------
LEGEND
£Tv „ , PIEZOMETER LOCATION AND DESIGNATION
®j j (AND GROUND WATEfl afVATtON)
Akmbm SURFACE WATEfl SAMfWJ
LOCATION AJ1D DESIGNATION
SURFACE WATER CRANAGE WISH
• 96 - POTENTtOMETRIC CONTOUR
I )
o
NOTES
SURFACE WATER MEASUREMENT LOCATION
{ AND ELEVATION )
1) Ki48D2 ANOKW8-OJ ARE DUPLICATE SAMPLES
FROM ONE LOCATION
2) WATER ELEVATON8CWN MEASUREI^MAV 1,1SM
a) ALL ELEVATIONS ARE W FEET. PLANT UATUJ
,( . I
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Balsam, Environmonul 'if
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-------
>!' ~ i
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LEGEND
© P2 PIEZOMETER LOCATION AND DESIGNATION , ^
AkMBM SURFACE WATER SAMPLWQ
LOCATION AND DESIGNATION
SURFACE WATER DfUMAOE CXTO|
¦ V
'• •. 'I'i'Is "i"'" •!
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FEBRUARY 2S. 1900
1) AU. RESULTS EXPRESSED AS MLUORAMS/UTER
•V <
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-------
LEGEND
©P2 PIEZOMETER LOCATION ANO DESIGNATION , ,
A ' ' ' ' I *r 1 ' . ' . S ' ' , '
£3 KMB M SURFACE WATER SAMPLING " \ /'' 'i'i-'S • •• ' •
I KMB M SURFACE WATER SAMPLING
LOCATION MID DESIGNATION
[•j SURFACE WATER DfUMAOEOCTOLI
(NO I NOT DETECTED
'< ;V»' • V1-1
NOTES
1) KMB D2 ANO KM&OS ARE DUPLICATE SAMPLES
' FROM at LOCATION
2) SURFACE WATER SAMPLES COLLECTED ON
FEBRUARY 25,1QB0
3) AU. SAMPLES WERE ANALYZED PDA THE 36
HAZARDOUS SUBSTANCES LIST VOLfTLE'
OHOANC COMPOUNDS AND 010 NOT CONTAM
DETECTABLE L£VaS Of TIESE COUPOUN06
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Balsam Environmental
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1
CLIENT
EASTERN AIR DEVICES INC
TITLE VOLATILE OftOANC
COMPOUND CONCEN11UTIQMS
SURFACE WATER SAMPLES
DATE
MAY 14.
1086
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3
-------
LEGEND
GROUNDWATER MOMrTORNQWB-L LOCATION
AND DESIGNATION
MWI ^
0C2 PIEZOMETER LOCATION AACOESOMATION
SURFACE WATER ORAfMGE DfTCH
P-3
P-4
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-------
Protective casing
with locking
mechanism
vented cap
Weil casing
am hole
Cement plug to set protective casing
jr.
Well screen
• *.
> Annulus grouted
J
Bentonrte seal 2s 2 ft. thick
Filter pack placed in annulus
to height ^ 2 ft. above screen
Cap on bottom of welt screen
NOT TO SCALE
Balsam Environmental
Consultants, Inc.
Salem. N H
TITLE
TYPICAL MONITORING WELL
BALSAM
PROJECT NO.
6003
DRAWN BY
RAF
CHECKED BY
FIGURE NO 8
[6-
-------
APPENDIX A
-------
iEASTERN AIR DEVICES
1 Progress Onve
Dover. New Hampshire 03820
(603) 742-3330- TWX: (510)297-4454
January 6, 1986
Lee Thoaas, Adainlstrator
United State# Envlronaental
Protection Agency
401 H. Street, S.tf.
Washington, D.C. 20460
Re: Notification of Site Where Hazardous Waste
May Have Been Deposited in Che Past
Dear Mr. Thoaas:
Eastern Air Devices, Inc. ("EAD") is a saall electric aotor
manufacturer located in Dover, Hew Haapshlre. EAD has hired an
engineering firm to assist it in perforaing an environaental
compliance audit, and in reviewing its current and past waste
handling and waste aanageaent practices, Including aanifesting,
record keeping and reporting, contingency planning, and worker
training prograaalng.
During Che course of this review, EAD becaae aware of the
presence of two dry wells located on its property which had been
used previously for disposal of soae aqueous waste streaas froa
the plant. As part of EAD's waste aanageaent review prograa,
our environaental engineer advised as to open and evaluate these
dry wells and reaove any waste residues, should they be present.
tfhen the two dry wells were recently opened, it appeared
Chat chey each contained approzlaately two feet of water, and up
to two feet of loose sedlaent and debris. Each dry well
consisted of a 4-foot dlaaeter concrete stand pipe approxiaately
four feet In depth, which had been placed on end over a layer of
gravel. Because the soils In this area are aostly clay and do
not drain well, each dry well also contained an outflow line to
an adjacent surface drainage ditch. EAO has terainated flow
through these two dry wells and has cleaned thea out.
At the tlae we opened the dry wells, the water in each dry
well was checked using a volatile organic vapor analyser (HNU),
and no volatile organlcs were detected at that tlae. However,
during our clean-out of the two dry wells, we detected soae
volatile organic coapounds with the HHU in the aaterlals froa
Che lower levels of the dry wells. EAO collected all aaterlal
(water, sedlaent, and gravel) reaoved froa the two dry^wells in
33 steel, SS—gallon druas and subaltted samples froa the druas
for chemical analysis co deteralne proper disposal aethoda for
The company to watch We re m motion
-------
Che concents removed fro® Che two dry veils. Ve recently
received results of these analyses, vhlch Indicate rhat some
organic compounds are present. The primary constituent appears
to be tetrachloroethylene (PCE). EAD discontinued the uae of
PCE at our plant la 1984. Prior to that tloe, waste PCE vas
handled and disposed of In accordance with &C&A or sold to a
recycler for reuse.
Our envlronaental engineer advises us that the soils
surrounding the two dry wells are dense clay material with
bedrock underneath going down to a depth of about 20 feet. The
engineer Indicates that based on a visual Inspection of the soil
and the alniaal groundwater recharge Into the two dry wells
during their clean-out. It appears that the soils around the
wells are relatively impermeable. We believe chat little of the
contents of the two dry wells has leached into the groundwater.
EAD has cleaned out from the two dry wells virtually all of
the wastes and waste residues contained In them, and believes
that the dry wells do not present a significant source of PCE to
the groundwater. Nevertheless, EAD has initiated an
envlronaeatal assessaent of our plant to evaluate the sltuatloa.
This assessaent Includes determination of the direction and race
of groundwater movement, further evaluation of the geology at
the plant site, and saapllng and analysis to provide additional
data. EAD does not know of anyone in the vicinity of our plant
currently using groundwater as a drinking water supply.
You will note chat we are sending copies of this letter to
the appropriate Hew Hampshire regulatory agencies. At the
coapletlon of the assessaent, EAD will transalt lnforaatlon to
these agencies for chelr review.
Sincerely,
EASTERN AIR DEVICES
fames Burtelow
Vice President, Manufacturing
ec: New Hampshire Uater Supply A
Pollution Control Coaaission
State of New Hampshire
Office of Waste Management
Bureau of Hazardous Waste
Compliance and Enforcement
Division of Public Health Services
-------
APPENDIX B
-------
5 Manor Parkway
The Rollins Building
Balsam Environmental Consultants, Inc. (shjmwsis
SMGweeiitNC. £nvwommcntal scie/vcs
-------
February 11, 1986
Mr. Kenneth Marschner
Page 2
Che other dry well, located oa the southern. (S) end of EAD, did not possess
a sludge layer below the liquid layer.
The total liquid voluae of each dry veil was calculated to be approximately
240 gallons. In order Co accomplish a thorough clean—out, over three tinea
this volume of liquid was puaped Into 55-gallon ateel drums from the
interior of the dry veils, the gravel bed below the dry veils, and the
excavation around the dry veils. Specifically, 14 drums from the NW dry
veil and 15 drums from the S dry veil vere filled during this puaplng
process. Minimal ground water recharge vas observed into the dry veil
excavations following the completion of pumping. Approximately one foot of
sludge and one foot of gravel vere removed from Che NV dry veil and two feet
of gravel from the S dry veil. All of this material vas stored in 55-gallon
ateel drums.
After all the materials from both dry veils vere drummed for storage,
composite samples of the liquid, sludge, and gravel vere submitted for
analysis and the vastes characterized for disposal. North East Solvents of
North Andover, Massachusetts has accepted these vastes and transported then
off-site for appropriate disposal. A copy of the manifest for these vastes
is included as Attachment 1.
EAD ENVIRONMENTAL FACILITY ASSESSMENT
la order to evaluate potential effects from the two dry veils, EAD decided
to implement an environmental, assessment program for their facility, this
prograa vas designed to provide sufficient data to determine direction of
ground water movement, estimate the rate and volume of ground water flow,
and evaluate potential impacts on any receptors that might be Identified.
H7DR0CE0L0GIC MODEL
The initial step of the environmental assessment vas to develop a site
specific hydrogeologlc model for the EAD facility. To develop this model, a
thorough reviev of existing information vas performed Co identify
information which would provide detailed data describing site conditions.
Based on a reviev of existing topographic maps and field inspections,
surface water drainage vas observed to be to the vest toward Knox Marsh
Brook, which appears to be a gaining stream. Topographic relief in the
vicinity of EAD is slight, averaging less than 2 percent. Based on the
vegetation present, the area due vest of EAD appears to be a seasonal
lowland.
To evaluate subsurface stratigraphy at the site, available literature
including the "Geology and Ground-Water Resources of Southern New Hampshire,
Geological Survey Water-Supply Paper 1965" and the Late Wlsconsinan
ClaciatioQ of Kev England, Larson, C.J. and Steve, B.D. (1980) vere
reviewed. Based on these docuaents, it appeared that the EAD facility is
underlain by marine deposits, followed by slate or quartzite bedrock (the
Merrimack group). The marine deposits are described by the Geological
-------
February 11, 1986
Mr. Kenneth Marschner
Page 3
Survey as being "divided Into two tones: an upper tone of oLive-drab to gray
sand silt and day, and a lower zone of bluish-gray a lit and clay." The
thickness of the upper zone ranges from a fraction of an inch to about 2
feet, whereas the lover zone ranges in thickness froa 1 to SO feet. The
Geological Survey further states that "Because the marine deposits are fine
grained, chey are relatively laperaeable and have a very small specific
yield." For these reasons, the narine deposits are not considered an
aquifer in southeastern New Hampshire. In the Dover area, these marine
deposits are known to act effectively as an aquiclude in preventing salt
water intrusion into fresh water well fields.
To supplement and verify these regional data, site specific data were also
obtained. Of particular value were logs of borings performed in 1969
adjacent to the EAD property. These borings generally indicated a profile
of a shallow topsoll layer underlain by brown and gray silts and clays to a
depth of 10 to 17 feet. The borings met refusal on bedrock, and were not
extended into bedrock. However, based on observations of the lower most
cuttings from the borings, bedrock was described as shale. It is highly
likely that the shale represents surflclal weathering of the expected slate
bedrock. Subsurface conditions encountered in. these borings were consistent
with EAD plant personnel observations of subsurface soils at the EAD
facility, and are consistent^with the regional geologic mapping of the area.
Thus, in summary, the subsurface stratigraphy at the EAD facility Is
believed to consist of a shallow (one foot) layer of topsoll followed by 10
to 17 feet of low permeability silts and/or clays, underlain by slate
bedrock of the Merrimack group.
Regarding ground water flow in the unconsolidated materials, Che direction
of flow typically parallels surflclal topography toward the nearest ground
water receptor. At the EAD facility, surface topography slopes to the west,
and the closest potential ground water receptor was Judged to be Knox Harsh
Brook, located less than one-quarter mile froa the EAD facility. The
hydraulic gradient toward the brook is expected to be very flat, and the
hydraulic conductivity of the soil is expected to be low (in the range of 10"'
on/sec to 10 ca/sec). This estimate of hydraulic conductivity Is based
on data contained in the Geological Survey paper and on-site observations.
HYDROGEOLOGIC ASSESSMENT
In order to confirm the hydrogeologlc model prepared for the EAD facility,
five small diameter steel piezometers have been installed at EAD. These
piezometers, Installed to a depth of up to 10 feet, will provide the
necessary data to confirm the direction of ground water flow at the site and
to calculate hydraulic gradlent(s) at the site. Sufficient on-site
excavation has been performed to confirm subsurface stratigraphy present at
the site.
These data should allow calculation of the direction, rate and amount of
ground water movement at the site.
[6-98]
-------
February 11, 1986
Mr. Kenneth Marschner
Page 4
RECEPTOR MONITORING
Once the directioa of ground water flow has been confirmed, receptor
monitoring will be performed. Because the nearest expected ground water
receptor is Knox Marsh Brook, the brook was selected as the monitoring
point. Water samples will be obtained at four locations in the brook;
upstream of EAD, mid-stream of EAD, and at two locations downstream of EAD.
These surface water samples will be analyzed for Priority Pollutant volatile
organic compounds (VOC's) and for selected heavy metals. Samples will be
obtained, preserved and transported in accordance with established EPA
protocol. One trip blank and one duplicate sample will also be submitted
with the four surface water samples to allow quality control (QC) evaluation
of laboratory performance.
Should analyses of any of the surface water samples indicate the presence of
heavy metals or VOC's above New Hampshire ground water protection standards,
a second set of samoles will be obtained to verify the initial analyses.
DATA ASSESSMENT
Based on the data collected during the environmental assessment, Balaam
Environmental Consultants, Inc. (Balsam) will perform an evaluation of
environmental conditions at the EAD facility. Included in this evaluation
will be an estimate of risk presented to the environment by EAD, if any, and
possible receptors of this risk. Additional investigatory work, if
required, will also be discussed. Copies of this assessment will be
submitted to both the Nev Hampshire Bureau of Waste Management Engineering
and Water Supply and Pollution Control Commission for their review.
Please feel free to contact us should you have any questions regarding our
approach to this assessment or the associated scope of work.
Sincerely,
BALSAM ENVIRONMENTAL CONSULTANTS, INC.
Stephen B. Ransom
Project Engineer
Leonard C. Sarapas, P.E.
Project Manager
cc: J. Burtelow, EAD
W. Evans, NH VSPCC
[6-991
-------
ATTACHMENT 1
-------
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DIVISION OF HAZARDOUS WASTE ( U
One Winter Street W I A-T>- .
Boston. Massachusetts 02108
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-------
APPENDIX C
[6-102
-------
RAI
TO:
r
L
Mr. Stave Ransom
Balsam Environmental
5 Manor Parkway, Rollins Building
Salem, NH 03079
1
J
Resource Analysts, Incorporated
Box 4778 Hampton. NH 03842
(603) 926-7777
P0 # KMB
Oate Received: 2-25-86 (1705)
Lab Number: 6296
Oate Reported: 3_u_a6
Please find attached results for Volatile Organic Compounds, Chromium and Zinc.
Oate
Technrcal Oirector
[6-10-3
-------
Parameter: Chroaiua, recoverable (ag/L) aatrix: water
Method: 303A Reference: 1 date analyzed: 2-27-86
Laboratory Nunber Field Identification Concentrat ion
6296-7 KMB-M <0.01
6296-8 KMB-U <0.01
6296-9 KMB-Dl <0.01
6296-10 KMB-D2 <0.01
6296-11 KMB-D3 <0.01
6296-12 Trip Blank <0.01
Paraaeter: Zinc, recoverable (ag/L) aatrix: water
Method: 303A Reference: 1 date "analyzed: 2-27-86
laboratory Nuaber Field Identification Concentration
6296-7 KMB-M <0.005
6296-8 KMB-D <0.005
6296-9 KMB-Dl <0.005
6296-10 KMB-D2 <0.005
6296-11 KHB-D3 <0.005
6296-12 Trip Blank <0.005
Reference 1: Standard Methods, 16th Edition
Resource Analysts, Incorporate^g_ 104
-------
Lab Nuaber: 6296-1
Sample Designation: KMB-M
Date analyzed: 3-7-06
VOLATILE OSGANICS CONCENTRATION DETECTION LIMIT
(u«/L) (ug/L)
CHLOROMETHANE BOL 10
VINYL CHLORIDE BOL 10
CHLOROETHANE BDL 5
BROMOMBTHANB BOL 10
METHYLENE CHLORIDE BDL 5
1.1-DICHLOROETHYLENE BDL 5
1, 1-DICHLOROETHANE BDL 5
1.2-trans-DICHLOROETHYLENE BDL 5
CHLOROFORM BDL 5
1,2-DICHLOROETHANE BDL 5
1. 1,1-TRICHLOROETHAHE BDL 5
CARBON TETRACHLORIDE BDL 5
VINYL ACETATE BDL 10
BROMODICHLOROMETHANE BDL 5
1.2-DICHLOROPROPAKE BDL 5
1.3—trans-DICHLOROPROPBNE BDL 5
TRICHLOROETHYLBNE BDL 5
BENZENE BDL 5
1,3-cis-DICHLOROPROPENE BDL 5
1,1,2-TRICHLOROETHANE BDL 5
2-CHLOSOBTHYL VINYL ETHER BDL 5
DIBROMOCHLOROMETHANE BDL 5
3HOMOFORM BDL 5
TETRACHLOROETHYLENB BDL 5
1,1,2,2-TETRACHLOROETHANB BDL 5
TOLUENE BDL 5
CHLOROBENZENE BDL 5
ETHYLBENZENE BDL 5
ACETONE BDL 25
CARBON DISULFIDE BDL 5
THF BDL 25
MEK BDL 25
MIBK BDL 25
2-HEXANONE BDL 25
STYRENE BDL 5
XYLENES BDL 5
BOL = BELOW DETECTION LIMIT Resource A ndyA hco^orated
METHOD REFERENCE: EPA 600/4-82-057 METHOD S24
-------
Lab Number:
Sample Designation:
Date analyzed:
6296-2
KMB-U
3-7-86
VOLATILE ORGANICS CONCENTRATION DETECTION LIMIT
(ug/L) (ug/L)
CHLOROMBTHANE BDL 10
VINYL CHLORIDE BDL 10
CHLOROETHANE BDL 5
BROMOMETHANE BDL 10
METHYLENE CHLORIDE BDL 5
1.1-DICHLOROETHYLENE BDL 5
1.1-DICHLOROETHANE BDL 5
1.2-trans-DICHLOROETHYLBNE BDL 5
CHLOROFORM BDL 5
1,2-DICHLOROETHANE BDL 5
1.1.1-TRICHLOROETHANE BDL 5
CARBON TETRACHLORIDE BDL 5
VINYL ACETATE BDL 10
BROMODICHLOROMETHANE BDL 5
1.2-0ICHLOROPROPANE BDL 5
1.3-trans-DICHLOROPROPENE BDL 5
TRICHLOROETHYLENE BDL 5
BENZENE BDL 5
1,3-cis-DICHLOROPROPBNE BDL 5
1.1.2-TRICHL0R0ETHANE BDL 5
2-CHLOROETHYL VINYL ETHER BDL 5
DIBROMOCHLOROMETHANE BDL 5
BHOMOFORM BDL 5
TETRACHLOROETHYLENE BDL 5
1,1,2,2-TETRACHL0R0ETHANE BDL 5
TOLUENE BDL 5
CELOROBENZENE BDL 5
ETHYLBENZENE BDL 5
ACETONE BDL 25
CARBON DISULFIDE BDL 5
THF BDL 25
MEK BDL 25
MIBK BDL 25
2-HEXANONE BDL 25
STYRENE BDL 5
XYLENES BDL 5
Resource Analysts, Incorporated
BDL = BELOW DETECTION LIMIT J
METHOD REFERENCE: EPA 600/4-82-057 METHOD 624
[6-106
-------
Lab Number:
Sample Designation:
Date analyzed:
6296-3
KMB-D1
3-7-86
VOLATILE ORGANICS CONCENTRATION DETECTION LIMIT
(ug/L) (ug/L)
CHLOROMETHANE BDL 10
VINYL CHLORIDE BDL 10
CHLOROETHANE BDL 5
BROMOMETHANE BDL 10
METHYLENE CHLORIDE BDL 5
1, 1-DICHLOROETHYLENE BDL 5
1•1-DICHLOROETHANE BDL 5
1,2-trans-DICHLOROETHYLENE BDL 5
CHLOROFORM BDL 5
1,2-DICHLOROETHANE BDL 5
1.1.1-TRICHLOROETHANE BDL 5
CARBON TETRACHLORIDE BDL 5
VINYL ACETATE BDL 10
BROMODICHLOROMETHANB BDL 5
1.2-DICHLOROPROPANE BDL 5
1.3-trans-DICHLOROPROPENE BDL 5
TRICHLOROETHYLSNE BDL 5
BENZENE BDL 5
1,3-cia-DICHLOROPROPENE BDL 5
1.1.2-TRICHLOROETHANE BDL 5
2-CHLOROETHYL VINYL ETHER BDL 5
DIBROMOCHLOROMKTHANE BDL 5
BROMOFORM BDL 5
TETRACHLOROETHYLENE BDL 5
1,1,2,2-TETRACHLOROETHANE BDL 5
TOLUENE BDL 5
CHLOROBENZENE BDL 5
ETHYLBENZENE BDL 5
ACETONE BDL 25
CARBON DISULFIDE BDL 5
THF BDL 25
MEK BDL 25
MIBK BDL 25
2-HEXANONE BDL 25
STYRENE BDL 5
XYLENES BDL 5
BDL = BELOW DETECTION LIMIT Resource Analysts, Incorporated
METHOD REFERENCE: EPA 600/4-82-057 METHOD 624
-------
Lab Number:
Sample Designation:
Date analyzed:
6296-4
KMB-D2
3-7-86
VOLATILE OSGANICS
CHLOROMETHANE
VINYL CHLORIDE
CHLOROETHANE
BROMOMETHANE
METHYLENE CHLORIDE
1,1-DICHLOROBTHYLENE
1.1-DICHLOROETHANE
1.2-trans-DICHLOROETHYLENE
CHLOROFORM
1,2-DICHLOROBTHANE
1.1.1-TRICHLOROBTHANE
CARBON TETRACHLORIDE
VINYL ACETATE
BROMODICHLOROMETHANE
1.2-DICHLOROPROPANE
1.3-trans-DICHLOROPROPENE
TBICHLOBOETHYLENE
BENZENE
1,3-cis-DICHLOROPROPENE
1.1.2-THICHLOROETHANB
2-CdLOROETHYL VINYL ETHER
DIBROMOCHLOROMETHANE
BROMOFORM
TETRACHLOROBTHYLENE
1,1,2,2-TETRACHLOROETHANE
TOLUENE
CHLOROBENZSNE
ETHYLBENZENE
ACETONE
CARBON DISULFIDE
THF
MEK
MIBK
2-HEXANONE
STYRENE
XYLENES
CONCENTRATION
(ug/L)
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
DETECTION LIMIT
(ug/L)
10
10
5
10
5
5
5
5
5
5
5
5
10
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
25
5
25
25
25
25
5
5
BDL = BELOW DETECTION LIMIT
METHOD REFERENCE: EPA 600/4-82-057
Resource Analysts, Incorporated
METHOD 624
16-
-------
Lab Nuaber:
Sample Designation:
Date analyzed:
6296-5
KMB-D3
3-7-86
VOLATILE ORGANICS
CHLOROMETEANE
VINYL CHLORIDB
CHLOROBTHAHE
BROMOMETHANE
METHYLENE CHLORIDE
I,1—DICHLOROETHYLENE
1.1-DICHLOROETHANE
1.2-trans-DICHLOROETHYLENE
CHLOROFORM
1,2-DICHLOROETHANE
1.1.1-TRICHLOROETHANE
CARBON TETRACHLORIDE
VINYL ACETATE
BROMODICHLOROMBTHANE
1.2-DICHLOROPROPANE
1.3-trans-DICHLOROPROPENB
TRICHLOROETHYLENE
BENZENE
1,3-cis-DICHLOROPROPESE
1.1.2-TRICHLOROETHANE
2-CHLOROETHYL VINYL ETHER
DIBROMOCHLOROMETHANE
BROMOFORM
TETRACHLOROETHYLENE
1,1,2,2-TETHACHLOROETHANE
TOLUENE
CHLOROBENZENE
ETHYLBENZENE
CONCENTRATION
(ug/L)
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
BDL
DETECTION LIMIT
(ug/L)
10
10
5
10
5
5
5
5
5
5
5
5
10
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
ACETONE
CARBON DISULFIDE
THF
MEK
MIBK
2-HEXANONE
STYRENE
XYLENES
BDL
BDL
BOL
BDL
BDL
BDL
BDL
BDL
25
5
25
25
25
25
5
5
BOL = BELOW DETECTION LIMIT
METHOD REFERENCE: EPA 600/4-82-057
Resource Analysts, Incorporated
METHOD 624
[6-109]
-------
Lab Number: 6296-6
Saaple Designation: TRIP BLANK
Date analyzed: 3-7-86
VOLATILE ORGANICS CONCENTRATION DETECTION LIMIT
(ug/L) (u«/L)
CHLOROMKTHANE BDL 10
VINYL CHLORIDE BDL 10
CHIOROETHANE BDL 5
BROMOMETHANE BDL 10
METHYLENE CHLORIDE BDL 5
1,1-DICHLOROBTHYLBNE BDL 5
1.1-DICHLOROETHANE BDL 5
1.2-trans-DICHLOROETHYLENE BDL 5
CHLOROFORM BDL 5
1,2-DICHLOROETHANE BDL 5
1.1.1-TRICHLOROETHANE BDL 5
CARBON TETRACHLORIDE BOL 5
VINYL ACETATE BDL 10
BROMODICHLOROMETHANE BDL 5
1.2-DICHLOBOPROPANE BDL 5
1.3-trans-DICHLOROPROPENE BDL 5
TRICHLOROETHYLENE BDL 5
BENZENE BDL 5
1,3-cis-DICHLOROPROPENE BDL 5
1.1.2-TRICHLOROBTHANB BDL 5
2-CHLOROETHYL VINYL BTHER BDL 5
DIBROMOCHLOROMBTHANE BDL 5
BROMOFORM BDL 5
TETRACHLOROETHYLBNE BDL 5
1,1,2,2-TETRACHLOROETHANE BDL 5
TOLUENE BDL 5
CHLOROBENZENE BDL 5
ETHYLBENZENE BDL 5
ACETONE BDL 25
CARBON DISULFIDE BDL 5
THF BDL 25
MEK BDL 25
MIBK BDL 25
2-HEXANONE BDL 25
STYRENE BDL 5
XYLENES BDL 5
BDL = BELOW DETECTION LIMIT Resource AneiyOs. Incorporated
METHOD REFERENCE: EPA 600/4-82-057 METHOD 624
[ 6-1T0
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[6-
-------
Section 6.2.5
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Inspection Report No. 3 From Report
on Inventory and Assessment of Class
V Injection Wells in Puerto Rico.
Engineering Enterprises, Inc.
December, 1986
Viscase Puerto Rico Corporation
(Formerly Union Carbide Films-
Packaging, Inc. )
Food Casing Manufacturer
Process wastewater, ancillary
cooling water, power house water,
and filter backwashes were neutral-
ized in concrete basins, filtered
through anthracite filters, and then
injected. Wells were plugged after
approximately 10 years of use.
[6-112
-------
INSPECTION 3
Name: Viscase Puerto Rico Corporation
(Formerly Union Carbide Films-Packaging, Inc.)
Address: Corr. 2, Km 59, Barceloneta, P.R.
Number of Wells:
4 (2 abandoned)
Classes of Wells:
(1) 5W20 (abandoned; plugged)
(2) 5W20 (abandoned; plugged)
(3) 5D2 (closed)
(4) 5D2 (closed)
General Description of Wells
Two natural sinkholes are within the facility grounds. They
receive all runoff from roofs and paved ana unpaved areas.
During the team inspection visit, some grading was being done to
eliminate these sinkholes. Once this work is completed, runoff
water will not reach groundwater througn these sinkholes.
Process wastewater resulting from the manufacture of food casings
(regenerated cellulose) by the viscose process as well as
ancillary cooling water, power house water and filter backwashes
was neutralized in concrete basins, filtered through anthracite
filters, and then injected through an injection well. This
operation was performed from September 1969 (Plant Start-up)
until August 1979 when the plant started discharging its
wastewater effluent to the Barceloneta Plant. The injection
system consisted of two injection/extraction wells which were
designed to allow fresh water extraction and deep well injection
within the same well either concurrently or separately. The two
wells were drilled to a depth below 2000 feet. The waste
disposal zone was between 1545 and 2000 feet, in the Lares
limestone. These wells were plugged in 1984 and 1985, after
being unused for a period of 5 years.
General Description of Industry
This industry is dedicated to the manufacture of food casings
(regenerated cellulose) by the viscose process.
Description of Wastewater Injected
Runoff water is the only liquid presently flowing into the
sinkholes. Water quality information was not available at the
time of the inspection; this was not requested because the
sinkholes were being covered up. A laboratory test report of the
effluent wastewater that was injected in the past is presented
below.
-------
Uaderground Sources o£ Drinking Water
Several municipal and industrial water supply wells are located
in the area surrounding Viskase. Groundwater depth varies from
17 ft. to 259 ft. depending on the location of the wells.
Groundwater is hard to moderately hard, with low to slightly high
dissolved solids.
The abandoned wells and closed sinkholes do not appear to
constitute a threat to groundwater.
The prinicpal aquifers of this region are the Aymamon Limestone
(Aquada Limestone (water table); the Montibello Limestone
(artesian); and the Lares Limestone (artesian).
[6-114]
-------
\l(2)
TABLE 1
LABORATORY TEST REPORT ON A WASTEWATER
SAMPLE
TAKEN JUNE 28, 1985.
PARAMETERS
RESULTS
UNIT
Oil & Grease
<5.0
mg/L
Color
30
PtCoCU
Chemical Oxygen Demand
153
mg/L
Phenol
0.034
mg/L
Tocal Organic Carbon
17
mg/L
Turbidity
27
NTU
Seccleable Solids
0.2
ml/L
Volatile Suspended Solids
21
mg/L
Total Solids
6,707
mg/L
Ammonia-M
200
mg/L
Nitnte-M
1.63
mg/L
Nitrate + Nicrice-N
2.05
mg/L
Chloride
454
mg/L
Total Cyanide
<0.02
mg/L
Sulfate
4, 283
mg/L
Sulf ide
0.120
mg/L
Tocal Arsenic
3.6
ug/L
Tocal Cadmium
14
ug/L
Chromium Hexavalenc
<20
ug/L
Tocal Chromium
<20
ug/L
Tocal Iron
1. 053
ug/L
Tocal Lead
<50
ug/L
Tocal Manganese
25
ug/L
Tocal .Mercury
41.1
ug/L
Tocal Nickel
90
ug/L
Tocal Selenium
<2.0
ug/L
Tocal Silver
11
ug/L
Tocal Zinc
116
ug/L
Fluoride
0.48
mg/L
Source: Information provided by VISCASE
Puerto Rico Corp.
[6-115]
-------
trele 3
WMER QQBLH? DME OP WKEER. SSMHiES
TRKHJ FBCM WELLS IN TEE VICZENTTf CP EE
VISCOSE HJERTO RICD CCRJPCRATICN
ELAHT STIS, KEEHTO RICO
Analysis
27-66.32-1 25-66.31-1
arts oer m-iiijon Barcelcneta Well Plant Siu= ~
Silica (SiO^
9.5
10
Iron (Fe)
.0
0
Calcium (Ca)
124
88
Magnesium (Mj)
15
5.8
Sodium (Na)
Potassium (K)
81
22
Carbonate (CD3)
0
0
Bicarbonate (HCD^)
265
236
Sulfate (SO4)
23
53
Chloride (G.)
216
22
Fluoride (F)
.8
0
Nitrate (NO^)
.2
16
Dissolved solids
600
390
Hardness as CaCD^:
Total
371
244
Moncarronace
153
Color 1 0
pH 7.1 7.5
Turbidity 0 8
Dace of collection 3-3-59 5-1-57
Source: Water Resources Bulletin. No. 2. USGS, Public Water Supplies in Puerto
Rico. T. Arncw and J.W. Crooks, 1960.
[6-11B]
-------
Section 6.2.6
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
{or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Inspection Report No. 5
From Report on Inventory and
Assessment of Class V Injection
Wells in Puerto Rico
Engineering Enterprises, Inc.
December, 1986
RCA del Caribe, Inc.
Barceloneta, Puerto Rico
USEPA Region II
Aperture Mask Manufacturer
Wastewater contains acids, alkalis,
ferric chloride, ferrous chloride,
organic materials, and chromium.
Discharge violates several limits
imposed by Environmental Quality
Board. Closer monitoring is
recommended.
[6-1T7
-------
INSPECTION 5
Names RCA del Caribe, Inc.
Address: Hwy. No. 2, Km 59, Barceloneta, P.R.
Number of Injection Wells:
One
Classification of well:
Class V, Type 5W20
General Description of Well:
Improved sinkhole with 10 £eec of 60-inch concrete pipe installed
in chroac.
General Description of Industry:
This facility is dedicated co che manufacture of aperture masks
which are specially prepared metal screens used in cathode-ray
tubes co direct the electron beam to the screen. This industry
began operation in 1971.
General Description of Waste Injected
The industrial wastewater produced contains acids, alkalies,
ferric chloride, ferrous chloride, organic material, and
chromium. These wastes are treated by neutralization and
clarification prior to being discharged to a sinkhole at a rate
of 295 gpm. Tables 1 and 2 present information on the quality of
the effluent being injected. This discharge violates some of the
recommended limits imposed by IQ3, such as iron, cadmium,
hexavalent chromium, zinc, pnenols, chlorides and total dissolved
solids.
Sanitary wastes are discharged into a separate sewer line
connected to the Barceloneca Regional Wastewater Plant.
General Geological/Hydrogeological Setting
The entire region is underlain by strata of tertiary limestone
tilting gently downward coward the north (seaward). The upper
strata (termed Aymamon and Aquada limestone) are very pure
limestone, generally hard in the upper and lower layers ana soft
in the middle layer. The hardness yields che very rugged
topography of the Xarst Outcrop Region with sinks and steep
mogotes. These strata are cavernous, particularly within the
upper (Aymamon) stratum. Their thickness is estimated to be 3 00-
400 meters at the coast, pinching out inland until they disappear
a. uie south edge of the region.
The plant site is located on a plain which is characteristic of
the north coastal area of Puerto Rico. The area is characterized
[6-118]
-------
by haystacks, consisting largely of limestone rock with no
agricultural value, although dense in vegetation. These
haystacks are characteristics of Puerto Rico's north area from
Barceloneta to Quebradillas. These are close to the RCA plant,
but there are none in the area occupied by the plant.
The surface drainage of the site is affected by the topography
and by the geology of the area. Studies made of rock formations
by the U.S. Geological Survey in San Juan indicate that the rocks
consist mainly of Aymamon Limestone, Aguada Limestone, Cibao
formation (which is interbedded marl, chalk, and limestone).
Underlying USDW's
The water table aquifer is known as the Aymamon/Aquada.
The artesian formations are the Montibello Limestone (of the
Cibao formation) and the Lares Limestone.
Plant water is supplied from a deep well which draws from an
artesian limestone aquifer. Information on chemical quality of
water from a shallow well owned by RCA (Table 3), shows chac ic
is of good quality. Water supply wells in a 1-mile radius are
those used by industries such as Pfizer, Abbott, Cyanamid, and
Upjohn. There are 2 municipal wells - one at Cruce Davila and
one at Tiburones.
To further assess the impact on water quality from the infection
operation, additional information on nearby wells is needed,
especially those wells located in the same formation. The
present monitoring program being conducted by RCA is not
appropriate, since some of the monitoring wells are far away from
the injection well, and some others are noc in the same aquifer.
[6-119]
-------
TABLE 1
PHYSICAL AND CHEMICAL ANALYSIS OF WASTEWATER W
RCA DEL CARXBEr INC.
Pa r^mprpr
Barium
Iron
Cadmium
Chromium
Chromium
Copper
Cyanide
Zinc
Phenols
aoD
COD
pH, SU
Hardness
Calcium (CaCO^)
Magnesium (CaC03)
Chlorides
Sulphates
Specific Conductance
Total Dissolved Solids
Silica
Carbon Dioxide
Color, SU
Turbidity, SU
(1) Sample collected on October 9, 1984.
(2) Two samples
Concentration in mty/1
0.1
0.34-0.11(2)
0.0075
0.06
0.01
0.02
0.02
0. 347
0.015
6
35
8.1
180
136
44
370
26
1500
1200
1.6
30
0
0
-------
TABLE 2
CHEMICAL ANALYSIS OF WASTEWATER DISCHARGE
RCA DEL C&RXBE, PUERTO RICO
wwtp Efflueut
(mq/1)
Cyanide
<0.05
Phenols
0.004
Boron
0.26
Arsenic
<0.01
Barium
<0.05
Cadmium
<0.001
Copper
0.008
Lead
<0.008
Mercury
<0.002
Nickel
<0.006
Selenium
<0.01
Zinc
0.03
Sample Dace: 4/17/85
Source: Data provided by Ramon Guzman
and Associates
-------
TABLE 3
CHEMICAL QUALITY OP SHALLOW WATER WELL AT
RCA DEL CAKTBE - 8/9/81
Parameter Concentration
pff (Electromecric) 7.7
Hardness. Total as CaCOj, ppm 186
(a) Calcium as CaC03» PPnt 170
(b) Magnesium as CaC02, ppn 16
(c) Iron as Fe, ppn .01
P. Alkalinity as CaCO^, ppm zero
Total as CaC03, ppm 186
Chlorides as CI, ppm 4 6
Sulphate as SO4' PPn 15.3
Phosphates as PO4, pcm
Sulphite as SO3, ppm
Specific Conductance-Micromhos 3 20
Dissolved solids, ppm 240
Silica as Si02, ppm 6.1
Carbon Dioxide as CO2' PP111 20
Turbidity, ppm zero
Color zero
Source: Data given by Ramon Guzman and Associates
-------
Section 6.2.7
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Inspection Report No. 10
From Report on Inventory and
Assessment of Class V Injection
Wells in Puerto Rico
Engineering Enterprises, Inc.
December, 1986
Glamourette Fashion Mills, Inc.
Quebradillas, Puerto Rico
USEPA Region II
Apparel Manufacturer
The U.S. EPA considers certain
dyes to be hazardous. The company
declined to provide information on
the kinds, quantities, and concen-
trations of dyes in the injectate.
Matter is under investigation by
EPA, Region II.
[6-123]
-------
vn
INSPECTION 10
Name: G1amourette Fashion Mills, Inc.
Address: Road 113, Km 10.8, Quebradillas, P.R.
Number of Injection Wells:
One
Classification of Well:
Class V, Type 5W20
General Description of Injection Well:
This is an undeveloped sinkhole that receives plane process waste
water via a pipe and gravity flow.
General Description of Industry:
This industry has manufactured apparel since 1956. It employs
750 people.
The dvmg operation is the main source of wastes. Dye wastes
without any treatment are discharged direccly into a sinkhole
located on company property.
General Description of Waste Injected:
Literature sources characterize such wastes generally as colored,
highly alkaline, high in 30D and suspended solids, and high in
temperature. The U.S. Environmental Protection Agency considers
certain dyes to be hazardous. The company declined to provide
information on the'kinds or quantities of chemicals and dyes used
and the concentrations found in the injectats, alleging that the
sinkhole is not a well as defined in 40 C?R 144 (see attached
letter). This case is, at this writing, being studied by EPA
Region II, New York.
General Geological/HydrogeologicaJ. Setting:
Xarst topography - decomposed limestone (Avmamon and Cibao) with
solution channels, caverns, marl, chalk, sands and clays.
Sinkholes common to the area.
Underlying USDW*s:
The Cibao formation with water table aquifer. Deeper artesian
aquifers: Montibello Limestone and Lares Limescone.
The Cibao yields "small to moderate" amounts of water to wells.
[6-124]
-------
^(z\
Two water supply wells are located in the vicinity of the
injection facility - the Glamourette well and the Del Rey well.
The Glamourette well is 580 feet deep and yields 200 gpm; static
water level is at 400 feet.
The Del Rey well serves as a backup supply source for
Quebradillas, a town of 27,000. This well is 610 feet deep and
is pumped at 120 gpm; static water level is reported to be at 420
feet.
Those responsible for the UIC program should follow up on this
potential problem - both because of the unknown toxicity of the
dyes, and because of the proximity to public water supply wells.
[6-125
-------
Section 6.2.8
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
Inspection Report No. 19
From Report on Inventory and
Assessment of Class V Injection
Wells in Puerto Rico
Engineering Enterprises, Inc.
December, 1986
Lotus (Land Authority of Puerto
Rico-Pineapple Division)
Barceloneta, Puerto Rico
USEPA Region II
Tropical Fruit Processing and
Canning
BRIEF SUMMARY/NOTES: Industrial wastes come from the
cooling process, pineapple washing,
and pineapple extraction. The
organic waste is higher than chat
of typical domestic sewage.
Recommended limits for phenol, total
dissolved solids, and surfactants
are exceeded. Monitoring program
is recommended.
[6-12"6
-------
V u\
INSPECTION 19
Name: Locus (Land Authority of Puerto Rico-Pineapple Div.)
Address: Hwy. No. 2, Km 5S.3, Barceloneta, P.R.
Classification of Wells:
(1) Class V. Type 5W20 (sinkhole)
(2) Class V, Type 5W20 (sinkhole)
General Description of Wells
The wells are unimproved sinkholes - irregular
are overgrown by dense vegetation that must
cleaned out to prevent damming of suspended
sinkholes drain into the Aymamon Limestone and
aquifer.
General Description of Industry
Locus, owned by the Puerto Rico Land Authority, started
operations m 1956. Ic is dedicated to che processing and
canning of cropical fruics, such as pineapple, oranges, guava,
pears, peaches, apricocs and bananas.
Industrial wastes come from the cooling process, pineapple
washing and pineapple extraction. The amount of waste injected
is estimated co be about 122,900 gpd. The quality of this waste
is presented m Table 1. The organic strength of this waste is
higher than that of a typical domestic sewage. The recommended
limits on phenol, total dissolved solids and surfactants are
exceeded.
This plant does not have operating permits for its two sinkholes.
The two sinkholes receive raw industrial waste.
General Geological/Hydrogeological Setting
The geology is typical of the north coastal region and similar to
that described for the QIF's above. The decomposed Aymamon
Limestone wich its Karst topography has numerous sinkholes that
accept water rapidly. There is no known competent barrier
becween chese superficial cavernous formacions and che water
table aquifer — the Aymamon/Aquada formation.
Underlying USDW's
Two water supply wells are used by Lotus. One is a water table
well drilled to 450 feet and the ocher an artesian well with a
depth of 1200 feet. Information on water qualicy of che shallow
depressions chac
be periodically
materials. The
che wacer cable
[6-127]
-------
\to
well was not available, but it is expected to be similar in
general quality to that for the shallow aquifer in this area.
Groundwater quality from the artesian well is good (see Table 7).
Depth of the shallow water table was reported to be around 100
feet.
No nearby wells, except for the one owned by Locus, exist in the
area, so no reports of groundwater pollution caused by this
operation have been reported.
It is obvious that this discharge has to affect the quality of
fresh groundwater in the area. Further development of
groundwater resources in the area may be limited by this operation.
To further assess the impact of these wells on groundwater
quality, a monitoring program would have to be adopted. Some
additional monitoring wells would perhaps have to be constructed.
{6-128]
-------
TABLE 1
Chemical Quality of Wastewater Produced at Lotus
and Recommended Limits
Parameter
Concentration
(ma/1)
Recommended
Limit (ma/1)
Phenol
1.7
0.001
Ammonia
0.68
—
Nitrate
1.01
10
Phosphorus, Total
0.84
1.0
Orthophosphorus
0.76
—
Iron
0.28
0.30
30D5
445
—
COD
5294
—
TSS
1359
—
TDS
5539
500
SeS
138
—
TKN
2.47
—
Surfactants
0.72
0. 10
Source: EQB Files
-------
Section 6.2.9
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
Inspection Report No. 2 3
From Report on Inventory and
Assessment of Class V Injection
Wells in Puerto Rico
Engineering Enterprises, Inc.
December, 1986
Kendall McGaw Laboratories, Inc.
Sabana Grande, Puerto Rico
USEPA Region II
Parenteral Medical Accessories
BRIEF SUMMARY/NOTES: Septic tank receives sanitary wastes
(71%) process water (24%), and
washing water (5%).
[6-130
-------
INSPECTION 23
Name: Kendall McGaw Laboratories, Inc. Plant No. 1
Address: Road No. 2, Km 215.8, Sabana Grande, P.R.
Number of Injection Wells:
One
Classification of Wells:
Class V, Type 5W20
General Description of Wells:
There are 4 cesspools connected in series by an 8-inch, pipe; they
receive the discharge from a sepcic tank.
General Description of Industry:
This industry manufactures parenteral medical accessories.
Description of Waste Injected:
The septic tank receives sanitary wastes (71%), process water
(24%), and cleaning and washing water (5%) by gravity flow. The
process water is boiler blow-down and water-softener regenerant
water. Volume applied is 4,200 gallons per day.
General Geological/Hydxogeological Setting:
Alluvium-erosion products of tuffaceous sandstone, siltstone,
breccia and lava.
Underlying USDW's:
Water table conditions in river alluvium, with high water table.
Materials may be very coarse and permeable.
There is a PRASA water supply well about 1,000 meters to the
southwest.
-------
Section 6.2.10
TITLE OF STUDY: New York Automobile Dealer Inspection
(or SOURCE OF INFORMATION) Trip Report
AUTHOR: USEPA Regiun II
(or INVESTIGATOR)
DATE: October, 19 86
FACILITY NAME AND LOCATION: Various Automobile Dealers
Long Island, New York
USEPA Region II
NATURE OF BUSINESS: Car Dealers and Car Washes
BRIEF SUMMARY/NOTES: The NJDEP found a Toyota dealer
removing cosmolene from automobiles
with formula R-E-L (87% Petroleum
Hydrocarbons, 11% trichloroethane,
4% Detergents) and washing it into
a dry well. Several other car
dealers in New York were observed
using hydrocarbons to remove
cosmolene.
[6-132]
-------
TRIP REPORT
Travelers: Leon Lazarus, Leslie Zawacki (October 23, only)
Dates: October 23-24, 1986
Location: Long Island
Summary: The NJEEP recently found a Toyota dealer removing cosmolene
from automobiles with formula R-E-L (87% Petroleum Hydrocarbons,
11% trichloroethane, 4% Detergents), and washing the R-E-L into
a dry well. We inspected car dealers on Long Island to see if
they were using chlorinated hydrocarbons to remove cosmolene.
We did not observe any auto dealers that used chlorinated solvents,
but several used hydrocarbons to remove cosmolene. We observed
12 auto dealers that injected auto wash water into UIC wells
that should be permitted. We also inspected two car washes
that recycle their wash water. These facilities should not
be permitted.
-------
Date/Time
Name/Address
Contact
10/23/86 Huntington Hyundai* Inc.
10:00 AM 1221 East Jericho Tpke
Huntington, NY 11743
Francis X. Johnson
10:30 AM
Habberstad Datsun-BWJ
James Borrelli
11:30 AM Stevens Toyota
1030 E. Jericho Tpke
Huntington Station, NY
Pat Failon
11746
1:00 PM Metric Auto Sales Bob Johnson
1767 E. Jericho Tpke
Huntington, NY 11743
1:20 PM Huntington Honda June Watcher
John Cinque
1:50 PM J&M Car Hash
1977 Jericho Tpke
E. Northport, NY 11731
Number of Drains
Ccnunenta
6 Surface Drains
6 Surface Drains
Cosmolene removed
with Afta cleaning
fluid (Petroleum
distillate)
Autos are decosmo-
lened at port
1 Floor Drain in repair
area 40* x 1/2'
1 Drain under car wash bay
3 Surface Drains
The water in the
floor drain was
very greasy and
dirty
Cosmolene removed
with kerosene
1 Drain under car wash bay
2 Surface Drains
Cars do not have
Cosmolene
1 Floor Drain repair area Cosmolene removed
1 Drain under car wash bay with Ardex Cosmo-
lene Remover (con-
tains petroleum
hydrocarbons).
Possibly fined
previously by the
Co»*nty for using
floor drains with-
out authorization.
4 Surface Drains
All wash water re-
cycled. One drain
receives some car
wash fluid. One
drain receives
wash water from
cleaning mats.
This facility
should not be per-
mitted.
-------
Date/Time
Name/Address
Contact
10/23/86 Mohawk Brushleas Car Wash Marvin Bndelaon
2:20 PM 1102 Jericho Tpke
Commack, NY 11725
2:50 PM Smithtown Toyota Joe Martorano
360 E. Jericho Tpke
Smithtown, NY 11787
311 5 PM Smithtown Subaru
400 E. Jericho Tpke
Smithtown, NY 11787
Vic Babie
3:45 PM Smithhaven Mazda
463 Jerich Tpke
Smithtown, NY 11787
Jim Kincaid
10/24/86
8:30 AM
Uagstron Buick
305 W. Jericho Tpke
Huntington, NY 11743
Ken Gordad
9:00 AM Mitchell Cadillac Dick Walters
275 W. Jericho Tpke
Huntington Station, NY 11746
9:45 AM Mitchell Oldsmobile Harry Sara
670 E. Jericho Tpke
Huntington Station, NY 11746
10:00 AM Mitchell Dodge Jerry Jacobson
660 E. Jericho Tpke
—. Huntington Station, NY 11746
o>
I
,cn
Number of Drains
Comments
6 Surface drains
1 Floor drain in repair
area
1 Car wash drain
Car washes that
recirculate their
wash waters should
not be permitted.
Cosmolene taken
off at port.
Antifreeze dumped
down car wash
drain
Car wash goes to surface
area drain, which appears
to connect to storm sewer
Cosmolene removed
with Afta cleaner
fluid
2 Floor drains in repair
2 Surface drains receive
car wash fluids
Autos have no cos-
molene
1 Floor drain in repair
area
1 drain under car wash bay
"Reception Area" has 2 indoor
drains - no repairs in this
area
3 surface drains
Antifreeze dumped
down dry well.
Parts cleaner
mixed with waste
oil
5 floor drains in repair
area
1 drain under car wash bay
1 Floor drain in repair
area
5 Surface drains
3 Floor drains in repair
area
1 car wash drain
1 surface drain
-------
Date/Time Name/Addreaaa
10:30 AM AMC/Jeep/Renault of
Huntington
1220 E. Jericho Tpke
Huntington, NY 11743
11:00 AM Sportique Motors
1249 E. Jericho Tpke
Huntington, MY 11743
11:45 AM Deacon Ford Truck Sales
1600 Route 110
Farmingdale, NY 11735
1:30 PM Wantagh Mazda
3460 Sunrise Highway
Wantagh, NY 11793
Contact
Bob Storck
Thomas Lederer
Sal Battaglia
Jerry Kincaid
2:00 PM Wantagh Mitsubishi
3460 Sunrise Highway
Wantagh, NY 11793
2:30 PM Stern Motors of Freeport
146 West Sunrise Highway
Freeport, NY 11520
Sal De Franco
Vic Surico
ox
8
Number of Drains Comments
1 Floor drain in repair Antifreeze dumped
area in parking lot,
1 Surface drain parts cleaner
never changed
1 Floor drain in repair
area
1 Car wash drain under
garage door
1 Surface drain
1 Floor drain in repair Cosmolene removed
area at port
1 Outdoor drain for car wash
1 Other surface drain
3 Floor drains in repair area Will mail us parts
(two receive car wash waters) cleaner manifest
6 Surface drains
1 Floor drain in repair area
(receives car wash waters)
1 Surface drain
-------
Section 6.2.11
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
STUDY AREA NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Summary of New York State Department
of Environmental Conservation, SPDES
Permit Compliance System Data,
"Limits and Measurement Data for
Nassau and Suffolk Facilities Which
Discharge to Groundwater."
Engineering Enterprises, Inc. and
USEPA Region II
November, 19 86
Nassau and Suffolk Counties,
Long Island, New York
USEPA Region II
Noc Applicable
Includes descriptions and volumes
of fluids permitted (by NYSDEC) for
injection into industrial waste
disposal wells in Nassau and Suffolk
Counties. Please refer co the Report
to Congress for discussion and eval-
uation.
[6-137]
-------
KEY TO TABLE OF PCS SUMMARY
TEMP TEMPERATURE
TDS SOLIDS, TOTAL DISSOLVED
TSS SOLIDS, TOTAL SUSPENDED
Sttl.Slds SOLIDS, SETTLEABLE
Cr(T) CHROMIUM, TOTAL
Cr(H) CHROMIUM, HEXAVALENT
MEK METHYLETHYLKETONE
TCE TRICHLOROETHYLENE
TTCE TETRACHLOROETHYLENE
TCFM TRICHLOROFLURO-METHANE
1,1-DCA 1,1-DICHLORO- ETHANE
1.1-DCE 1,1-DICHLOROETHYLENE
1,1,1-TCA 1,1,1-TRICHLORO- ETHANE
1.2-Trans 1,2-TRANS-DICHLORO-ETHYLENE
T 0 C TOTAL ORGANIC CARBON
0 & G OIL AND GREASE
BOD(C) BOD, CARBONACEOUS
COD CHEMICAL OXYGEN DEMAND
OD(C) CARBONACEOUS OXYGEN DEMAND
[6—138"!
-------
TABLE
SUMMARY OF PERMIT COMPLIANCE SYSTEM (PCS) DATA TITLED "LIMITS AND MEASUREMENT DATA FOR NASSAU
AND SUFFLOK FACILITIES DISCHARGE TO GROUND WATER", MAINTAINED FOR THE SPDES PROGRAM IN NEW YORK.
ffftHJI FACILITY NAftt 4 ADDRESS DISCHARSE RATE DISCHARGE RAIL Color TEHF ph air ph aa; Soec.Cond IDS TSS Sttl.Slos Chloride Fluoride Nitroaen(T) Sul;ateMf Sutuoe
1
AV6, BFL»
KAi. 6K
Pt-Co Ut
DES. C
SI'
SIJ u
anos'Ct
aa'l
•C/I
ag/1
ao/1
ag/l
•G/i
a q/I
•g/1 ,
NY0088447 Allstate Regional Hu , Faraingoale, MY 11736
23500
12012*
NA
NA
6 £
7 4
NA
7 1
3:.*
0.37'
NA
NA
5.3
HA
NA
NY01080<9 Aaerican Institute of Physics, He* York, NY 10017
856
1060
HA
Nn
o i
7 4
Nn
Nn
NA
NA
NA
NA
NA
HA
NA
NYOOS169B ftrkay Packaging Carp, Hauppauge, NY 11787
7811
IKVv
51
NA
5 '
S 1
Nf-
751
HA
NA
HA
NA
6E
NA
HA
NYQ074764 Astro Electroplating lnc , faraingdile, NY L173t>
1500
1500
Nn
hA
6 7
7.6
HA
6J
HA
NA
HA
NA
1
7
NA
NY01O1B34 in Post College haste*ate' Pit, Breenvale NY U54E
106767
I4600O
MA
NA
5 i
o 7
Nr
Nr
2.e
Mr
Nh
Nh
NA
NA
NA
NY0100871 Call Data Long Islano, Woodbury, NY 11797
657
1242
NA
Nn
7 1
8.8
NA
HA
NA
NA
N*
NA
Nn
NA
NA
NV0074713 Carawel 1 Condenser Corp, Lindenhurst, NY 11757
ERF
ERF
NA
NA
7
7 1
NA
24'
HA
NA
2*
NA
1 4
25
Hn
NY0075591 beutch Relays In:, East Northport, NY 11731
1851
11260
NA
NA
7 15
6.75
NA
2440
HA
Nh
Nt-
7 85
29 67
Nr
NA
NYG108090 Dover Finding lnc, St Jaaes, NY 117B0
ERR
ERR
N r
NA
6 53
7.04
NA
163 1
NA
Nn
NA
NA
NA
NA
HA
NY0075582 Eaton Corporation A 1 I Div, [leer Pari, NY 11729
6448
17145
NA
NA
7.1
7 9
NA
485
11
NA
NA
1
1<<
Nn
Nn
NY00755S? Eaton Corporation ft 1 I Div, Deer Park, MY 1172?
704J 77
650000
HA
NA
b 1
6 7
J71
Hr
NA
NA
NA
NA
NA
NA
NA
HY0076155 fairchild Weston Systeas lnc, Syosset, NY 11791
ERR
ERR
NA
NA
7.1
7 1
NA
HA
NA
NA
NA
NA
NA
NA
NA
NY01G&036 Font flanuiacturing, Hauppauge, NY 11768
219c
2625
EPF
ERF
/ !
7 1
NA
NA
NA
NA
Hn
NA
10 3
NA
NA
NY0075732 bovernaent Prooucts biv, fcreefllaitn, NY 11740
2190
5520
Nn
NA
6.5
6.5
Nh
140
HA
NA
HA
7
11
Nn
hA
NY0075752 bovernaent Products tiiv, 6reenla«n, NY 11740
1333
1500
HA
HA
NA
NA
HA
Nr
Nn
NA
Nn
Nn
NA
NA
HA
N't0075712 Bovernaent Products Div, 6reenla*n, NY 11740
33
65
NA
NA
6.1
6 3
HA
NA
HA
NA
NA
NA
Nr
Nn
hn
NY00757S2 Bovernaent Products Div, 6reenla«n, NY 11740
5000
5*00
EFR
ERR
ERF
ERF
EF-
ERF
ERR
ERF
ERR
ERR
ERF
ERF
NA
NY00737J2 bovernaent Products Div, 6reerla*n, NY 11740
500f»
500v
ERF
EFR
ERF
ERR
ERr
ERF
ERR
ERR
ERF
ERR
ERR
ERF
NA
NY0075712 bovernaent Products bit, 6reefila«n, NY 11740
81
1000
NA
NA
6.8
8 :
ERF
ERF
ERf
ERR
ERR
ERR
ERF
ERR
HA
NY0075752 Borerraent Products Dit, 6reenlann, NY 11740
1500
1500
ERR
ERR
ERR
ERR
ERR
ERF
ERF
ERR
ERR
ERR
ERF
ERR
HA
Nf009i7S2 6ruaaan Aerospace Corf, Bethpage, NY 117114
1800000
320000(i
ERR
ERF
6.'
7 3
NA
Hn
NA
NA
NA
0.1
ERR
ERF
NA
NY0096792 Bruaaan Aerospace Corp, Bethpage, NY 117114
ERF
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
NA
NA
HA
NA
NY0096792 6ruaaan Aerospace Corp, Bethpage, NY 117114
2900000
4200000
NA
NA
6 4
6.'
Hr
HA
NA
NA
NA
NA
NA
NA
HA
HY0096792 bruaaan Aerospace Corp, Bethpage, NY 117L14
ERR
HA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0096792 bruaaan Aerospace Corp, Bethpage, NY 117U4
1700000
3000000
ERF
ERF
6.2
6 7
NA
Nn
NA
NA
Nn
NA
NA
NA
NA
HY0096792 bruaaan Aerospace Corp, Bethpage, NY 117114
ERR
EPK
NA
NA
Nn
NA
NA
NA
NA
NA
Ni-
Nn
Nr
NA
Nh
NY009o79: bruaaan Aerospace Corp, Bethpage, NY 117114
ERR
ERR
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
Nr-
N-7
NA
NY0096792 Bruaaan Aerospace Corp, Bethpage, NY 117114
lOuOOO
500000
NA
hh
6 4
6 6
NA
Nn
NA
NA
Nh
NA
NA
Nn
Hn
NY0096792 Bruaaan Aerospace Corp, Bethpage, NY 117114
ERR
NA
Nn
NA
HA
HA
NA
NA
Nn
NA
NA
NA
NA
HA
NA
NY0094792 Bruaaan Aerospace Corp, Bethpage, NY 117114
J 000
lOOv
NA
NA
6 9
7.t
HA
NA
Hn
NA
Nh
NA
Nh
HA
Nh
NY00967S? Bruaaan Aerospace Corp, Bethpage, NY 117114
ERR
NA
NA
Nn
NA
NA
NA
NA
HA
NA
Hn
NA
NA
NA
HA
HY0096792 Bruaaan Aerospace Corp, Bethpage, NY 117114
587000
1620000
NA
NA
6 4
o 6
NA
HA
NA
NA
NA
NA
NA
Nn
Hr
HY009679? Bruaaan Aerospace Corp, Bethpage, NY 117114
ERR
NA
NA
NA
NA
NA
Nh
HA
NA
NA
NA
Nh
HA
NA
Nn
HY0109916 H C ft Graphics lnc, hauppauge, NY 11789
207
1000
NA
NA
6 7
o 7
NA
HA
NA
Nh
Nn
NA
18.7
HA
NA
HY0066023 Hauppauge Country Center S T P, Hauppauge, NY 1178
95000
95000
NA
ERr
o.7
7 <
Nn
N~
NA
HA
Hn
NA
10
NA
NA
NY0084859 hauppauge Record HF6 Ltd, Hauppauge, NY 11787
10
10
NA
Nr.
6 7
o 7
HA
NA
NA
HA
Hn
NA
NA
NA
Nr*
NY0075744 Hazel tine Research LaL, Greenland, NY 11740
ERR
ERR
Nn
NA
7 6
7 £
NA
Nn
NA
Nri
NA
NA
Nn
NA
NA
NY009109G Hoi Drool, SOU', Hauppauge, NY 117B8
120000
760000
NA
ERR
7
7 4
NA
NA
ERR
ERF
Hn
NA
45
Nn
NA
NYO10647O Huntington (T) Incinerator, Huntington, HY 11743
ERF,
ERR
NA
NA
6
t
NA
1900
ERF
NA
NA
3
15
200
HA
NYOO0134O Jaaeco Industries lnc, Wyandanch, NY 1179c
ERR
ERR
NA
NA
6 2
7.4
Nm
2795
NA
Hn
NA
5
2i
Hn
NA
NY0081540 Jaaeco Industries lnc, Wyandanch, NY 11796
ERR
ERR
NA
NA
fi.2
7.4
NA
279®
NA
HA
Nn
5
20
NA
NA
NY0075957 kollaorgen Corp-Additive Prod., Aquefeooue, NY 1193
1002723
1601007
NA
NA
NA
HA
NA
NA
NA
HA
HA
NA
Nn
NA
NA
HY0075957 kollaorgen Corp-Additive Prod., Aqueoogue, NY 1193
6407
18751
NA
NA
6 7
6.3
NA
NA
1
NA
Nn
2
NA
Nn
HA
NY1017042 fcoriund Dynaaics Corporation, HestDury, NY 11590
2600
2600
NA
NA
5 5
5 5
Nh
NA
HA
NA
HA
NA
NA
HA
NA
NY0075692 Koste' Keunen lnc, Sayville, NY 117B2
ERF
HA
NA
NA
6.1
6.1
NA
NA
ERR
NA
NA
NA
HA
NA
NA
NY0075692 Foster Munen lnc, Saywlle, NY 1176?
ERR
Nh
NA
NA
7
6 9
NA
HA
NA
HA
NA
NA
NA
HA
HA
NY0075892 Mister keunen lnc, Sayville, NY 11762
ERR
NA
NA
NA
1
e.'j
Nn
NA
NA
HA
HA
NA
NA
NA
NA
MY0075892 Koster keunen lnc, Sayville, Ih 1176.'
ERR
Mr
Nh
NA
*
6 9
NA
HA
NA
HA
Nr
HA
NA
Nn
NA
NY0O75477 Liibdt Electric Corp. rtelvjlle, NY 11746
216
216
NA
NA
£.c
7:
Nn
23B
NA
NA
HA
hA
J
17
HA
NY0100731 lnis Oil Coapany. Port Washington, Nt 11050
ERR
ERR
HA
HA
6 1
6 4
Nn
NA
NA
NA
HA
NA
NA
HA
HA
NY0100731 Le*ns Oil Coapany, Port Washington, NY 11050
ERR
ha
NA
NA
HA
NA
NA
Nt
NA
NA
NA
NA
NA
NA
NA
O
A ERR - No Data Available
MA - Not Applicable
-------
TABLE CONTINUED
PERnn
FACILITY MAKE I ADDRESS
DISCHARGE RATE DISCHARGE RATE
Color
TEHF
pH nn
pH Idk
Spec.Cond
1&:
TS5
Sttl Sic
Chloride
Fluoride
NitrooeniTi
SuMatefT I
Su 1f10-
•
AVb, 6PD
HA1, SPt
Pt-Co U.
DE6, C
su
su
u anos/ca
ag/1
ig/1
ag/l
ig/1
an/1
aa/1
ag/1
ag'I
NY0081558
Lincoln Grapmc Arts lrc, Faratngdile, NY I173S
ERR
ERP
103
NA
5 1
6.5
NA
613.9
NA
NA
NA
NA
32 '
KA
Nn
NY0109550
Luitpold Pnaraaceuticals, Shirley, Nyll967
5000
9000
NA
NA
o.2
7
NP
NA
Nn
NA
NA
Nrt
NA
NA
NA
NY0109550
Luitpold Pnaraaceuticals, Shirley, Nyl 1967
7900
im
NA
NA
5.1
9 8
NA
371'
hA
NA
104
Nr
hA
56
NA
Nf014C112
KlC PoNer'-Fiat Corp, Pl^invie*f NY 11605
1:
18
NA
* NA
6 9
&
HP
Nn
NA
NA
hA
NA
NA
Nn
NA
M0I40U2
HCC Powers-Fiat Corp, Flainvieii, Hf 11803
i
15
NA
NA
7 1
8.1
NA
NA
Nh
NA
Nh
Nh
N*
Hr-
Nn
WY007
horoer. Systeii, Relvihe. NY 11747
385i
MM'
NA
NA
1
7 e
Nr
:i:
NA
NA
NA
2
I
4C
Nn
NY0032760
North Ville Inoustnes Corp, Riverheaa, NY 11901
123
230000
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
hp
hf*
NA
NY0032760
North Vilie Industries Corp, Riverbead, NY 11901
128
66207
NA
NA
NA
na
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0199401
Nuaax Electronics, Hauppauge, HYH709
ERR
NA
NA
NA
7
6 9
NA
56
NA
NA
NA
0.5
0 4
NA
1
NY0101B26
NY INST D( TECT. Plant, Old hestbury, U) 11566
10OCK'
1900o
NA
NA
6 ¦;
6.6
NA
NA
li
NA
NA
NA
Nrt
hr
NA
mQKjlOb
Oat Tree Fart Dairy Inc, £ Wortnport, NY 11731
mw
8^00^
NA
N«
7 3
7.7
NA
NA
190
0.2
NA
Nr
NA
tip
hn
NY0108626
PC Y Technology, Helvilie, NY 1174/
6796710
16300
NA
NA
6 9
7 s
NA
6H
Nn
NA
NA
1
7
NA
Nn
NY0107E24
P R D Eletromcs Inc, Sydsset, NY 117^1
ERP
ERR
NA
NA
6 6
6 S
NA
NA
NA
NA
NA
NA
fcn
Nh
Nh
NY006535B
Parkland SDI14, Hauppage, NT 117B&
3)0000
350000
NA
NA
6 5
7 1
Nn
NA
NA
Nn
NA
NA
21
tiA
Nr
KY0075663
Peerless Photo Prooucts, Shorehaa, NY 1176&
36844
2600CKI
NA
NA
7.1
8
NA
1088
24
NA
47e
NA
4tP
NA
NYU0B5537
R F I Corp, feayshore, NY 11706
380
m
NA
NA
1
7
NA
Nn
Nn
NA
NA
NA
Nr
Nn
Nr
HVW78221
ft S fl Electron ho*?r Inc, Deer Park, NY 11729
ERR
NA
NA
NA
NA
NA
NA
151
Nn
Nn
Nr
NA
J
NA
NA
WY007B221
& S H Electron Po«er Inc, Deer Pari, NY 11729
2819
2925
Nn
NA
6 7
7 ;
NA
NA
NA
Nn
NA
1
NA
NA
Ni-
NY01081M
Ft A 1 Research Corp, Hauppauge, NY 11787
3429
7000
NA
NA
7.6
7.8
NA
2108
NA
NA
Nn
NA
Nn
NA
na
NY0108006
Reqency Creations Inc, Sreenvaie, NY H546
1000
1000
NA
NA
7.2
7.S
NA
45:
NA
NA
NA
NA
26
NA
Nn
NY0I99095
RH6 Electonics laboratory, beer Park, NY 11729
ERF
ERR
NA
NA
6.3
6 I
NA
NA
NA
N».
NA
NA
0.5
NA
Nn
mimn
Royal Petruleui Corp, Net* Hyde Park, NY 1104O
ERF
ERF
NA
NA
NA
NA
NA
n;
NA
Nh
Nx
NA
NA
Nn
Nn
NY01043B8
fiuco Polyaer Corpration, Huksville, NY 1180?
10222
106B0
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
NA
5
NA
NY007932*
Selaen SDI11, Hauppauge, NY 11768
1490000
1600000
NA
19
6 7
7.6
NA
NA
Nn
NA
NA
NA
33
Nh
NA
NY0081655
Seven-Up&rooHyn BTL6 Co Inc, HeUille, N> 11747
1235
7000
NA
NA
6.1
o 7
NA
705
88
NA
31
KA
NA
5
NA
NY0106241
Slater Electric Inc, Glen Cove, NY 11542
300000
300000
NA
17
6.9
6 9
NA
NA
NA
Nr
NA
NA
NA
Nn
NA
HY0109673
Soectragraphic Inc. Coaaack, Nt 1172'
err
HA
NA
NA
7
7
NA
2oo 8
NA
NA
NA
NA
< 1
Nn
Nn
NY0109673
Spectragraphic Inc, Coaaack, NY 1172&
ERF.
NA
NA
NA
NA
Nn
NA
Nn
N-
NA
Nn
NA
hA
NA
NA
NY0075833
Standard hicrosysteas Corp, Hauppauge, HY L1787
11624
26030
NA
NA
3 9
10
Nft
3934
NA
NA
NA
75
87
87c.
hA
NY0075833
Stanoard Hicrosysteas Corp, Hauppauge. NY 11787
1416'
27720
NA
NA
2 S
9.5
n;
405'*
NA
NA
NA
71
62
1626
Nn
NY0108359
Stepar Place, Huntinoton. NY 11746
64
87
Nh
NA
6.1
7
NA
NA
NA
Nn
NA
NA
hn
Nn
NA
NYU108359
Stepar Place, Huntington, NY 11746
3090
3500
NA
NA
NA
Nn
NA
Nft
NA
Nft
NA
NA
hn
Nn
NA
NYU078247
Stony brook 5Dtlu, Hauppauge, NY U7B9
480000
490000
NA
IB
6 6
7.2
NA
NA
NA
NA
NA
NA
18
NA
NA
NY0079391
Stratnaore Ridge SDI6. Hauppauge, NY 1178&
B0000
480000
NA
NA
6 9
7.2
NA
NA
N~
NA
NA
NA
17
NA
Nn
NY0032646
S*ezey Fuel Co., Inc, Patchogue, NY 11772
ERR
ERR
NA
NA
ERR
EPR
NA
NA
NA
NA
NA
NA
KA
KA
NA
NY0107760
Tit ten KF6 Corp, hauppauge, NY 11767
ERF.
ERF
NA
NA
4 3
4 3
K»
2206
247
NA
NA
NA
*A
NA
NA
Nr0107644
lopo Retries Inc, Central Is lap, NY 11722
30
300
NA
NA
7.2
7.6
NA
111
NA
NA
NA
NA
4
NA
Nn
Nf00606B3
Twelve Pines, hedtord SDI7, Hauppauge, NY 11786
600000
60000C
NA
19
6 9
7 7
NA
NA
NA
NA
NA
NA
8
NA
Nn
NY010925B
United Parcel Service PkS Dist, Uniordale, NY11553
ERR
ERR
NA
NA
6 9
6 o
NA
NA
NA
NA
NA
NA
MA
NA
NA
NY0109258
United Parcel Service PK6 Gist, Uniondale. HY 11553
err
ERR
NA
NA
6 5
o 7
NA
NA
NA
NA
lin
NA
NA
NA
NA
NY0107174
US Coiponents, Inc, feoneau, NY 11716
ERF
ERR
NA
NA
6.5
7.4
Nn
164
NA
NA
NA
1
KA
NA
Nn
NY0085481
Nail-nau Vinyls Inc, Corai, NY 11727
4557
7JOC
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
Nr
NA
Hvooa^&i
Hall-Hate Vinyls Inc, Corai, NY 11727
101
166
NA
NA
6 9
7 7
NA
NA
Nh
NA
NA
NA
KA
NA
Nn
NY007698B
hoodsioe, tlediord, SDI7, hauppauge, NY 117B6
231000
250000
NA
17
7 1
7 5
NA
NA
Nrt
NA
NA
NA
20
NA
Nn
NY0085693
tapnant County Center STf, Hauppauge, NY 1178B
6000G
70000
NA
16
6.o
7 2
NA
NA
NA
NA
NA
NA
n
NA
NA
DISCHARGE RATE
DISCHARGE RATE
Color
TEMP
pH tin
ph tai
5pec Cone!
TO:
TSS
Sttl Slos
Chloride
Fluoride
NitrooenH •
Sulfated'
Sul !1D€
avo, m
rtAi£, m
Pt-Co Ih
DE£, C
su
su
u i)ftos/c» IqJuti
•g/ain
¦g/tif.
•9/airi
ag/ftiri
ao/air
IS.76 21.33 190 B3 0.74o 1 08o 801.67 390 59! 587E.779 2233 97A3 Nn
ERR - No Data Available
NA - Not AodIIcable
-------
TABLE CONTINUED
FEFidH
FACILITY NAHE i ADDRESS
Sulfite
Arsenic
Aluaimut
banua
1
ag/l
ag/l
ag/l
ag/l
NY0088447
Allstate Regional Ku , Fariingdale, HI 1173B
NA
NA
NA
NA
HY0108049
Aiencan Institute of Physics, tie* York, NY 10017
NA
NA
NA
NA
NYOOai698
Ark«y Packaging Corp, Hauppauge, NY 11787
NA
Nh
NA
NA
NY0074764
Astro Electroplate Inc , FaraingdaU, NY 1173^
NA
NA
N£
NA
Mf010lS34
Cb Post Colleoe Naste»aier Pit, 6reenvale NY 11MB
HA
NA
NA
NA
WM1OO071
Call i/dta long Isianc, Iroodourj, Hi 11797
NA
NA
n;
NA
KY007 4713
Caro«e11 Condenser Corp, Lindenhurst, NY 11757
NA
NA
0.2o
NA
NY0075591
Lieu ten Relays in:, East horthport, NY 11731
NA
NA
Nh
Nh
«/oioao9v
Dover Finding Inc, St Jaaes, NY 11780
NA
NA
NA
HA
HY0G755B2
Eaton Corporation A 1 L Div, beer Park, NY 11729
NA
NA
NA
Nh
NY0073582
Eaton Corporation A 1 L Dit, beer Park, NY 11729
NA
NA
NA
NA
NY0076155
Fairchild heston Systeos Inc, Syosset, NY 11791
NA
NA
W-
HA
NY0106038
Font Manufacturing, Hauppauge, NY 117B6
Nh
NA
Nh
HA
NY00757S2
6tvernaent Products Div, 6reenla*n, HY 11740
NA
NA
Nh
NA
NY0075752
Government Prooucts Div, oreenlaan, NY 11740
NA
NA
Nfi
NA
NY0075752
6overnaent Products Div, 6reen)a*n, NY 11740
NA
NA
0.3
NA
NY007575?
bovernaent Prooucts Div, Sreeolann, NY 11740
ERR
NA
ERP
NA
NY007'75?
bovernaent Products Di>, breenlann, NY 11740
ERF
NA
err
NA
NY0075752
6overnaent Prooucts Div, 6reenlawn, NY 11740
EFP
NA
EPF
NA
NY007j7j2
Bovernaent Prooucts Di>, breenlavn, NY 11740
ERF
NA
ERR
NA
MY009&797
Sruaaan Aerospace Corp, Bethpage, NY 117114
ERR
NA
EPF
NA
NY009679?
firuaaan Aerospace Corp, bethpage, NY 117114
NA
NA
NA
NA
NY0096792
Gruaaan Aerospace Corp, Bethpage, NY 117114
NA
Nn
NA
NA
NY0096792
6ruaaan Aerospace Corp, bethpage, NY 117114
NA
NA
NA
NA
NY009o792
Gruaaan Aerospace Corp, Bethpage, HY 117114
NA
NA
NA
NA
NY0096792
bruaaan Aerospace Corp, Betnpage, NY 117114
Nh
NA
Nh
NA
NY009&792
bruaaan Aerospace Corp, Bethpage, NY 117114
NA
NA
NA
NA
HY0v94792
bruaaan Aerospace Corp, Bethpage, Nf 117114
NA
NA
NA
NA
N^0096792
bruaaan Aerospace Corp, Bethpage, NY 117114
NA
NA
hA
NA
NY0094792
bruaaan Aerospace Corp, Bethpage, NY 117114
NA
NA
NA
NA
NY0094792
bruaaan Aerospace Corp, Bethpage, NY 117114
NA
NA
NA
NA
NY009679I
bruaaan Aerospace Corp, Bethpage, NY 117114
NA
NA
NA
NA
HY0096792
bruaaan Aerospace Corp, Bethpage, NY 117114
NA
NA
NA
NA
HY010991S
H C 1) Graphics In:, Hauppauge, HY 11789
NA
0 01
NA
NA
KY0066028
Hauppauge Country Center S T P, Hauppauge, NY 1176
NA
NA
Nh
NA
NY00848!>9
Hauppauoe Record HF6 Ltd, Hauppauge, NY 11767
NA
NA
NA
NA
NY007574*
Hazel tine Research Lab, 6reenlann, NY 1174m
Nh
NA
6
NA
HYQ09109D
Holbrook SDI2, Hauppauge, NY U7BS
NA
NA
Nh
NA
NY01O647O
Huntington (I) Incinerator, Huntington, Hi 11743
200
0.2
37
1
HY0081540
Jaaeco Industries In:, Nyanoanch, NY 11796
NA
NA
NA
NA
NY0081540
Jaaeco Industries Inc, Nyandanch, NY 11796
NA
NA
NA
NA
moim?
AolJaoroen Ccrp-Addihve Prod , Aquebogue, Nv 1193
Nh
NA
NA
NA
NY0075957
kollaorgen Core-Additive Prod , Aquetogue, NY 1193
NA
NA
NA
NA
NY101704?
fcorlund bynaaics Corporation, Nestfiury, NY 11590
NA
NA
NA
NA
HYQ075B92
Foster keunen Inc, Sayville, NY 11782
NA
NA
NA
NA
HY0075892
foster keunen Inc, Sayville, NY 11782
NA
NA
NA
NA
NY0075B9?
Foster t.eunen Inc, Sayvi 1 le, NY 11782
NA
NA
NA
NA
NY007589:
Foster keunen Inc, Sayville, NY 11782
NA
NA
NA
NA
NY0075477
Laaboa Electric Corp, flelville, NY 1 !74o
NA
NA
NA
NA
NY0100731
Le«is Oi) Coapan), Port Washington, NY 11050
NA
NA
NA
NA
NY0100731
Lens Oil Coapan), Port Washington, NY 11050
Nh
NA
NA
NA
o>
i
5
Cadaiui Cr(T) Cr(H' Copper Cyanide Gold 1 ror.
•g/i «g/l »q/l a
-------
TABLE CONTINUED
PEPrtIT
FnCILllY NAH: & ADDRESS
Sulfite
Arsenic
Hluaimut
I
tg/1
ag/1
ag/1
NY008155B
Lincoln Graphic Arts lnc, Faraingdale, NY 1173'
NA
NA
NA
mimw
Luupold Pftaraaceuticals, Shirley N/119o7
NA
HA
NA
NI0109550
Luitpold Pharmaceuticals, Shirle>, Nyl 196"'
NA
NA
NA
NlOt 40112
r.CC Poners-Fiot Corp, PUinviea, NY 11803
Nn
NA
Nh
HlOHOli:
f.CC Po«ers-Fiat Corp, Plainviei, HY 11803
NA
NA
NA
NI0Q75906
Koroen Systeis, flelville, Ni 11747
Nr
NA
y.l
NY0032760
North Vilie Industries Corp, ftiverhead, NY 1)901
NA
NA
Nr
NY003276U
North Ville Industries Corp. Riverhead, Hi 11901
N A
NA
NA
NY01994Q1
huaax Electronics, Hauppauge, NT 1178°
NA
NA
NA
NY0101826
Hi INST 01 TECl Plant, Old Heitbur>, H.' U56B
NA
NA
NA
NT007010C)
Gal Iret Fara Dair> lnc, £ Nortftport, NY 11731
NA
NA
NA
NY010Bo26
P C I lechnolog,, Helville, NY 11747
NA
Nh
0.2
NY0107824
P P D Eletronics lnc, Sydsset, NY 11791
NA
Nh
Nn
NY0065358
P.ukland SO#14, Hauppage, Ni 117B&
Nn
NA
Nh
M0075663
^eerless Pnoto Products, Snorehaa, NY 1176o
NA
NA
NA
NY0085537
ft F 1 Corp, Baysnore. NY ll70o
NA
NA
Nn
WY007B221
K S H Electron Power lnc, leer Park, NY 11729
NA
NA
NA
WV007S2?!
P S ft Electron Power lnc, beer Park, NY 1172?
fin
NA
Nn
Ni'OIQBIM
f A 1 Research Corp, Hauppauge, Nf 11787
N r
NA
NA
NY01Q8006
Regency Creations lnc, 6reenvale, NY 11546
NA
Nh
Nr"
NY0199095
RH6 Electonics Laooratory, Deer Part, NY 11729
NA
NA
NA
W0109398
Royal Petroleui Corp, Ne« Hyde Park, Nf 11040
NA
NA
Nh
NfOJ D438B
Ruco Polyaer Corpratio/<, Hicksville, NY 11B02
NA
NA
NA
NY0079324
Selden SDI11, Hauppauge, NY 11788
NA
NA
Nh
Seven-UpBrcoklyn B1LB Co lnc, ftelville, NY 11747
Nr
NA
hi
NY010624I
Slater Electric lnc, Glen Cove, Nf 11542
Nh
NA
Nn
Nf010967?
Spectraoraphu lnc, Coaaack, NY 11725
tin
NA
NA
HV0109673
Spectragraphic lnc, Coaaack, NY 11725
NA
NA
NA
NY0Q75833
Standard hicrosysteas Corp, hauppauge, NY 11787
NA
NA
NA
NY00758J3
Standard Hicrosysteas Corp, Hauppauge, Nt 11787
NA
NA
NA
Nf0108359
Stepar Place, Huntington, NY 11746
NA
NA
NA
NY010B359
Stepar Place, huntington, NY 11746
NA
NA
NA
NY007B247
5tony Brook SM10, Hauppauge, NY 11789
NA
NA
NA
NY0079391
Stratuore Ridge SDI6, Hauppauge, NY 11788
NA
NA
NA
NY0032646
S«ezey Fuel Co., lnc, Patchogue, NY 11772
NA
NA
NA
HV0107760
Tiffen f.FG Corp, Hauppauge, NY 11787
NA
NA
NA
NY0107646
lopo Retries Inc. Central lslap, NY 11722
NA
Nn
NA
NY00806B3
luelve Pines, Hedlord SDI7, Hauppauge, NY 11786
Nn
NA
NA
NY0109256
United Parcel Service PK6 fist, Uniondale, NV1155T
NA
NA
NA
NY010925B
United Parcel Service PMi Dist, Uniondale, NY11553
NA
NA
NA
Nf0107174
US Coaponents, lnc, Botieaia, NY 11716
Nn
NA
0 4
NY00354B1
hall-Hate Vinyls lnc, Coraa, NY 11727
NA
NA
NA
NY0085481
Nail-Hate Vinyls Inc. Coraa, NY 11727
Nn
NA
NA
NY0076988
hODdsifle, Bedford, SDI7, Hauppauge, NY 117B6
NA
NA
NA
NY0035693
laphanr County Center STP, Hauppauge, NY 11786
NA
NA
NA
Sulfite
Arsenic
Aluamiut
ag/am
ag/ain
ag/ain
NA
0 00009
59 5565
CT
I
£
IV)
banui Caonui Cr(H Cr(Hj Copper Cvar.ioe 6o!d Iror. lead hanganese Hercur/ Nickel Seiemut Silver
•0/1 *o/l iq/1 ao/1 to/1 ag/1 ag/1 ao/1 ao/l ag/l ag/1 ag/1 ag/1 ag'l
NA
o o:
NA
NA
NA
NA
N»
t 2
NA
NA
NA
NA
NA
1
NA
NA
NA
NA
N»
n;
NA
NA
NA
NA
NA
NA
NA
NA
NA
N k
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
_ Nr,
Nn
NA
NA
NA
NA
NA
NA
Nrt
NA
NA
tin
NA
NA
NA
NA
N»
Nr
NA
Nn
NA
NA
NA
NA
NA
NA
Nr-
NA
NA
NA
NA
1
hA
0.2
u 1
0.01
NA
NA
1
Nn
0 W
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NA
NA
Nn
NA
hri
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
0.1
NA
0.1
NA
V.l
HA
NA
NA
NA
NA
0 03
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
HA
NA
NA
0.01
0 01
0.4
NA
NA
0 4
0.01
0.1
NA
0 5
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
NA
Nh
NA
0.03
NA
NA
u 1
0 1
NA
0 74
0 f>4
NA
NA
NA
NA
U.o
Nn
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
Ni
NA
KA
tif>
NA
NA
Nh
V J
NA
Nh
NA
0.03
NA
NA
Kn
Nh
NA
NA
NA
Nh
Nn
NA
Nn
NA
NA
NA
NA
NA
Nn
Nh
NA
NA
NA
NA
Nn
0 1
0 3
ERR
0 1
Nn
NA
NA
NA
0.1
NP
NA
0 2
0 005
u 1
NA
NA
NA
0 03
NA
NA
ERR
NA
Ni-
NA
NA
NA
NA
Nri
hA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
0 0.
NA
NA
Nh
NA
NA
NA
NA
Nr
HA
NA
NA
NA
NA
NA
Nh
Nh
NA
NA
NA
NA
Nh
Nr*
NA
NA
NA
Nn
NA
NA
NA
Nn
11.2
NA
NA
NA
NA
NA
NA
Nh
NA
NA
Nh
NA
NA
NA
0 5
NA
NA
NA
NA
NA
Nt
NA
Nh
NA
NA
0 :
NA
NA
0.1
NA
NA
NA
NA
NA
o
Nh
NA
NA
NA
NA
0.0005
Nh
Nn
NA
NA
NA
NA
NA
NA
NA
NA
NA
0.8
1
NA
NA
NA
NA
NA
NA
NA
Nr
0.3
NA
NA
NA
0.4
1
NA
NA
NA
NA
NA
NA
Nh
Nh
0.2
NA
NA
NA
NA
NA
0 05
0 1
NA
NA
NA
NA
J
NA
NA
NA
NA
NA
NA
NA
0.2
0 7
NA
NA
NA
NA
1
NA
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
tlh
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nn
Nn
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nn
Nn
NA
5 5*>
0.01
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
0.03
NA
Nn
NA
NA
NA
NA
NA
NA
NA
NA
HA
NA
NA
NA
NA
NA
NA
KA
Nh
NA
NA
NA
Nn
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
0.35
0 04
0 01
o:
0.04
Nh
NA
NA
NA
NA
1
NA
1
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NA
NA
NA
Nh
NA
NA
KA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nr*
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
i
Caduui
Crtl)
Cr(H]
Copper
Cyanide
Sold
Iron
Lead
(in
Herctry
Nickel
Selemui
Silver
•gmr
tg/air*
ag/ain
•Q/llf.
•0/air>
ao'ain
ag/ain
ag/nn
ag/ain
ag/ain
•g/ain
ag/ain
ag/ain
NA 0.04907 3.843 7 589 125 341 0 201 0 14: 128 477 3 079 2S.769 0.000009 150.965 NA 1.288
ERR - No Data Available
NA - Not Applicable
-------
TABLE CONTINUED
PERSU
FACILITY NAKt \ ADDRESS
Tin
Zinc 1
1
ag/i
•g/I
NY008B447
Allsute Regional hi , Farungdale, NY 1173E
NA
NA
mourns
Aaericar. institute of Physics, He* rorl, Nf 10017
NA
NA
mm\m
Arka> Packaging Corp. Hauppauge, NY 11787
NA
3.2
NYa074764
Astro Electroplating Inc., faraingdale. NY 11735
Nn
NA
NYOlOlSJi
CM Post Colleoe *aste»ater Pit, breenvale NY 11MB
NA
NA
NY010087 i
Call foata Lon$ Island. boodDur,, NY 11797
NA
NA
NY0074713
Cardnel) Condense'' Corp, Linoenhurst, NY 11757
NA
0.1
NY00755W
(jeutch Relays Inc, East Northport, Nf 11731
0.4
NA
NY0108090
Dover Finding Inct St Jaaes, NY 11760
NA
NA
NY0075582
Eaton Corporation A I L Oit, beer Pari., NY 11725
NA
0.03
NY00755B2
Eaton Corporation ft I I bit, beer ParL, NY 1172?
NA
NA
NY007M55
Fairchild Neston Svsteas Inc, Syosset, NY 11791
NA
NA
NY01060J8
Font ftanjlacturmg, Hauppauge, N1 117B8
NA
NA
NY0075752
boyernaent Products Dit, breenlaart, Nl 11740
0 2
NA
mmn:
boverment Product* On, breenlawn, NY 11740
NA
NA
HY007575?
bo/ernaent Products bit, 6reenla«r., Nr 11740
NA
NA
NYO0757S?
bovernaent Products Dn. breenlaan, NY 11740
erf
ERF
HY0075752
bovernaent Products Div, breenlavn, NY 11740
ERF
ERR
MY00757S2
bovernasnt Products Div, breenlann, NY 11740
NA
NA
NY0075752
bovernaent Prooucts Iii\, breenlaiin, NY 11740
ERF
ERF
NY001&792
bruaaan Aerospace Cor,;, tetnpage, NY 117114
NA
NA
NY0096792
bruaaan Aerospace Corp, bethpaget NY 117114
NA
NA
NYU0H792
bruaaan Aerospace Corp, betnpagc, NY 117114
NA
NA
HYOOV6792
bruaaan Aerospace Corp, bethpaoE, NY 117114
NA
NA
N100?67c2
6ruaaan Aerospace Corp, bethpage, Nl 117114
NA
NA
NY00?o79?
bruaaan Aerospace Corp, betnpagt, NY 117114
NA
NA
NY0096792
bruaaan aerospace Corp, bethpage, NY 117114
NA
NA
NY0096792
bruaaan Aerospace [orp, betnpagc, NY 117114
NA
NA
NY0096792
bruaaan Aerospace Corp, bethpage, NY 117114
NA
NA
NY0096792
bruaaan Aerospace Corp, bethpage, Nt 117114
NA
Nh
NY0096791
bruaaan Aerospace Corp, betnpage, NY 117114
NA
MA
NY0094792
bruaaan Aerospace Corp, bethpage, NY 117114
NA
NA
NY009&792
bruaaar Aerospace Corp, betnpage, NY 117114
Nn
NA
NY01099lo
H C fl braphics Inc. Hauppauge, NY 11789
NA
NA
NY0066028
hauppauge Country Center 5 T p, Hauppauge, NY 1176
NA
NA
NY00B4B511
Hauppauge Record HF6 Ltd, Hauppauge, NY 11787
NA
NA
NY0075744
ha?e)tine Research Lai. breenlann, NY 11740
NA
NA
HY0091090
HolorooV SOI'J. hauppauge, NY 11786
NA
NA
NY010647u
Huntingtoi. (1) Incinerator, Huntington, NY 11743
NA
7
NY0081540
Jaaeco Industries Inc, tayandanch, NY 11798
NA
0 2
NY00B1540
Jaaeco Inoustries Inc. byandanch, NY 11796
NA
0.2
NY0075957
fcollaorgen Corp-Additive Prod., Aguebogue, NY 1193
NA
NA
NY00759*7
Kollioraen Corp-Additive Prod , Aoueoogue, NY 1193
0 1?
NA
NY 101704?
loriund bynaaics Corporation, lesthury, NY 11)90
NA
NA
NY0075B92
Mister keunen Inc, Sarville, NY 11781
Nn
NA
NY0075B92
Mister keunen Inc, Sayville, NY 1178?
Nk
NA
NY0075B91
Jester keunen lncp bayville, NY 11762
k-
NA
M0075B92
Foster teunert Inc, Sayville, NY 11782
Nr
Nn
HY007M77
Laibda Electric Corp, flelville, NY 1174c
NA
NA
HY01007J1
Levis 0i) Cojpio/( Fort Washington, NY JiOiO
NA
NA
NY0IOO731
Lewi*- Oil Coapan), Port Washington, NY 110)0
NA
NA
Chiorotor* loluene hetnylere t. E J TCE TTCE ICFr. 1,1-DCA l.l-DCE 1.1,1-ICA
«g/i «o/l ChJonce ag/) uo/l to/I *9/) •?/] *9/J ao>)
Nr
N-
Nrt
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nr
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NA
NA
Nr
NA
NA
NA
NA
NA
NA
NA
Nn
Nk
NA
NA
NA
Nh
NA
NA
NA
Nr
NA
NA
NA
NA
NA
NA
NA
hA
NA
NA
Nh
NA
Nh
NA
NA
Nh
N^
NA
Nt
NA
NA
NA
NA
NA
NA
NA
WA
Vk
NA
Nh
ERft
NA
NA
Nh
NA
NA
NA
ERF
NA
NA
NA
NA
NA
NA
NA
NA
Nn
Nn
NA
MA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nm
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA
Kh
Nr
NA
NA
Nh
NA
Nh
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA
NP
NA
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
Nh
Nn
Nn
ERF
Efcr
ERr
NA
EflF
ERF
ERF
ERF
ERF
EFF
ERP
ERF
Eftfi
NA
ERF
ERR
ERF
ERF
ERF
ERR
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
m
ERF
ERF
NA
ERF
ERR
ERF
EFF
ERF
ERR
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
O 00>
O.OOl
Nn
0.001
ERF
EFk
NA
ERR
NA
ERF
n;
NA
NA
NA
NA
NA
NA
NA
NA
NA
y.OO'
v Oft*
NA
0 003
ERF
ERR
NA
EFF
NA
EFF
Nh
NA
NA
NA
Nh
NA
NA
NA
NH
NA
O 00'
0.001
NA
0 003
ERF
ERft
ERF
Nh
ERF
Nh
O (h>4
O 1
NA
(J.001
EPF
ERF
NA
N A
ERr'
EfiF
Nh
NA
Nt-
NA
NA
Nh
NA
NA
Nr
Nh
0 00^
0.00^
EF.t-
0 017
ERF
ERF
HA
NA
ERF
EFF
NA
h;
NA
NA
NA
NA
NA
NA
NA
H
0 00'
0 00;
Nr
0.001
0 UU£
0 004
NA
NA
C 002
v.OO'
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
0 001
0.004
NA
0.0U3
ERR
ERR
NA
NA
ERF
ERF
NA
NA
NA
NA
NA
NA
NA
N-
Nf-
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
0.001
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Hn
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
HA
NA
NA
NA
NA
190
NA
NA
NA
NA
NA
0.03
1847 2
NA
NA
NA
NA
NA
NA
NA
KA
NA
NA
NA
0.000)
Nr
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
O 000!
NA
Nh
Nh
NA
NA
NA
NA
NA
NA
0 001
0 000*
NA
N-
NA
NA
NA
0 002
u Oil
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
ERF
0 003
NA
NA
NA
NA
NA
NA
NA
NA
ERR - No Data Available
NA - Not Applicable
-------
TABLE CONTINUED
PERP.IT FACILITY MArt£ » ADDRESS
Tin
I inc
ftetals(T)
benzene
Chlorotora
loluene
Rstft) ler.e
n E \
TCE
TTCE
TCFIt
1.1-DCA
1,1-DCE
l.U-TCA
¦g/1
ig/1
¦g/1
.g/1
ig/1
¦g/1
CMortoe
•g/*
uq/1
¦g/1
¦g/1
¦g/1
•o/i
¦g/l
NY0081558 Lincoln Graphic Arts ln:t Faraingdale, MY 1173S
MA
0.9
NA
HA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0109550 Luitpold Pharaaceuticals, Shirley, Ny 11967
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
N/0109550 Luitpold Pharmaceuticals, Shirley, Nyll967
NA
Nn
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NA
NYGMOU? MCC Powers-Fiat Cork, Plainwen, Nl 11803
NA
NA
Nn
NA
Nr
Nr
NA
NA
NA
NA
NA
NA
NA
NA
N>0I4011? rtCC Poners-Fiat Corp, Hainvien. NY 11803
n;
NA
Nn
KA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nn
SY0075?&a Noroen Systees, Rehille. NY 11747
0.?
0 04
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NYOOS27oO North Vilie Industries Corp, Riverhead, NY 11901
na
n;
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
Nn
NYGG32760 Hortn Ville Industries Corp, Rivernead, MY 11901
Nn
NA
na
NA
NA
NA
Nn
NA
NA
NA
NA
NA
NA
NA
HY0I99401 Nuaai Electronics, Hauppauge, HY11789
NA
0.03
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0101826 NY INST Of TEC1 Plant, Old hestDury, NY 11568
NA
NA
Nn
MA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0070106 Oak Tree Far# Dairy In,. E Northport, NY 11731
NA
NA
NA
HA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY010B62o P C \ Tecrmolog>. flrlville. NY 11747
0 .
0.0045
NA
NA
NA
NA
NA
NA
NA
HA
NA
NA
NA
NA
MY0107824 P R D Eletronics In:, Sydsset, NY 11791
NA
NA
Nn
NA
NA
NA
NA
Nh
NA
NA
Ni-
NA
NA
NA
NYOO&S35B Parkland SDI14, Hauppage, Ni 117B8
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NA
NA
NY0075663 Peerless Pnoto Products, Shoretia*, MY 11786
NA
Nn
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NYOOB5537 F. F 1 Corp. bayshore, NY 11706
Nr
NA
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
Nn
NY007B221 P S It Electron Po«er In:, Deer Park, NY 11729
NA
NA
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NY0G7B:21 R S H Electron Peer In:, Deer Park, NY 11729
Nn
NA
NA
NA
NA
NA
Nri
NA
NA
NA
NA
NA
NA
NA
NY0108154 ft A 1 Research Corp, Hauppauge, NY 11767
NA
NA
NA
NA
NA
0 4
0 05
NA
NA
NA
NA
NA
NA
NA
NYG1080G6 Regency Creations Inc. Greenvale, NY 11546
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
NY0199095 RHG Eleclontcs Laboratory, Deer Park, NY 11729
0.01
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nn
NYO109398 Royal Petroleua Corp. Nev Hyde Park, NY 11040
NA
NA
NA
0 3
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0104388 Ruco Polyaer Corpration. Hickiville, KY 11802
NA
NA
NA
NA
NA
NA
NA
NA
NA
KA
NA
NA
NA
NA
NYU079374 SelOen SDI11. Hauppauge, NY 11788
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY00B1655 Seven-Upbrooklyn BUG Co Inc. Nelville, NY 11747
NA
NA
Nn
NA
Nn
NA
NA
NA
NA
Nh
NA
Nh
NA
NA
NYQ10624* Slater Electric Inc, Glen Cove, N\ 11542
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0IQ9o73 Spectraoraphic Inc, Coaaack, N't 11725
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NY0109673 Spectragraphu In:. Coaaack, NY 11725
NA
0 04
Nn
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NA
NA
NY0075833 Standard Hicrosysteas Corp, Hauppauge, NY 11787
NA
NA
na
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0075833 Stanoard Hicrosysteas Corp, Hauppauge, NY 11787
NA
NA
NA
NA
Nn
NA
NA
NA
NA
HA
HA
NA
Nh
NA
NY0106359 Stepar Place, Huntington, NY 11746
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0108359 Stepar Place. Huntington, NY 11746
NA
NA
NA
NA
NA
Nn
NA
NA
Nn
HA
NA
NA
NA
NA
NY007B247 Stony brook SDI10, Hauppauge, NY 11789
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0079391 Strathaore Rifloe SDIS, Hauppauge, NY 1178b
NA
NA
NA
NA
12
NA
NA
NA
Nn
NA
NA
NA
NA
NA
NY0032646 S«iey Fuel Cc., Inc. fatcnogue, NY 11772
NA
NA
NA
HA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY01u7760 11^ten HF6 Corp, hauppauge, NY 11787
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY010764e lopo Retries Inc, Central Isltp, NY 11722
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NY00806B3 1«elve Pines, Bedford SDI7, Hauppauge, NY 11786
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0109258 United Parcel Service P>6 Dist, Uniondale, NY11553
NA
NA
NA
0.5
NA
NA
NA
NA
NA
NA
NA
NA
NA
N,.
NY0109256 United Parcel Service PKG Ditt, UniondaU, NY11553
NA
NA
NA
0 s
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0107174 US Coaponents, Inc, boheaia, NY 11716
NA
0.3
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0085481 Nail-Kate Vinyls Inc, Cora*, NY 11727
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY00854B1 Hall-Nate Vinyls Inc, Corai, NY 11727
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NY0076963 hoodsidt. fledtord, SDI/, Hauppauge, NY 11788
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
NA
Nn
W0085693 Yaptiank County Center SIP, Hauppauge, NY 11788
NA
NA
NA
NA
NA
NA
NA
NA
Nh
NA
NA
n;
NA
NA
Tin
line
fletalslT)
benzene
Chloroform
Toluene
Hethyiene
n E I
ICE
TTCE
TCFM
1,1-OCA
1,1-DCE
1,1.1-TCA
ag/air.
¦g/ain
ag/ain
19/aH.
ag/am
ag/air.
Chloride, ag."
ag/air.
aa/air<
•Q/air.
¦g/aifi
ag/am
ag/am
to/am
59 66"
2.45
NA
NA
41.645
0.121
69 97E
NA
NA
NA
NA
NA
0.0121
68U.188
ERR -
No Data Available
NA -
Not ApdIicable
-------
TABLE
CONTINUED
perish
FACILITY NAME I ADDRESS
1,2-Tran;
Vinyl CM.
Merit
Haloo.Oro Furo.Halc
1
DCE, ag'l
ag/1
¦o/l
ag/1
carb, ao/1
HYO08B447
Allstate Regional Hft , Farungdalc, NY 11736
NA
NA
NA
NA
NA
NV0108D<9
Aeericar. institute of Pnysics, Nea York, NY 10017
NA
NA
NA
NA
Nr
HY003169S
Arity Packaging Corp. Hauppauge, NY 11787
NA
NA
NA
NA
Nr
1Y00747M
Astro Electroplatino Inc.. FaraingdaU, Ni 1173*
NA
Nr
NA
NA
NA
N*010lS34
C« Post College Wastewater Pit, 6reen*aie NY 11*48
NA
Nr
Nr
NA
f>A
Hf01o0E7!
C»ll lata Lon^ lslano, tioodDury, NV 11797
NA
NA
NA
NA
Nn
Hfu0747l3
Carowel) Conoense" Corp. Linflenhurst. NY 11757
Nt
UU
NA
NA
Nh
NY0075591
Detrtch Relays Inc. East Northport, N1! 11731
NA
NA
NA
NA
Nh
NY01U8090
Dover Finoing Inc, St Jaaes, NY 1178u
NA
NA
NA
NA
hA
NY007J5B2
Eaton Corooratiori A 1 L bit, freer Part, NY 11729
NA
NA
NA
NA
NA
NY007J582
Eaton Corporation A I I Oiv, Deer Pari, Ni 11729
NA
NA
NA
NA
NA
NY007A155
Fauchild Neston Systeas Inc, Syosm. Nt 11791
NA
NA
NA
NA
hA
NY010603B
Font flanuficturing, Hauppauge, NY 11766
NA
Nh
NA
NA
NA
NY007&752
bovernaent Products Dis, 6reen)ann, Nf 11740
NA
NA
NA
NA
NA
NY0075752
6overnaent Prooucts On, 6reenU*n, N:' 1174u
NA
NA
NA
NA
NA
NY0075752
6overnaent Products On. 6reenla*n, Nf 11740
NA
NA
NA
NA
NA
NY007J7S2
bovernaent Prooucts Du, 6reenla«n, Nr 11740
ERF.
NA
ERF
NA
ERF.
NY00757S2
bovernaent Products Div. 6reenlawn, Ni 11740
ERr
NA
ERF,
NA
Eft'
NY0075752
bovernaent Products Dtv, breen latin, Hi 11740
NA
NA
NA
NA
NA
MO07S752
6ov-ernteot Products Dn, 6reenla»n, Hi 11740
EM
NA
ERF
NA
m
NY009o792
Gruaaan Aerospace Corp, bethp«9e» NY 117114
NA
NA
NA
NA
NA
NY009t79?
bruiaan Aerospace Corp, betnpage, NY 117114
NA
0 001
0 001
NA
NA
NY0096792
6ruaaan Aerospace Corp, Bethpage, NY 117114
NA
NA
Nh
NA
NA
MY009t>792
Sruiaan Aerospace Corp, betnpage, NY 117114
NA
0.00:-
0.002
NA
NA
MY0096792
Grunan Aerospace Corp, bethpage, NY 117114
NA
NA
NA
NA
NA
NY009f,792
Sruiaan Aerospace Corp, betnpage, NY 117114
NA
0.00:
0.00?
HA
NA
NY0096792
bruiaan Aerospace Corp, bethpage, NY 117114
NA
0.001
V 001
NA
NA
NY009&792
brua&ari Aerospace Corp, bethpage, NY 117114
NA
NA
NA
NA
NA
NY0096792
6ruiaan Aerospace Corp, bethpage, NY 117114
NA
0 001
0 OO"*
NA
NA
NY009&792
bruiaan Aerospace Corp. bethpage, NY 117114
NA
NA
NA
NA
Nh
NY009o7?2
bruiaan Aerospace Corp, bethpage, Hi 117114
NA
0 00b
0.004
NA
NA
H*009679:
bruiaan Aerospace Corp, betnpage, Nt 117114
NA
NA
NA
NA
NA
NY0094792
bruiaan Aerospace Corp, bethpage, NY 117114
NA
0 004
0 002
NA
NA
NY0109916
H C n 6raptucs Inc, Hauppauge, NY 117B9
NA
NA
NA
NA
NA
NY0066028
Hauppauge Country Center 5 T P, Hauppauge, NY 1176
NA
NA
NA
NA
NA
NY00B4BV?
Hauppauge Record HF6 Ltd, hauppauge, NY 11787
NA
NA
NA
NA
NA
NY0G7J744
hazeltme Researcn lab, 6reenla*n, NY 11740
NA
NA
NA
NA
NA
HY0091090
Holorook SDI2, Haupoauge, NY 1178&
NA
NA
NA
NA
NA
NY010M70
Huntington (I) Incinerator, Huntington, NY 11743
NA
NA
NA
0.002
NA
NfOOBlMO
Jaaeco Industries Inc. bvandaricb, H\ 1179B
NA
NA
NA
NA
NA
NYOO&lMO
Jaieco Industries Inc, ayanoanch, NY 11798
NA
NA
NA
Nh
NA
NY007S957
fcollaoroen Corp-Ado 111 ve Prod , Aquebogue, NY 1193
NA
NA
NA
NA
NA
NY0075957
kollaorgen Corp-Additive Prod , Aqueoogut, NY 1193
NA
NA
Nh
NA
NA
NY1017042
kortund bynaaics Corporation, Mestbury, Hi 11)90
NA
NA
NA
NA
NA
NY0075892
tatter Keunen Inc, Sayville, NY 11782
NA
NA
0 000)
NA
NA
NY0075892
koster Keunen Inc, Sayville, NY 11782
NA
NA
NA
NA
NA
NY0075892
I osier freunen inc, Sayville, NY 11782
NA
NA
NA
NA
NA
NY0075B92
koster keunen |qc, Sayville, NY 11782
NA
NA
0 000)
NA
NA
NY007M77
laabda Electric Corp. ttelville, NY 11746
NA
NA
0.000;
NA
NA
NY0100731
levii Oil toapany, Port Washington, NY 110)0
NA
NA
NA
NA
Nh
NY0100731
Lens Oil Coapany. Fort Washington, Ni HOW
NA
NA
0 01
NA
NA
o>
)i
cn
locacids PflA ac 10 &u*ter.sjr- Nucinaaide IheoDh/Ume ParaoenlHlF)Surtactant T 0 C Chionne(T)
, ig/1 eg/1 19/t 19'1 ag/1 ao/1 »o/l ao/1 19/1
NA
Nr
NA
Nr
h«
NA
NA
NA
ERF
Nn
NA
NA
Nh
NA
NA
NA
NA
NA
Nr
NA
Nn
Nr
NA
NA
NA
NA
NA
NA
N-
NA
NA
NA
hV
Nh
NA
Nn
Nn
NA
NA
NA
Nn
NA
ki
hA
O.c
NA
NA
NA
NA
NA
NA
NA
62
Nh
NA
NA
NA
Hk
Nr
Nr
0 0;
Nh
hA
NA
NA
NA
n;
NA
NA
NA
NA
NA
NA
NA
NA
H,
Nh
NA
0.1
NA
Nh
NA
H,
NA
NA
NA
Nn
0.4
NA
NA
NA
Nti
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Np
NA
NA
NA
NA
NA
NA
NA
Nr
0.1
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nr
NA
EPF;
EFr
ERR
NA
NA
NA
NA
NA
NA
ERt
ERt<
ERR
NA
NA
NA
NA
NA
NA
NA
NA
hA
NA
NA
NA
NA
NA
NA
m
ER?
ERF
NA
NA
NA
NA
Nh
NA
NA
Nh
NA
NA
Nr
NA
NA
NA
NA
NA
Hh
NA
NA
NA
NA
Nh
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
Nh
Nh
NA
NA
NA
Nh
Nh
NA
NA
N£
NA
NA
Nr
NA
NA
NA
Nn
NA
NA
Nr
NA
NA
Nh
NA
Nh
hA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
Nt
NA
NA
NA
hh
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
NA
Nh
NA
Nh
Nh
NA
N»
Nh
hrt
NA
NA
NA
Nh
NA
NA
NA
0.1
*n q
NA
Nh
NA
NA
Nh
NA
NA
NA
NA
0 9
NA
NA
N*
NA
NA
NA
NA
NA
Nn
HA
NA
NA
NA
NA
NA
HA
NA
NA
H-
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
Nh
NA
0 1
34
NA
NA
NA
Nr
NA
NA
NA
0.4
NA
NA
NA
NA
NA
NA
NA
NA
0 4
Nn
HA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
MA
NA
NA
NA
NA
NA
NA
Nr
Nh
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA
NA
Nh
Nn
NA
NA
NA
Nh
Nh
NA
NA
NA
HA
NA
Nh
NA
NA
NA
NA
Nr
N&
Nn
NA
NA
NA
NA
NA
Nh
Nh
hA
HA
ERR - Data Not Available
NA - Not Applicable
-------
TABLE CONTINUED
PERMIT FACILITY NAttE 4 ADDRESS
1,2-Irans
Vinyl Chi
lylene
haiog.urg Purg Hale
&en:iocacics
PHA acio
buatensir
Niacinamide
Ineopn.lline
Par.oenI HIP)Surfactani
I 0 C Chlormetl 1
1
DCE, ag/1
ag/1
ag/1
ag/1
care, ag/1
(1), *g/l
to/1
ao/1
ao/1
¦q/1
ao/1
ao/1
ao/1 ao/1
NY008155B Lincoln Braphu ftrts Inc, Firaiogdale, Mi 11735
NA
NA
NA
NA
NA
Nn
NA
MA
Nf
NA
NA
Nr
Ns NA
NrOl07550 Luitpold Fharaaceuticals, Shirley, N/11967
NA
NA
NA
NA
NA
NA
NA
Nh
NA
n;
NA
Nh
NA NA
MYOlOf550 Luitpold Pharaaceuticals, Shirley, Nyll967
NA
NA
NA
NA
NA
1?
NA
19 313
2.15c
3.2C
0 15
NA
NA NA
NY01401L2 tlCC Pa«ers-Fiit Corp, Plainvie*. NY 11803
Nh
NA
NA
NA
Nr
NA
NA
hA
NA
NA
NA
NA
NA NA
Nlult0ll2 P.CC Fowers-Flat Corp, Plainvie*, NY 11803
NA
Hr
NA
NA
NA
Nr
KA
Nr
NA
Nn
NA
Nh
NA NA
NY007590& horoen Systeas, helvule, NY 11747
NA
NA
NA
NA
NA
NA
NA
kr
NA
Nr
NA
0.1
NA Nh
NY0032760 Nortr* Ville Industries Corp, fciverheao, NY 11901
N A
NA
HA
NA
NA
Nn
NA
Nh
NA
NA
NA
NA
NA NA
Nf0032760 North Ville Industries Corp, Riverhead, NY 11901
NA
NA
KA
Nr
NA
NA
Nh
NA
ti-
NA
NA
NA
NA NA
Nf0199401 Nuaai Electronics, Hauppauge, NY11789
NA
NA
NA
NA
NA
N?
NA
NA
ll;
NA
NA
0.01
6B 4 NA
NY010182© Hi INST Of TECT Hint, Old kestbury, NY 11568
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA
H&
Nh
NA 1
Nf0070l06 bat Iree Fara Dair^ Inc, E Nortnport, H1 11731
NA
NA
NA
Nh
NA
NA
NA
NA
Nh
NA
NA
NA
NA Nh
NY0106626 P C \ Technology, Melville, NY 11747
NA
NA
NA
NA
NA
k;
NA
NA
NA
NA
Nr
Nh
NA NA
NY0107824 P ft D Eletronics Inc, Sydsset, NY 11791
NA
NA
NA
NA
NA
NA
MA
NA
NA
NA
NA
NA
Nh NA
NY00&5358 Parkland SDI14, hauppage, MY 11786
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nh
Nh
flA
NA 1 1
NY0075663 Peerless Fnoto Frooucls, Snorehaa, NY 11786
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
0 6
NA NA
NY0085537 R F 1 Corp, baysnore, Ni 11706
NA
NA
NA
NA
NA
NA
NA
NA
N-
NA
NA
NA
NA NA
NYOG?B22i R S rt Electron Po*er Inc, D«r Pari, Nf U7?9
NA
NA
NA
Nr
NA
NA
NA
Nn
NA
NA
Nn
0.1
NA Nn
NrOO70221 F. S ft Electron Po.er Inc, beer Pari. NY 11729
NA
NA
'NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA NA
NY01081U F A I Research Corp, Hauppauge, NY 11787
NA
hr
NA
NA
NA
Nn
143 67
NA
hA
NA
NA
28.5
463 b NA
NY0108006 Regency Creations Inc, breenvale, NY 11548
NA
NA
HA
NA
NA
NA
NA
Nr
NA
NA
NA
0 4
NA Nh
NY01°9095 RHE Electonics Laboratory, Deer Part, NY 11729
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA NA
NY0109398 Koyal Petroleui Corp, ken Hyde Park, NY 11040
NA
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA NA
NY01043B8 Ftuco Folyaer Urprahor.. Hicksville, Nf 11802
Nr
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA NA
NY0079324 Selaen Sblll, Hauppauge. NY 11783
NA
NA
NA
NA
NA
NA
Nr
Nh
NA
NA
NA
NA
NA 1 6
NY0081655 Seven-Upbrooklyn E.U& Cq Inc, Helville, NY 11747
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NA NA
NY0106241 Slater Electric Inc, Glen Cove, NY 11542
NA
Nn
NA
NA
NA
NA
NA
NA
Nh
NA
NA
NA
NA NA
NY0109673 Spectragrapluc Inc. Coaaacl, NY 11725
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NA Nn
NY0109673 Spectragraphic Id., Coaiack, NY 11725
NA
NA
NA
Nh
NA
NA
NA
NA
NA
NA
NA
NA
NA NA
NY007SG33 Standard fticrosysteas Corp, Hauppauge, NY 11787
Nn
NA
NA
NA
NA
Nr
NA
NA
NA
Nn
NA
NA
NA NA
NVOO75033 Standard Hicrosysteis Corp, Hauppautie, NY 11787
NA
NA
Nn
NA
Hh
NA
Nn
NA
NA
NA
NA
NA
NA NA
NY0108359 Stepar Fiact, Huntington, NY 11746
NA
NA
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA NA
NY0I08359 Stepar Place, Huntington, NY 11746
NA
Nn
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nn
NA NA
NY0076247 Stony broot SDIIO, Hauppauge, NY 1178S
NA
NA
NA
NA
NA
NA
Nr
Nr
NA
NA
NA
Nr
NA 1.2
N/0079391 Strathiore Ridge SDIB. Hauppauge, NY 11706
NA
NA
NA
NA
NA
NA
Nn
NA
Nn
NA
NA
NA
NA 1
NY0G3264d Sxezey Fuel Co., Inc, Fatchogue, NY 11772
NA
NA
NA
NA
NA
NA
HA
NA
NA
NA
NA
Nn
NA NA
NY0107760 Titien HF6 Corp, Hauppauge, NY 11787
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nr
NA Nh
NY0107646 lopo Metrics Inc. Central lslap, NY 11722
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nn
3? NA
NY0080663 Nelve Pines, tledtord SDI7, Hauppauge, NY 11788
NA
NA
NA
NA
Nn
NA
NA
hA
Nn
Nr
NA
NA
NA 1
NY0109258 United Parcel Service Pk6 Dist, Uniondale, NY11553
HA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NA
NA NA
NY0109256 United Parcel Service Pk6 Dist, Uniondale, NYU553
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
HA
NA NA
NY0107174 U5 Coaponents, Inc, Eioneai*, NY 1171b
NA
NA
NA
NA
NA
NA
Nn
NA
NA
NA
NA
NA
NA NA
NY008M81 Mall-hate Vinyls Inc, Corat, Nf 11727
NA
NA
NA
NA
NA
NA
NA
NA
Nn
Nh
NA
NA
NA NA
NY00B5481 Nail-Hate Vinyls Inc, Cora*, NY 11727
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA NA
NY0076989 Noooside, nedtord, 5017, Hauppauge, NY 11788
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
Nn
NA 1
NY0C85693 taphank County Center STF, hauppauge, NY 11786
NA
NA
NA
NA
NA
Nr
NA
NA
NA
NA
NA
NA
NA 0.5
1,2-Trans
Vinyl Chi
lyiene
Kaiog.Grg Purg Halo
benzoicacios
' PftA acio
Suarensm
Niacinamide
Jnecpfiyllmf
Paraoen
SurUcMftt
7 O C CftlonnefTj
DCE, ag/ain
ig/«in
ag/ain
•9/air.
cart« ag/am(U, *9/110
10/iin
iQ/airi
ag/air.
ao/air.
ag/ain
«g/ain
•g/iifi ig/ain
NA
NA
0 000004
NA
NA
4.151
21 578
0 68;
0 74t
1 1J8
0 05:
9.687
141 880 194 768
ERR -
Data Not Available
NA -
Not Applicable
-------
TABLE CONTINUED
PERttil FACILITY NAHE 1 ADDRESS Freor.
k iq/1
NY0CQ8447 Allstate keg i end HL , Faraingdale, NY 11736 NA
NVO108049 Riericjn Institute of Physicsf hew tort, NY 10017 NA
NY0081696 Ar»ay FdCIcaginq Corp, Hauppauge, H\ 11787 NA
WY0074764 Astro Electroplating In. , Farungdale. NY 11735 NA
NY010183* CJ Post College Nastewate' Pit. fireenvale Ni 11548 NA
W0I0O871 Call bate Long Islano, boodbur), NY 11797 NA
NY007 471 j Cardnell Condenser Cor p. Lindenhurst, Nf 11"*57 Nr<
N»007559l Deutcn Relays Inc. East Nortnport, NY 11731 ERF
NYO108OO0 Dover Finding lnc, St Just, NY 11760 NA
NY007SS82 Elton Corporation A I L tin. Leer fart, Nr 11729 NA
NY007558I' Eaton Corporatio-. A 1 L [in, Deer Fart, NY 11729 NA
NY007M55 Fairchild Ueston Systeas Inc, Syosset, N\ 11791 NA
NY0106038 Font Manufacturing, Hauppauge, NY 11786 NA
NY007575I Bovprnapnt Prooucts biv, 6reenU«n, NY 11740 NA
NY007515I! bovernaent Products bn, 6reenla*rtf Nf 11740 NA
NY00757S2 bovernaent Products Div, breenlawn, NY 11740 NA
NY0075752 bovernient Products bi., 6reenlann, NY 11740 ERF
HY0075752 bovernaent Products bit, breenlann, hi 117*0 ERF
NY0075752 bovernaent Products Di», breenUnn, NY 11740 NA
NY0075752 bovernaent Products On, 6reenlann, NY 11740 ERFc
NY00H792 brunaan Aerospace Corp, Bethpage, NY 117114 NA
NY009&792 bruaaan Aerospace Corp, Bethpage, Nf 117114 C 005
NY0096752 brutaan Aerospace Corp, tetnpage, MY 117114 NA
NY0096792 6runan Aerospace Corp, Betnpage, NY 11711 * NA
Nf00967?r brunan Aerospace Corp, Betnpage, NY 117114 NA
Nt009S792 bruaaan Aerospace Corp, Bethpage, NY 117114 0.009
Hi00Sc79? bruaaan Aerospace Corp, Bethpage, NY 117114 0.006
NY0096792 bruaaan Aerospace Corp, betnpage, MY 117114 NA
NY009679? bruaaan Aerospace Corp, Eiethpage, NY 117114 0.0025
NY009&79? bruaaan Aerospace Corp, betnpage, NY 117114 NA
NY009£79I' Sruaian Aerospace Corp, Betnpage, NY 117114 0 004
NY009679? 6ruaian Aerospace Corp, Eiethpage, NY 117114 NA
NY009679? brunan Aerospace Corp, Betnpage, NY 117114 0.016
NYui0991o H C n braphics lnc, Hauppauge, NY 11789 NA
HwQ2B hauppauge Country Center 5 I f, Hauppauge, Nr iJ76 NA
NY00848^9 Hauppauge Record Kf6 Ltd, Hauppauge, NY 11787 NA
NY0075744 Hazeltine Research tat, breenlatn, NY 11740 NA
NYG091O96 Haloroofc SDI2, Hauppauge, NY U7B8 NA
NY0106470 Huntington (1) Incinerator, Huntington. NY 1174? NA
NY008154A Jaaeco Industries lnc, hyanoanch, NY 11798 NA
NY008154V Jaaeco Industries In:, N/anoanch. NY 11798 NA
WY00759S7 froltaorgen Corp-Additive Prod., Aquebogue, NY 1193 NA
NY00759!" Kolliorgen Corp-Additive Prod., Aqueoogue, NY 1193 NA
NY1017042 > or fund [rynatics Corporation, bestbur>, NY 11590 NA
NY0075B9? Foster freunen Jr.c, Sayville, NY 11782 NA
NY0075992 Foster *eunen lnc, Sayvi 1 It. NY 11782 NA
NY007589? krster feunen lnc, Sayville, NY 1178/ NA
NY007589? faster Ikeunen lnc, iayville, NY 1178? NA
NY0075477 LiiCfla Electric Corp. Melville, NY 11746 NA
NY0100731 Lewis Oil Coapany, Port Washington, Nf 110)0 NA
NY0100731 Lfms Oil Coapan>, Fort Washington, Nl 11050 NA
o>
. I
•A
*
04 o Phenol Coliton BOD(C) COD 0D(Cj
tg/1 ig/I fto/1 ig/1 ig/1 ig/1
CURRENT STATUS
NA
NA
ERF
ERF
NA
0.001'
77
NA
HA
0 055
NA
Nn
NA
Nn
Nh
NA
NA
Nrt
2o 7
3.4
Nh
0 04
NA
hf-
NA
Nt
NA
Ni
NA
NA
NA
NA
NA
Nh
NA
NA
NA
0.001
NA
NA
NA
NA
NA
NA
NA
NA
H*
NA
NA
0 001
NA
NA
NA
Nh
Nh
NA
h;
NA
NA
NA
NA
0 OOo
NA
NA
ERF
ERr
ERR
ERF
ERR
EPF
ERF
ERF
NA
0.005
Nh
NA
ERR
ERR
ERF
ERR
N<<
0 001
NA
NA
NA
ERFi
NA
NA
NA
NA
NA
NA
Nn
0 001
NA
NA
NA
Nf.
NA
NA
NA
0 001
NA
NA
NA
0 oo1
NA
NA
NA
NA
NA
Nh
NA
0 001
NA
NA
NA
Nh
Nh
NA
NA
0 005
NA
NA
NA
NA
NA
NA
NA
0.00?
NA
NA
NA
NA
NA
NA
NA
NA
5 *
NA
0.08
n;
NA
NA
NA
o.oo;
NA
NA
NA
NA
Nh
ERP
NA
0 ^
NA
NA
NA
NA
NA
N fi
NA
NA
NA
NA
NA
NA
NA
Nh
NA
NP
NA
NA
NA
n;
NA
NA
1.B6
n;
NA
NA
NA
n;
Nh
NA
NA
Hf<
NA
NA
NA
NA
NA
NA
NA
0 04?
NA
NA
3
N£
NA
NA
NA
Nn
NA
NA
ERR
HA
NA
ACTIVE
BUI
niNOR
FAC1LI
NA
NA
ACTIVE
BUT
hi NOR
FACILI
3147
NA
ACTIVE
BUT
hi NOR
FACIL1
NA
Nh
ACTIVE
&ur
Hi NOR
FACILI
NA
NA
ACTIVE
BUT
HINOF
FACILI
NP
NA
ACTIVE
BUT
HINOP
FACILI
Nr
NA
ACTIVE
BUT
MINOR
FACILI
NA
NA
ACTIVE
BUT
HINOF
FACILI
NA
NA
ACTIVE
BUT
ttlHCK
FACILI
30
NA
ACTIVE
8UT
HINOP
FACllt
NA
NA
ACTIVE
BUT
ni nop
FACILI
NA
NA
ACTIVE
BUT
niNOR
FACILI
NA
NA
ACTIVE
BUT
HINOR
FACILI
hA
NA
ACTIVE
BUT
til NCR
FACILI
NA
NA
ACTIVE
BUI
HINOP
FACILI
Nh
NA
ACTIVE
BUI
fllNOR
FACILI
ERF
ERR
ACTIVE
BUI
HINQR
FACILI
ERF
ERR
ACTIVE
BUT
F11N0R
FACILI
NA
Nf
ACTIVE
BUI
HI NOP
FACILI
ERF
ERR
ACTIVE
BUT
niNOR
FACILI
NA
NP
ACTIVE
BUT
HINOF
FACILI
NA
NA
ACTIVE
BUT
HINOR
FACILI
Nr
NA
ACTIVE
BUI
MINOR
FACILI
NA
NA
ACTIVE
BUT
MINOR
FACILI
NA
NA
ACTIVE
BUT
MINOR
FACILI
Nh
HA
ACTIVE
BUT
MINOR
FACILI
Ni-
Nn
ACTIVE
BUI
MINOR
FACILI
Nh
NA
ACTIVE
BUT
HINOF
FACILI
NA
NA
ACTIVE
BUT
MINOR
FACILI
NA
NA
ALTIVE
BUT
MINOR
FACILI
Nn
NA
ACTIVE
BUT
MINOR
FACILI
NA
NA
ACTIVE
BUI
MINOR
FACILI
Nn
NA
ACTIVE
BUI
MINOR
FACILI
NA
NA
ACTIVE
BUT
MINOF
FACILI
Hn
NA
ACTIVE
BUT
FACILI
NA
NA
ACTIVE
BUT
MINOR
FACILI
NA
NA
ACTIVE
BUT
HINOF
FACILI
NA
ERR
ACTIVE
BUT
MINOR
FACILI
NA
NA
ACTIVE
BUT
HINOF
FACILI
NA
NA
ACTIVE
BUT
HINOR
FACILI
86
NA
ArTH'E
BUT
HINOF
FACILI
NA
NA
ACTIVE
BUT
MINOR
FACILI
NA
NA
ACTIVE
BUI
MINOR
FACILI
NA
NA
ACTIVE
BUT
MINOR
FACILI
NA
NA
ACTIVE
BUT
MINOR
FACILI
hA
NA
ACTIVE
BUI
MINOR
FACILI
NA
NA
ACTIVE
BLU
HINOR
FACILI
Nn
NA
ACTIVE
BUT
HINOF
FACILI
NA
NA
ACTIVE
BUI
HINOR
FACILI
NA
NA
ACTIVE
BUI
HINOF
FACILI
NA
NA
ACTIVE
BUI
HINOF
FACILI
Data Not Available
Not Applicable
-------
TABLE CONTINUED
FEFMI1 FtClUlf t ADDRESS Freor, D t t Pnenol Cotnori 60DICI CO!' OUCi CUftRENl STATUS
• •;/) •?/] ig/1 •;/! ig/1 «g/I »g/1
NY00815*>6 Lincoln brapriic Arts Inc, Fartingoalc, NY 11735
Nn
NA
0.131
Nn
NA
807 7
Nn
ACTIVE
BUI
HINOK
FACtLl
I»t010S550 luitpold Pbar»aceutic«ls, Shirley, Hy11967
NA
2
Nn
NA
Nn
Nn
Nr
ACTIVE
E4H
ttlHOfi
FAC1L1
Hi01095tC» Luitpold Pnartaceuticals, Shirley Hjr11967
NA
NA
NA
NA
NA
Nn
NA
ACTIVE
tUT
I1IH0F
FAC1LI
t-'i014C112 flCC fo«ers-Fiat Corp, Flainvie*, NY 1180"*
NA
7
NA
n;
NA
HA
Nn
ACTIVE
m
MINOF
FAC1LI
MY0140U? HCC Powers-Fiat Corp, Plainvie*, Nil 1180"
na
NA
n;
KA
K*
h;
ACTIVE
niNOr
FACIL1
Nyu07590:> Noroen System. ftel.ilie. Mi 11747
n;
n;
HA
N£
NA
Nh
n;
ACTIVE
M
HlhOF
FACILI
NY0v32760 North Ville Industries Corp, fluverheao, W 11901
NA
4
NA
NA
NA
Nn
NA
ACTIVE
BUT
HlNOf
FACIU
tJY0032760 North Ville Industries Corp, Fuverhead, N> 11901
NA
4
NA
NA
Nh
NA
NA
ACTIVE
BUI
HINGK
FACILI
NY0199401 Nuiai Electronics, hauppauge, KYI 178?
Nf
NA
0 001
NA
NA
NA
NA
ACTIVE
&U1
MNOK
FACILI
NY0101826 HI INS1 Of TtCI Plant, Old KestDury, H\ 11548
NA
NA
NA
lo
9
NA
Nn
ACTIVE
BUI
MINOR
FACILI
HY0070106 Oat Tree Fart bair> Inc, E Northport, NY 11731
n;
NA
NA
NA
96
NA
NA
ACTIVE
BUT
tllNOR
FACILI
NY0I0862c P C I lecnnologt, nelniU, NY 11747
NA
NA
MA
NA
NA
NA
NA
ACTIVE
BUI
fllNOK
FACILI
NY0107821 PRO Eletronics Inc, S>asset, NY 11791
NA
NA
NA
NA
NA
NA
HA
ACTIVE
BUT
rtlNOrl
FACILI
NY0065359 Parkland SDI14, Hauppage, Hi 11766
NA
NA
Nh
4
Nn
Nh
NA
ACTIVE
BUI
MNGP
FACILI
Nf0u75663 Peerless Photo Prooucts, Shorehat, NY 1178c
NA
NA
0 002
NA
NA
4*>
NA
ACT1VE
BUI
MMft
FACILI
Nf0085537 Ft F 1 Corp, Baysnore, Nl 1170c
NA
NA
NA
NA
NA
Nn
NA
ACTIVE
BUI
HI NOR
FACILI
Nf007822l F S n Electron Po«er Inc, Deer Part., kY 11729
NA
NA
Nn
Nh
NA
NA
Nh
ACTIVE
BUI
UlNOrf
FACILI
NT0078221 P S H Electron Po«er Inc, beer Park, HY 11729
NA
NA
NA
NA
NA
Nn
HA
ACTIVE
BUI
MINOR
FACILI
NY01Q8154 fi A I Fiesearch Corp, Hauppauge, NY 11787
Uh
NA
NA
NA
NA
NA
NA
ACTIVE
BUI
(11 NOR
FACILI
NYOlOBOUa ftegenc> Creations in:, breerwale, NY 11MB
NA
NA
NA
NA
NA
NA
NA
ACTIVE
BUI
niNOR
FACILI
NY0199&95 Rh5 Eiectonics Laoorator), beer Park, NY 11729
NA
HA
0.00*
NA
NA
NA
NA
ACTIVE
BUI
fllNO^
FACILI
NY0109J9B fcoyal Petroleui Corp, Ne* Hyde Park, hY 11040
NA
5
NA
NA
HA
HA
NA
ACTIVE
BUI
HI HOP
FACILI
NY010436B huco Folyter Corpration, Hicksville, NY 11802
NA
NA
NA
NA
NA
NA
NA
ACTIVE
BUT
nlNOR
FACILI
007932* Selden SDI11, Hauppauge, NY 11788
NA
NA
NA
li'-
NA
NA
NA
ACTIVE
BUI
nw
FACILI
Nf0Q81655 Seven-Upbrocklyn B1L6 Co Inc, helville, NY 11747
NA
HA
NA
H-
1553
NA
NA
ACTIVE
BUT
niNOP
FACILI
NY0106241 Slater Electric Inc, Bier. Cove, NY 11542
NA
NA
NA
NA
NA
NA
NA
ACTIVE
BUT
HI NOP
FACILI
NY0l09o73 Spectragraphic inc, Coiaack, NY 11725
N k
NA
0.01
NA
NA
NA
NA
ACTIVE
BUI
HINOF
FACILI
NY010967^ Spectragrapbic In:, Coitack, NY 1172!
NA
NA
HA
n;
NA
NA
NA
ACTIVE
BUT
nlNOF-
FACILI
NY0075833 Stanoard Ricrosysteis Corp, Hauppauge, N> 11*6?
NA
NA
0.35
NA
NA
NA
NA
ACTIVE
BUT
m NOR
FhCILI
NYC0758;:. Stanoard tiurosysteis Corp, Hauppauge, NY 11767
NA
NA
0 1
Nn
NA
NA
NA
ACTIVE
*UT
ftiNOK
FACILI
WV010835? Stepar Place, Huntington, NY 11746
NA
NA
NA
NA
NA
NA
NA
ACTIVE
BUT
H1H0R
FACILI
NVolOS3'9 Stepar Place, Huntington, NY 11746
NA
NA
Nn
NA
NA
Nh
HA
ACTIVE
BUT
niH0F>
FACILI
NY0078247 5ton> broo* SDI10, Hauppauge, NY 11709
NA
NA
NA
3i
HA
NA
NA
ACTIVE
BUT
niNOP
FACILI
NI0079391 Stratniore Rioge SDI6, hauppauge, NY 11788
NA
NA
HA
NA
NA
HA
NA
ACTIVE
BUT
niNOP
FACILI
NY0032e>4b S«eze> Fuel Co , Inc. Patchogue, NY 11772
NA
0.03
NA
NA
NA
NA
NA
ACTIVE
BUT
nlhOF
FACILI
JfY01v77&(i riffen Hf6 Corp, hauppauge, NY J1787
NA
NA
NA
NA
NA
NA
NA
ACTIVE
BUI
HJNOft
FACILI
NY0107646 lopo Ketric; Inc, Central Islap, NY 11722
NA
NA
NA
NA
NA
NA
NA
ACTIVE
BUI
HINOR
FACILI
NY00806B"* Twelve Pines, ftedtord SDt7, Hauppauge. NY 117B8
NA
NA
NA
4t
NA
hA
NA
ACTIVE
BUT
til HOP
FACILI
NY01Q9253 United Parcel Service P>G Dist, Unionoate, NY11553
NA
0
NA
NA
NA
NA
NA
ACTIVE
BUT
rtlNOR
FACILI
NY0109253 United Parcel Service P*6 Dist, UniondaU, NY11553
NA
38
HA
NA
NA
NA
HA
ACTIVE
BUI
niHOk
FACILI
N/0107174 U5 Coiponents, Inc, Botteua, NY 11716
NA
NA
NA
NA
NA
NA
NA
ACTIVE
BUT
rtlNOFt
FACILI
NY0085481 Mall-fUtf Vimh In:, Corai, NY 11727
NA
NA
NA
NA
NA
NA
NA
ACTIVE
BUT
niNDf,
FACILI
NY00854B1 Kall-IUle Vtn>Is Inct Corat, Hi 11727
NA
HA
NA
NA
NA
NA
NA
ACTIVE
BUT
fllhOK
FACILI
NY00769E5 NoodsidE, hedloro, SDI7, hauppauge, NY 117B5
NA
HA
NA
7
NA
NA
NA
ALTIVE
BUT
fllNQFt
FACILI
NY0085693 Yaphank County Center STF, Hauppauge, NY 11788
NA
NA
NA
4
NA
NA
NA
ACTIVE
BUT
NINOP
FACILI
Freor.
0 I 6
Pnenol
Coi)tori
BflD(C)
COO
0DICI
CUPFENT STATUS
»0/»)n
ig/airi
ag/am
¦Q/iin
ag/air.
•g/nr.
ig/ain
HA
-------
Section 6.2.12
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Assessment of Lehigh Portland Cement
Co. From State of Maryland Class V
Injection Well Inventory and Assessment
(Not Available)
December, 1986
Lehigh Portland Cement Co.
Woodsboro, Maryland
USEPA Region III
Mining and Crushing for Cement
Aggrega ce
Disposal well receives storm water
runoff and wash water that is used
to rinse rock crushing dust from the
outside of trucks.
[6-149]
-------
UIC Facility rectification Number
MDS0215W010
Well Type
Permit Information
Owner & Location
County
Nature of Facility
Contact
Date Visited
Number of Wells
Construction Features
Source of Injected Fluid
Volume of Injected Fluid
Operational Status
Date of Construction
Monitoring Wells
Number of Wells
Installation Date
Construction Features
Drilling Method
Date fompTeri
5W2Q Industrial Process and
Waste. Disposal Well
State Discharge Permit 85-CP-0457
Lehigh Portland Cement Company
10642 Woodsboro Read, Haute 550
Wcodsbora
Fredrick
Mining and crushing for
cement aggregate.
Randy Boone, Office Supervisor
May 16, 1986
1
Unknown, blue prints of
dry well not located
Truck washwater and parking
lot runoff water
Approximately 110 gpd of truck
uashwater
Active
Unknown
2
Nov 1986
2 inch diameter, PVC casing
10 foot screens, gravel pack
Bentmite Seal
Bentonite clay and Cement Grout
Mud Rotary
-^9-
-------
Facility Dlscriotlon
The Lehigh. Portland Cement facility is located along- Route 550 as
shown in Figure 9. The facility is £ quarry and crushing operation that
produces a lightweight aggregate for cement- The Class V disposal well
receives parking lot/ loading area stornwater runoff and truck washwater.
Contamination Potential
The wastewater which is disposed of via the Class V well is
stormwater runoff and washwater that is used to rinse rock crushing dust
froa the outside of trucks. Properly used, the potential for
groundwater contamination is low.
-50-
[6-
-------
71TOT
m
it n*
tr Hattft
E
1
a
,
©
m
i
&
cr
/J?
\n
m
i.TfSH.'Q 1CGXM (F UEHKH PC83LAND QSCT
-51-
[6-152
-------
Section 6.2.13
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Assessment of Applied Electro-
Mechanics, Inc. From State of
Maryland Class V Injection Well
Inventory and Assessment
(Not Available)
December, 1986
Applied Electro-Mechanics, Inc.
Point of Rocks, Maryland
USEPA Region III
Manufacturer of
Systems
Public Address
Well used for disposal of rinse
water from the metal irridite and
annodizing process. Drainfield
used for disposal of rinsewater
from the printed circuit: and photo-
graphic processes.
[6-152
-------
tJIC Facility Identification Number
Well Type
Permit Information
Owner & Location
County
Mature of Facility
Contact
Date Visited
Number of Wells
Construction Features
Source of Injected. Fluid
Volume of Injected Fluid
Operation Status
Date of Construction
Monitoring Wells
Number of Wells
Installation Date
Construction Features
Drilling Method
Date Sampled
MES0215TOQ09
5W2Q Industrial Process Water and
Waste Disposal Well
State Discharge Permit 83-DP-3066
Applied Electro-Mechanics,
Incorporated
Route 28 St Hock Hall Read
Point of Rocks
Fredrick
Manufacture of public address
systems
Charles Cook, Plant Production
Consultant
May 19, 1986
T
Unknown, dimensions of drywell
not on blueprints
Rinsewater from metal iridite and
annodizing process
180 gpd
Active
Unknown
3
June, 1986
H inch diameter, F7C casing
10 foot screens, gravel packed
Bentonite seal
Bentonite-ceaent grout
Solid Stem Auger
August 5, 1986
-52-
-------
lift)
Facility Description
Applied Electro Mechanics (AEM) manufactures public address
systems. The facility is located near Point of Rocks as shown in Figure
10. The manufacturing process includes design, printed circuit board
production, machining of metals and plastic, metal finishing and final
assembly. AD1 operates two small metal finishing lines in an auxilary
building behind the main plant. All of the base metal used here is
aluminum. The first line, ainmfpnm coating, consists of an etch bath
(caustic), spray rinse, oxidizer (acid), spray rinse and irridite bath
(chroaate). The second line, anodizing, consists of a sulphuric acid
dip, imnersion rinse, spray rise, brown olive drab dye dip, iizaersion
rinse, black dye dip, fixer bath, and hot water dip. The lines are only
used intermittently. The Class V well is used for disposal of rinse
water fran the metal irridite and anodizing processes. There is also a
drainfield in the northwest corner of the property that is used for
disposal of rinsewater fran. the printed circuit and photographic
processes.
Contamination Potential
Properly used, the potential for contamination is low. However,
the first 3et of samples 3howed an elevated level of copper, indicating
possible mis sue of the disposal systems. This facility will continue to
be monitored.
-53-
[6-155
-------
ETCEE 10 LLXJU'iLN CF APPLIED EL£CHD fflCHttUG, HmKFfflED
SCALE 1:24000
t -*t
-5^-
16-156
-------
Section 6.2.14
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Assessment of Hammermill Paper Co.
From Underground Injection Control
Program Class V Well Assessment
USEPA Region III
January, 1987
Hammermill Paper Co.
Erie, Pennsylvania
USEPA Region III
Pulp and Paper Mill
During seven and one half years of
operation, over one billion gallons
of waste pulping liquors were
injected. Wells were plugged when
a new process for making paper was
developed.
-------
*/V
HAMMERMILL PAPER COMPANY
Hammermill Paper Company operates a pulp and paper mill at Erie, Pennsylvania
which produces bleached hardwood pulp and fine grade writing and printing paper. Waste
disposal had been a problem for this company because of no proven process that could
economically treat spent pulping liquor. The State Sanitary Water Board ordered this
company to abate discharge of its pulping wastes into Lake Erie by the end of 1965.
1
Dow Industrial Services, a division of The Dow Chemical Company, contacted
Hammermill and was authorized to conduct a study on deep well disposal. A test well was
drilled to determine the characteristics of the subsurface strata and the possibility of using
injection wells as a possible solution to the waste problem. Drilling began in January 1963,
and was completed in March to a depth of 2,302 feet. Preliminary studies indicated that
three limestone formations might be suitable for injection zones: the Bass Island at
1,600 feet below the surface, the Lockport at 2,100 feet, and the Gatesburg at 5,000 feet.
Further tests were conducted including well logging, acidizing, and water injection.
The Lockport was found to be unsuitable and the well was plugged between this formation
and the Bass Island. Injection tests demonstrated that the Bass Island limestone was the
most suitable because it lies between impermeable strata and would accept fluids at an
acceptable rate. The well was completed to be used for waste disposal and an application
was made to the Pennsylvania Sanitary Water Board.
The State issued a permit for Hammermill to dispose of pulping liquors by underground
injection on August 14, 1963. Before any of this waste could be injected, the particulate
that would plug the formation pores had to be removed by surface treatment. Studies were
conducted by Hammermill and Dow Industrial Service to find the best means of preparing
the spent pulping liquor for injection.
Surface treatment operations were begun, the well was equipped with injection pumps,
and the injection of wastes began on April 24, 1964. Injection pressures were maintained at
1,220 psig at 194 gpm and 1,330 psig at 38S gpm with only minor fluctuations. After the
apparent success of Well No. 1, drilling was begun on the No. 2 well in July 1964.
[6-15E
-------
Well No. 2 was drilled to a depth of 5,972 feet where the Gatesburg Limestone
Formation was encountered. Injection tests determined it to be unsuitable for disposal, but
a Precambrian metamorphic schist was found just below which readily accepted fluids. The
well was completed in the Bass Island and down to the Precambrian schist with a capacity
approximately double that of Weil No. 1. A permit was applied for and was granted on
July 30, 1965.
~uring this time Hammermill considered deep well injection the best solution to the
spent pulping liquor problem. The company did not consider it to b§ the ultimate method
because of the great amount of unrecoverable waste products. Research was being done for
a process that would economically recover some of the chemicals that were being thrown
away.
On April 14, 1968, Well No. 1 failed. The injection casing ruptured at approximately
the 880 foot depth; and the back pressure forced the string of casing 30 feet into the air.
Waste fluids flowed back out of the formation, up the well, and onto the surface at a rate of
200 gpm. It was two days until the well could be sealed. The system was repaired and on
May 17, 196S an application was made for Well No. I to return to service.
Well No. 3 was drilled 625 feet west of Weil No. 2 to provide additional facilities for
disposing of waste fluids. In May 1968, an application was made for deep well disposal. On
September 9, 1968, Well No. 3 was placed into service and injection began into the Bass
Island at 1,620 feet. The total pumping capacity for the three wells was 1,219 gpm which
was more than sufficient to handle ail pulping liquor wastes.
By June 1971, Hammermill had perfected a new process for making paper from
hardwood pulp. After October their patented "Neutracel 11" process was in full operation
and the waste disposal wells were no longer used. The State required Hammermill to hire a
consultant and have its three wells plugged in an approved manner. Plugging was completed
on September 12, 1972. During the seven and one half years of operation over one billion
gallons of waste pulping liquors were injected into the Bass Island Formation.
-------
*I\IC3)
HAMMERMILL PAPER COMPANY - DEEP WELL INJECTION
(Summary of Significant Dates)
DATE
ACTION
January, 1963
Well if 1 drilled to Bass Island Limestone Formation
(1,620' - 1,670')
March, 1963
Well if 1 was tested for suitability for injections by
the Dow Industrial Service. Bass Island Formation
was found suitable.
August U, L963
April 2», 196^
July 26, 196^
June 17, 1965
Permit was issued for deep well disposal of pulping
liquors. Injected waste from Puip Mill, Neutracel 1
process.
Injection of pulping liquor began into Well if I.
Drilling began on Weil if2.
Application for Well //2 was made. Bass Island
Limestone Formation at 1,620' to 1,710".
July 30, 1965
Permit for Well if2 was granted by the Sanitary
Water Board.
September 5, 1965
(After) January, 1966
Well if! was placed into operation.
Ail hardwood was used far pulp production by their
patented NEUTRACEL I process.
f6—tec
-------
April 14, 1968
May 17, 1968
May 24, 1968
September 9, 1968
Weil in failed.
Application for Well //I to return to service.
Application was made for Well //3.
Well //3 placed in service. Bass Island Limestone
Formation at 1,620' to 1,720'. _
June, 1971
The Neutracei II process was being placed in
operation to replace the Neutracei 1 process.
(By) October, 1971
Neutracei II is in full operation and Neutracei 1 has
been phased out. Deep well injection was no longer
used.
September 6, 1972
Wells No. 1, 2, and 3 are plugged.
-------
Secti
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
>n 6.2.15
Assessment of Rodale (Square D)
From Underground Injection Control
Program Class V Well Assessment
USEPA Region III
January, 1987
Rodale Manufacturing Company
Plant (Square D)
Emmaus Burrough, Pennsylvania
USEPA Region III
NATURE OF BUSINESS: Electric Produces Manufacturing Plant
BRIEF SUMMARY/NOTES: Approximately 3,000 gallons per day
of electroplating waste concaining
up to 118.4 ppm cyanide were illegally
dumped into 3 injection wells. Area
wells (serving 10,000 people) have
been sampled and no contamination
found.
[6-162]
-------
XV
RODALE (SQUARE D)
Rodale Manufacturing Company Plant is located in Emmaus Borough, Lehigh County.
The geology of the area consists of the Hardystown formation (quartzite) and the
Tomstown formation (limestone). Ground-water movement is from the north and northeast,
from the Hardystown formation and an underlying gneiss to the Tomstown formation.
From the time period of 1961 to 1965, approximately 3000 gallons per day of
electroplating waste containing up to 118.** ppm cyanide were illegally dumped into three
injection wells on the premises of Rodale Manufacturing Company.
The Rodale firm and borough officials were first notified of the illegal dumping in
1961. A letter from the Department of Health was sent, stating the disposal was in
violation of The Clean Streams Law and must be abated or the waste treated.
Sometime after 1965, the company began treating the waste and discharging it into
the public sanitary sewer. At that time, borough officials were told the dumping could have
contaminated the borough's seven water supply wells, the closest one being located about
four blocks from the Rodale injection wells. The disposal wells were last used in the early
1970's.
In 1975 the Square D- Co. purchased the electrical products manufacturing plant. At
that ume a private drilling contractor was hired to make test bores near the injection well
to determine the extent of the underground contamination. Two of the wells were sampled
and the sludge was removed.
Concern continued to exist over the long term threat posed by this large volume of to
the seven public water supply wells serving approximately 10,000 people. By December
1981, the remaining well had been pumped out. DER is presently attempting to locate an
environmentally suitable disposal site for the 2000 gallons of this waste recovered. Area
wells have been sampled and no contamination found.
[6-16*3
-------
Section 6.2.16
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Assessment of National Wood Preservers,
Inc. From Underground Injection
Control Program Class V Well
Assessment
USEPA Region III
January, 1987
National Wood Preservers, Inc.
Haverford Township, Pennsylvania
USEPA Region III
Wood Treatment and Preservation
Pentachlorophenol (PCP) and fuel oil
were discharged into disposal well.
Subsequently, PCP and fuel oil
migrated to the top of che wacer
table and flowed downgradienc,
killing or heavily depressing
aquatic life for 5-1/2 miles
downstream.
[6-16^;
-------
NATIONAL WOOD PRESERVERS
National Wood Preservers, Inc. (NWP) and their predecessors have facilities for the
preservation and treatment of wood located adjacent to Naylor's Run at the intersection of
Lawrence and West Eagle Roads in Haverford Township, Delaware county. The plant and
storage area for wood are in an abandoned borrow pit at an elevation of approximately
310 feet above sea level on the Lansdowne 7-1/2 minute quadrangle.
Bedrock in the area consists of the Wissahickon Formation, primarily a hornblende
gneiss and granite. Locally, a veneer of Bryn Mawr deposits are found at the site which are
high level terrace deposits composed of sands and gravels in silt or clay. Local drainage is
into Naylor's Run and ground water in the area of the facility is at the depth of 15 to
20 feet.
In the past, the facility collected stormwater/wastewater and discharged it into a
disposal well. This well, approximately 42 feet deep, was located where a Shell station is
now located, a corner of the property in what appears to be the lowest elevation.
Clifford and Virginia Rogers have owned the property since 1947. In 1947, they leased
it to Samuel T. Jacoby and C. David Jacobs, who then assigned the lease to National Wood
Preservers. This company conducted their wood preservation business on the parcel between
1947 and 1963. During this period, the company used the chemical pentachlorophenol (PCP).
PCP is a fungicide, herbicide and a wood preservative. It is a highly toxic chemical and in
certain concentrations is lethal to aquatic life. The PCP, along with fuel oil, was sub-
sequently discharged into the disposal well which drained into the ground water beneath the
premises. In 1963 Jacoby sold NWP to the Goldsteins, who have continued to operate NWP
on the property. Discharge to the disposal well was stopped at that time and a Shell Service
Station was constructed over the site.
Unfortunately, by this time the fuel oil and PCP had migrated to the top of the water
table and flowed down-gradient under Eagle Road and the property of Philadelphia Chewing
Gum Company (PCG). Here the PCP/oil was intercepted by a storm sewer which discharged
into Naylor's Run on property owned by Haverford Township. Aquatic life was destroyed in
the vicinity of the discharge and heavily depressed for 5-1/2 miles downstream. It is
[6-165
-------
to
estimated that approximately 80,000 gallons of PCP-laden fuel oil is still in the ground
water.
In June of 1972, in response to numerous complaints, the Department of Environmental
Resources (DER) initiated its investigation of an oily substance found in Naylor's Run. The
investigation eventually established that PCP mixed with fuel oil was found in ground water
on the properties owned or occupied by Rogers, NWP, Shell and PCG. DER drilled several
shallow wells into the area and found up to 3-1/2 feet of oii/PCP. None^of these wells
drilled by DER now exist.
Such contamination constituted pollution within the meaning of the Clean Streams
Law. On July 12, 1973, DER issued administrative orders to NWP, PCG, Shell and the
Rogers, requiring them to take action to correct the pollution condition on its premises.
The orders required the defendants to determine the extent of pollution and develop a
ground-water renovation plan. All four parties filed appeals of the order with the
Environmental Hearing Board (EHB), the quasi-judicial body which adjudicates apeals from
DER actions.
In 1976, DER notified the Environmental Protection Agency (EPA) of the situation and
a response team was sent to the site. EPA removed a portion of the PCP/oil mixture by
means of four large diameter recovery wells and sand-activated carbon filters in Naylor's
Run. EPA determined that this was a satisfactory method for short-term handling of the
pollution problem.
In July of 1976, the EHB sustained in part and modified DER's orders against NWP,
PCG, Shell, and the Rogers. The EHB adjudication was appealed to Commonwealth Court
where it was affirmed in 197S. The Pennsylvania Supreme Court granted a petition for
allowance of appeal of the Commonwealth Court's decision and affirmed the decision in
1980. The Supreme Court of the United States refused to grant certiorari in the matter.
As of December 1981, there was still a significant amount of oii/PCP on Naylor's Run
in the area below Eagle Road. It appears that there is a continuing discharge of oii/PCP
from the stormwater pipe which intersects the water table.
[6-166]
-------
XVI (3)
EPA, NWP and Rodgers obtained consultants in 1981 to drill test wells in the area with
the intent of determining the extent of ground-water pollution and providing an effective
recovery program- EPA maintains filter fences of absorbent material in Nayior's Run to
protect downstream water quality.
As of December 1981, seventeen observation wells have been drilled over the
dispersion plume. A report on the study findings is anticipated in January 1982 which will be
implemented to recover PCP and oil from ground-water.
[6-167
-------
Section 6.2.17
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Assessment of Highway Auto Service
From Underground Injection Control
Program Class V Well Assessment
USEPA Region III
January, 1987
Highway Auto Service Station
Butler Mine Tunnel
Pittstown Township, Pennsylvania
USEPA Region III
Auto service station
Petrochemicals, cyanides, 2,2
dichlorobenzene, and a host of
other known and unknown carcino-
genic, teratogenic, mutagenic,
and toxic chemicals were present
in discharge from a mine tunnel
to the Susquehanna River.
Sampling analysis indicated
pollution.
-------
AV I I
BUTLER MINE TUNNEL (Highway Auto Service)
Introduction
The Highway Auto Service Station is located on Route 315 just off Route 81 South, in
Pittston Township, Luzerne County (Pittston 7Kj' quadrangle). Owned and operated by Elmo
"Tony" Scatena, the business involved general auto repairs and service- It is at this site that
one of Pennsylvania's worst pollution incidents involving underground injection occurred.
Geology
The station is located within the confines of the Lackawanna Syncline. The underlying
geologic environment consists of the Llewellan Formation. This sequence consists of fine to
coarsely grained sandstones, siltstones, and shales. Mineable anthracite coals occur
throughout the formation. Directly below the service station are voids remaining after the
Butler Mine was abandoned. Five coal seams were worked during the operation of the Butler
Mine. The upper seams collapsed after their support "roof" pillars were mined-out.
Remaining below the collapsed zone, is the lower, or fifth zone which is a void
approximately 400' by 400'. This void drains directly to the Butler Mine tunnel. This tunnel
is a mine underdrain which discharges directly to the north branch of the Susquehanna River.
Investigation
In July, 1979, DER staff were alerted to an oil discharge occurring at the Butler Mine
tunnel portal on the Susquehanna River. Analysis revealed that petrochemicals, cyanides,
2,2 dichlorobenzene, and a host of other known and unknown carcinogenic, teratogenic,
mutagenic and toxic chemicals were present in the discharge.
An investigation located a borehole on the Scatena property, previously used to
discharge sewage. Samples taken from the well had a chemical profile which matched the
mine tunnel's discharge (confirmed by gas chromatograph). Elmo "Tony" Scatena the Hudson
Oil Refining Co., Ag-Met, Inc., and the Newtown Refining Co. allegedly disposed of
hazardous materials via the borehole to the mine voids and had caused the pollution
incident. It was contended by DER in subsequent legal actions that the mentioned New York
[6-169]
-------
I ft}
and New Jersey firms had paid Mr. Scatena to inject materials from tanker-type trucks into
the borehole on the Highway Service Station property between May and August, 1979.
Damages
Damage to both the ground and surface water of the Pittston area is extensive. It is
estimated that more than 4.S billion gallons of fresh ground and surface water was
contaminated. Susquehanna River biota was damaged, and the City of Danville Installed
extra capacity charcoal filtration devices to remove the carcinogenic chemical
2,2 dichlorobenzene. Potentially lethal cyanide vapors were released due to the wastes
interaction with acid mine waters. A significant risk of fire and explosion from
accumulated gases occurred.
Current Status
Scatena was convicted of misdemeanor violations of the Clean Streams Law and
risking a catastrophe under the Lrimog Code in the Luzerne County Court of Common Pleas
in 1981. Officials and employees of Hudson Oil have been charged with similar criminal
violations and are awaiting trial in Luzerne County. Extensive clean-up and monitoring
efforts by DER and EPA staff have continued. Public clean-up and monitoring costs are
expected to be in excess of 2.S million dollars.
A permanent robot monitoring system was installed at the mine pool outflow. This
system activates an answering service which then alerts field personnel to the problem who
in turn respond by recovering the accumulated product.
[6-170
-------
Section 6.2.18
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Assessment of Franklin A. Holland
& Son From Assessment of Selected
Class V Wells in the State of
Virginia
CH2M Hill
April, 19 83
Franklin A. Holland & Son
New Church, Virginia
USEPA Region III
Chicken Farm
Pit was constructed to dispose of
fowl that die prior to being sold,
Increased nitrate, organic, and
bacteriological levels could be
expected, but no information on
nature of the liquid waste that
enters the water table is avail-
able. One pit probably does not
constitute high contamination
potential; however, if many pits
are utilized in one area, evalua-
tion of quality and quantity of
leachate may be required.
-------
JOhU
4.8 FACILITY NO. VAS 001 5W 0001
4.8.1 GENERAL INFORMATION AND DESCRIPTION
Well Number
Owner/Location
Source of Information
Nature of Business or Facility
Number of Wells
Construction Features:
Depth
Casing (diameter-depth)
Construction Method
Grout
Special Features
Use of Well
Source of Injected Fluid
Volume of Injected Fluid
Operation Status
Operation Period
Driller
Consultant
Data Available
Date Visited
- VAS 001 5W 0001
" Franklin A. Holland & Son
Star Route, Box 53
New Church, VA 23415
- Franklin Holland
- Chicken Farm
- 1 (pit)
- 12 feet deep; 6 feet wide
- Not applicable
- Dug
- None
- Pit with no bottom
- Pit used to dispose
of dead chickens
- N/A
- N/A
- Active
- 10 + years
- None
- State Agriculture Department
- None additional
- August 17, 1982
The location of this pit is shown on Figure 4-5.
This pit was installed under the direction of the State
Agriculture Department in the early 1970's. A typical
problem experienced by the numerous poultry farms in this
area is the disposal of fowl that die prior to being sold to
the commercial processing plants.
In order to attempt to halt the dumping of these carcasses
in the undeveloped wooded areas and avoid potential health
hazards the State Agriculture Department required that the
- 61 -
[6-172]
-------
poultry farms install an anaerobic digester pit or an
incinerator at the farm as per State specifications.
The pit is constructed with walls and a top but has no
bottom. The bottom of this pit is above the normal water
level of the water table in this area.
4.8.2 HYDROGEOLOGY
This pit is located in the Atlantic Coastal Plain in
northern Accomack. County. The pit is constructed in the
formation designated as the Pleistocene Aquifer in the
Columbia Group of Pleistocene- Age which overlies the
Yorktown Formation. The lithology is chiefly yellow sand,
sandy clay, and minor lenses of gravel. This water-table
aquifer is not extensively developed but is considered as a
good source of water supply with generally poorer quality
than the deeper Yorktown and St. Marys Aquifers.
The Pleistocene Aquifer is reported to have higher nitrate
concentrations that are attributed to surface contamination
such as septic tanks, feedlots, and fertilizers.
The pit is located in a rural setting where most ground-
water withdrawals are for domestic and small farming uses.
4.8.3 CONTAMINATION POTENTIAL
Contamination in the form of increased nitrate/ organic, and
bacteriological levels could be expected from this facility.
Due to the fact that the pit is constructed and discharges
into the sands above the zone of saturation, the quality of
any liquid waste discharging from the pit should be consi-
derably improved as a result of the attenuation capabilities
of the sands. However, no information is available to
assess the expected nature of the liquid waste that enters
the water-table aquifer.
The level of contamination is expected to be localized due
to the low quantities of liquid waste that would be
generated from this facility and the limited amount of
ground-water withdrawals in this area.
4.8.4 CORRECTIVE MEASURES
The only viable alternative for the disposal of these
carcasses is to replace the disposal pit with an
incinerator.
4.8.5 REMEDIAL ACTIONS
The isolated existence of one pit as discussed in this
section does not warrant further study or concern. However,
if many pits are utilized throughout the area, evaluation of
- 62
-------
yy\\\(s)
the quantity and quality of tite leaciiate from these
anaerobic digestion pits and determination of ground-water
quality in the immediate vicinity of the pits may be
required.
As discussed earlier, contamination of the shallow aquifer
has been reported in Accomack County. A detailed inventory
of the potential sources of contamination is advisable.
- 63 -
[6-174]
-------
f* V i L » C ^ \
I
OJI.\
2,000 y
3
Cockle
Point
FIGURE 4-5.
Location of Facility No. VAS 001 5W 0001
Franklin A. Holland & Son.
CH2M
::hill
- 64 -
[6-175
-------
Section 6.2.19
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
"Reverse Osmosis Brine Wells"
From Florida Underground Injection
Control Class V Well Inventory and
Assessment Report
Bureau of Groundwater Protection,
Florida Department of Environmental
Regulation
December, 1986
Various facilities, Florida,
USEPA Region IV
Reverse Osmosis Processes
Some Class V wells in Florida are
used to dispose of reject water
(brine) from water treatment planes
using membrane technology (reverse
osmosis) to render poor qualicy
groundwater pocable. Of particular
interest are the high levels of
radionuclides.
[6-176]
-------
REVERSE OSMOSIS BRINE WELLS
INTRODUCTION
Some Class V wells in Florida are used to dispose of reject
water (brine) from water treatment plants using membrane
technology (reverse osmosis) to render poor quality ground water
potable. At present these "RO reject" wells are only located in
Charlotte County in southwest Florida and the Florida Keys.
WELL DISTRIBUTION
At present there are six Class V reverse osmosis reject water
wells located at two facilities in Charlotte County. The
remaining ten wells are located at three facilities in the middle
and upper Florida Keys. (Florida Department of Environmental
Regulation GMS data base, 1986).
The potential exists for using reverse osmosis reject wells
throughout tne coastal areas of the state and in mucn of south
Florida. In many of these areas reverse osmosis water treatment
plants have already been constructed and reject waters are being
discharged either to surface water bodies, percolation ponds or
into drain fields. In recent months however much concern has beer
expressed over these methods of disposal and the possibility of
their polluting surface waters or shallow water-table aquifers.
At three inland facilities where reverse osmosis reject water is
disposed through injection wells, the wells tnat were constructed
are Class I wells.
WELL CONSTRUCTION
Construction techniques vary somewhat for the various Class V
reverse osmosis reject water injection wells. The wells located
in Charlotte County are typically approximately 70 feet deep and
are cased to approximately 60 feet in depth. These wells are
cased with four inch inside diameter PVC pipe (Fig. III.I.l) as
tne reject waters tend to be corrosive to sceel casings. The
Charlotte County wells are very low capacity, and only inject
waste water at a maximum rate of about 15 gallons per minute
(Missimer and Associates, 1983).
[6-177]
-------
INJECTION
- 4-PVC CASING
/
PRODUCTION
— a"-PVC CASING
4"-PVC CASING
a >*
20
to
Ui
o
<
u.
cr
D
LO
o
-J
ui
m
Ui
Ui
6 C
T'
LANO SURFACE
^SANO 8 SHELL '
* '
-- CLAY - - -
^NBSiTOMb. a ILT
--—CLAY. __
80
SArtPST Q ti i.
r
t
U- 100
a.
UJ
Q 120
I '
-L I M E STOWE,
i I
T
1 I
I , I
! 1
uo
i i
i—^
i i
* '
i i
i i
i i
LIME STONE —
1 . '
i r
160
I 1
I I
I I
i i
1 1
T- ' I
I I
X
V
k\
12 90REH0LE
CEMENT GROUT
C AS EO TO 78 FT
8" BOREHOLE
CASED TO 130 FT
OPEN HOLE
' '
•TOTAL OEPTH 1(8 FT
f Ml SSI M E R I ASSOC.INC. 1983
riCkure. HT.X. I 3IAGRAM SHOWING CONSTRUCTION DETAILS OF THE PALM ISLANO
VILLAGE PRODUCTION I INJECTION WELLS ANO THEIR HELATIOMSHIP TO THE
ON-SITE GEOLOGICAL SECTION.
[6-
-------
Reverse osmosis reject water wells m the Florida Keys
generally have a much larger open hole section compared to the
wells m Charlotte County and are usually only cased to a deptn of
20 to 30 feet below land surface as there is either a very tnin
fresh water lens (Big Pine Key) or no USDW present beneath the
facility. There are eight RO reject water wells in the Florida
Keys with an eight-inch diameter casing and two wells with a
four-inch diameter casing. These wells are higher capacity wells
than those in Charlotte County and each are used to dispose of
30,003 to 250,000 gallons per day of RO reject water.
QUALITY OF THE INJECTED FLUID
The quality of reverse osmosis reject water is dependent on
two factors. These are the quality of the supply water and the
efficiency of the reverse osmosis memorane. As a rul e-of - thumb,
the concentrations of constituents in the reject water will be
from two to five times that of the supply (feed) water. Table
III.I.l shows the.expected quality of the reject water at a
reverse osmosis facility using a Class I well and located about 20
miles northeast of the Charlotte County facilities. As noted fro~
these data, all primary and secondary drinking water parameters
are exceeded.
Of particular interest are the high levels of radionuclides.
Radium concentration (Ra 226 + Ra 228) ranges from 75-87
picocunes/liter (pCi/L) and Gross Alpha radiation ranges from
130-150 pCi/L. This is due to the relatively high concentration
of radionuclides in the feed water whicn is witnarawn from
aquifers within the Hawtnorn Formation. The high radionuclide
levels are typical of tnose for reverse osmosis plants located in
Sarasota and Charlotte county area of southwest Florida which use
aquifers within the Hawthorn Formation for supply water. At otner
locations, radionuclide Levels should t>e much lower as the levels
in the supply water will oe much lower.
PERMITTING
Class V reverse osmosis wells are not specifically designated
in the Florida UIC rule (Chapter 17-28, FAC). They can either oe
permitted as industrial wells (Group 4) or as "other" wells in
Group 6. In practice, owners of these wells are required to
obtain an operation permit which may require monitoring'of the
injected fluid's physical and chemical parameters, in addition to
monitoring the water quality in overlying aquifers. To date, none
of the Class V reverse osmosis reject water wells have been
permitted to inject into a USDW due to the high radionuclide
levels. Under tne current regulations, these wells cannot be
permitted to inject into a USDW unless a zone within tne USDW
contains radionuclide levels as hign as tnose of the injected
fluid. Even if this were to occur, the permittee would have to
demonstrate that the injected fluids would stay within the
injection zone.
[6-179]
-------
*
Estimated Quality of Reverse Osmosis Reject Water at the
Plantation and Englevood Sites in Southwest Sarasota
County, Florida.
Parameter Concentration*
Plantation
Total Hardness (as CaCC^)
Chloride
Fluoride
Silica
Sulfate
Total Dissolved Solids
Hydrogen Sulfide
Calc lutn
Conductivity
3,600 - 5,000
I,200 - 2,000
2.0 - 3.5
75 - 120
2,100 - 3,500
6,500 - 9,000
2.5 - 4.5
450 - 750
7,500 - 11,000 umhos/cm
Englewood
Total Dissolved Solids
pH
Conductivity
Sodium
Chloride
Sulfate
Phosphate (as total Phosphorus)
Hydrogen Sulfide
Radium (Ra^26 and Ra"8)
Gross Alpha Radiation
11,750 - 13,630
6.0 - 6.5
16,300 - 19,500 umhos/cm
2,870 - 3,320
6,200 - 7,200
1,060 - 1,230
3.75 - 4.35
3.0 - 4.0
75 - 87 picocuries/L
130 - 150 picicunes/L
*mg/L except pH or where noted
Source: Post, Buckley, Schuh and Jernigan, 1982
CH2M Hill , 1981
From : ;pEfc , l<*83
-28-
[6-180]
-------
A I, )
XI*
Since there are many reverse osmosis plants which generate
reject waters tnat do not nave excessively high radionuclide
levels, they could be permitted to inject fluids into a confined
portion of the USDW. The state regulations require the injected
fluid to be as good or better in quality than the ambient water
quality of the injection zone or any zone affected by injection.
Many reverse osmosis facilities should be able to meet this
requirement provided tney construct a well which injects fluids
into a zone near the base of the USDW.
GEOLOGY AND HYDROGCOLOGY
The existing wells are only - considered Class V wells oecause
aquifers containing less than 10,000 mg/L TDS are found beneath
the injection zone. In some cases they are considered Class V
because there is a USDW which lies both above and below the
injection zone.
In Charlotte County the water quality of the injection zone
is that of sea water (Table III.I.2). These facilities are
located on barrier islands wnere a fresh water lens up to twelve
feet thick is present in the unconsolidated surficial sands.
(Missimer and Associates, 1983).
The Charlotte County facilities are unique in that the
injection zone is located above the water supply zone. This is
because injection is into a confined saline water zone (30,000
mg/L TDS) located between the fresh water lense above and the
supply zone below. Water quality of the supply zone is given m
Table III.I.3. The potentionmetric surface of the supply zone is
aoovs land surface. This allowed the test supply well to flow at
about 40 gpm at the facility. The injection zone water will not
flow under ambient conditions. Under tnese conditions, injected
fluids should not migrate into the zone used for the reverse
osmosis supply water.
The injection zone is a sandy limestone witn good primary and
secondary porosity (Missimer and Associates, 1983). This zone is
about 20 feet thick and is confined above and below by clay units
within the Hawthorn Formation.
RECOMMENDATIONS
Class V SO reject water we lis snould be permitted using
extreme caution. The supply water should oe analysed for primary
and secondary water quality parameters and a projection should be
made as to the expected reject water quality before a well is
permitted. If the projected reject water is of very poor quality
only a Class I well should be permitted. If the projected reject
water quality is as good or better than the ambient water quality
in injection zone, a Class V well may be permitted if the
applicant can demonstrate that che injected fluids will remain in
the injection zone.
[6-181
-------
Kk)
"fo-ble. HT.X.2.. X»jec+io* bjojer QUcd«-^
Oil
Source : Hisstmer and /?ssoctanesy /?&3
Orlando Lab oratories, Inc.
P. 0. Box 19127
Orlando, Florida 32B14
305/896-6645
ROUTINE WAXES. AN ALUS
Hlssimer & Associates, Inc.
Route 8, Box 625-D
Cape Coral, Florida 33909
Report 3:
Sampled by:
Date Sampled:
Date Received:
Date~Reported:
29006 (1371)
Client
05-09-83
05-23-83
IDENTIFICATION: Knight Island.
Li , l ' 2
METHODS
This water was analyzed according to "Standard Methods for the Examination of
Water and Wastewater," Latest Edition, APHA, AW"WA and UTCF.
RESULTS
Total Dissolved Solids, TDS 30,532
Phenolp'nthalein Alkalinity, CaC03 0
Total Alkalinity, CzCQ^ 138
Carbonate Alkalinity, CaC03 0
Bicarbonate Alkalinity, CaC03 138
Carbonates, CaC03 0
Bicarbonates, HCO3 168
Hydroxides, as OH 0
Carbon Dioxide, CO2 l-
Chloride, CI 15,811
Sulfate, S04 2,350
Fluoride, F 0.18
pll (Laboratory) 7.4
pHs 6.4
Stability Index 5-4
Saturation Index (corrosivity) 1.0
Color, FCU 0
Odor Threshold 0
Turbidity, NTU 0-69
Total Hardness, CaC03
5,600
Calcium Hardness, CaC03
2,000
Magnesium Hardness, CaC03
3,600
Calciun, Ca
800
Magnesium, Mg
874
Sodium, Na
11,388
Iron, Fe
<0.05
Manganese, Mn
<0-05
Copper, Cu
<0.01
Silica, S102
4.0
Potassium, EC
368
Hydrogen Sulfide, H2S (F-F)
<0.01
Our Florida Department of Health 4 Rehabilitative Services Identification
Number Is 83141.
Signed:
Cheni
logist
Checis t/3iologist
Chemist/Biologist
IS-182]
-------
<.{]
To.Wle nr. I. 3 Supp'u 'Sane lOarfer v^Uo-li"^
ROUTINE WATER ANALYSIS REPORT
Orlando LaboratorAei, Inc.
P. O. Box 19127 • Orlando, Florida 32814 • 305/ 896-6645
sport to Hissincr & Associates. Inc.
22 March 1983
Appearance par
Sampled by £ -1 P- r
S»00rt NumDer
23^80 (923 )
Identification Vnl f hr T e 1 a nH
Feed
METHODS
his water was analyzed according to "Standard Methods lor we Examination of Water and Wastewater." Lateot Edition. APHA. AWWA
io WPCF
RESULTS
Dau
Data
-jH (Laboratory)
¦iHs
"otability Index
i^^turation Index
>lor, PCU
¦3dor Threshold
""urbicJ.ty, NTU
72
7^
-0.2
_<2_
O
AK.
Signed:
hemist
53
Significance
mg/t
Significance
mg/l
Oatarmlnatlon
*oial Dissolved Solids
X
3700
Total Hardness, as CaC02
X.
83*-
lenoipfuftalem Alkalinity, as CaCOj
X.
O
Calcium Hardness, as CaCOj
X.
4-34-
¦ oral Alkalinity, as CaC03
X.
/38
Magnesium Hardness, as CaCOj
X.
^00
CarDonate Alkalinity, as CaCOj
X.
0
Calcium, as Ca
X.
/ 73
iicarbonate Alkalinity, as CaCOj
X.
m
Magnesium, as Mg
X
97
Carbonates, as C03
X.
o
Sodium, as Na
X.
&3o
iicarboncles. as HC03
X.
Iron, as Fe
X
*0.OS
Varoxides. as OH
X.
o
Manganese, as Mn
X
*0. OS
-3.-bon Dioxide, as C07
x.
30
Copper, as Cu
X
*0.O!
blonde, as CI
X
/233
Silica, as SiO,
.X
0. 2
-Sulfate, as SO,
X
£>0
Potassium, as K
.X
/6
luorida, as F
X
O.Sb
Hydrogen Sulfide,HiSfField
fixed)
0 /Z
iN 11 nr waTE» WASTEWATER COAL. OIL & GAS . RADIATION MONITORING
C6-te-3
-------
On-site monitor wells should always be required as part of the
permitted Class V well system unless a CJSDW is not present above
the injection zone. Key parameters should be monitored monthly
and reported along with other injection parameters such as flow,
pressure, ect. Other requirements, such as mechanical integrity
testing, should be placed on these Class V systems depending on
various . cal factors r .ch as proximity of drinking water wells,
quality of water in overlying aquifers and well construction,
among others.
[6-18-4
-------
^ ^ I I
*1/
syzj
B< o
REFERENCES
Florida Department of Environmental Regulation, 1986,
Ground Water Management System data base, provided by the
Bureau of Information Systems.
Missimer and Associates, 1983, Knight Island geohydrologic
investigation.
[6-185]
-------
Section 6.2.20
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Technical Evaluation for American
Cyanamid Company Injection Well
Nos. 1 and 2
Engineering Enterprises, Inc.
January, 1984
American Cyanamid Co.
Michigan City, Indiana
USEPA Region V
Catalyst Manufacturer
Injected waste generally contains
high levels of total solids, Na, and
SO^. The injection zone lies
between two USDW. The upper USDW
is currently a source of drinking
water, and the lower zone is a
potential source of drinking water.
It is recommended that, these wells
be phased out. (Note: Recommenda-
tions and conclusions indicated
that this facility should consider
these to be Class IV wells. Further
study suggests that these are
actually Class V wells because the
injectates do not contain "hazar-
dous" wastes.)
[6-186]
-------
rises.inc.
CONSULTANTS SPECIALIZING IN
Civil and Sanitary Engineering, Ground Water Geology,
Oil Recovery, and Irrigated Agriculture
1225 West Mam, Suite 215
Norman, Oklahoma 73069
Phone (405) 329-8300
January 13, 1984
Mr. Mark Vendl
U. S. Environmental Protection Agency
Region V
230 South Dearborn Street
Chicago, Illinois 60604
Re: "Technical Evaluation for American Cyanamid Company
Injection Well Nos. 1 and 2"
Dear MarK:
Enclosed please find the above titled report on the
American Cyanamid Company waste disposal wells located in
Michigan City, Indiana. We concur with the recommendations of
Subsurface Data Corporation that the ACC Well Nos. 1 and 2 be
reclassified as Class IV wells and be phased out. We also
recommend that an alternative Class I well drilled to a deeper
horizon, with the intervening strata between the top of the
injection zone and the base of the lowermost underground source
of drinking water (USDW) having a minimum thickness of 200 feet,
be used for disposal purposes in the study area. Results of the
study also indicate that the USDW's in the study area should not
be granted "aquifer exemption" status.
If
contact
you
me.
have any questions, please do not hesitate to
Yours sincerely,
TaAtr
Talib Syed
Petroleum Engineer
TS/cld
Enclosure
[6-1871
-------
TECHNICAL EVALOATIOH FOR
AMERICAN C7AHAMID COMPAHY
INJECTIOH HELL NOS. 1 & 2
Prepared for:
.S. Environmental Protection Agency
Region -V- TT
2J(KS. D^arttirn , /
Chtcagtfr^lllinois -r,
U.S. EPA - UIC Program
Contract No. 68-01-6389
Work Assignment No. -Hr /q
Prepared by:
Engineering Enterprises, Inc.
1225 West Main
Norman, Oklahoma 73069
January, 1984
-------
TABLE OF CONTENTS
Page
INTRODUCTION 1
CONCLUSIONS AND RECOMMENDATIONS 3
GEOLOGIC CONSIDERATIONS 7
Location 7
General Geology 7
Stratigraphy 10
Structure 12
AMERICAN CYANAMID COMPANY INJECTION WELLS 13
Well Data 13
ACC Well No. 1. 13
ACC Well No. 2. 14
GROUND-WATER CONSIDERATIONS 18
Collection of Ground-Water Samples 21
Ground-Water Sampling Results 21
CONCEPT OF AQUIFER EXEMPTION 24
REFERENCES 27
APPENDIX I (from SMC Report) 28
[6-189]
-------
Table of Contents
Page Two
PIGURES
1. Study Area, Michigan City 8
2. Physiographic Map of LaPorte County 9
3. Stratigraphic Column for LaPorte County 11
4. American Cyanamid - Disposal Well No. 1, Indiana... 15
5. Diagrammatic Cross Section Through Laporte County.. 19
TABLES
1. Analysis of Wastes Being Injected in ACC Wells
No. 1 and No. 2 17
2. Chemical Analysis of Ground-Water Samples
(concentrations in mg/1) 22
[6-190
-------
INTRODUCTION
There are currently 13 deep injection wells used for the
disposal of industrial wastes in Indiana. Of these 13 wells, 11
are completed at depths exceeding several thousand feet with
confining intervals in excess of several hundred feet. The
remaining two are shallow injection wells completed at depths of
650 and 295 feet respectively. The thickness of the intervening
strata (confining interval) between the top of the injection
interval and the base of the overlying underground source of
drinking water (USDW) is 51 and 72 feet respectively in these
two wells. The subject injection wells are operated by the
American Cyanamid Company (ACC), located in Michigan City,
Indiana. The waste fluids being injected consist of waste from
the production of petroleum refining catalysts and
intermediates.
The objectives of this study are:
1. To make a technical evaluation of the two shallow
injection wells (ACC Well Nos. 1 and 2);
2. To assess the potential for contamination of an
underground source of drinking water (USDW) via
injection of industrial wastes;
3. To determine whether the USDW's in the study area can
be granted "aquifer exemption" status; and
4. To determine whether the thickness of the confining
layer is adequate to prevent upward vertical migration
1
[6-191
-------
of the injected wastes into the USDW in the study
area.
The data used in this study was obtained from the following
two reports prepared for the U.S. EPA - Region IV, namely,
1. "Technical Evaluation for American Cyanamid Company
No. 1 Well,' Subsurface Disposal Corporation, July
1981.
2. "An Aquifer Study for Northwest Indiana," SMC Martin
Inc., April 1983.
2
[6-192.
-------
CONCLUSIONS AND RECOMMENDATIONS
An evaluation of the data available in the reports prepared
by Subsurface Disposal Corporation and SMC Martin Inc. has led
to the following conclusions and recommendations:
1. The source of the high concentrations of total
dissolved solids (TDS), S04 and Na in Well No. 002
(Long Beach Country Club) located 1 1/4 miles
northeast of the ACC plant and in Well No. 007 located
two miles southwest of the ACC plant, cannot be
confirmed as originating from the ACC waste disposal
wells. Additional ground-water samples from suitable
monitoring wells will be needed to track the path of
the injected wastes and to confirm the cause of the
high concentrations in Well Nos. 002 and 007.
2. The large waste volumes injected at the relatively
shallow injection depths (approximately 270 feet),
coupled with the fact that the confining layer (Antrim
Shale) varies in thickness, is relatively thin in the
study area (50 feet in ACC #1 and 72 feet in ACC #2),
and may pinch out away from the study area, increases
the potential hazard to potable water supplies. The
potential for water wells in the area that penetrate
the disposal zone to become contaminated by the in-
jected wastes is quite high.
3
[6-193
-------
3. The injection zone which consists primarily of
limestone and dolomite, may have fractures, vugs and
solution channels present. The large volumes of waste
being injected at low pressures (13,700 barrels/day at
35 psig) indicates presence of fractures. Vertical
fractures may break out of the injection zone and
propagate vertically through the confining layer and
if the confining layer is not sufficiently thick may
lead to vertical migration of injected wastes into a
shallow fresh water aquifer. A thickness of at least
200 feet is recommended for injection rates of 1000
BPD and in the study area the confining layer thick-
ness is insufficient for the high injection rates
employed.
4. The injection zone (Unit 3) has a concentration of
less than 10,000 mg/1 TDS and is under artesian pres-
sure. Well No. 007, although originally abandoned,
was flowing under artesian pressure. This again indi-
cates a potential danger of the injected wastes migra-
ting upward through inadequately plugged and abandoned
wells and contaminating the shallow fresh water aqui-
fers, depending on the pressure in Unit 3.
5. Mr. Stephen Reuter, State of Indiana Environmental
Engineer, reported a high TDS value in the Long Beach
Country Club Well No. 002 and suspected that the ACC
wells were probably the cause of the high
4
[6-194]
-------
concentrations. However, this could not be confirmed
due to conflicting background data of the natural
formation fluids in the injection zone of ACC Well No.
1.
6. Mr. Reuter also stated that there are zones beneath
the injection zone which contain water with a TDS of
less than 10,000 mg/1. If this is true, then the ACC
Well Nos. 1 and 2 can no longer be classified as Class
I disposal wells, since by definition a Class I well
can only inject beneath the deepest underground source
of drinking water (DSDW).
7. The absence of a downhole packer and the annulus being
filled with cement rules out testing of the casing for
mechanical integrity in ACC Well No. 1. However, a
casing failure having already occurred in 1954, the
age of the casing (approximately 33 years) and the
corrosive nature of the injected fluids, signal doubts
about the integrity of the casing.
8. Considering all the above factors, Engineering
Enterprises concurs with the recommendations of
Subsurface Data Corporation that the ACC No. 1 and ACC
No. 2 wells be reclassified as Class IV wells and be
phased out.
9. Considering the volumes of waste to be disposed of, a
new Class I well completed in a deeper zone beneath
5
-------
the lowermost USDW, appears to be the most safe,
efficient, and cost-effective alternative.
10. The question of granting an "exempted aquifer" status
to the USDWs in the study area can only be answered
after a close evaluation of all the criteria needed to
qualify for exemption (refer to 40 CFR Sec. 146.04).
Based on the available data, it appears that the
USDW's in the study area do have a potential for
supplying potable water for human consumption, and
therefore cannot be granted an "exempted aquifer"
status.
11. Engineering Enterprises recommends that further
investigations be carried out to track the path of the
injected wastes and to determine that no degradation
of ground water quality in the study area is taking
place.
6
[6-196J
-------
GEOLOGIC CONSIDERATIONS
Location
Michigan City is in LaPorte County in northwestern Indiana,
along the shore of Lake Michigan (Figure 1). The American
Cyanamid Company (ACC) plant is located in LaPorte County at
East Dunes Highway, Route 12, Michigan City, Indiana.
General Geology
A brief description of the geology of LaPorte County is
first presented. For a more extensive description, reference
can be made to the original report of SMC-Martin.
The current landscape in LaPorte County resulting from the
last major glacial phase is subdivided into three physiographic
units: The Calumet Lacustrine Plain, the Valparaiso Morainal
Area, and the Kankakee Outwash and Lacustrine Plain (Figure 2).
The Calumet Lacustrine Plain was laid down as deposits of
lake clay and sand when Lake Chicago (ancestral Lake Michigan)
occupied various elevations descending from 640 feet above sea
level to the present level of Lake Michigan.
The Valparaiso Moraine is actually a complex of several end
moraines composed of loam to silt loam till, each representing a
stillstand of the glacier in that area.
During the formation of Lake Chicago, the retreat of a
glacial lobe located to the east (the Huron-Saginau) created a
massive river of meltwater which cut a swath an average of 8
7
[6-157
-------
SCALE I: 24000
^ oos
lUokltM*) -
ACC PLA*T X
'007
INTC*S *ATC 94
FIGURE I STUDY AREA, MICHIGAN CITY
-------
Figure 2. Physiographic map of LaPorte County
(Kill, et al., 1979)
9
[6-19<
-------
miles wide through the southeastern two-thirds of LaPorte
County. This resulted in the removal of some sedimentsr
followed by a complete blanketing of older sediments with
outwash sand and gravel creating the Kankakee Outwash and
Lacustrine Plain.
Stratigraphy
Figure 3 is a stratigraphic column for LaPorte County,
Indiana. Although the Ellsorth Shale serves as bedrock for most
of LaPorte County, in the Michigan City area the Antrim Shale,
which is late Devonian in age and directly underlies the
Ellsworth, extends beyond the margins of the Ellsworth and is
the bedrock surface. Underlying the Antrim Shale is a sequence
of Paleozoic limestone, dolomite, shale, sandstone and gypsum
approximately 4000 feet thick. A Precambrian basement complex
of dominantly igneous rocks underlies the Paleozoic sediments.
No major faults are known to occur in LaPorte or neighboring
counties.
Surface deposits in LaPorte County are composed of
Quaternary glacial drift. These sediments consist of
unconsolidated sand, gravel and clay and attain a thickness of
204 feet at the ACC No. 1 and 195 feet at the ACC No. 2.
The Antrim Shale (Devonian) underlies the glacial drift.
It is encountered at a depth of 204 feet at the ACC No. 1 and at
a depth of 195 feet at the ACC No. 2 and has a thic-kness of 51
feet at the ACC No. 1 and 72 feet at the ACC No. 2. The Antrim
10
[6-2CT0
-------
ERA
SYSTEM
STWATK3NAPHIC
UNIT
DOMINANT
UTHOLOGV
THICKNESS
INFECT
'
I
QUATERNARY
Ok* drift
,ry.rr?£L.
1
I
I
!
»M0
WSSISSPWA*.
ElMrtttSli
/
DEVONIAN
AntrmSH
a-ao
1
0
1
Tiawru Fm.
Ottrort Rnor Fm.
II
UO-ltO
SILURIAN
S«ra Fm.
WiNili Fm.
LouavMtU.
SiMmonaDaL
InuMU
' ' ' /
«
!
&
I
450-550
1
0R00V1CIAN
M*quo*«ta Sr.
i
I
I
2*0-355
Trwiton Li.
Bka RiwLi
i i i i i
F^F
Inrntont M «sm«
310-360
St P«f«f Si.
SMUan*
50-100
Knot CM
> /
~ /
/ /
6
I
1
i!
4«
275 475
j^or* County
CAMBRIAN
1 J1- *0*
Fnnconu Fm.
m )
Ooemftv i"d tmdttont
25'100
1 ronton Si
"t—r J -r-1
Oawrvtt md undstont
50100
GMsviH* Si.
SMom
130-190
Eju Ciir* Fm.
i!
300-450
Mount Simon Si
%*¦ *1
:..V-;
—
1500-2000
PRECAM8RIAN
firtn*
Figure 3 . Stratigraphic column for LaPorte County
(Hill, et al., 1979)
11
[6-201
-------
Shale at the ACC well Is described as brown shale, shale and
limestone £rom a driller's log.
The Traverse (Devonian), Detroit River (Devonian), and
Wabash (Silurian) Formations underlie the Antrim Shale and are
encountered at a depth o£ 255 feet at the ACC No. 1 and at a
depth of 267 feet at the ACC No. 2. These formations are
approximately 390 feet thick at the ACC No. 1 while the ACC No.
2 penetrated 28 feet into the Traverse. According to the ACC
No. 1 driller's log, these formations consist primarily of gray,
soft to hard limestone, with some sandy limestone, dark brown
shale, white gypsum, and sandstone. These formations are of
particular interest because they are used as waste disposal
zones.
Structure
The ACC No. 1 well is located on the southwestern flank of
the Michigan Basin. The consolidated sediments are relatively
flat with a gentle dip which forms a bowl-like structure known
as the Michigan Basin. The Michigan Basin is located to the
north and northeast of the Cincinnatti and Kankakee Arch,
respectively. The structural dip is toward the northeast at an
average rate of approximately 11 feet per mile. The strata in
LaPorte County is not disturbed by major faulting.
12
-------
AMERICAN CYAHAMID C0HPAH7 IHJBCTIOH WELLS
The two ACC injection wells are located on East Dunes
Highway/ Route 12, Michigan Cityf Indiana and are presently
classified as Class I injection wells.
Well Data
ACC Well No, 1
The ACC well No. 1 was drilled by Layne-Northern and
completed on July 10f 1951 as a barefoot injector opposite the
Traverse, Detroit River and Wabash formations. 12" open hole
(27C-650') and Total Depth 650'. The 16" O.D. surface casing
was set at 210 feet penetrating 6 feet into the Antrim Shale.
The original 12 3/4" intermediate casing liner which was set
from 170 feet to 257 feet failed in 1954 and a 6" Carlon plastic
injection string, with the top 6 feet consisting of 6" Sch. 40
steel pipe, was installed to 270 feet. The cause of failure or
what specific damage occurred to the well are unknown.
The annular space between the 6" plastic injection string
and the 16" surface casing and between the 6" injection string
and the 12 3/4" intermediate casing was cemented with Pozmix
cement to 240 feet. Resin cement was circulated from 270 feet
to 240 feet in the annular space between the 6" injection string
and the 12 3/4" casing and between the 6" string and the outside
borehole. There are no records to indicate that there is cement
in the annular space between the 16" casing and the formation,
the 12 3/4" casing and the 16" casing, and the 12 3/4" casing
13
[6-203]
-------
and the formation. A Jaswell seal tip was installed at 270
feet, A downhole sketch of ACC Well No. 1 is shown in Figure 4.
The driller's log reports that 205 feet of glacial drift
overlay the Antrim Shale which is 50 feet thick at the well
site. The Antrim Shale is the confining layer for the injection
interval. The Traverse (Devonian), Detroit River (Devonian),
and Wabash (Silurian) formations were encountered at 255 feet
with a combined thickness of 390 feet. From the driller's log,
it was not possible to differentiate these three formations from
one another. The injection interval is an artesian aquifer with
a preinjection static water level 20 feet above ground level.
ACC Well NOti 2
The ACC Well No. 2 was completed in October 1952 to a total
depth of 295 feet and is cased to 278 feet. Waste is being
injected into the Traverse (Devonian) formation in the interval
278 feet to 295 feet. The SMC-Martin report indicates that the
annular space is cemented, though the exact annular spaces are
not defined.
The driller's log for ACC Well No. 2 reports that 195 feet
of glacial drift (unconsolidated sediments) overlay the Antrim
Shale at the well site, with the Antrim Shale being 72 feet
thick at this location. The well penetrated 28 feet into the
Traverse and the injection zone is under artesian pressure.
When drilled, the well flowed at a rate of 1200 gpra. No records
are available to indicate the quality of the discharged water.
14
[6-204]
-------
AMERICAN CYANAMID - DISPOSAL WELL NO. I
INDIANA
FORMATION TOPS
Glacial Orift 0 - 204'
(Unconsolidated Sand,
Gravel,and Clay)
(Quaternary)
Antrim Shale
204'-255
(Shale, Shale and
Limestone. Hard
Limestone)
(Devonian)
Traverse (Devonian) —^
and
Detroit River (Devonian)
and
Wabash (Silurian)
255'-645'
Ground Level Elevation
+611 above Mean Sea Level
of 6" Sch. 40 , SS pipe
Pozmii Cement
16" Surface Casing at 210*
12 3/4 Intermediate
Casing Liner l70'-257'
Carton Plastic Injection
String at 270'
?esin Cement
-12" Open Hole
270'-650'(Injection Zone)
Total Depth 650'
FIGURE 4
15
[6-205
-------
Driller's logs for both injection wells are included in
Appendix I.
In addition to the injection wells, four test wells at
depths of 163, 142, 36, and 32 feet were drilled at the plant
site. No information is currently available regarding the
original purpose or present status of these wells. A driller's
log is available for the 163-foot well and is included in
Appendix I.
The ACC Michigan City plant manufactures alumina, alumina-
silica cracking powder, silica-alumina fluid cracking catalysts,
formed alumina, silica-alumina based hydrodesulfurization
catalysts, and purified alumina trihydrate used for petroleum
refining. Waste materials are collected in three large settling
tanks. Supernatant from the tanks flows into a feed tank prior
to injection.
The avecage injection rate into each well is 400 gpm with
maximum and minimum rates of 600 and 200 gpm. From August 1951
to August 1967, 2.07 billion and 1.94 billion gallons of waste
have been injected at an average injection pressure of 35 psi
for both wells. A typical analysis of the injected waste is
given in Table I.
16
[6-20-6
-------
Table 1
Analysis of Hastes Being Injected in
ACC Wells Ho. 1 and No. 2
constituent Concentration (in mg/l)
Total Solids 14,000
Filterable Solids 118
Na20 6,021
A1203 187
S04 7,681
Specific Gravity 1.0
17
[S-2Q7
-------
GROUND-WATER COHSIDERATIOHS
The residents of LaPorte County rely on ground water for
their.water supply, with the exception of Michigan City which
receives its water supply from Lake Michigan.
The stratigraphic sequence of the unconsolidated deposits
from oldest to youngest can be divided into four units,
consisting of two sand and gravel aquifers, and two relatively
impermeable glacial tills as shown in Figure 5. The system's
total production potential for the county is estimated to be in
excess of 400 million gallons per day of which less than five
percent is being used. Each stratigraphic unit will now be
discussed briefly.
Unit 4, the oldest unit, is a hard till with discontinuous
sand and gravel lenses. It overlies most of the bedrock
throughout the county; however, it probably, does not occur in
the study area. The till is classed as a confining unit
although the intra-till sand and gravel lenses may be a
potential limited source of ground water. Water quality from
this unit is generally good.
Unit 3, the glacial outwash consisting of silty sand and
sand and gravel, ranges in depth from 0 to 250 feet with an
average thickness of 100 feet. It is the principal aquifer in
the county with the potential to yield as much as 3000 gpm from
a single well. The aquifer is exposed in the southern part of
the county where it forms the surface of the Kankakee Cutwash
18
-------
Figure 5 . Diagrammatic cross section through LaPorte County showing the
relative positions of the major stratigraphic unita. The
stratigraphic units are: 1) Lacustrine clays and sands,
2) loamy to silty loam till, 3) outwash deposits, and
4) a hard till. (Hill et al., 1979)
o>
I
N>
O
wf
-------
and Lacustrine Plain. In the southern section, Unit 3 acts as
an unconfined aquifer with a depth to water generally from 0 to
20 feet. The water quality is generally good. However, locally
i
high concentrations of bicarbonate, chloride, sulfate, and
dissolved solids do occur. In the Michigan City area, the unit
is confined under Unit 2 (Valparaiso Moraine) .
Unit 2 is a calcareous silty till with discontinuous sand
and gravel lenses which comprises the Valparaiso Morainal Area.
Ground water occurs in the relatively thin sand and gravel
lenses which are capable of supplying farm and domestic needs
but their production potential is limited by their small size
and limited recharge potential. Generally, the water quality is
good but the water may be somewhat hard. Unit 2 is best
described as a confining layer for Unit 3 resulting in the
artesian nature of the latter unit.
Unit 1 is located in the northwestern part of LaPorte
County and is the major unit exposed at the surface in the study
area. ACC Well No. 1 is located within the Unit 1 boundaries.
Unit 1 is an unconfined aquifer and consists primarily of sandy
lacustrine material, dune, beach, and shoreline deposits of
sand. This unit is an unconfined aquifer capable of yielding in
excess of 500 gpm where its saturated thickness is greater than
50 feet. Although it is the second most productive aquifer in
the county, the yield from individual wells is limited through
much of the unit because its saturated thickness is 20 to 30
20
[6-2T0
-------
feet or less. Water quality is good but the unit is susceptible
to contamination from surface sources.
Collection of Ground-Water Samples
Unit 3 which consists of the Kankakee outwash deposits was
considered the zone most likely to be contaminated by the
injection fluids migrating vertically upward through the
overlying confining Antrim Shale and into the unconsolidated
sediments. It was also believed that if contamination of an
unconsolidated aquifer is occurring, it will be limited to Unit
3 due to its proximity to the injection interval and the confin-
ing Unit 2 (Valparaiso Moraine) located above it. Unit 3 was
therefore targeted as the sampling zone.
SMC Martin obtained ground-water samples from 17 wells that
were believed to be completed in Unit 3. Of these 17 wells,
only 5 wells had driller's logs that indicated that they were
completed in Unit 3, making it impossible to determine the
completion interval of the remaining 12 wells. The location and
depths of the wells that were sampled are shown in Figure 1.
Ground-Water Sampling Results
The ground-water samples were analyzed for Al, Ca, Mg, Na,
Si, S04r TDS, and alkalinity and the test results are listed in
Table 2. Five of the 17 wells showed evidence of possible
ground-water degradation. The Long Beach Country Club Well No.
002, located about 1 1/4 miles northeast of the ACC plant and
completed at a depth of 165 feet in Unit 3 contained the highest
concentrations of determined constituents. The analysis of the
21
[6-Z1-
-------
Table 2
Chemical Analysis of Ground-water Samples
(concentrations in mg/1) (from SMC Report)
Sample
NO.
Depth
(ft.)
TDS
Ca
Na
Mq
A1
Si
SO,
Alka-
linity
T°C
pH
001
80
305
43.0
42.3
32.6
<0.5
4.65
4
<1.0
310
13
7.8
002
165
5,580
244
545
124
<0.5
3.68
1,400
360
8
8.2
003
435
82.4
30.1
15.1
<0.5
3.99
200
210
10
7.2
004
28
262
33.5
23.9
10.5
<0.5
5.28
36
62
11
6.8
005
147
311
35.3
71.0
16.6
<0.5
5.61
I.S.
280
10
7.9
006
554
36.0
51.2
27.4
<0.5
5.94
1.0
300
11
8.0
007
220
1,380
125
252
47.9
<0.5
6.90
<1.0
290
12
7.5
008
156
295
66.6
22.9
38.8
<0.5
6.90
<1.0
350
12
7.5
009
115
312
21.8
95.1
6.7
<0.5
4.32
A
•
o
240
9
7.7
010
178
289
67.7
12.9
24.3
<0.5
5.94
<1.0
290
11
8.2
011
318
45.5
39.9
27.6
<0.5
4.65
<1.0
310
16
7.2
012
100
268
71.4
6.4
25.0
<0.5
5.61
<1.0
290
11
7.2
013
336
86.6
4.5
29.9
<0.5
6.90
24
310
12
6.8
014
140
353
44.5
45.9
32.9
<0.5
4.65
<1.0
330
17
7.0
015
165
318
37.1
58.0
20.0 .
<0.5
3.68
<1.0
290
11
7.3
016
95
284
57.0
17.4
28.7 '
<0.5
4.32
<1.0
290
14
7.4
017
190
279
40.7
27.2
29.5
<0.5
3.68
<1.0
280
11
7.5
i I.S. - insufficient sample.
-------
sample taken from Well No. 002 showed high concentrations of TDS
(5r580 ppm), Na (545 ppm) and SO4 (1/400 ppm).
The sample taken from Well No. 007 located two miles
southwest of the ACC plant and completed at a depth of 220 feet
in Unit 3 contained 1,380 ppm TDS and 252 ppm Na. The absence
of measurable SO4; and A1 concentrations would make it appear
that the Na and TDS concentrations in this well may not be
related to the ACC injection wells.
Samples taken from Well Nos. 003, 004, and 013 contained
SO4 concentrations of 200, 36, and 24 ppm respectively. Though
Well Nos.. 003 and 004 are within a mile of the ACC plant, the
lack of driller's logs makes it difficult to determine the
completion zone and to trace the contaminant source to the ACC
waste disposal wells.
Well Nos. 006, 008, 012 and 015 all completed in Unit 3 and
located on the perimeter of the study area did not show any
anamalously high concentrations.
23
[6-213]
-------
CONCEPT OF AQUIFER EXEMPTION
The concept of 'aquifer exemption" will be examined briefly
to determine whether the underground sources of drinking water
(USDW's) in the study area can be granted aquifer exemption
status or not.
A USDW is defined as any aquifer that currently supplies
water for human consumption or that contains water with less
than 10,000 rag/1 of Total Dissolved Solids (TDS). This
definition covers all aquifers capable of supplying drinking
water, irrespective of whether they are presently being used for
that purpose or not.
The UIC regulations stipulate that a USDW may be exempted
from coverage if it meets the following criteria:
a. The aquifer does not currently serve as a source of
drinking water; and
b. The aquifer cannot now and will not in the future
serve as a source of drinking water because:
1. It is mineral, hydrocarbon, or geothermal energy
producing;
2. It is situated at a depth or location which makes
recovery of water for drinking purposes
economically or technically impractical;
24
[6-214]
-------
3. It is so contaminated that it would be economi-
cally or technologically impractical to render
the water fit for human consumption; or
4. It is located over solution-mining (Class III)
well areas subject to subsidence or catastrophic
collapse; and
c. The TDS content of the ground water is more than 3,000
and less than 10,000 mg/1 and it is not reasonably
expected to supply a public water system.
It is important that the various engineering,
hydrogeologic, economical, legal and social factors all be
considered before granting an exemption status to an aquifer.
In the study area in Michigan City, Indiana, where the two
ACC injection wells are located, the injection zone lies
between two USDW's. The upper USDW is currently a source of
drinking water while the lower USDW is a potential source of
drinking water.
The confining layer (Antrim Shale) above the infection zone
varies in thickness and is approximately 50 feet in ACC Well No.
1 and 72 feet in ACC Well No. 2. However the possibility of the
Antrim Shale thinning out going away from the study area has to
be considered in any evaluation. And since the injection zone
consists primarily of limestone and dolomite, fractures, vugs
and solution channels can be expected to be present. The large
volumes of waste being injected at low pressures (35 psi)
25
[6-215]
-------
indicates presence of fractures. Where the confining layer is
not sufficiently thick (at least 200 feet thick for injection
rates less than 1000 B/D), fractures may break out of the
injection zone and propagate vertically through the confining
layer. This may lead to vertical migration of injected wastes
into a shallow fresh water aquifer.
Considering all the above factors, it is recommended that
the USDW's in the study area should not be granted an "aquifer
exemption" status.
26
[6-216]
-------
REFERENCES
1. SMC Martin Inc. April 1983. "An Aquifer Study for
Northwest Indiana." Report prepared for U.S. EPA Region V,
Chicago, Illinois.
2. Subsurface Disposal Corporation, July 1981. "Technical
Evaluation for American Cyanamid Company No. 1 Well."
Report prepared for U.S. EPA Region V, Chicago, Illinois.
3. Geraghty and Miller, Inc. and Booz, Allen and Hamilton,
Inc. "Exemption to Designation: Background Support."
Report prepared for U.S. EPA, Office of Drinking Water.
27
[6-217]
-------
APPENDIX I (from SMC Report)
Drillers logs for selected wells in the
Michigan City area. (All depths
and thicknesses in feet.)
Well No. 002"
Description
Long Beach Country Club
Thickness Depth
Remarks
Clean beach sand
29
29
Solid blue clay
111
140
Clean coarse gravel and
boulders
25
165
Blue shale
165
Well No. 0061
USGS Well
Description
Thickness
Deoth
Remarks
Fine brown sand
Sandy dark brown organic
clay
Fine brown sand
Soft gray clay
Alt. layers of soft gray
clay and fine silty
gray sand
Sticky gray clay
Sticky gray clay
with pebbles
Silty fine gray sand
Gray clay
Fine silty sand
Gray clay
Fine silty gray sand
Sandy brown clay with shale
Dark brown shale
3
24
2
12
67
27
3
7
2
2
34
13
2
8
32
34
48
115
142
145
152
154
156
190
203
205
Well No. 0072
Description
Sand
Clay
Sand
Pullman Standard Car Manufacturing Company
Thickness Deoth Remarks
30
70
120
30
100
220
28
[6-218]
-------
APPENDIX I - Continued
Well No. 0121
Description
Swan Lake Memorial Gardens
Thickness Depth
Remarks
Brown sand
Fine sand
Clay-gravel mixed
Well No. 0151
Description
15
11
69
15
26
95
Warnke Road and 212 Road
Thickness Depth
Remarks
Brown sand
Blue clay
White sand
Clay and silt
Gravel - blue
Silt
White sand
12
103
5
25
2
19
11
12
115
120
145
147
166
177
ACC Well No. 2'
Description
Thickness
DeDth
Remarks
Sand
Clay, sandy
Clay, blue
Clay
Sand
Clay, blue
Gravel
Clay, blue
Shale, brown
Shale, blue
Shale, brown
Limestone
30
20
20
15
20
30
23
37
40
13
19
28
30
50
70
85
105
135
158
195
235
243
267
295
Upper Devonian Series
(bedrock surface)
Middle Devonian Series
Water at 264 feet;
crevice at 283 feet.
29
[6-2191
-------
APPENDIX I - Continued
ACC Well No. 1'
Description
Thickness
Depth
Remarks
Drift 205
Shale, dark grayish-brown,
very sporiferous,
slightly pyritic 30
Shale, dark grayish-brown,
slightly sporiferous,
slightly pyritic 15
Shale, dark grayish-brown
slightly sporiferous,
pyritic, with some pyritic
dark brownish-gray very
cherty sandy dolomite 3
Limestone 2
Dolomite, coarse-crystalline,
dark brown 5
Dolomite, coarse-crystalline,
porous, whitish-brown 6
Dolomite, coarse-crystalline,
porous, light tan to
dark brown 9
Dolomite, coarse-crystalline,
light tan, dark brown
and white 5
Limestone, medium to coarse-
crystalline, sandy,
dolomite, whitish-gray 5
Limestone, fine to coarse-
crystalline, sandy,
dolomitic, whitish-gray
and brown 2
Dolomite, fine to coarse-
crystalline, sandy, light
tan to dark grayish-brown 13
Limestone, fine to medium-
crystalline, sandy, argil-
laceous, light tan to
grayish-brown 5
Limestone, dense to medium-
crystalline, slightly
argillaceous, grayish-
tan to gray 5
Limestone, fine-crystalline,
light grayish-tan 10
205
235
250
Upper Devonian Series
(bedrock surface)
253
255
260
266
275
280
285
287
300
305
310
320
Middle Devonian and
Middle Silurian Series
30
[6-220
-------
APPENDIX I - Continued
ACC Well No. 1 - Continued
Description Thickness Depth Remarks
Limestone, fine to medium
crystalline, slightly
dolomitic, light tan to
tan; with some very dark
brown argillaceous
dolomite 5 325
Limestone, dense,
dolomitic, light tan 5 330
Limestone, dense, argil-
laceous, dolomitic,
white to light gray 5 335
Dolomite, fine crystalline,
light gray and light
tan with gypsum 10 345
Limestone, hard, dense,
gypsiferous, light gray 10 355
Limestone, fine to medium
crystalline, dolomitic,
gray to light tan 10 365
Dolomite, fine to medium
crystalline, light to
dark brown 15 3 80
Dolomite, fine crystalline,
slightly vuggy, light to
dark brown 10 390
Dolomite, fine crystalline
slightly argillaceous,
slightly gypsiferous,
light grayish-tan to
light brown 15 405
Limestone, dense, argil-
laceous, white to light
gray, with trace of gray
shale 5 410
Limestone, dense, slightly
argillaceous, light gray
to light tan 5 415
Limestone, dense, sandy,
slightly dolomitic, white
to light gray 5 420
Limestone, dense, sandy,
dolomitic, white to light
gray, with some brownish-
green and grayish-brown
dense dolomite 5 425
31
[6-221
-------
APPENDIX I - Continued
ACC Well No. 1 - Continued
Description Thickness Depth Remarks
Dolomite, dense, slightly
vuggy, gray, blue-gray
and light tan 5 430
Dolomite, dense, slightly
sand, light tan, white
and light gray 5 435
Dolomite, dense, light
tan and light gray 15 450
Dolomite, medium crystal-
line, light tan and
dark grayish brown 4 455
Dolomite, medium crystal-
line, medium porous,
dark brown 5 460
Dolomite, fine crystalline
slightly vuggy, white
to whitish-tan 47 507
Dolomite, medium crystal-
line, medium porous,
white to whitish-gray 33 540
Dolomite, medium to
coarse crystalline,
white to whitish-gray 5 545
Dolomite, fine crystal-
line, white, gray,
and pink 5 550
Dolomite, fine crystal-
line, white and pir.k 10 56 0
Dolomite, fine to medium
crystalline, white
and pink 10 570
Dolomite, fine to medium
crystalline, white,
whitish-gray, and yellow 15 585
Dolomite, fine to medium
crystalline, white,
yellow, and pink 5 590
Dolomite, fine to medium
crystalline, white and
whitish-gray 40 630
Dolomite, very fine
crystalline, soft,
white to whitish-gray,
with some crystalline
quartz 5 635
32
[6-222]
-------
APPENDIX I - Continued
ACC Well No. 1 - Continued
Description
Thickness
Depth
Remarks
Dolomite, very fine
crystalline, gypsiferous,
white to whitish-gray,
with some crystalline
quarts and trace of
green shale
Dolomite, very fine
crystalline, soft to
hard, white and
640
whitish-gray
5
645
ACC Test Boring2
Description
Thickness
Deoth
Sand
3
8
Sand, muddy
7
15
Sand and some small
gravel
9
24
Sand, muddy
3
27
Clay
118
145
Clay, gravelly
13
163
Remarks
Water well records, from the Division of Water, Departme
of Natural Resources, State of Indiana, Indianapolis,
Indiana.
from Rosenshem and Hunn, 1962.
33
-------
APPENDIX I - Continued
ACC Well No. 1 - Continued
Description
Thickness
Depth
Remarks
Dolomite, very fine
crystalline, gypsiferous,
white to whitish-gray,
with some crystalline
quarts and trace of
green shale 5
Dolomite, very fine
crystalline, soft to
hard, white and
whitish-gray 5
€40
645
ACC Test Boring2
Description
Thickness
Depth
Remarks
Sand
Sand, muddy
Sand and some small
gravel
Sand, muddy
Clay
Clay, gravelly
8
7
9
3
118
18
8
15
24
27
145
163
Water well records, from the Division of Water, Department
of Natural Resources, State of Indiana, Indianapolis,
Indiana.
from Rosenshein and Hunn, 1962.
34
-------
Section 6.2.21
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Industrial Disposal Well Case Study:
Unidynamics, Phoenix, Inc.
Engineering Enterprises, Inc.
(Prepared for USEPA Region IX)
November, 19 86
Unidynamics, Inc.
Goodyear, Arizona
USEPA Region IX
Defense and Aerospace Equipment
Wells and ponds were used co dispose
of solvents. Groundwater contamination
on site has been documented downgradi-
ent of the wells. TCE has migrated
into a drinking water aquifer. The
wells were closed in 1982.
[6-225]
-------
UNIDYNAMICS PHOENIX, INC.
INDUSTRIAL DISPOSAL WELL CASE STUDY
I. Site Background
UniDynamics is located at 10 0 0 II. Litchfield Road in
Goodyear, Arizona, approximately fifteen miles west of downtown
Phoenix. The surrounding area is a coTiinat-.cn of medium-light
density commercial, industrial, agricultural and residential
zoned developments. The plant facilities are located on a 24
acre plot in the center of a 72 acre tract owned by UniDynamics.
The nearest residential area is approxima telv 100 yards to the
southeast, across N. Litchfield Road.
UniDynamics Phoenix is a division of UML Industries, Inc.
The Phoenix facility was established in 1963 as a research,
development and manufacturing plant for defense and aerospace
equipment. Typical products include: separation and recovery
systems, safing, arming and fusing devices, destruct systems, and
pyrotechnic devices and munitions. The manufacturing operations
are primarily limited to the machining and assembly of mechanical
and electrical components. Plant operations vary somewhat from
year to year depending on the nature of the current contract(s)
(Ecology and Environment Inc., 1986).
Eleven industrial disposal wells (5W20) and two unlined
oxidation ponds were formerly used by UniDynamics Inc. to dispose
of a variety of solvents. All disposal wells at the Litchfield
site have since been abandoned. Nine groundwater monitoring
[8-226]
-------
wells have been installed by Unidynamics to evaluate the vertical
and areal extent of groundwater contamination below the facility.
The Phoenix-Litchfield Airport Area (of which Unidynamics is a
part) has been designated a Superfund (CERCLjA) site by the
Environmental Protection Agency (EPA). Hydrogeologic investiga-
tions have been cor.ductsd at trrse facilities ir. the ?hcer.<-
Litchfield Airport Area: the Litchfield Naval Air Facility, the
Goodyear Aerospace Corporation facility and the Unidynamics faci-
lity (Ecology and Environment, Inc., 1986). Refer to Figure 2
for the locations of these facilities. EPA Region IX is the lead
regulatory agency overseeing the hydrogeologic investigation.
II. Chemicals Handled On-Site
UniDynamics Inc. provided information to the Maricopa County
Health Department stating that in 1977 the company used five
solvents at the facility. In 1981, UniDynamics reported addi-
tional solvents which were being either treated, stored or
disposed of at the site. These solvents were listed in
Unidynamic's Hazardous Waste Part A Permit Application, and
Notification of a Hazardous Waste site. The names and reported
disposal quantities of chemicals formerly used at the site are
listed in Table 1. (EPA Region IX, Docket Mo. 84-03, 1984)
The disposal of trichloroethylene (TCE) at a rate of approx-
imately 1,000 gallons per year since 1963 is of major concern.
TCE has been demonstrated to cause cancer in animals and has also
[6-227]
-------
TABLE 1(1)
CHEMICALS TREATED, STORED OR DISPOSED OF ON-SITE
Compound
Trichloroethylene (TCE)
Isoprophyl Alcohol
Methyl Ethyl Ketone
Acetone
Toluene
Trichloroethane (TCA)
Methanol
Arsenic Trioxide
Copper Cyanide
Cyanides
Cyanogen
Sodium Azide
Sodium Cyanide
Anil in
Benzene
Benzidine
Calcium Chromace
Chloroform
Di-n-Butyl Phthalate
Ethyl Acetate
Formaldehyde
Nitrobenzene
Toluene Disocyanate
D ichloromethane
2)
Quantity Disposed
(gal/yr)
1180
660
220
155
50
NR1
NR
MR
MR
NR
;ir
NR
MR
MR
MR
MR
MR
MR
NR
NR
NR
NR
NR
NR
(1) EPA Region IX, Docket Number 84-03, 1984.
(2) Not Reported
3
[6-228]
-------
been shown to be a mutagenic material in certain laboratory
tests. Short tern; exposure to TCE has been reported to produce
liver and kidney damage and central nervous system disturbances
in mammals, including humans. The EPA has determined ir. its
ambient water quality criteria that 2.7 ppb of TCE would be
expected to prcduce cne additional case of cancer in a population
of one million (F.R./Vol.45 , No. 231/ November 28, 19 80/p.
79341).
III. Site Geology/Hydrology
The following hydrogeologic section has been excerpted and
condensed from:
Kenneth D. Schmidt's, "Results of the First Phase of trie
Hydrogeologic Studies at the Unidynamics, Phoenix, Inc.
Goodyear Facility", (1985) and
Ecology and Environment Inc.'s "Phase I Data Summary/Report
Phoenix-Litchfield Airport Area" (1986).
Alluvial deposits which lie below the UniDynamics facility
to a depth of 250 feet are part of the Upper Alluvial Unit (UAU).
Within the UAU, lithologic logs and electric logs indicate the
presence of four distinct geologic units in the upper 150 feet.
From a depth of approximately 50 to 90 feet, stream channel
deposits (a majority of the materials are coarser than sand) are
present. These deposits are the most permeable of those encoun-
tered to a depth of 250 feet. The deposits overlying the stream
channel sands and gravels often contain significant amounts of
4
[6-229]
-------
clay. A significant clay stratum underlies these upper coarse-
grained- deposits at a depth o£ 90 feet, and averages 15 feet in
thickness. (Schmidt, 1985}
Deposits below the 90 foot clay stratum are more cemented
than the overlying materials, and sand is usually predominant.
These deposits are not as permeable as the upper coarse-grained
deposits above the clay stratum, and particles larger than gravel
are uncommon. A major clay-silt stratum of low permeability is
present from about 175-195 feet in depth. Fine grained deposits
also predominate from 210 to 230 feet in depth. The strata
between 175 and 230 feet probaoly act as a confining bed between
the overlying and underlying deposits. Highly permeable sand is
encountered from a depth of 237 to 250 feet. This appears to be
the most permeable stratum in the interval between 100 and 250
feet in depth at the facility (Schmidt, 1985).
Two major water-producing units are present above a depth of
250 feet. These occur in the 80 to 17 0 foot and 230 to 250 foot
depth intervals. Depth to water below the facility ranged from
79 to 88 feet below land surface from June 1984 to January 1985.
Static water level measurements on-site indicated a hydraulic
gradient in the shallow aquifer directed toward the north-
northwest at a slope of 6.4 feet per mile. Static water level
measurements were also taken in off-site water supply wells.
These measurements confirmed a northerly direction of flow in the
shallow aquifer beneath the facility. Measurement from off-site
5
16-230]
-------
wells completed in the deeper strata indicate a northwest hydrau-
lic gradient within the deeper water producing unit. (Schmidt,
1985)
Aquifer tests (pump tests) were conducted on-site to deter-
mine the trar.smissivity arc hydraulic conductivity cf tapped
portions of the UAU. An aquifer test was conducted at each moni-
toring well. Water levels at each well were continuously moni-
tored during the drawdown and recovery of the aquifer (s) .
Aquifer tests indicated that aquifers tapped by intermediate and
deep monitoring wells (195'-342' below land surface) appeared to
have a good hydraulic connection. The tests also indicated that
the shallow water bearing subunits (77'-159' below land surface)
could at least be partially isolated from the deeper saturated
strata. (Ecology and Environment, Inc., 1986)
Groundwater aquifers below the UniDynamics facility are
Underground Sources of Drinking Water (USDW). 3ased on National
Primary and Secondary Drinking Water Regulations, untreated
groundwater in the upper zone (80-170 feet below land surface) is
unsuitable for drinking water. Total dissolved solids (TDS),
nitrate, chloride, and sulfate concentrations in samples from the
aquifer exceeded National Primary and Secondary Drinking Water
Regulations. Total dissolved solids concentrations, however,
were below 10,000 mg/1. The upper aquifer, therefore, can be
considered an USDW. Untreated groundwater from the lower aquifer
of the UAU (230 to 250 feet below land surface) is also unsuit-
6
[6-231]
-------
able for drinking water. TDS, nitrate, chloride and sulfate
concentrations also exceeded Primary and Secondary Drinking Water
Regulations in the aquifer (Ecology and Environment Inc., Table
4.4, 1986). Groundwater occurring at depths greater than 250
feet below land surface is the primary source of drinking water
for approximately 5,25 0 people in the Goodyear-Avonaale area (E?A
Region IX, Docket No. 84-03, 1984). The City of Goodyear Well
#4, located on UniDynamics property, formerly pumped groundwater
from depths of 400-515 feet. This water was used by the City cz
Goodyear before the State of Arizona requested the well's
closure.
IV. Identification of Possible On-Site Contaminating Point
Sources
The following information has been derived from the EPA's,
"Appendix Narrative to the Site Inspection Report - UniDynamics",
(1980). UniDynamic employees interviewed by EPA Region IX during
their site inspection included three chemises, a safecy director,
and a manufacturing services manager. Their statements regarding
waste discharges at the facility are collectively summarized
below.
Most waste chemicals used at the UniDynamics facility
between 1963 and 1978 were disposed of on-site. Prior to 197 8, a
small percentage of TCE was reclaimed by Southwest Solvents of
Chandler, Arizona. TCE was disposed of by spraying the solvent
on UniDynamic's land to eradicate weeds, or poured into the dis-
7
[6-232]
-------
posal wells. Based on EPA interviews, exact quantities of TCE
and the particular wells into which TCE was disposed could not be
identified. Other solvents were disposed of m the 11 disposal
wells and 2 unlined oxidation ponds.
Eight of the disposal wells received effluent from settling
basins, while the other three wells, located outside the manufac-
turing building, had wastes disposed directly into them. The
location of the disposal wells are indicated in Figuie 1.
Disposal Wells #1 and =2, and one oxidation pond received princi-
pally wash and cooling water with traces of process chemicals
from the Ordance Assembly and Tesc Areas (buildings 3, 17). Cne
oxidation pond was reported to have been teeming with fish life
at the time of the EPA site inspection in July of 1980. The
manufacturing services manager of UniDynamics stated that less
than 50 gpd of cooling process water went to each well or pond.
Disposal Wells S3, n4, $5, and #6, and the other oxidation
pond received waste from the Powder Processing Area (Building
11) . The waste stream consisted almost entirely of water and
detergent used to wash lab glassware. Small amounts of heat
powder and process chemicals were also contained in this water.
Disposal Well 87 received a variety of waste streams from
the Explosive Production Lab. Cobalt nitrate, ammonium carbonate
and perchloric acid were collected in a tank, neutralized, and
pumped into Well #7. Lab wash water was collected in a separate
3
[6-233]
-------
MW-8
'' BlfUKFRED MAGAZINES
IX]
pKl
H
8a H ,
\_A—I
•^1 L? ~
a>
i
NJ
w
BUILDING KEY
IIAIH OFFICE AND HFC. BLDG.
NECIIAHICAL BIX)G.
ORDNANCE ASSEMBLY BLDG.
ORDNANCE ASSHIBLY BLOC.
ORDNANCE ASSIXBLY BLOC.
INEHT STORAGE BLDG.
INEHT STORAGE
- POWDER PROCESS Il*G BI-DG.
8 PYROTECHNIC REST
0A EXPLOSIVE REST AREA
9 INERT STORAGE
- POWDER PROCESSING BLDG.
10 INERT WARtNOUSt
11 POWDER PROCESSING BLDG.
12 UPLO- i PROPELLANT PILOT
1) WELDING SIIOP
K LUNCHROOM AilD CI LANCE BLDG.
1 5 0RDNA1ICE REST AH LA
16 INERT WAREHOUSE
i; BALLISTIC FACILITY
IB TEST BUNKER
19 SOLVENT STO&ACE BLDG.
20 MAINTENANCE BLOC.
21 EXPLOSIVE HACIIINIUG
22 ENGINEERING I TEST BLDG.
A VISITOR PARKING
B PERSONNEL 4 EMPLOYMENT
C I.MPLOYEE PARKING
^ Disposal Well
9 Monitoring Well
18®
MW-3
MW-fi
MW-S
MW-4
MW-1
LOBBY
MW-7
PI ANT
MW-9
-------
tank and pumped to bushes on the south border of the plant site.
This practice was discontinued in 1978.
The remaining four disposal wells, #3, £9, £10 and £11 had
waste solvents placed directly into them from the Manufacturing
and Machine Shop Area. UniDynamic's assembly plant manager
seated that a total of 5-10 gallons per week of methyl ethyl
ketone, acetone, isopropyl alcohol, and diacetone alcohol was
discarded.
V. Disposal Well Descriptions
All but two or three of the disposal wells ac UniDynamics
have been in existence since 1963 (EPA Site Inspection Report;,
1980) . The last two wells were drilled in 197 6 and 1979 .
According to the 1980 EPA Site Inspection Report (1980), the
wells are 3 0 to 35 feet deep, approximately 3 0 inches in diameter
and backfilled with baseball-sized rocks. The newer wells are
topped by concrete collars, and the well drilled in 1979 contains
a perforated tube (EPA Site Inspection Report, 1980). The
disposal wells at UniDynamics have not been in use since 1980.
These wells have not been plugged but are reported to be silted
up (Rosenbloom, 1986).
VI. Facility Investigation - On-Site
UniDynamics Inc. retained Dr. Kenneth Schmidt, a private
groundwater quality consultant, and Dames and Moore to conduct a
hydrogeologic investigation at the UniDynamics Litchfield
Facility. The investigation was conducted during the months of
10
[6-235]
-------
October 19 84 through July 19 85 (Ecology and Environment, Inc.,
1986) .
Mine groundwater monitoring wells were installed at t're site
(Refer to Figure 1). These wells were installed in order to
provide information on the vertical and horizontal variations m
lithology, water quality, and hydraulic properties of the "u'AU.
The wells also enabled UniDynamic's consultants to evaluate the
vertical and areal extent of groundwater contamination in the UAU
below the facility. (Ecology ana Environment, Inc., 1996)
The first four monitoring wells, >!W-1 through 4, were
installed by Ken Schmidt in October 198-± to provide information
on the shallow portion of the UAU (less than 190 feet). The
second set of monitoring wells, MW-5 through 9, was installed by
Dames and Moore in April 1985 to supplement Ken Schmidt's
findings. Wells MW-5 and MW-6 were screened at depths of 195.5
ft. - 235.5 ft. and 302 ft. - 342 ft. respectively. These wells
provided more extensive information on the lithology, water
quality and hydraulic properties of deeper subunits within the
UAU. Wells MW-7, MW-8, and MW-9 provided additional information
on the lateral extent of contamination and stratigraphy in the
upper 135 feet of the UAU. Construction details of the nine
monitoring wells on-site are presented in Table 2. (Ecology and
Environment, Inc., 1986)
Prior to installing the second set of wells, UniDvnamics
contracted Tracer Research Corporation (TRC) to conduct a soil
11
[6-236]
-------
TABLE 2
MONITORING WELL DRILLING AND CONSTRUCTION DATA
(Ecology and Environment, 1986)
Locctun in Qcvdtoi
Mel I State Plfne m Feut Dqpth Onllecf' NjiuioI fbrtfnls
U/itKr GsnlinaUs Axve HI [fete Cbiptetud
•1 . 1
Mail Casing ScruuuJ
BlOTk Dfth Iftervnl
(Yitactlvo or
Girliui Cuiing
Q-a/el fHd< Hell Sjala
•J
Rup frjlh
Rustics
SUV-i
0025.294
9246.43L
9Ut.O
<60 ft.
OV25/tt
12 1/4" fran
o-ji) a.
6 W frtre
2D450 A.
8 V4" fnra
21B-2B.75 ft.
~0.5-236.5
ft., blank
frun »0.5-
195.5 ft.
195.5-
235.!> n
9 VB OJ).
otoel frun
<0.5 to 195
ft., i/oiiul
Wjtural pack
btaills
B9-1V5 ft.
(hit
0-5 ft.
1S ft.
H«nm)lrfbr
Wdl. Kilo
p\i if pi fro*
240450 ft.
(pdlii hole)
*M<-6
8P35.7W
92D2.5I
98) .6
3b0ft.
04/2 VB5
12 1/4" fro»
0-JQ5 ft.
8 3/4" fran
M>-350 ft.
¦*0.5-342
ft., bla*
fitn ft.
12 1/4" frcn
0-1J5 ft.
<0.5-1ZM
ft., blank
fro» -tO.5-
77.5 ft.
-•0.5-12B
ft., bb*
frcn «Q-5-
78 ft.
~0.5-127.5
ft., blarfc
fran *0.5-
77.5 ft.
77.5-
127.5 ft.
78.0-
120.0 ft.
77.5-
127.5 ft.
9' OX),
utoel frtn
<0.5-».5
ft^ntad
B' OX),
utixi fran
4.5-2(1.0
ft., groped
B' 0.0.
dLeti frcn
.0.5-20.0
ft., cjuiod
bra #2
75-132 ft.
Tama #2
A-1JI ft.
lama #2
75-134 ft.
(hit
0-69 ft.
Qui.
0-70 ft.
Qai
0-72 ft.
IV ft. 9«llMMil
117 ft.
117 ft.
SldlOMMdl
SyUdmmII
*1 6 5A? 0J3. Urntit, Sfwiile (T) f\C, crd ap ui liilam, QrtralLsero every 30 Tut
*2 6 5/0' OJ). flu* Uraifcxi, Sfulilo 8) f\C, slot oloi - 0.04", elti ifucin) - 0.125", 72 yliiiv'ruw, 8 rr«v'fi*it
*) (Vuilfcu Mitl V4 II', 2IV, iu>): 11-2) tjm, uvuu>: 20 gin, stanloEi steii
-------
TABLE 2 (continued)
MONITORING WELL DRILLING AND CONSTRUCTION DATA
(Ecoloqy and Environment, 1986)
Location in flavUtn *1 *2
Well Sato Plana in Feet Dqpth DrllloV NmJnal BDrtala U1 Oaaing ScreauJ ftttectlvecr
fijitw CoonlinBtea Axve Hi QAa Gxplated Chsreler/tbpth Blarfc Cbpfch Irtcival Sffas Colng Cru^el Ped< Ml Seals Rnpt^pth taaria
ilrtt-l 250 IZ'/ZM' 99 W-T59 »• 0-S0
9W*-2 CO 12"/C0' 80 89-129 XT (WO
9WM »» IZ'/WV 09 89-129 XV 0®
9IM<-4 V»S W/W W 09-129 JO' 080
*1 6 VS' 0D. flitrfi Urvacfad, Siuciile GO PC, «rd aap ai bdtan, (fertreltaaa overy 30 fiat
*2 6 S/l}' 0 IX fluli UrcuLd, Siwljk; 0D F\C, slut sins - ODV', slot qpadrg - 0.123", 72 a Iri fv/mw, B rote/foot
-------
gas survey in January 19 85 . The results of the soil gas survey
were used as an indirect method of measuring the extent and con-
centrations of groundwater contairination, and aided in placement
of wells MW-5 through MW-9 (Ecology and Environment, Inc., 1986).
Groundwater samples from each monitoring well were
collected. Samples were withdrawn from MW-1, 2, 3 and 4 during
October 30 through November 1, 1984. These samples were
collected during pump tests and were analyzed for volatile
organic aromatics (VOA) only. Additional samples were collected
from >IW-1 through MW-4 on November 7, 1984 and January 3, 198 5 .
Samples collected in the second sampling round (!!cven±>er, 19 84)
were analyzed for inorganic ana trace organic compounds.
Analyses of the January 1985 samples were limited to VOA and
selected inorganic constituents (Ecology and Environment Inc.,
19 86) .
Monitoring wells MW-5 through MW-9 were sampled by Dames and
Moore during the aquifer tests conducted from April 3 0 through
May 8, 1985. Groundwater samples were collected after five
borehole volumes of water were evacuated, halfway through the
pumping period, and just before recovery was allowed to begin.
The first two samples were collected for VOA analyses. The third
sample (collected at the end of each pump test) was analyzed for
major cations, major anions, and constituents included on the EPA
Hazardous Substances List. (Ecology and Environment Inc., 1986)
14
[6-239]
-------
T r i chioroethy 1 e ne (TCE) concentrations detected in
Monitoring Wells 1-4 are presented in Table 3. Concentrations of
organic compounds detected in Monitoring Wells 5-9 are listed in
Table 4. The inorganic quality of groundwater sampled from the
nine monitoring wells is summarized in Table 5. A discussion of
the analytics.! results crcsse-.ted in these tables is included m
Section VIII of this case study.
VII. Facility Investigation - Off-Site
In September 1982, the Environmental Protection Agency
initiated a groundwater sampling program of wells locacec m the
Phoenix Litchfield Airport Area. This included the sarplir.g of
the Park Shadows Irrigation Well located 3/4 of a mile southeast
of the UniDynamics facility (Refer to Figure 2). Dr. Ken
Schmidt, in November 1984, sampled five off-site water supply
wells within one mile of the UniDynamics facility. All samples
were analyzed for volatile organic compounds using EPA Method
601. Wells sampled by Schmidt with their locacional coordinates
and perforation intervals are presented in Table 6. The location
of these wells relative to the UniDynamics property is shown in
Figure 2. Groundwater levels were also measured by Schmidt in
each of the off-site wells sampled.
VIII. Discussion of Disposal Well Contamination Data
The contamination of groundwater below the UniDynamics
Facility has been documented. Concentrations of trichloroethene
(TCE) in the shallow groundwater aquifer have been detected up to
15
[6-240]
-------
TABLE 3
TCE CONCENTRATIONS IN MONITORING WELLS 1-4
TCE Content: (ppb)
Date MW-1 MW-2 MW-3 MW-4
10/30 - 11/1/84*1 <0.5 15, 000 14, 000 46, 000
(15,000)
11/7/84*1 2.5 61,000 13,000 42,000
(86,000)*2
1/8/85*1 2.1 77,000 26,000 55,000
(83,000)
5/13/85*3 <0.5 64,000 28,000 35,000
(97,000)
*1 After Schmidt', January 19 85
~2 Values in parentheses are for duplicate samples
*3 Results from Dames & Moore, May 19 85
16
[6-241]
-------
TABLE 4
0R6ANIC CONSTITUENTS DETECTED IN MONITORING WELLS 5-9
USING EPA METHODS 624, 625 and 608 n
rtrf-5 W<-5 m-S M-6 W-6 H<-6 M4 Mi-7 M-7 Hi-7 M(-8 Ht-8 Hi-8 Ht-9 Hi-9 Mi-9
Oi/fE/tt OS/tH/tt OME/tt OVVVtt 0VKV» OVXV® 04/XV© 05/OW OVOVlt 05/OV» OS/DVB OVOV® 05y06/» OVO^BS 05/064*
CoBtltuut 022 1X» 1to5 QD6 COO 16J bbr* (ttti Itt) 1tO 11X1 1245 1J4> 1XB 1
-------
TABLE 5
INORGANIC WATER QUALITY
(all concentrations in mg/1 (ppm))
(Ecology and Environment, 1986)
MW-1
MW-1
MW-2
MW-2
MW-3
MW-3
MW-4
MW-4
Conatituent
11/07/84
05/13/85
11/07/84
05/13/85
11/07/34
05/13/85
11/07/84
05/13/85
Calciua
527
5Z7
410
420
310
247
365
271
Kagnesiua
214
214
150
155
113
93
130
104
Sodium
310
1120
580
920
670
990
630
960
Potaaaiuia
3
7.4
10
7.1
3
5.3
3
6.4
Oilondo
920
991
370
1073
720
300
720
381
Bicaroonats
315
390
242
300
267
354
263
344
Sol fata
2440
2800
13*4
1840
1340
1650
1390
1600
Nitrats
51
43.4
62
53.5
57
48.7
57
48.7
Fluoride
0.24
1.6
0.54
0.19
0.29
0.24
0.24
o.::
Iron
<0.05
<0.05
0.09
<0.05
0.19
0.06
0.15
0.07
Manganese
<0.01
<0.01
0.01
<0.01
0.04
<0.01
0.01
<0.01
Zinc
NT
NT
NT
NT
NT
NT
NT
NT
8a ran
4.3
4.0
3.7
3.3
2.9
3.2
2.9
3.2
T in
NT
NT
NT
NT
NT
NT
NT
NT
Aluainui
NT
NT
NT
NT
NT
NT
NT
NT
Arsenic
<0.01
<0.01
<0.01
<0.01
<0.01
<0.01
<0.01
<0.01
Bariun
0.9
<0.5
0.6
<0.05
<0.5
0.5
<0.5
<0.5
Silica
38
38
36
36
34
30
35
30
Cadnxun
<0.005
<0.005
<0.005
<0.005
<0.005
<0.005
<0.005
<0.005
Chromium
<0.01
<0.01
<0.01
<0.01
<0.01
<0.01
<0.01
<0.01
lead
<0.01
<0.01
0.02
<0.01
<0.01
<0.01
<0.01
<0.01
Mercury
0.0002
<0.0002
<0.0002
<0.0002
0.0002
<0.0002
<0.0002
<0.0002
Seleniuo
<0.01
<0.005
<0.005
<0.005
<0.005
<0.005
<0.005
<0.005
Silver
<0.01
NT
<0.01
NT
<0.01
NT
<0.01
NT
Copper
NT
NT
NT
NT
NT
NT
NT
NT
Cyanide
NT
NT
NT
NT
NT
NT
NT
NT
VanadiLQ
NT
NT
NT
NT
NT
NT
NT
NT
Antimony
NT
NT
NT
NT
NT
NT
NT
NT
Total
0i9solved
Solids 3 18Q*C
5257
6200
3697
4780
3327
4045
3497
4090
pH
7.0
6.36
7.2
7.1
7.4
7.41
7.3
7.4
EC
(mcromhoa/CH
a 2 5" C)
7600
7000
5100
6100
4800
5350
5000
5500
Temperature (*C)
22.2
24.6
22.7
25.1
22.2
24.5
22.2
24.i
M) - Not Detected
NT - ^Jot Tested
18
[6-243]
-------
TABLE 5 Cont.
INORGANIC WATER QUALITY
(all concentrations in mg/1 (ppm))
MW-5
MW-6
MW -7
MW -8
MW -9
Constituent
05/02/85
04/30/85
05/08/85
05/01/85
05/06/85
Caleii*
492
NT
J57
MT
294
Hagneaiia
no
NT
139
NT
111
Sodiun
12ft
NT
550
NT
580
Potaaaiua
6.3
NT
6.2
NT
5.7
Chloride
899
NT
712
MT
796
BicarDonata
150
NT
288
NT
311
Sulfa to
925
NT
1370
NT
985
Nitrate
71 .a
NT
43.4
63.3
54.9
fluoride
2.4
NT
0.2
MT
0.19
Iron
0.17
0.11
0.21
0.70
0.48
Manqanese
<0.01
0.01
0.04
0.20
0.02
Zinc
0.06
0.04
0.09
0.18
0.10
Boron
0.19
NT
2.5
MT
1.9
Tin
tc
<0.01
NO
0.01
<0.01
Aluninum
to
<0.5
fO
0.5
<0.5
Arsenic
NT
<0.01
<0.01
<0.01
<0.01
Bariua
<0.5
<0.5
<0.5
<0.5
<0.5
Silica
20
NT
22
NT
30
Cadmium
<0.005
<0.005
<0.005
<0.005
<0.005
Ciramiiia
<0.01
<0.01
<0.01
<0.01
<0.01
laad
-------
EXPLANATION
O Public Supply
9 Irrigation
0 Domestic
0 industrial
0 Unused
0 Backfilled or Plugged
4
N
Scale (approx ) T-2000'
OOw
Gf a««i •
McClain Project ^
Unknown Owner a
P -»
0M 98
GlIlA
9U«(n
G'ftt
Town of Goodyear No. 2
Town of Goodyear No
t=\ Di rAvondale School
UNIDYNAMICS —
FACILITY
0'-»#
Town of Goodyear No. 4
^Shadows Irr,
LITCHFIELD NAVAL
AIR FACILITY
UniofflJi 3
GOODYEAR
AEROSPACE
FACILITY
i^/Mi »0V>0
i GoJJy^r
BN97C
Ni * LlTpi-iPiet^
p a ^o,frr
LOCATION OF WELLS INVENTORIED
IN NOVEMBER 1984
20
ENGINEERING
ENTERPRISES, INC.
709.012.06 Figure 2
[6-245]
-------
TABLE 6^
GENERAL INFORMATION:
SAMPLED OFF-STTE WELLS
Location and' Construction Details of Off-Site Wells Sanpled
Direction Perforated Depth to
from Interval Groundwater
Well Name Type UniDynamics (FT) (FT)
McClain Project Industrial north — 93.8
Domestic west northwest 75-250 1 07.2
Town of Goodyear 2 Irrigation southeast 368-514 76.4
Avcndale School Irrigation east 150-300 69.5
Town of Goodyear 3 Public Supply east 246-260 *
(1)
(2)
(3)
Schmidt, 1985.
—: Unknown
*: not measured
-------
86,000 ppb. As noted earlier, the EPA has determined in its
ambient water quality criteria that 2.7 ppb of TCE would be
expected to produce one additional case of cancer in a population
of one million. The State of Arizona has also established a
Drinking Water Action Level of 5 ppb for TCE.
Concentrations of TCE in groundwater below the facility are
highest in shallow monitoring wells downgradient of Disposal
wells 8, 9, 10 and 11 (Refer to Figure 1). The highest TCE
concentrations were found in MW-4, located approximately 325 feet
northwest of disposal wells 8 through 11. TCE concentrations in
water sampled from MW-2 were as high as 86,000 ppb. The next
highest TCE concentration (55,000 ppb) detected in groundwater
below the site was found in water sampled from MW-4. TCE was
detected in MW-3, located west of MW-2, in concentrations up to
26,000 ppb. Chloroform and Freon-113 were also detected in MW-3
in concentrations of 91 ppb and 54 ppb, respectively.
Two monitoring wells downgradient of Disposal Wells 8
through 11 were completed in the middle and lower sections of the
UAU (MW-5 and MW-6). TCE concentrations found in waters tapped
by MW-5 (195-236 feet below land surface) and MW-6 (302-342 feet)
were below the Arizona Drinking Water Action Limit (5 ppb) for
TCE.
Tricholoroethylene concentrations found in the remaining
shallow monitoring wells ranged from 0.5-11,000 ppb. TCE
concentrations in MW-1 (upgradient from disposal wells 8, 9, 10
22
[6-247]
-------
and 11) ranged from less than 0.5 ppb to 2.5 ppb. Concentrations
of TCE"found in groundwater downgradient of Disposal Wells 3
through 6 (MW-8) ranged from 11,000-19,000 ppb.
Groundwater from the Town of Goodyear Well #4 was also
contarr,inated with TCE. Prior tc the veil 1 s closure Lr. 19 84,
samples were withdrawn from the well by the Arizona Department of
Health Services and the EPA. These samples contained 20.1 and 32
ppb TCE respectively (EPA Region IX, Docket No. 84-03, 1984).
These results are especially significant; contaminated
groundwater was obtained from the well at a depth of 400-515 feet
below land surface. Groundwater contamination from UniDynanic1s
operations therefore, may not be limited to the upper water
bearing strata.
Volatile organic compounds (other than TCE) were detected in
at least one round of samples from Monitoring Wells 3, 7, 8 and
9. The widest variety of volatile organic compounds were
detected in MW-7. Chloroform, tetrachloroethylene (PCE),
benzene, 1,1 dichloroethene and methyl chloride were detected in
MW-7 at concentrations exceeding the Arizona Department of Health
Services' Interim Water Quality Criteria. Of these constituents,
PCE was the most concentrated in MW-7 at 52 ppb. Carbon
tetrachloride and PCE concentrations exceeded the State's Interim
Water Quality Criteria in MW-8. Both constituents were detected
in concentrations below 10 ppb. Chloroform was detected m MW-8
at 1.2 ppb, exceeding the State's Interim "Water Quality Criterion
23
[6-2481
-------
of 0.5 ppb. As noted earlier, chloroform was also detected with
freon-ll3 and PCE. Concentrations of these constituents in MW-3
were between 50 and 100 ppb. It is currently unknown if these
chemicals are products of in-situ reactions or whether they were
directly introduced into the subsurface. Off-site groundwater
contamination resulting from UniDynamics disposal practices has
not been documented. Off-site wells sampled by Schmidt (which are
listed in Table 6) contained volatile organic compounds in
concentrations below 0.5 ppb. An irrigation well sampled (see
Park Shadows Irrigation Well, Figure 2) by EPA Region IX was
found to contain 5.6 ppb TCE In 19 82 . The source of this
contamination has not been determined.
IX. Assessment
Groundwater contamination on-site has been documented
downgradient of UniDynamics disposal wells. The analytical
results of samples withdrawn from shallow Monitoring Wells MW-1,
2, 3, 4, 7 and 8 implicate the disposal wells as former sources
of groundwater contamination.
Groundwater present in the 80-170 foot depth interval of the
Upper Alluvial Unit is contaminated below the site. All samples
collected from monitoring wells perforated in this zone contained
trichloroethylene (TCE) . Concentrations of TCE detected in this
zone were thousands of times greater than Arizona's TCE Drinking
Water Action Limit of 5 ppb. Groundwater samples withdrawn from
a second water producing unit (230-250 feet below land surface)
24
[6-249]
-------
contained TCE in concentrations below 5 ppb. It is currently
unknown" whether this aquifer is in hydraulic communication with
the upper water bearing unit. Groundwater sa~.pl ed from
aquifer (s) deeper than 250 feet below land surface was also shown
to be contaminated. Samples withdrawn from the Town of Goodyear
#4 Weil in 1SS2 contained TCE in concentrations belcw 5 ppo. It
is currently unknown whether this aquifer is in hydraulic
communication with the upper water bearing unit. Groundwater
sampled from aquifer(s) deeper than 250 feet below land surface
was also shown to be contaminated. Samples withdrawn from the
Town of Goodyear #4 Well in 19 82 contained TCE concentrations
ranging from 20-32 ppb. (This well was perforated from 400-515
feet below land surface.) Point sources which may have caused
the contamination of this deeper stratum are the disposal wells
at the UniDynamics facility or the disposal trench and pond
system located on the Goodyear Aerospace-Naval Airfield
properties. (TCE was disposed of in the Goodyear Aerospace ponds
and groundwater contamination below the site has been documented
[Ecology and Environment Inc., 1986].)
Untreated groundwater contained in the water bearing units
occurring at 80-170 feet and 230-250 feet below land surface is
unsuitable for drinking water. Nitrate, sulfate, and chloride-
concentrations in these aquifers are above National Primary and
Secondary Drinking Water Regulations. Groundwater occurring
below 250 feet, however, is used by the Town of Goodyear for
25
[6-250]
-------
drinking water. As discovered in Goodyear Well #4 (located on
UniDynamics property), TCE has migrated into this drinking water
aquifer in limited areas of the Phoenix-Litchfield area.
The off-site sampling programs have provided no evidence to
date that TCE has migrated off the UniDynamics site. Of the five
off-site wells sampled by Schmidt, however, only two are
downgradient from the UniDynamics facility. Additional
monitoring wells along the property's north and west boundaries
would enable investigators to better delineate the TCE
contamination plume(s). Because UniDynamics' disposal wells
formerly injected:
wastes above a USDW currently used as a drinking water
source,
wastes containing chemicals defined as "hazardous"
under 4 0 CFR Part 261 Subpart D,
wastes judged to be of significant volume and
concentration to potentially migrate beyond
UniDynamic's property boundaries,
these disposal wells are assessed to have posed a high potential
to contaminate an USDW.
26
[6-251]
-------
UNDERGROUND INJECTION CONTROL PROGRAM
FILE INVESTIGATION REPORT
SECTION I - General Information
Name of Facility: Unidynamics Phoenix, Inc.
Address: 1000 N. Litchfield Road
Goodyear, AZ 85062
Telephone: (602) 932-8100
Owner Address and Telephone (if different from above):
Unidynamics Phoenix, Inc.. P. 0. Box 2990, Phoenix, AZ 85062-2990
Nature of Business: Research, development and manufacturing of defense
and aerospace eauipment.
Use of Injection Well (s) (drainage, direct disposal, etc.):
3 wells - direct disposal of TCE and other solvents
Others received effluent from settling basins
Identification, Permit or EPA Number (s) : AZD - 008398620
Injection Well (s) Location (township, range and section,
latitude and longitude, verbal description, land marks, etc.):
(on site)
Type of Injection Well (s) -
Industrial Drainage: x 5W20
Storm-runoff:
Other (specify):
Injection Well (s) Currently Operating: Yes No _X___ULlted-up
temp, abandoned
If No, Last Date of Operation: 1978
Date of Construction of Injection Well (s) : an but 2 or 3 have been in
existence since 1963
Years Injection Well in Operation:
15 years
[6-252]
-------
SECTION II - Hydrogeologic Information
Injection Formation - Name: upper alluvial unit
- Description:
- Extent of Injection Zone (s) Below Land Surface (or
elevation above Mean Sea Level):
- Minimum Distance from Injection Well to Underground Source
of Drinking Water (U.S.D.W.):
Location (depth below land surface, areal extent/ etc.) and
description (thickness, lithology, etc.) of Any Relatively
Impermeable Strata (aquitard (s)) Present:
Depth approximately 90'
Thickness approximately 15'
Underground Sources of Drinking Water -
Confined:
Unconfined:
Depth to Perched Water Table (if present}: 80 ft.
Depth to Water: 80 ft. to perched zone, 230 ft. deeper unit
Saturated Thickness: 90 ft. for perched zone, 20 ft.deeper unit
Description and Characteristics:
Extent of Use of U.S.D.W. (extensive, moderate, municipal,
domestic, potential, etc.):
USDW is the primary source of water for approximately 5,250 people in the
Goodyear/Avondale area.
Comments:
[6-253]
-------
Attach the Following Information (note if unavailable) -
^ Map of Facility Grounds:
- Well Log (s) for Injection Well (s):
- As-built Diagram of Injection Well (s) :
Consultant Reports for Injection Well (s) and/or Site
Hydrogeology:
* Monitoring Data for Injection Well:
- Monitoring Well Data -
X* Number of Monitoring Wells:
X- Location: Vertical and Horizontal Distance and
Direction of Monitoring Well (s) From Injection Well:
Depth of Completion and Sampling Interval:
X- Chemical and Physical Analyses:
- Downgradient Water Supply Wells {within a one-quarter mile
radius of the injection well) -
X- Number of wells:
- Location: Vertical and Horizontal Distance and
Direction of Supply Well (s) from Injection Well:
- Chemical and Physical Analyses:
X- Status of Wells (operating, abandoned, etc.) Temp, abandoned
- Status of Any Nearby Surface Waters (possibly
affected by infection well operation):
SECTION III - Operating Data
Injection Rate, Frequency, and Volume (drainage area,
precipitation, etc.)
TCE - 1000 gal/yr.
Isop. Alcohol - 660 gal/yr.
Toluene - 60 gal/yr.
Methly ethyl ketone - 220 gal/yr.
Acetone - 165 gal/yr.
Wash & coolant waters
[6-254]
-------
Description of Injection Operation (including brief history):
Spent solvents were either sprayed to kill weeds or dumped down dry wells
Fluid Source: Industrial facility
Fluid Composition/Characteristics (including any treatment
process): Solvents, acids
Most of the wells received effluent from selling basins. Three wells received
untreated waste solvents
Contaminant (s) and Potential Source (s) of Contamination:
Method of Disposal (transport to well):
Piped
Previous Problems with Well (clogging/ overflowing, etc.) -
No
Yes Description of Problem:
Operating Records Attached: Yes No y
Injection Fluid Analyses Attached: Yes No __x
4
[6-255]
-------
SECTION V
Primary Contact Information Sheet
Name: Simon Navarro
Phone: (602) 257-2335
Address: 2005 North Central Avenue
Phoenix, Arizona 85004
Affiliation (local, state, federal, etc.):
ADHS
Notes:
[6-256]
-------
Section 6.2.22
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(Or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Industrial Disposal Well Case Study;
Honeywell, Peoria Avenue Facility
Engineering Enterprises, Inc.
(Prepared for USEPA Region IX)
November, 19 87
Honeywell, Peoria Avenue Facility
Phoenix, Arizona
USEPA Region IX
(Not Available)
Paint sludges, thinners, varnish,
and solvents were disposed in two
wells. Wastes generated by circuit
board manufacturing processes were
disposed in three wells. Given
the hydrogeologic information
collected to date, the threat to
groundwater formerly posed by the
disposal wells cannot be assessed.
The wells were closed in 1982.
[6-257]
-------
Honeywell's Peoria Avenue Facility
Industrial Disposal Well Case Study
I. Site Background
Between 1964 and 1979, a group of five industrial disposal
wells (5W20) were used for waste disposal at Honeywell's Peoria
Avenue Facility in Phoenix, Arizona. Paint sludges, thinners,
varnish and solvents were disposed in two of the wells. Wastes
generated by the plant's circuit board manufacturing process were
disposed in the remaining three wells. Honeywell, after
detecting groundwater contamination at its Deer Valley facility,
voluntarily contacted the Arizona Department of Health Services
about its disposal practices at its Peoria Avenue facility.
Honeywell initiated the capping of all industrial disposal wells
at the Peoria Avenue facility in February, 19 82. The layout of
the facility is indicated in Figure 1.
II. Chemicals Handled On-Site
The chemicals used in the circuit board manufacturing
process consisted of copper plating solutions, sulfuric acid,
fluoroboric acid and boric acid. These waste solutions contained
heavy metals including copper, chromium, nickel, lead and tin.
The other chemicals of concern are those associated with
painting, such as thinner, varnish and solvents. An estimate of
the contents and volumes of chemicals injected into the disposal
wells is contained in Table 1.
1
[6-2581
-------
0ESE3T COVE ROAO
BUILDING C* •••
HONCYWCU.
ury ' 1
Wtiis-ir*i fSCfliA
viv/.V.'.W/XVAwXvX
BUILDING B-
v.;.;.v.vw.w/.aw.w.;
MW-1
SCAt =
0 0.J
MIUHS
|W5LL=
L PARKING
well=-*uz
WELL*o
* 3L-G. A
|WELL.=^5^
WELL.^l
mmm
IvAVA'.v.'.v.-.y.y.
wmmm
:v:-:<«SS:
BUILDING 0'
KEY
oepth, rr
Dry Well *1 35
Ory Weil *2
Or/ Weil *3
Dry Weil *4
Dry Well a 5
AVENUE
(From Tetra Tech Inc.'s " Final Report Phase I Hydrogeologic Investigation...", 1985)
Figure 1. Honeywell - Peoria Avenue Facility:
Disposal Well Location
ENTERPRISES. INC.
[6-259]
-------
Table 1
DISPOSAL WELL CHEMICAL CONTENT
ESTIMATES*
CHEMICAL
7 YEAR
CHEMICAL TOTAL
7 YEAR
SOLUTION TOTAL
1.
CUPOSIT #1175
64
GAL.
2,657.2
2.
SHIPLEY #74 6
919
GAL.
4,051
h2o2
3 64
GAL.
3.
HCL
455
GAL.
2, 548
4.
HCL
910
GAL.
2,548
5.
SHIPLEY CATALYST #9F
294
GAL.
1,176
HCL
454
GAL.
6.
SHIPLEY ACCELERATOR
#19
1, 018
GAL.
2, 548
7.
SHIPLEY COPPER 3 28A
74
GAL.
1,274
328S
74
GAL.
328C
15
GAL.
8.
SHIPLEY CUPOSIT #1175
114
GAL.
4,550
9.
AMMONIUM PERSULPHATE
13,104
LBS.
8,190
171
GALS.
7,280
10.
1,456
GALS.
7,280
11.
COPPER PYROSULFATE
248
M & T C-10-XB
83
GAL.
M & T C-ll-XB
8.75
GAL .
1.5
GAL.
12.
FLUOBORIC ACID
910
GAL.
9, 100
(49% GRADE)
13.
FLUOBORIC ACID
910
GAL.
9,100
(49% GRADE)
14.
STANNOUS FLUOBORATE
(40.6%)
11.5
GAL.
68
LEAD FLUOBORATE
(51%)
3.5
GAL.
FLUOBORIC ACID (4 9%)
10
GAL.
BORIC ACID
20
LBS.
KENVERT RTL #3 24 A
2.75
GAL.
15.
HCL
637
GAL.
1,310
16.
BORIC ACID
4.6
LBS.
14.7
NICKEL CHLORITE
2.5
QT.
NICKEL SULFAMATE
7.35
GAL.
ANTIPIT ARIZ (M&T)
9.5
OZ .
~Requested from Honeywell by ADHS
3
[6-260]
-------
III. Site Geology/Hydrology
The following section has been excerpted from Tetra Tech
Inc.'s report entitled, "Final Report: Phase I Hydrogeologic
Investigation at Honeywell".
The Honeywell facility is situated in a large alluvial basin
within a half mile of the North Phoenix Mountains. The alluvial
basin is filled with unconsolidated sands and gravels to a depth
of over 1000 feet. Within this large basin are volcanic plugs,
such as the North Phoenix Mountains, which rise above the floor
of the valley. These mountains are composed of relatively
impermeable bedrock and, thus, act as a barrier to groundwater
flow. Along the edge of such mountains, where erosion has begun
to remove weathered debris, the aquifer materials may be coarser
and, therefore, more permeable than in the central portion of the
valley.
The alluvial basin sediments consist of upper, middle and
lower units. The upper alluvial sand and gravel unit is recent
alluvium, composed of unconsolidated and weakly consolidated
gravel, volcanic and caliche fragments, sand, silt and clay. The
thickness of this unit ranges from 0-1200 feet. In the vicinity
of the Honeywell plant, well logs indicated a thickness of
approximately 150-200 feet.
The underlying unit is a silty clay layer called the middle
fine-grained unit (MFGU). This layer consists of fine grained
material containing more than 50 percent silt and clay.
4
[6-261]
-------
Constituents include gypsum, playa and alluvial deposits,
stringers "of fine grained granitic sand, and volcanics. The MFCU
is present throughout most of Phoenix, but is probably not
continuous due to either structural deformities such as faulting,
or to facies changes. The thickness of the MFGU layer ranges
from 0-1400 feet. In the vicinity of the Honeywell Plant, the
thickness is between 500 and 800 feet. The MFGU may act as an
aquitard or confining layer, resulting in perched or artesian
conditions in seme areas. The hydraulic conductivity of this
unit is about three orders of magnitude (1000 times) less than
that of the aquifer units above or below it.
The lower conglomeratic sand and gravel unit is a
conglomerate consisting of sand, metamorphic and volcanic frag-
ments and 20-30 percent clay. This conglomerate unit, which can
be up to 1000 feet or more thick, is underlain by granite. In
the vicinity of the Honeywell site, this unit is encountered
between 650 and 1000 feet below the land surface.
Natural recharge to the groundwater in the Phoenix area is
low. Average annual precipitation over the period 1931 to 197 0
was about 8 inches. Average annual Class A pan evaporation over
the same period was 105 inches. Most of the natural recharge
takes place during fall and winter storms. Soils in the area are
moist for only three months of the year at most. Some soils have
a layer of either calcium carbonate or calcium sulfate salts
which have accumulated below the surface.
5
[6-262]
-------
Water levels and groundwater flow directions in the Phoenix
area have changed over the past 50 years as a result of large
groundwater withdrawals. The 1982 water levels in the vicinity
of the Honeywell site indicate a general groundwater flow
direction to the north or northeast with a gradient of 0.02. The
direction and magnitude of the groundwater gradient, however, is
strongly influenced by pumping. Saturated sediments below the
Honeywell site were first encountered during the construction of
a monitoring well at a depth of 457 feet. Following well devel-
opment, however, the static water level rose to a depth of 341
feet, indicating that the upper aquifer is confined or semi-
confined. (Tetra Tech, 1985) .
Water quality data are only available for wells located a
distance of a mile or more frcm the Honeywell site. Available
data for the major ions indicate moderate total dissolved solids
concentrations (greater than 500 mg/1), moderate hardness (150 mg
as CaCO-j/l), and nitrate concentrations up to 10 mg-N/1. Long
term data for the closest well (about one mile away) for the
period 1940 to 197 0 show decreases in concentrations from about
115 mg/1 to 20 mg/1 for sulfate, and from about 310 to 170 mg/1
for chloride. Electrical conductivity, an indicator of total
dissolved solids, decreased from about 1800 umhos/cm to 1000
umhos/cm over the same time period. A changing source of ground-
water could be responsible for these decreases (Tetra Tech,
1985).
6
[6-263]
-------
Metals were detected in a pumping well located approximately
one mile to the north of the Honeywell facility. Detectable
levels of cadmium, copper, chromium and lead were found in this
well.
Sampling of volatile organics in the City of Phoenix wells
over the period from July, 1982 to December, 19 83 showed elevated
concentrations of Trichloroethylene (TCE) on at least one
occasion in 7 out of 12 wells (Figure 2). The highest
concentration (73 ug/1) of TCE was identified in well #226, which
is located 2-1/2 miles northwest of the Honeywell site. Well
#213, located about 2 miles away, had concentrations ranging from
1.0 to 1.8 ug/1.
IV. Identification of On Site Contaminating Point Sources
Disposal Wells #1 and #2 were used for the disposal of paint
sludge, thinner, varnish and solvents. Buckets of waste were
periodically disposed of into these wells. Disposal Wells "3 and
#4 were piped to receive wastes from the printed circuit board
plating baths. These wastes included copper plating solutions,
sulfuric acid, fluoroboric acid and boric acid. Wells #3 and #4
also received spent wastewater used in regenerating the
deionization resin bed at the plant. The waste volumes
discharged to Wells #3 and #4 together totaled about 5 5 to 60
thousand gallons. This was a larger volume of fluid than the
disposal capacity of the two wells, so Disposal Well #5 was
installed to handle the overflow. Wells #1 through #4, and #5 to
7
[6-264]
-------
(A-3-2)3ddd
A Phx 4 220
GRESNWAY ROAO SyZO.2
1
0
ND. j
(A-
P
110ac^^>
J»:reV°
(A-3-2) lOdba^£^^/XX^?^
3-2)9daa PHx#228
U*218 VVVyVVVX//
XrM A-3-2) 15 aap
Phx WiSyy/s
^A-3-2)Hcaa i
^ Phx • 226
l
1
(A—2-3) 15 acd
Phx*2M
¦11
I
-3-2)UcaO
hx»213
1.0
r—(A-3-2)l5ddd
j Phx • 212
CACTUS ROAO NO
^To nonevweii
1 ®90na racuity
! ' 5 Mnes
*—(A-3-2)23b
r(A-3-!)22®0 / "'"•3"5
/ Phx«211 1
ND* ND
CC
/ «
N
SCALS
1 0 0 23
I Mil£S
LEGEND
1.8 Maximum / Minimum TCE Concentrations
1.0 tor July.1982 to Oecemoer. I983
HO TCE not detected
Aoorcaumate area of TCE glume
(From Tecra Tech Inc.'s "Final Report Phase I Hydrogeologic Investigation., 1985)
Figure 2 . TCE Concentrations (ug/1)
Northwest of Peoria Site
In Groundwater
ENTERPRISES INC
[6-265]-
-------
a lesser degree, were located in a topographic low and subjected
to periodic flooding by storm runoff.
V. Disposal Well Description
All of the disposal wells at the Honeywell facility were
uncased holes filled with crushed rock. All wells were 5 feet in
diameter. Wells #1 and #2 were 35 feet deep. Wells #3 and #4
were 60 feet deep, and Well #5 extended to a depth of 85 feet.
The distance between the bottom of Well #5 and the static
groundwater level was approximately 4 00 feet.
Wells #1 and #2 were constructed in 1964 and were in
operation until 1979. Wells "3, #4 and "5 were in use from 1971
until 1979. All five wells were capped in 19 82.
VII. Facility Investigation - On Site
Tetra Tech, Inc. installed Monitoring Well MW-la to obtain
soil and water samples downgradient from the disposal wells.
Well MW-la was drilled with a 6-inch bit to a depth of 500 feet.
The well was completed with 6-foot section of Johnson screen with
0.06-inch slot openings and a stainless steel plate on the
bottom. MW-la is located at the closest possible downgradient
site relative to the disposal wells, a distance of 62 feet from
Well #5 (Figure 1). The original monitoring well site was
located. 12 feet, north of Well #5. Unrecorded electrical lines
were encountered, however, and the well location was subsequently
moved.
9
[6-266]
-------
Soil samples were taken by Tetra Tech, Inc. with a standard
penetration test (SPT) split barrel sampler at depths of 97, 15?,
207, 249 and 300 feet. The SPT sampler was unable to penetrate
soils below a depth of 300 feet. Soils were collected from drill
bit cuttings at 457 and 500 feet below land surface. A final
sample was taken at the bottom of the hole (501 feet below land
surface) with a core barrel sampler. All eight soil samples were
shipped to a laboratory for chemical analysis. Parameters
measured included total organic carbon (TOC), pH, volatile
organics, and metals. The last sample taken, at a depth of 501-
502 feet, was tested for permeability and grain size. (Tetra
Tech, Inc., 1985)
The results of the soil sample chemical analysis are
presented in Tables 2 and 3. Volatile organics were found to be
below the detection limit (0.3 mg/kg) in all soil samples (Table
2). Metal concentrations were within typical background
concentration ranges, as shown in Table 3, and did not exceed EP
toxicity limits or RCRA. The soil solution pH values were
alkaline, ranging between 7.6 and 10. The TOC values were higher
in the deeper clay material (207 - 500 feet deep), with values
from 44 to 526 mg/kg. The value of 1030 mg/kg from the sample
taken at 501 feet, appears to be erroneous since TOC was below
detection in the sample from 500 feet. (Tetra Tech, Inc., 1985)
-------
Table 2
VOLATILE ORGANICS IN SOIL SAMPLES FROM MW-1A
(Tetra Tech, 1985)
Oeotn (ft)
Saaolmg Oace
Qate Exi.-acted
EPA fec.ioa 3010
Soil Sioole Nuaocrs
2 3 4 5 6 7 3 9
97 152 207 249 300 459 500 501
9/ 06/ 35 9/09/35 9/10/35 9/U/35 9/12/85 9/17/35 9/19/85 9/22/85
9/16/85 9/16/35 9/16/35 9/16/35 9/1S/85 9/25/35 9/23/85 9/23/35
Par :mer.sr}
1,1,2.2 .-Tetrjc.il oroetnane, nq/kq
l.l.Z-'ncnloraemane, aqAg
l.l-GiC.lcrseCiane. nq/l:q
1.1-0iciloraec*efie, mj/kg
1.2-Cic.ilor3et.iane, -nq/kg
tram, 1,2-Jicn loroet.iene, aq/kg
1.2-Oic.Uoroorooane, ^q/kq
2-OloroetnyWmyletner, aq/kg
BroBudiciloroMtliins,
3ronen»trian«, ag/kq
Sroaofora, ngAq
O>loro0«nien«. nq/kq
Caroon Tctracnlariae, agAq
0>loro«trune. ng/kq
Cfilorofara, sg/kg
OiloraoHCnane. ag/kg
OlDrooocnlopometnane, aq/kq
Olcalorcaifluorooecnafn. aq/kq
Httnylene cnlonae, wj/kq
Tctracnloroetnane, ag/kq
1.1.1-Trienloroet.iane. aq/kq
Tricnloroetftylene, ¦nq/kq
Tncnlorofluoromet.iane, ag/kg
Vinyl cnloride, wy «j
cis-l.J-Oicnloroorcoene, «q/kq
trans-i loraorsoene, .ag/kg
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
<0.3
-------
Table 3
METALS, pH AND TOC RESULTS FOR SOIL SAMPLES FROM MW-1A
(Tetra Tech,1985)
Sail Sample Number
Parameters
Depth (ft)
pH
TOC, mg/kg
Tin, mg/'
-------
Two samples of ground water were taken from the monitor well
and analyzed for volatile organics. One sample was taken and
analyzed for metals. The results of these analyses are presented
in Tables 4 and 5. Volatile organics were below the detection
limit of 0.5 ug/1, and only low levels of boron, copper, and lead
were detected.
VIII. Discussion of Disposal Well Contamination Data
The eight soil samples collected from MW-la between the
depths of 97 feet and 501 feet indicated neither contamination by
volatile organics, nor contamination by metals.
Two ground water samples collected from MW-la contained
volatile organics in concentration below the detection limit of
0.5 ug/1. Inorganic constituents were also detected in samples
extracted from MW-la. Of these, boron, copper, and lead were the
only constituents present above detection limits. Boron, copper,
and lead were detected at 0.4, 0.2, and 0.6 ppm respectively.
IX. Assessment
Detrimental effects on the quality of groundwater and soils
were not discovered at Monitoring Well MW-la below a depth of 97
feet. Clean permeable sands were discovered overlying the semi
confining MFGU at a depth of 177 feet below land surface.
Uncontaminated semi-confined groundwater was also discovered
below MW-la at a depth of 457 feet. The subsurface investigation,
however, was deficient in several respects:
13
[6-270]
-------
r a
Table 4
VOLATILE ORGANICS AND pH DATA FOR WATER SAMPLES FROM MW-1A
(Tetra Tech,1985)
Parameters Samole Number
13 14
Sampling Date 10/1/85 10/1/35
Sampling Time 1317 1325
Date Shipped 10/1/85 10/1/35
Date Extracted 10/3/85 10/15/85
pH 8.2 7.2
EPA Method 601
1,1,2,2-Tetrachloroethane, ug/L <0.5 <0.5
1,1,2-Tetrachoroethane, ug/L <0.5 <0.5
1,1-Oichloroethane, ug/L <0.5 <0.5
1.1-Dichloroethene, ug/L <0.5 <0.5
1.2-01chloroethane, ug/L <0.5 <0.5
trans-l,2-01chloroethene, ug/L <0.5 <0.5
l,2-0ichloropropane, ug/L <0.5 <0.5
2-Chloroethylvinyl ether, ug/L <0.5 <0.5
Bromodichloromethane, ug/L <0.5 <0.5
Bromomethane, ug/L <0.5 <0.5
Bromoform, ug/L <0.5 <0.5
Chiorobenzene, ug/L <0.5 <0.5
Carbon Tetrachloride, ug/L <0.5 <0.5
Chloroethane, ug/L <0.5 <0.5
Chloroform, ug/L <0.5 <0.5
Chi oromethane, ug/L <0.5 <0.5
Dibromochloromethane, ug/L <0.5 <0.5
Dichlorodifluoromethane, ug/L *0.5 <0.5
Methylene chloride, ug/L *0.5 <0.5
Tetrachloroethene, ug/L <0.5 <0.5
1,1,1-Tn'chloroethane, ug/L <0.5 <0.5
Trichloroethylene, ug/L <0.5 <0.5
Trichlorofluoromethane, ug/L <0.5 <0.5
Vinyl chloride, ug/L <0.5 <0.5
cis-1,3-0ichloropropene, ug/L <0.5 <0.5
trans-1,3-Dichloropropene, ug/L <0.5 <0.5
14
[6-2711
-------
r \
Table 5
METALS DATA
FOR WATER SAMPLE FROM
(Tetra Tech,1985)
MW-1A
Parameter
Sample #138
Sampling Date
10/1/85
Sampling Time
1353
Date Shipped
10/1/85
Method Used
I CAP
AA
Nickel (rag/1)
<0.1
Lead (rag/1)
<0.2
0.055
Tin (mg/1)
<0.2
—
Copper (rag/1)
0.2
—
Chromium (mg/1)
<0.1
<0.04
Boron (mg/1) *
0.4
15
[6-272]
-------
Only one monitoring well (MW-la) was completed on-site.
Soils above 97' feet in MW-la were not sampled for
laboratory analyses.
Soils directly below the five industrial disposal wells
were not sampled.
A stratigraphic profile of Monitoring Well MW-la indicates
that permeable gravel cobble, and sand strata with intermittent
clayey-sand lenses laterally extend from land surface to depths
exceeding 100 feet. The disposal wells on-site, whose depths
ranged from 35 to 85 feet below land surface, were completed in
these strata. The low permeable clayey-sand lenses may have
possibly retarded the vertical drainage of injected wastes and
provided routes for these fluids to laterally migrate away from
the disposal wells. Solution wastes which may have migrated
laterally in shallow permeable strata (35-97 feet) would have
possibly been detected in J4W-la soils if the shallower soils had
been sampled and analyzed.
Contamination data from soils directly beneath the disposal
wells is absent. (Note that MW-la is located 62 feet from the
nearest disposal well.) Depth discrete contamination data in the
area is vital in identifying possible migratory pathways which
contaminants have taken. These pathways remain unidentified.
Given the hydrogeologic information collected to date, the
threat to ground water formerly posed by Honeywell's disposal
16
[6-273]
-------
wells cannot be assessed. Numerous soil borings in the disposal
well area," rather than yards away, would be required for such an
assessment. Depth discrete soils sampled to the semi-confining
clay layer would need to be collected and analyzed for organic
and inorganic constituents. These borings would also be required
to delineate the areal extent of the semi-confining clay stratum
encountered in MW-la.
17
[6-274]
-------
UNDERGROUND INJECTION CONTROL PROGRAM
FILE INVESTIGATION REPORT
SECTION I - General Information
Name of Facility: Honeywell and Peoria Avenue Facility
Address: Peoria & 23rd Avenue
Phoenix, Arizona
Telephone:
Owner Address and Telephone (if different from above):
Process Management Systems Division (602) 863-5000
Honeywell Inc.
16404 North Black Canyon Highway, Phoenix, AZ 85023
Nature of Business:
Circuit Board Manufacturing
Use of Injection Well (s) (drainage, direct disposal, etc.):
Direct Disposal and Drainage
Identification, Permit or EPA Number (s) :
Injection Well (s) Location (township, range and section,
latitude and longitude, verbal description, land marks, etc.):
Type of Injection Well (s) -
Industrial Drainage:
Storm-runoff:
Other (specify): industrial Disposal Well (5W20)
Injection Well (s) Currently Operating: Yes No _X_
If No, Last Date of Operation: All 5 dry wells capped in 1982
Date of Construction of Injection Well (s) : 1 & 2 1964
3 - 5 1971
Years Injection Well in Operation:
1964 - 1979 wells 1 & 2
1971 - 1979 3, 4 & 5
1
[6-275]
-------
SECTION II - Hydrogeologic Information
Injection "Formation - Name: Upper Unit
- Description: Recent Alluvium
- Extent of Injection Zone (s) Below Land Surface (or
elevation above Mean Sea Level): 35 to 85 feet below land surface
- Minimum Distance from Injection Well to Underground Source
. of Drinking Watei,_£U.S.,D.W.) : USDW static level is 361 ft. below the
surface at Phoenix weTl F239. Pnoenix well 7239 is 1/4 mile away from injection
LocfilVon {depth below land surface, areal extent, etc.) and
description (thickness, lithology, etc.) of Any Relatively
Impermeable Strata (aquitard (s)) Present: middle
Depth - 177 ft.
Thickness 300 ft.
Underground Sources of Drinking Water -
Confined: Semi confined (?) to confined varies across the area
Unconf ined:
Depth to Perched Water Table (if present):
Depth to Water: 457 ft.
Saturated Thickness:
Description and Characteristics:
Extent of Use of U.S.D.W. (extensive, moderate, municipal,
domestic, potential, etc.):
U.S.D.W is used extensively by Phoenix and Salt River Project.
Comments:
2
[6-276]
-------
Attach the Following Information (note if unavailable) -
Map of Facility Grounds: page 4
- Well Log (s) for Injection Well (s) : No logs for injection wells however
there is a drillers log for a monitor well (appendix #1)
- As-built Diagram of Injection Well (s) : Not available. Uncased holes
filled with crusehd rock. Diameter of wells was 5 ft.
-X Consultant Reports for Injection Well (s) and/or Site
Hydrogeology:
- Monitoring Data for Injection Well:
- Monitoring Well Data -
Number of Monitoring Wells:
-X Location: Vertical and Horizontal Distance and
Direction of Monitoring Well (s) From Injection Well:
62' north of injection wells
-X Depth of Completion and Sampling Interval:
Chemical and Physical Analyses:
- Downgradient Water Supply Wells (within a one-quarter mile
radius of the injection well) -
- Number of wells:
- Location: Vertical and Horizontal Distance and
Direction of Supply Well (s) from Injection Well:
- Chemical and Physical Analyses:
- Status of Wells (operating, abandoned, etc.)
- Status of Any Nearby Surface Waters (possibly
affected by injection well operation):
SECTION III - Operating Data
Injection Rate, Frequency, and Volume (drainage area,
precipitation, etc.)
Volumes #3 & #4 totaled 55-60 thousand gallons
Volumes to #1, 2, & 5 are not available
3
[6-277]
-------
Description of Injection Operation (including brief history):
Wells #1 and #2 were used for the disposal of paint sludge, thinner, varnish and
solvents .
Wells #3, #4, and #5 received water from water treatment system.
Fluid Source: Industrial waste, circuit board manufacturing
Fluid Composition/Characteristics (including any treatment
process): Paint sludge, thinner, va'rmsh and solvents. Also back flushed water
from water treatment.
Contaminant (s) and Potential Source (s) of Contamination:
Method of Disposal (transport to well):
Wells 1 & 2, dumped by buckets and storm run off (as per phone call to Sandra Eberhardt}
Also, wells 3, 4 a 5 piped from circuit board plating baths and back flush water from
regenerating the deionization unit.
Previous Problems with Well (clogging/ overflowing, etc.) -
No
Yes X Description of Problem: One well #5 was drilled as an overflow
for wells #3 and #4.
Operating Records Attached: Yes No _X
Injection Fluid Analyses Attached: Yes X no
4
[6-278]
-------
SECTION IV - Prior Site Inspection Specifics
Name and Affiliation of Inspectors:
Name and Affiliation of Facility Contact:
Date: Time:
Reason for Inspection:
Number of Injection Wells:
Number of Injection Wells Inspected:
Site Conditions:
Inspection Comments:
5
[6-279]
-------
SECTION V
Primary Contact Information Sheet
Name: Sandra Eberhardt
Phone: (602) 257-2336
Address: 2005 North Central Avenue
Phoenix, AZ 85004
Affiliation (local, state, federal, etc.):
ADHS: Office of Emergency Response and Environmental Analysis
Notes: Primary reference: Phase I Hydrogeologic investigation at Honeywell
Process Management Systems Division's Peoria Avenue Facility in
Phoenix, AZ. Prepared by Tetra Tech, Inc., 3746 Mt. Diablo Blvd.,
Lafayette, CA 94549
(415) 283-3771
[6-280]
-------
Section 6.2.23
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Industrial Disposal Well Case Study:
Puregro-Bakersfield, California
Engineering Enterprises, Inc.
(Prepared for USEPA Region IX)
December, 1986
Puregro Co.
Bakersfield, California
USEPA Region IX
Fertilizer and Pesticide Distribution
Well used to collect rinse water
runoff and spillage that occurred
during material transfers. Chemicals
handled on site included 1,2-dibromo-
3-chloropropane (DBCP) until the
State of California banned its use
because of possible carcinogenic
and toxic effects. Order was issued
requiring subsurface investigations
and soil contamination assessments.
Use of this well was discontinued in
1980.
[6-281]
-------
INDUSTRIAL DISPOSAL WELL CASE STUDY:
PUREGRO - BAKERSFIELD, CALIFORNIA
I. SITE BACKGROUND
PureGro Company is located approximately 15 miles north of
Bakersfield, California near the intersection of Highway 99 and
Kimberlina Road. This facility is located within a small light
industrial district surrounded by agriculturally utilized lands.
Several metal corrugated buildings, numerous above ground storage
tanks, and a groundwater supply well are located on the property.
PureGro presently stores and distributes a variety of agricul-
tural chemicals from their Bakersfield facility.
An industrial disposal veil (5W2 0) was used at PureGro to
collect rinse water runoff ana spillage that occurred during
material transfers. The Central Valley Regional Water Quality
Control Board (CVRWQCB) ordered that the disposal well be
abandoned in 1981. The CVRWQC3 subsequently issued an order
requiring a subsurface investigation be conducted to assess the
soil and groundwater contamination at the site.
II. CHEMICALS HANDLED ON SITE
1,2 - dibromo-3-chloropropane (DBCP) was handled on, and
distributed from, the PureGro facility prior to August of 1977.
DBCP was extensively used as a pesticide throughout the San
Joaquin Valley until 1977 when the State of California banned its
use because of its possible carcinogenic and toxic effects. A
listing of all other pesticides and/or herbicides handled at the
facility has not been released.
1
[6-282]
-------
III. SITE GEOLOGY/HYDROLOGY
Geology
The PureGro facility is underlain by primarily unconsoli-
dated and semi-consolidated materials .vith fine to coarse grained
alluvial sands and occasional gravel interbeds and silty clay
lenses. A subsurface investigation (drilling program) revealed
sands occurring between 15 and 68 feet beneath the site.
Deposits graded to finer sandy and clayey silts from 70 to 93
feet below ground level. A 10 foot clayey silt stratum was
encountered in several borings between 90 anc 110 feet belcw
ground level. Further drilling to 210 feet revealed alternating
layers of pocrly sorted sands, silty sancs, and silty-clayey
lenses. Although not confirmed on site, the base of the uncon-
solidated deposits is reported to extend to a depth of approxi-
mately 1500 feet (Dames and Moore, January 1985) . The Corcoran
clay, a confining layer prevalent in Kern County, is shown to be
absent beneath the site (Figure 1, Kern County Water Agency,
1936). Figure 1 shows the estimated coverage of the Corcoran
clay near the PureGro Site.
Hydroloqy
Water bearing deposits reportedly underlying the site help
comprise the most extensive groundwater basin in the state: the
San Joaquin Basin. Groundwater beneath the site is believed to
be unconfined because of the probable absence of the Corcoran
Clay layer. Perched water tables in the immediate vicinity of
PureGro's facility have not been encountered. A depth to water
map published by the Kern County Water Agency (KCWA) is presented
2
[6-283]
-------
GROUNDWATER QUALITY
MAP
UNCONFINED AQUIFER
TDS (ppm)
POSSIBLE CORCORAN CLAY'UMtTf—~
pureGro
POSsTbLE' *300 FOOT" COrf LIMIT
GROUNDWATER QUALITY MAP
PURE GRO - BAKERSF1ELD, CALIFORNIA
709-012-06
ENGINEERING
ENTERPRISES, INC.
Figure 1
[6-284]
-------
in Figure 2. Groundwater below the site was estimated to lie 2 30
to 290 feet below ground elevation in the spring of 1986.
Seasonal variations are reported to average less than 10 feet
within the past two years. The groundwater gradient "slopes to
the northwest at 0.004 ft/ft" (Dames & Moore, January 1935). The
degree of influence exerted by operating water supply wells on
the regional water gradient is largely unknown.
Total dissolved solids (TDS) present in groundwater beneath
the PureGro facility is reported by the KCTA to average slightly
over 500 mg/1 (see Figure 1). Groundwater use in the vicinity of
the site is currently used for "crop irrigation and not for
private or municipal domestic use" (Dames & Moore, August 1985).
The groundwater aquifer below the PureGro distribution facility
is considered an Underground Source of Drinking Water (USDW)
under the federal Underground Injection Control (UIC) program.
The following definition applies: Groundwater "contained within
a portion of an aquifer which contains significant quantity of
groundwater to supply a public water system and contains fewer
than 10,000 mg/1 TDS and is not an exempted aquifer" is
considered a USDW (Safe Drinking Water Act, 1974).
IV. POSSIBLE ON SITE CONTAMINATING POINT SOURCES
An industrial disposal well constructed and operated for the
injection of rinse water runoff and chemical spillage is the only
known point source discharger present on the PureGro facility
(conversations with T. Souther, Central Valley Regional Water
Quality Control Board, CVRWQCB) .
4
[6-285]
-------
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3
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3
o
o
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sc
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DEPTH TO GROUNDWATER
PURE GRO - BAKERS FIELD. CALIFORNIA
709-012-06 Rgure 2
PureGro /
' .sue*a
u*e 3*1
*€** C3u*rr atre* ACCNCY
DEPTH TO GROUNDWATER
UNC0NFINED AND EQUIVALENT
WELLS USED FOR CONTROL
SPRING 886
5
[6-286]
-------
V- DISPOSAL WELL DESCRIPTION
"The industrial disposal well is located in a concrete paved
work pad"surrounded by asphalt paving and consists of a buried
concrete chamber. The chamber is connected via an overflow pipe
and overflow weir to a second, smaller concrete chamber. This
chamber, in turn, is equipped with an overflow pipe designed to
connect to an underground drain field" (Dames and Moore, August
1986). Upon excavation, however, the overflow pipe was
discovered to be cut several feet from the disposal well and no
leach lines were found. Construction plans for the disposal
system were not discovered. The disposal well was constructed in
1969 and as abandoned in 1931 after a site inspection by the
Central Valley Regional Water Quality Control Board revealed its
presence. Plans for permanent abandonment are in progress (con-
versations with T. Souther, CVRWQCB).
VI. FACILITY INVESTIGATION - ON SITE
Seven soil borings were drilled with a 6-inch hollow stem
auger around the industrial disposal well in August of 1984.
Soil Borings 1, 2, and 3 circumscribe the well at 15 feet and
Borings 5, 6, and 7 are each 5 feet from the center of the
disposal well (Refer to Figure 3). Boring 4, drilled in the
center of the disposal well, was completed to 141 feet below
ground level. All other soil borings were completed to depths
ranging from 55 to 61 feet. Undisturbed samples were initially
collected at 2.5-foot intervals and subsequently collected at 10-
foot intervals once a depth of 10 feet was reached.
6
[6-287]
-------
STORAGE BUILDING
X
BORING^"
2
%
, soring
T^r 3
1 5'
@ ORAIN
BORING
5
*
<&
BORING
6
BORING
(DRY WELL3
SORING
7
GRAVEL AREA
. SORING
"$¦ ¦
TANK
x
From Dames and Moore's, "Final Report
Subsurface Investigation 1985.
BORING LOCATION SKETCH MAP
PURE GRO - BAKERSFIELD, CAUFORNIA
rSrSFI ENGINEERING
LfiKsI ENTERPRISES, INC.
709-012-06 Fiqure 3 I
[6-288]
-------
"Organochlorine pesticides, Trifluralin and Dacthal, were
identified in the shallow samples from Boring 4 and Boring 5.
DBCP was "found in every sample. The concentration of DBCP in the
samples from the three borings 15 feet from the center boring
(Borings 1, 2, 3, Figure 3), ranged from 0. 003 ppm to 4.0 ppm.
The concentration of DBCP in the borings 5 feet from the center
boring (Borings 5,6,7) ranged from 0.10 ppm to 19 pom. The
concentration of DBCP in samples from the center boring, which
was located in the dry well, ranged from 0.39 ppm to 1500 ppm"
(Dames & Moore, January 1985). Sampling data gathered during the
subsurface investigation is presented in Table 1.
One groundwater nonitoring well, GW-1, was drilled approxi-
mately 75 feet downgradient (as inferred from local piezometric
surface maps) from the industrial disposal well. Soil samples
were collected at 10-foot intervals. Drilling was suspended at
215 feet below land surface so the collected soil samples could
be analyzed for the presence of DBCP (Dames and Moore, January
1985). These results are presented in Table 1. Dames and Moore
further reported that after reviewing the soil sample analyses,
PureGro and the Central Valley Regional Water Quality Control
Board decided not to extend the boring to a greater depth, and to
abandon plans for the installation of a monitoring well at the
location (7inal Report, January 1985) . As of this writing, no
monitoring wells extending to groundwater have been constructed
on site.
8
[6-289].
-------
'i
[o
1
1
1
2
2
2
3
3
4
4
4
4
4
4
4
4
4
4
5
TABLE 1
SUMMARY OF CHEMICAL ANALYSIS DATA
Pesticide
Depch Concentration (pom)
(ft) DBC? Organochlonne Or^anoohoapnorua
0.5 0.83 <0.01 <0.1
10.5 0.06
60.5 1.0
1.5 0.17
20.5 4.0
55 0.10
10.5 0.008
58.5 0.057
8.5 1500. Trifluralin 100. <0.1 DEF 40 ppa
Dacthal 10.
Unknown (I) 20.
8.5 93.
16 1100.
30.5 4.6
55.5 0.39
76 1.5
91 4.0 <0.01 <0.1
106 15.
123 6.2
141 0.39
2 11. Dacchal 0.02 <0.1
Unknown (II) (0.02)
Uaknovn (III) (0.1)
16 0.10 Dacthal 0.02 <0.1
59.5 0.17
21 6.2
61 0.94
21 19.
58 0.42
0.5 <0.0001
40 0.0008
60 0.0008
80 0.041
90 0.015
110 0.021
115 0.0015
150 <0.0001 From Dames & Moore's, "Final
190 0.0003 Report Subsurface Investigation
210 0.0001 1985.
9
[6-290]
-------
A ground water supply well located approximately 4 00 feet
north of PureGro's disposal well has been sampled between May and
October Of 1985 . DBCP was not detected in the May sample and
August ana October's samples were found to contain 0.04 ppb D3CP.
This is well below California's Drinking Water Action Level for
DBCP of 1 ppb.
VII. FACILITY INVESTIGATION - OFF SITE
An off-site investigation has not been conducted to date.
Two off-site wells have been located approximately 500 and 800
feet north of PureGro's supply well. These wells have not been
sampled.
VIII. DISCUSSION OF DISPOSAL WELL CONTAMINATION DATA
The highest concentration of DBCP found on-site was located
8.5 feet below the disposal well intake. DBCP concentrations in
soils below the well decreased with depth until a low
permeability layer at 106 feet below ground level was
encountered. DBCP concentrations detected below this stratum
were less than 1 ppm. "Samples from Borings 1,2, and 3 (15 feet
from the center boring) yielded relatively low (maximum 4.0 ppm)
DBCP concentrations. Boring 2 had a small increase (from 0.17 to
4.0 ppm) in DBCP concentration at 20 feet below land surface.
The three borings 5 feet from the center boring had DBCP
concentrations that also appear to peak at 2 0 feet below land
surface, with concentrations as high as 19 ppm in Boring 7 "
(Dames & Moore, August 1986).
10
[6-291]
-------
Most soil samples collected from GW-1 (located 75 feet from
the disposal well) consistently showed levels of DBC? below
California's soil cleanup level of 1 ppm. One elevated DBCP
concentration, however, was found in soils located directly above
the low permeability layer located at a depth of approximately 80
to 90 feet.
An analysis of the soil sampling data collected at PureGro
supports the following conclusions:
The concentration of DBCP beneath the industrial
disposal well generally decreases with depth and
lateral distance from the point of injection.
Contamination is largely attributable to the vertical
infiltrative effects of DBCP in the given subsurface
environment.
Low permeability soils located 90 to 125 feet below
ground level have abated the infiltration of DBCP to
depths below 125 feet.
The areal extent of contamination above 1 ppm of DBCP
extends between 15 and 75 feet away from the disposal
well discharge point.
IX. ASSESSMENT
Groundwater information for the Bakersfield site is severely-
limited; it is currently not known if or when DBCP will reach an
Underground Source of Drinking Water (USDW). Based on the site
information available, this injection well is assessed by ESI to
11
[6-292]
-------
have a low contamination potential. This assessment, however,
should not be interpreted to convey the belief that additional
investigative work is not warranted. This assessment is subject
to change once more site information becomes available.
The injection well formerly used at the PureGro Bakersfield
facility injected waste water above the San Joaquin Basin. The
reported TDS content of groundwater (Kern County Water Agency) in
the general area of the site was approximately 500 mg/1. This is
well below the maximum TDS content required for aquifers to be
classified USDW's. The overall quality of the underlying
groundwater is currently unknown. Dames and Moore (PureGro's
hydrogeologic consultant) reported that municipalities and
private parties do not use groundwater in the vicinity. It is
unknown whether water below the PureGro site comprises an aquifer
of Class II or better quality. (Refer to Section 5 for the Class
II groundwater definition.) Groundwater below the site is
therefore judged by EEI to be an aquifer which " may or may not
be" a potential source of drinking water. This classification is
subject to change once groundwater data specific to the site is
obtained.
Based on the chemical analyses of soils from the site, EEI
judges that injection did not occur in sufficient volumes to
potentially cause degradation of groundwater beyond the PureGro
Facility. Soils sampled 100 feet above the reported water table
in Monitoring Well GW-1 did not contain DBCP concentrations above
California's Drinking Water Action Level for DBCP. Analytical
data from the seven soil borings on site also show that DBCP
12
[6-293]
-------
concentrations in soils near the disposal well decrease
significantly with depth.
The construction of additional monitoring wells is essential
to determine the effect of the disposal well on underlying
groundwater. These wells will enable site investigators to:
firmly establish a hydraulic gradient below the site,
characterize the water quality and DBCP concentration
in the groundwater beneath the facility.
The Central Valley Regional Water Quality Control Board has
reviewed a draft remedial action plan submitted by PureGro. The
draft included proposals for remedial measures and the additional
construction of monitoring wells. A revised site assessment
addressing groundwater contamination beneath PureGro1s
Bakersfield facility may be performed after further groundwater
sampling and monitoring is conducted at the site.
13
[6-294]
-------
UNDERGROUND INJECTION CONTROL PROGRAM
FILE INVESTIGATION REPORT
SECTION I - General Information
Name of Facility: Pure Gro Company
Address: Rt. 11, Box 548 LOCATION: HWY 99 & Kimberlina Road
Bakersfield, CA 93312-9811
Telephone: 805/393-2322
Owner Address and Telephone (if different from above):
PureGro/Unical
1276 Halyard Drive
West Sacramento, CA 95691
Nature of Business:
Fertilizer & Pesticide Distribution Facility
Dse of Injection Well (s) (drainage, direct disposal, etc.):
Near surface disposal of rinsewater and chemical spill runoff.
Identification, Permit or EPA Number (s):
Injection Well (s) Location
latitude and longitude, verbal
T27S, R26E, SE CT 29
Site is 15 miles N of Bakersfield,
(township, range and section,
description, land marks, etc.):
California
Type of Injection Well (s) -
Industrial Drainage:
Storm-runoff:
Other (specify) : 1 industrial disposal
Injection Well (s) Currently Operating: Yes No x
If No, Last Date of Operation: 1981
Date of Construction of Injection Well (s) : 1969
Years Injection Well in Operation: 12
1
[6-295]
-------
SECTION II - Hydrogeologic Information
Injection Formation - Name: Quaternary Alluvium
- Description: Unconsolidated sands and gravels
- Extent of Injection Zone (s) Below Land Surface (or
elevation above Mean Sea Level): o-5' Below Land Surface
- Minimum Distance from Injection Well to Underground Source
of Drinking Water (O.S.D.W.): 250'-300'
Location (depth below land surface, areal extent, etc.) and
description (thickness, lithology, etc.) of Any Relatively
Impermeable Strata (aquitard (s)) Present:
10' thick clayey silt layer between 93'-103' beneath dry well
Underground Sources of Drinking Water -
Confined:
Unconfined: x
Depth to Perched Water Table (if present) : None
Depth to Water: 270'-290' (from 1985 Kern County Piezo Map)
Saturated Thickness: Unknown. Possibly to 1500' with semi-confined
layers in between.
Description and Characteristics:
Unconsolidated and semi-consolidated fine-coarse grained clean to silty
sand with some gravel and clay occurring as thin discontinuous interbeds
Extent of Use of U.S.D.W. (extensive, moderate, municipal,
domestic, potential, etc.):
Part of the San Joaquin Basin. Basin as a whole is used for irrigation,
domestic, industrial, municipal and stock use. Limited potential in south
for further development. Use is locally limited for agricultural purposes
according to PureGro's consultant.
Comments:
[6-296]
-------
Attach the Following Information (note if unavailable) -
- Map of Facility Grounds:
- Well Log (s) for Injection Well (s) :
^ As-built Diagram of Injection Well (s) :
-^Consultant Reports for Injection Well (s) and/or Site
Hydrogeology:
^ Monitoring Data for Injection Well:
- Monitoring Well Data -
J? Number of Monitoring Wells:
- Location: Vertical and Horizontal Distance and
Direction of Monitoring Well (s) From Injection Well:
- Depth of Completion and Sampling Interval:
- Chemical and Physical Analyses:
- Downgradient Water Supply Wells (within a one-quarter mile
radius of the injection well) -
- Number of wells:
Horizontal X L0cation: Vertical and Horizontal Distance and
Direction of Supply Well (s) from Injection Well:
Chemical X chemical and Physical Analyses:
- Status of Wells (operating, abandoned, etc.)
- Status of Any Nearby Surface Waters (possibly
affected by infection veil operation) :
SECTION III - Operating Data
Injection Rate, Frequency, and Volume (drainage area,
precipitation, etc.)
A dry well was used for collection of rinsate runoff and chemical
spillage that occurred during material transfers. Estimate of
injection rate and volume unavailable.
-------
Description of Injection Operation (including brief history):
1969-1981 Injection of rinsace runoff and chemical spillage.
Fluid Source: Rinsate runoff and chemical spills
Fluid Composition/Characteristics (including any treatment
process):
No treatment process. Injected chemicals included
DBCP, Trifluralin, Dacthal.
Contaminant (s) and Potential Source (s) of Contamination:
DBCP Organochloride pesticides: Trifluralin & Dacthal
Method of Disposal (transport to well):
Liquid Transport (water)
Previous Problems with Well (clogging, overflowing, etc.) -
No Unknown
Yes Description of Problem:
Operating Records Attached: Yes No x
Injection Fluid Analyses Attached: Yes No £
4
[6-298]
-------
Section 6.2.24
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Industrial Disposal Well Case Study:
Mefford Field-Tulare, California
Engineering Enterprises, Inc.
(Prepared for USEPA Region IX)
December, 1986
Mefford Field
Tulare, California
USEPA Region IX
Crop Dusting
Wells were used for disposal of agri-
cultural chemicals and hydrocarbons,
wash water used to clean cropdusting
planes and chemical containers, and
waste petroleum products. Groundwater
contamination has been documented.
Additional monitoring wells should
be installed.
[6-299]
-------
XXII
INDUSTRIAL DISPOSAL WELL CASE STUDY:
MEFFORD FIELD - TULARE, CALIFORNIA
I. SITE BACKGROUND
Mefford Field is located approximately three miles southeast
of Tulare, California just off of Highway 99 (see Figure 1).
Mefford Field was started by the Mefford brothers in 1938. The
airfield is presently owned by the City of Tulare. Crop dusters
first began operating out of the airport in 1950. Hangers were
built on the airport and private aerial (pesticide) applicators
were responsible for installing their own utilities. Tracts of
land were leased to commercial parties for a period of twenty
five years with extension. Five commercial businesses are
presently operating out of Mefford Field: Fry Aviation, Tulare
Mosquito Abatement District, Moore Aviation, Inc., Gryphon
Aviation, and Johnston Aircraft Service, Inc. Sumps connected to
disposal wells are located on tracts leased to Moore Aviation,
Inc. and Johnston Aircraft Services.
II. CHEMICALS HANDLED ON SITE
A. MOORE AVIATION, INC.
According to Moore Aviation's owner, Robert Moore, chemicals
used in his crop dusting operation are neither stored nor handled
at the hangar. All mixing and loading is usually done in the
field or along the runway. Previous owners of the hangar (before
Moore's purchase in 1978) are suspected of handling various
pesticides and herbicides on the property.
1
[6-300]
-------
tj-f* - • -
'^Madera-'
Ni^ L_Jim—
i
i
3
paafw
resno
5
r* u*'
\
IH
ar
3S-3FT
i waists;
5^T ,i.
*f r
ft 4 U Tuiare
ft I j|»t J4"5
-Mh" ^ i:"Virggr?
HFSSiTE
10 miles
-f
tz.\f < . ¦' "!u ) |. I..I . n>
.1^ II 1.) I I I «»¦ I-. I tr "
From Kleinfelder and Associates',
"Report of Phase I Site Assessment
... Mefford Field", 1986.
SCALE
SITE LOCATION PLAN
MEFFORD A1RFIELD-TULARE, CALIFORNIA
aumuggofiuR
bui mpwbfes. hmc.
609-012-03
Rgure 1
[6-301-]
-------
B. JOHNSTON AIRCRAFT SERVICE, INC.
Johnston Aircraft Service, Inc. has operated from their
hangar at Mefford Field since 1956. The hangar is used as an
airplane repair shop. Oils, solvents, and greases are currently
handled on site. These waste products are reportedly disposed of
in drums which are hauled off the location.
C. TULARE MOSQUITO ABATEMENT DISTRICT (TMAD)
The District has one crop dusting plane and several vehicles
which are used to apply insecticides. The following chemicals
are reported to be commonly used by TMAD: Golden Bear Oil 1356,
Baygon WP, Dursban M, and Altasid SR 10.
D. FRY AVIATION
Fry Aviation owns two aerial application planes which
operate from their hangar at Mefford Field. Chemicals commonly
used on the premises are: Dibrom, Orthene, Diazinon 50W,
Buctirl, Comite, Alfa tox, Lorsban, Disyston, Dimethoate 267,
paraquat, sodium chlorate and sulfur dust.
E. GRYPHON AVIATION
This hangar was used as a crop dusters school until 1980.
Since then, one aircraft has been used for commercial crop
dusting. As a result, a variety of chemicals have been handled
on the property. The aircraft is reportedly filled with
agricultural chemicals in the field or occasionally on the runway
strip. A list of agricultural chemicals handled on the property
has not been compiled.
[6-302]
-------
III. SITE GEOLOGY/HYDROLOGY
The following geologic and hydrogeologic information
pertaining to Tulare's Mefford Field largely consists of excerpts
taken from Kleinfelder and Associates? "Report of Phase I - Site
Assessment...", June 1986.
A. GEOLOGY
Mefford Field is located on the coalescing alluvial fan
deposits of the Kings, Tule and Kaweah Rivers. The regional
geologic formations may be classified into three general units:
the basement complex, the Quaternary continental and alluvium
deposits of the Coast Ranges, and the Quarternary alluvium of the
Sierra Nevada Mountains.
1. Basement Complex
The basement complex is an impermeable layer of Pre-
Tertiary consolidated metamorphic and igneous rocks and
unconsolidated deposits of Pliocene, Pleistocene, and
recent age. The depth of this complex below the site
is unknown.
2. Quaternary Continental and Alluvial Deposits of the
Coast Ranges
These unconsolidated continental and alluvial deposits
are present beneath the site at an approximate depth of
20,0 00 ft. The continental deposits can be subdivided
into deposits formed in oxidizing or reducing
subsurface environments. Oxidized deposits encountered
are those of reddish-brown silts and clays. Reduced
[6-303]
-------
deposits are typically micaceous sands, silts and
clays. Older alluvial deposits consist of fine to
medium sands and silty sands with, occasional clay or
gravel lenses.
3. Ouarternarv Alluvial Deposits of the Sierra Nevadas
Above the continental and alluvial deposits of the
Coast Ranges lie the alluvial deposits of the Sierra
Nevadas. These alluvial deposits extend upward to, or
near, land surface at Mefford Field. These younger
alluvial deposits are comprised of arkosic deposits,
fluviatile sands, and silty sands. The relatively
impermeable E-clay is reportedly contained within the
younger alluvium at an approximate depth of 440 to 500
ft. below the airports The A-clay and C-clay are
apparently absent in the Tulare area.
A subsurface boring program indicated silty sands
extending to 18 feet below land surface at the airport.
These sands were moderately dense with good to poor
sorting characteristics. Beneath the silty sand layer
is a fine to medium grained sand with coarse sand and
fine gravel lenses. This stratum was encountered to a
depth of 39 feet. Site specific information regarding
the Sierra Nevada alluvium below 4 0 ft. is unavailable.
4
[6-304]
-------
B. HYDROLOGY
Aquifers below the Tulare vicinity are reported to be semi-
confined and confined, above the E-clay layer. Aquifers below
the E-clay are considered to be confined. Groundwater below the
airport has ranged in depth from 17 ft. to 20 ft. below land
surface. The groundwater table has fluctuated roughly 2.5 ft.
over a period extending from April to August of 19 86. This is
largely in response to changes in pumping requirements posed by
local irrigation wells. The local hydraulic gradient beneath the
site has not been determined. Regional water maps indicate a
general gradient directed toward the southwest within the area.
Local pumping influences coupled with hydraulic influences from
Elk Bayou may effect a directional change in the gradient toward
the north-northwest (conversation with J. Waters, Water
Superintendent, Tulare County Environmental Health Department).
Groundwater below the site is part of the expansive San
Joaquin Water Basin. Much of the groundwater in the Tulare
vicinity meets the federal Underground Injection Control (UIC)
program's definition of an Underground Source of Drinking Water
(USDW). Groundwater is used for domestic, agricultural, and
industrial purposes.
IV. POSSIBLE ON SITE CONTAMINATING POINT SOURCES
Possible contaminating point sources located on the airport
grounds have been identified previously by the authors. These
possible sources were described in site reports by Kleinfielder
and Associates, Inc.. These sources consist of the following: a
5
[6-305]
-------
reservoir (dump), a pesticide loading area, underground storage
tanks, a pit, and two sumps with connected disposal wells.
Figure 2 shows the location of these possible sources of
contamination.
A dump was formerly used by aerial chemical application
firms operating from the airfield. Cans, pesticide containers,
and trash were disposed of in the dump. The dump, which is
located in the south section across from the airstrip, has since
been abandoned.
Several aviation company owners have reported to the Central
Valley Regional Water Quality Control Board that crop dusting
planes are being filled along the airport's runway. A specific
pesticide "loading area was selected for investigation after
consultations were held with City officials and crop dusting
operators.
Underground storage tanks containing aviation fuel and
chemicals are possible contaminating point sources at Mefford
Field. Tanks are located on lands leased by Gryphon Aviation,
Johnston Aircraft and Moore Aviation. Two additional underground
storage tanks are located between the TMAD and Fry Aviation
hangars.
A pit measuring 10 ft. deep, 14 ft. wide, and 30 ft. long
was formerly used by TMAD. This pit received drainage water from
the wash down area and wash rack sump when TMAD cleaned eheir
6
[6-306]
-------
PESTICIDE LOADING AREA
RUNWAY
TAXIWAY
MOSQUITO
ABATEMENT
MOORE AVIATION
B"'# ^ DRY WELL
*
MW-I
«•
-------
plane and ground vehicles. This practice has been suspended and
the drainage pipe leading to the pit is currently plugged.
Two sumps connected to disposal wells are located on tracts
leased by Johnston Aircraft Service and Moore Aviation, Inc.
Outside the Moore Aviation hangar is a wash area where their
plane was formerly washed, wash water has been collected in a
sump and drained into a disposal well. A sump which was formerly
connected to a disposal well was once used at Johnson, Aircraft.
This sump and disposal well were used to dispose of waste fluids
including oils, solvents and greases.
V. DESCRIPTION OF DISPOSAL WELLS
As discussed in the previous section, two sump and disposal
well systems were once used at the sites currently leased by
Moore Aviation, Inc. and Johnston Aircraft Services. Limited
construction details are available regarding these systems.
At Moore Aviation, a two-baffled sump was located directly
beneath a wash rack. This sump contained approximately 100
gallons of liquid at the time of inspection (T. Souther of the
Central Valley Regional Water Quality Control Board). The sump
has since been capped off. The sump was formerly connected to a
disposal well which was located approximately 15 ft. from the
sump. Construction details of this disposal well are not
available.
7
[6-308]
-------
A 2 ft. square by 4 ft. deep sump was also inspected at
Johnston Aircraft Services. The sump was found to contain fluids
which were believed to be spent oils, and greases [C. Johnson,
Kleinfelder and Associates). According to the owner, the sump
previously drained into a disposal well. This gravel filled
disposal well was estimated to be "ten ft. deep by ten ft. round
(diameter).™ (Kleinfelder and Associates, "Report of Phase I -
Site Assessment...", 1986). The owner has stated that he
believes the sump no longer drains into the disposal well.
VI. FACILITY INVESTIGATION - ON SITE
A. Soils
Nine (9) 2-inch soil borings were drilled ae Mefford Airport
in April of 1986. Two of these borings were completed as ground
water monitoring wells. B-l and B-2 were drilled adjacent to a
sump located within the TMAD yard. B-3 was placed adjacent to
the sump and B-4 was placed in the (reported) gravel-filled pit
area, on the west side of the Johnston Aircraft Service building.
Soil borings B-5 and B-6 were drilled in the pesticide loading
area northeast of the runway. B-7 was drilled near the dry well
(disposal well) at the Moore facility. The locations of the soil
borings are shown in Figure 2. (Kleinfelder and Associates,
"Report of Phase I - Sice Assessment..." 1986). Table 1 lists
Che depths at which samples were withdrawn from each boring.
Of those field samples collected, 11 samples were sent to a
laboratory for chemical analysis. These soils were tested for
organochlorine and organophosphorus pesticides, chlorinated
8
[6-309J
-------
TABLE 1
SOIL BORING AND SAMPLING
Number of
Borings
SoU
Sampling
Depth, fc.
Depch of Boring
or Completed as
Monitoring Well, ft.
Dry Well
L (B7)
1 (MW1)
2, 5, 10, 15, 20
10, 20, 30, 40
20
40
TMAD Sump
2 (B1 & B2)
1 (MW2)
2, 5, 10, 15, 20
10, 20, 30, 40
20
40
Johnston Sump 1 (B3)
1 (B4)
2, 5, 10, 15, 20, 25, 30
10, 15
30
16
Loading Area
Near Runway
2 (B5 & B6)
0, 2, 5
From Kleinfelder and Associates', "Report of Phase I
Site Assessment ... Mefford Field", 1986.
[6-310]
-------
herbicides and substituted urea. Analytical results from Borings
B-4 and B-7 are included in Tables 2-3.
B. Groundwater
Two 2-inch PVC monitoring wells, MW-1 and MW-2, were drilled
and completed to depths of 40 ft. and 30 ft. respectively. These
wells were placed downgradient of the Moore Aviation disposal
well and the TMAD sump (as inferred from regional groundwater
elevation maps). Groundwater samples were collected from MW-1
and MW-2 in June and September of 1986. These samples were
analyzed for the following constituents: halogenated and
aromatic volatiles, organochlorine and organophosphorous
pesticides, carbamate and urea compounds, and chlorinated
herbicides. Table 4 presents the analytical results for all
water samples collected from MW-1 and MW-2.
Two of three water supply wells currently operating on the
airfield grounds have been sampled. The first water well sampled
was the Gryphon Well. This well supplies the Gryphon hangar
which also currently serves as the administration building. The
Gryphon Well was sampled in June and September of 19 86. The Fry
and Johnston Well was also sampled in September, 1986. This well
services the Fry, Johnston, TMAD and Moore hangars. This sample
was collected at the Fry Aviation tap. The June, 1986 sample
withdrawn from the Gryphon Well was sampled for organophosphorous
and organochlorine pesticides, chlorinated herbicides,
carbamates, halogenated volatile hydrocarbons and aromatic
hydrocarbons. Those samples collected in September, 1986 were
9
[6-311]
-------
File: W-3020-1
June If), 1986
TABLE_ 2 _-_SO IF. SAMPLE ANALYTICAL RESULTS - BORrNG 4
lathed EPA
Hama Method Depth Sample# Concentration D.L. ~ Action I/evel/Agency**
Constituents
llalocienated VoJatlJes B010 10 ft 372-1
1,1-dichloroethane 0.1 0.05 1 / CVR-JQCB
1,1,1,-trichlorethane 1.7 0.05 200 / CVK-KJCB
Aromatic Volatlles 8020 10 ft 3724
Benzene 2.3 0.05 0.70 f CVRMQCB
Toluene 5-6 0.05 100 / CVRWQCB
Xylene 21.0 0.1 620 / CVRWQCB
* D.L. = Detection Limit
»* Agency = Agency Publishing Action Level: CVRVJQCB = Central Valley Region Water Quality Control
Board, Kar&hak, Jon B.. July 198S.
Designated total level in a 6olld to
protect ground water.
NOTE: Constituents not listea were below the detection limits.
All concentrations, detection limits and action levels are in mg/kg.
From Kleinfelder and Associates', "Report of Phase I Site Assessment ... Mefford Field", 1986
-------
From Kleinfelder and Associates1 , "Report
of Phase I Site Assessment ... Mefford
Field", 1986.
File: W-3020-1
June IB. 19B6
TABLE 3 - ANALYTICAL RESULTS - BORING NO. 7
Ksthod EPA
Iknca Method Depth Sample/?
Constituents
Organochlorlne 8080 15 ft 3799
p,p DDE
Qrqanophosichorous 8140 15 ft 3799
DEF
Dlphenamid
Methyl Parathion
Parathion
Chlorinated Herbicides 8150 15 ft 3799
DNBP
Substituted Ursa 632 Modified 15 ft 3799
Diuron
Concentration D.L. * Action l
-------
TABLE 1
Depth
20 FT
ilathod EPA
l'£rra Method
Conoti tucnts
Oroanochlorlnfi 0080
p.p DDE
p,p DDT
Orcranophosphorous 8140
Dlphenajnld
Parathion
PI lorate
Trifluralin
Diazinon
Chlorinated Herbicides 8150 20 ft
20 FT
All Constituents
Substituted Urea
Dluron
632 Modified 20 ft
File: W-3020-1
June 18, 1936
- SOIL SAMPLE ANALYTICAL RESULTS - BORrNU HO. 7
Samplotf
3001
3801
3801
3001
Concentration
10
2
3.0
2.1
0.2
30
0.4
D.L.* Action [>evel/Agency'*
0.05
0.05
2.4 X 10
1 / DMS/TCTC
1 / DIIS/TTLC
"3 / CVPWQCB
1.0
0.05
0.05
0.05
0.05
40 / CVRWQCB
30 / CVRWQCB
0.7 / CVFWQCB
700 / CVFWQCB
14 / CWJ^QCB
None Detected
1.5
1.0
Not Established
~ D.L. =» Detection Limit
~* Agency = Agency Publishing Action Level: DHS-TTLC
CVRwQCM
Department of Health Services. Total Threshold
Limit Concentration
Central Valley Region Water Quality Control
Board, Marshak, Jon B., July 1985. Designated
total level in a solid to protect ground water.
NOTE: Constituents not listed were below the detection limits.
All concentrations, detection limits, and action levels are in mg/hy.
From Kleinfelder and Associates', "Report of Phase I Site Assessment ... Mefford Field", 1986.
-------
Pile: W—3020-1
October 20, 1986
DRAFT
TABLE 4
COMPARISON OF CHEMICAL CONCENTRATIONS AND OCCURRENCES
BETWEEN SAMPLING ROUNDS
fChemical Concentrations In uq/I)
Haloqenated Volatiles
Bromodichloromethane
Chlorobenzene
Chloroform
1,2-dichloroethane
1,1,1-trichioraethane
1,2-dichloropropane
1,1-dichloroethene
Aromatic Volatiles
Benzene
Chlorobenzene
Ethyl benzene
Toluene
Xylenes
MONITORING WELL *1
6-18-36 3-4-36
ND
6
18
7
ND
4
ND
6
ND
1
6
27
1
6
6
3
2
ND
ND
5
5
30
20
200
MONITORING WELL *2 ACTION
6-18-36 8-4-36 LEVEL/AGENC
ND
ND
ND
ND
17
ND
9
ND
ND
ND
ND
ND
ND
ND
ND
ND
6
ND
3
ND
ND
ND
ND
ND
130/D0HS
100/EPA
1/DOHS
200/DOHS
10/DOHS
6/DOHS
0.7/DOHS
130/DOHS
UOO/EPA
100/DOHS
620/DOHS
Organochlorine Pesticides
BHC ND
Lindane ND
p,p DDE 0.6
p,p DDT 0.1
Orqanoohosohorns Pesticides
Diazinon
Dimethoate
Phorate
ND
ND
ND
0.2
0.3
ND
0.7
0.3
3.0
0.5
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
0.3/DOHS
50/EPA
14/DOHS
UO/DOHS
Carbamate and Urea Comoounds
Carbofuran
Oiuron
ND
200
35
10
ND
4
ND
Chlorinated Herbicides
Dicamba 43
2,4 - D ND
2,4,5 - T ND
2.4,5 - TP 12
DNBP 500
60
130
2
50
20
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
8.75/NAS
5.25/NAS
39/NAS
ND = Not Detected Adapted from Kleinfelder & Associates, "Draft
Report of Phase I ... Mefford Field", 1986.
uOHS=Califomia Dept. of Health Services
n'AS =:t"acioual Academy or Sciences
£?A =Environmencal Protection Agency
[6-315]
-------
analyzed for phenols in addition to these constituents mentioned
above. The analytical results of the September, 19 86 water
samples are presented in Table 5.
VII. FACILITY INVESTIGATION - OFF SITE
Two domestic water wells and one public water well located
within 1/2 mile of Mefford Field were sampled in September of
1986. These wells served a motel (Sky Ranch Motel), a rental
home (Franks Equipmental Rental), and a park (Elk Bayou Park).
Refer to Figure 3 for their locations. The wells located at the
motel and rental home are thought to be hydraul ically
downgradient of Mefford Field. Water samples withdrawn from
these off site wells were sampled and analyzed for a range of
constituents. These included organophosphorous and
organochlorine pesticides, chlorinated herbicides, carbamates,
and hydrocarbons. Refer to Table 5 for the analytical results of
the off site water well samples.
VIII. DISCUSSION OF DISPOSAL WELL CONTAMINATION DATA
A. Soils
Soils below the sump and disposal well areas at Moore
Aviation and Johnson Services are the only soils that showed
traces of agricultural chemicals and hydrocarbons at Mefford
Field. Soil samples collected at the pesticide loading area and
the TMAD sump were reported to be free of contaminants. Various
agricultural chemicals and hydrocarbons, however, were detected
in soils sampled from Borings B-7, near Moore Aviation, and
Boring B-4, near Johnston Aircraft Service.
10
[6-316]
-------
Files W-3020-1
October 20, 1986
DRAFT
TABLE 5
ANALYTICAL RESULTS; DOMESTIC WELL WATER SAMPLES
Concentration (ug/1)
Location*
DW-3
DW-3
DW-3
DW-7
DW-1
DW-1
DW-5
DW-5
DW-6
DW-2
DW-4
DW-4
DW-4
Sampleff
2003
2004
2005
2006
2007
2008
2009
2010
2011
3821
3824
3825
3826
EPA 601
ND
ND
ND
ND
EPA 602
ND
ND
ND
ND
EPA 604
ND
ND
ND
ND
ND
EPA 614
ND
ND
ND
ND
EPA 632
ND
ND
ND
ND
EPA 608
ND
EPA 622
ND
ND
ND
* Location; DW-1,
Fry drinking water source
EPA
601 ;
i Purgeable lialocarbona
DW-2 .
Gryphon Aviation
EPA
602 i
; Purgeable Aromatlcs
DW-3,
Sky Ranch Motel
EPA
604 :
i Phenols
DW-4 ,
Frank's Equipment - Rental House
EPA
614
i Pheuoxy Herbicides
DW-5,
Elk Bayou - Old Well
EPA
608 i
: Organochlorlne Pesticides
EPA
622 ;
: Organophosphorous Pesticides
ND *= Not Detected
EPA
632
: Carbamates
ND
ND
ND
Not Analyzed
-------
x
k
SCALE IN MILES
i—>
a '/x
From Kleinfelder and Associaces,
"Draft Report of Phase I... Mefford
Field", 1986.
DOMESTIC WELLS
1. FRY4JOHNSTON 4. FRANKS RENTAL HOUSE
2. GRYPHON AVIATION 5. ELK BAYOU. OLD WELL
3. SKY RANCH MOTEL
DOMESTIC WELL LOCATIONS
MEFFORD AIR FIELD -TULARE, CALIFORNIA
609-012-03
INC.
Figure 3
[6-3181
-------
Aromatic and halogenated hydrocarbons were detected in
Boring B-4 at a depth, of 10 ft- Benzene was the only constituent
found in the sample to exceed a Regional Soil Cleanup Action
Limit (see Table 1). Boring B-3, which is also near the Johnston
sump and disposal well, was sampled at a depth of 10 ft.
Contaminants were not detected. Additional samples withdrawn
from Borings B-3 and B-4 (as shown in Table 1) were not analyzed
for chemical constituents. As a result, the vertical
distribution of contaminants detected in soils northeast of the
Johnston Disposal Well is unknown.
Pesticides and herbicides were detected in Boring B-7 at
depths of 15 ft. and 20 ft. (refer to Tables 2 and 3). All
constituents in the 15 ft. sample were present in concentrations
below regional soil cleanup action levels. DDE
(dichlorodiphenyldichloroethylene) and DDT (dichlorodiphenyl-
trichloroe thane) were detected in the 20 ft. sample at
concentrations exceeding the Total Threshold Limit Concentration
established by the California Department of Health Services
(DOHS). These contaminants were detected in stained soils near
the water table vadose zone interface.
B. Groundwater
Agricultural chemicals and volatile hydrocarbons have been
detected in on-site monitoring well samples. Contaminants,
however, have not been detected in domestic water wells on, or
downgradient of Mefford Field.
11
[6-319]
-------
Groundwater sampled from monitoring well MW-1 has contained
a wide variety of contaminants. Chloroform/ chlorobenzene 1,2-
dichloroethane, 1,2-dichloropropane, benzene, ethyl benzene,
toluene, xylene, DDE, DDT, Diuron, Dicamba, 2,4,5-TP, and DNBP
were all detected in the June, 1986 sample withdrawn from MW-1.
Additional constituents detected in the September, 1986 sample of
MW-1 were: bromodichloromethane, BHC, Lindane, Diazinon,
Dimetroate, Phorate, Carbofuran, 2,4-D and 2,4,5-TP.
Constituents whose concentrations exceed California's Drinking
Water Action Limits in MW-1 are: 1,2-dichloroethane, benzene,
2,4-D, 2,4,5-TP, Dicamba, and Carbofuran.
Changes in contaminant concentrations measured between the
June, 1986 and September, 1986 samples may possibly be attributed
to one or more of the following: a fluctuating water table, in
situ chemical degradation, a leaky underground storage tank
(Kleinfelder and Associates, "Draft Report of Phase I...",
1986:16). Contaminant concentrations were essentially constant
in groundwater samples extracted from monitoring well MW-2 in
June and September of 1986. These samples contained 1,1,1-
trichloroethane, 1,1-dichloroethene and Duiron. 1,1-
dichloroethene concentrations exceeded the California Department
of Health Services' Drinking Water Action Limit in both monthly
samples.
Two domestic water wells on the Mefford Field grounds were
sampled and found to be free of agricultural chemicals and
hydrocarbons. Three domestic wells within 1/2 mile of Mefford
12
[6-320]
-------
Field also showed no trace of these chemicals. Possible explana-
tions for this anomaly are:
the domestic wells sampled are perforated in deeper water
bearing zones than those penetrated by MW-1 ard MW-2,
- the contaminant concentrations downgradient of the airport
have been diluted to levels below detection limits.
- the domestic wells are not hydraulically downgradient of the
contaminating point sources at Mefford Field,
- the contaminant plume does not outwardly extend to those
domestic wells sampled.
IX. ASSESSMENT
Industrial disposal wells formerly operating at Mefford
Field posed a moderate contamination threat to USDW. Soil
samples collected near the Moore and Johnston disposal wells
implicate these wells in the former disposal of agricultural
chemicals and hydrocarbons. At the Moore Aviation site, wash
water formerly used to clean crop dusting planes and chemical
containers is suspected of containing pesticides. Waste
petroleum products were formerly disposed of in the Johnston
disposal well.
The capability of existing vadose zone sediments to
attenuate the chemicals disposed of in these wells is unknown.
Stained, contaminated samples have been encountered in soils
lying 20 feet above the groundwater table. Water samples
extracted from MW-1 and MW-2 indicate to the authors of this
study that injected chemicals have migrated through the vadose
zone sands and into the groundwater.
13
[6-321]
-------
Ground water contamination has been documented on the
Mefford Field property. Agricultural chemicals and hydrocarbons
have been detected in groundwater below the site. Contaminated
water samples were extracted from monitoring wells near the TMAD
sump and the Moore Aviation disposal well. Six chemical
compounds were detected in water samples at concentrations
exceeding California Drinking Water Action Limits.
Hydrologic factors have contributed to the occurrence of
ground water contamination at Mefford Field. Injected fluids
must only migrate 17 to 20 ft. to reach groundwater below the
airport. Chemicals have limited time to degrade or become
attenuated in vadose zone soils before they diffuse into the
groundwater.
Additional monitoring wells should be drilled and completed
at various depths. These wells are required to:
delineate the areal and vertical extent of the contamination
plume on site,
Determine the hydraulic effects of Elk Bayou on groundwater
gradients below the Field.
Well locations should include positions downgradient of the
Johnston Disposal Well, the former dump, and all underground
storage tanks. Existing monitoring wells should be sampled
quarterly. Domestic water wells should be sampled each month
until the contaminant plume on site is delineated.
14
-------
UNDERGROUND INJECTION CONTROL PROGRAM
PILE INVESTIGATION REPORT
SECTION I — General Information
Name of Facility: Mefford Field
MUUKftgg** LOCATION: Just SE of intersection of Highways #99 and #66
Telephone: (209) 688-2001
Owner Address and Telephone (if different from above): city now owns airfield
Land: City of Tulare Technical Contact: Mr. Joseph E. Donabed
411 E. Kern Ave.
Tulare CA 93274
Nature of Business:
Moore Aviation lessee crop dusting. Johnson Aircraft Services
Robert Moore: Owner of Hangar Air Plane Engule Repair Mr. Johnson, Owner
Use of Injection Well (s) (drainage, direct disposal, etc.) :
2 disposal wells: 5W-20's
Identification, Permit or EPA Number (s):
Injection Well (s) Location (township, range and section,
latitude and longitude, verbal description, land marks, etc.):
T 20 S R 24 E Sec. 25
Type of Injection Well (s) -
Industrial Drainage:
Storm-runoff:
Other (specify): 2 disposal wells 5W - 20's
Injection Well (s) Currently Operating: Yes No X
If No, Last Date of Operation:
January 1, 1985 or before (?)
Date of Construction of Injection Well (s) : Unknown crop dusting started
at airport in 1950. First lease was in 1956
Years Injection Well in Operation:
Unknown exactly (20 - 30 yrs. in all probability).
[6-323]
-------
SECTION II - Eydrogeologic Information.
Injection Formation - Name: Unknown
- Description:
- Extent of Injection Zone (s) Below Land Surface (or
elevation above Mean Sea Level):
- Minimum Distance from Injection Well to Underground Source
of Drinking Water (U.S.D.W.):
Location (depth below land surface, areal extent/ etc.] and
description (thickness, lithology, etc.) of Any Relatively
Impermeable Strata (aquitard (s)) Present:
E-clay at 440' - 500'
Underground Sources of Drinking Water -
Confined:
Unlfo'nf ined: San Joaquin Basin Aquifer
Depth to Perched Water Table (if present): NA
Depth to Water: 19' (25' - 40' estimated by DWR)
Saturated Thickness:
Description and Characteristics:
DWR 1985 gradient is to S-SW 20 ft./ mi
Significant sand lenses, potential for high permeabilities.
Extent of Use of U.S.D.W. (extensive, moderate, municipal,
domestic, potential, etc.):
Moderate - Extensive
Oomestic, agricultural, industrial, county.
According to Joe Donabed, County of Tulare has wells in the area for
water supply, confirmed.
Comments:
3 water supply wells on airport site
1 water supply well NW of airport
2 wells south of airport
[6-324]
-------
Attach the Following Information (note i£ unavailable) -
£ Map of Facility Grounds:
- Well tog (s) for Injection Well (s):
- As-built Diagram of Injection Well (s) :
-^Consultant Reports for Injection Well (s) and/or Site
Hydrogeology:
•X Monitoring Data for Injection Well:
- Monitoring Well Data -
- Number of Monitoring Wells:
- Location: Vertical and Horizontal Distance and
Direction of Monitoring Well (s) From Injection Well:
¦X Depth of Completion and Sampling Interval:
¦X Chemical and Physical Analyses:
- Downgradient Water Supply Wells (within a one-guarter mile
radius of the injection well) -
•2- Number of wells:
& Location: Vertical and ^Horizontal) Distance and
Direction of Supply Well (s) from Injection Well:
Chemical and Physical Analyses:
£ Status of Wells (operating, abandoned, etc.)
£ Status of Any Nearby Surface Waters (possibly
affected by injection well operation):
SECTION III - Operating Data
Injection Rate, Frequency, and Volume (drainage area,
precipitation, etc.)
[6-325]
-------
Description of Injection Operation (including brief history):
i
Agricultural chemicals used by crop dusters. In past years, planes were washed
off and rinse water went down a dry well; some rinsing and or disposal of chemical
rinsates from buckets may have been disposed of in the well.
Fluid Source:
Fluid Composition/Characteristics (including any treatment
process) : Various agricultural chemicals. Pesticides (ODE, DDT above action
Contaminant (s) and Potential Source (s) of Contamination:
DDE, DDT, Phenoxyherbicide 2, 4, S TP Dicamba, dichloroethane. benzene
all above DOHS action levels. Drywell on Moore property.
Method of Disposal (transport to well):
Direct Disposal and drainage
Previous Problems with Well (clogging, overflowing, etc.) -
limits).
NO
Unknown
Description of Problem:
Yes
Operating Records Attached: Yes
Injection Fluid Analyses Attached: Yes
No *
No
[6-326]
-------
SECTION IV - Pcioc Site Inspection Specifics
Name and Affiliation of Inspectors: Jim Souther, CVRWQC8
Jerry Prine
Name and Affiliation of Facility Contact: Robert Moore, Owner of
Moore Aviation
Date: ju]y is, 1985 Time:
Reason for Inspection:
CVRWQC8 ordered site inspection for invest of organizations and other ground
contaminants
Number of Injection Wells:
Number of Injection Wells Inspected:
Site Conditions:
Inspection Comments:
Inspectors interviewed owner of drywell Robert Moore also investigated other
areas where pollutant sources may exist, (pits, etc.).
[6-327]
-------
Section 6.2.25
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
Industrial Disposal Well Case
Study: Kearney-KPF-Stockton,
California
Engineering Enterprises, Inc.
(Prepared for USEPA Region IX)
December, 1986
Kearney-KPF
Stockton, California
USEPA Region IX
Manufacturing, Silver Plating,
Galvaniz ing
BRIEF SUMMARY/NOTES: Rinse waters from silver plating
contained concentrations of copper,
cyanide, and silver in excess of
1 mg/1. Waste streams from galva-
nizing contained high concentrations
of lead and zinc. Data is inade-
quate to delineate extent of sub-
surface contamination.
[6-328]
-------
X*HI
INDUSTRIAL DISPOSAL WELL CASE STUDY:
KEARNEY-KPF - STOCKTON, CALIFORNIA
I. SITE BACKGROUND
"KPF Electric Company, now Kearney - KPF, first began
operations in 1951 at their plant site on East Alpine Avenue in
Stockton, California (refer to Figure 1 for the location). From
1951 until 1965, the manufacturing plant, which includes a silver
plating process, was the only operation on site. The company
then expanded operations to include a galvanizing operation in
1972" (Canonie Environmental Hydrogeologic Assessment Report,
[HAR], 1986).
All liquid wastes from the silver plating and galvanizing
operations were discharged to the surface. These liquid wastes
flowed into two topographic depressions on Kearney-KPF's
property. One depression, or "pond", was drained by an
industrial process water disposal well (5W20) for thirteen years.
By January 1986, the Central Valley Regional Water Quality
Control Board (CVRWQCB) had requested Kearney-KPF to halt all
disposal of liquid wastes and rinse waters from the silver
plating and galvanizing operations. The CVRWQC3 subsequently
required Kearney-KPF to conduct a hydrogeologic investigation in
accordance with the California Toxic Pits Cleanup Act (TPCA).
Kearney-KPF retained Canonie Environmental of Stockton,
California to conduct the investigation.
1
[6-329]
-------
/
3
30
f
SinOMy
K£AFINl
-------
IX. CHEMICALS HANDLED ON SITE
Various chemicals were used in the silver plating and
galvanizing operations. Listed below are chemicals identified to
have been used in these processes at one time.
Silver Plating Operations
- Trichloroethylene (TCE) until 1971
- Chloroethene
- Hydrochloric acid
- Nitric acid
- Sulfuric acid
- Sodium cyanide
- Mercuric oxide
- Silver cyanide
Galvanizing Operation
- Oakite (solution of sodium hydroxide, sodium carbonate,
terpenes, and carboxylate type chelating agents)
- Hydrochloric acid
- Zinc chloride flux
In June 1985 and March 1986 the silver plating rinse water
and the galvanizing waste solutions were tested for metal
constituents. These constituent concentrations and volumes of
discharged waste waters are presented in Tables 1 and 2. Rinse
waters from the silver placing operation contained concentrations
of copper, cyanide, and silver in excess of 1 mg/1. Waste
streams generated from the galvanizing operation contained
concentrations of lead and zinc at high concentrations. The
CVRWQC3 has requested that these waste solutions be analyzed for
all priority pollutants (as defined by the State of California).
2
[6-331]
-------
TABLE 1
CHARACTERIZATION OF DISCHARGE HASTE STREAKS
KEARNEY - KPF
SILVER PLATIN6
6ALVANIZIN6
Rinse Hater
Rinse Hater
(1)
(1)
(Alkaline Streaa)
(Acid Streaa)
Oakite
(Spent Acid)
Rinse Hater
(3/23/84)
(3-25-04)
(4/11/86)
(6/11/85)
(3/25/86)
ANALYTE3(S) <«6/L)
pH
9.0
1.9
12.9
0.2
2.4
(2)
Antiionv
NO 0.02
0.02
0.C3
Arsenic
NO 0.01
ND 0.01
ND 0.01
Berylliua
ND 0.005
0.007
ND 0.005
Cadaiua
0.006
0.005
0.11
Chroaiui
ND 0.005
0.041
0.32
Copoer
6.0
121
0.5
Cyanide
5.2
NA
Lead
0.006
ND 0.005
1.4
180
6.4
Mercury
0.002
ND 0.001
ND 0.001
Nickel
NO 0.05
ND 0.05
0.28
Seleniua
ND O.OOS
0.008
0.U48
Silver
1.21
0.002
0.01
Thalliua
ND 0.01
ND 0.01
0.10
Zinc
0.2
0.08
12
52000
134.0
(1) Saioles Here collected prior to the onset of the HAR investigations for analyses of selected heavy letals.
(2) HO ( denotes none detected to a level of x.
Frot Canonie Environaental's *Xearnev-f.PF: Hvflrooeolooic Assessment Report...\1936.
-------
TABLE 2
SUWIARY OF ESTIMATED HASTE VOLUflES
Ooeration/ Total Tiae Total Voiuu Volume Per Discharge
Consxtiuent of Discharge (oal) Irear (oal/vr) Location
Silver Plate
Rinse Mate''
Acid and 35.0 510.000 15.000 Pond 2
Alkaline
Mater Rinse
Acid 34.5 4,700 130 Pond 2
Galvanizing
Mate Solutions
Pond 1
Pond I
Pona 1
Oakite 12.75
Mater Rinse 13.30
Soent Acid 12.75
190.OuO 14,000
1.700.000 120.000
200.000 17.000
From Canonie Environmental's 'Kearnev-rlPF: Hvdrooeolooic Assessment Seoort...'. 198b.
[6-333]
-------
III. SITE GEOLOGY/HYDROLOGY
A. GEOLOGY
Geologic units of hydrologic significance located below the
Kearney site are similar to those studied by Piper (1939, Piper,
et. al.) in the Mokelumne area northeast of Stockton, California
(Bailey, USGS, 1966). The unconsolidated water-bearing strata
consist of the River Channel, Flood Plains, Victor and Laguna
formations. See Table 3 for the approximate thicknesses of these
formations. These unconsolidated deposits reportedly consist of
silt, sandy silt, sand, gravels and clays (Bailey, USGS, 1966).
Monitoring and water supply wells located on site most likely
penetrate the Victor and Laguna Formations. The exact depths and
thicknesses of each formation below Kearney-KPF's property have
not been determined.
B. HYDROLOGY
The aquifer(s) located beneath Stockton and its outlying
communities help comprise the upper San Joaquin Water Basin.
Site specific hydrologic information pertaining to these
aquifer(s) is minimal. Groundwater has been detected
approximately 35 ft. below land surface. Piezometric elevation
measurements taken from two Kearney-KPF monitoring wells indicate
an essentially flat water table below the site (NW hydraulic
gradient =0.0013, Canonie Environmental, 1986). Regional
groundwater data, however, characterizes a hydraulic gradient
(which has historically changed direction) directed to the E-NE.
This hydrologic contradiction is yet to be resolved. Groundwater
has been detected approximately 35' below land surface.
3
[6-334]
-------
TABLE 3
u»r titairiciar ia r*c ct»r»*c eiu'oaau
(QlttlM IN Jatia. 1911)
SAM Mi t 9 1 1 MUIT
lata!••«• a«aa
(filar ant alMd,
1 *39)
Slaa*« ia«a mii
(Oa»»a in Mil. i|39)
Vail «M iati> tiaaa
(*a» i t«a »•!»## •)
lilt I idt
¦attntait tua |
Cati mi
a
«#
m
m
I It•! 1 1
IN |llu«ial*laa
(o-i30* M)
Imr i«i ai
la* •••«•((•
(O-ISO* It)
1
lavtt im t laa**
kilia «••••>«!
C Q-l 00 M)
1
11 in*iii •• da in *11
(0*73 It)
1
1 l•••-#uia aa aaa11 a
(0-30 It)
1
Alluvial • i aa it tat*
inn an i iiia*
laaia ataaaiii
(0-150* ll)
u
«•
m
1
ta< fl»ff
ftlMI IM
(0*30« U)
'
Titlii f«aiti«a
IM IHKM latMitt
(8*IOftl M )
fa*«iaaaraia ifM
IN Citiaii lM|«
(0*300» ft)
i
Tictir fwmt im
(0*130* ft)
Of«*«
in# riuiM
Vtcta# ^araaoia
ana it taiM dtsMtia
(0*130 tt)
laaaaia fm al 3at*« ini
,"ail. 113fl (30*109 lt)|
li««#aa*a hiaaiiM «i i
Oavia ana Mil I fill
(t 30*200 tt) |
lc*
Tall Ml Lit* f» ll
im «n. iui
(338-110 fl)
1
1
1.
1
1
iciiai i»a? aatam
3.3l-*tl0* »aa»» 1
Taint larval i aa
(0*1 000 It)
¦
«•
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Tiaaa* l| fuitia Fiiaama
iMitn lull Haul (0-I1WII)
i. l.lilO*
| Vtmiiu |J
| <0-1.300- M) l|
1
7 iaa|ia«a«ll
i tataeiO
1 (0*» O90» ft)
T
1
liartia firaiiii
iaa ritaiil
ftiiian >mii
(9*408 (1)
i
! li|iaa hraaliia
{ (0-400 It)
T
1
¦••fit* fllMl !#•
(7^*400 rt)
1
kaftia fwaaiiM
(100*1 200 it)
i
Sm laaaaia fetaMiM
ia- mm it)
10-1.8M It)
¦
•
•
1. [tftNia IN HHri
! I
i
. t*U
i
i
j
1
». ia««a
• i ill) % 'V
[6-335]
-------
Twenty-eight off-site water supply wells have been located
within one mile of the Kearney-KPF site boundary. These wells
are used for domestic, industrial, and irrigation purposes.
Groundwater use studies concerning northern California report
that ground water is used for over half of the area's irrigation
needs and nearly all of its domestic needs (Bailey, USGS, 1966).
Seven wells near the Kearney-KPF property are used for municipal
drinking water supply purposes. The aquifer(s) below, and
surrounding the site are collectively classified as an
Underground Source of Drinking Water (USDW).
IV. POSSIBLE ON SITE CONTAMINATING POINT SOURCES
Two drainage ponds and one industrial disposal well (5W20)
were used to dispose of liquid wastes on site. A two inch PVC
discharge pipe was installed to transport waste solutions from
the silver plating lab to Pond 2. Pond 1 received galvanizing
waste solutions from the galvanizing building. This pond's
dimensions were approximately 25 feet in diameter by 4 feet deep.
A 4-foot diameter industrial disposal well was constructed near
Pond 1 to drain (by gravity) the standing liquid waste solution
from the pond. Refer to Figure 2 for the locations of these
discharge areas.
V. DISPOSAL WELL DESCRIPTION
An industrial process water disposal well was constructed
(hand dug) in 1972. This well was dug approximately 17 feet west
of Pond 1 in order to provide drainage for the pond. Industrial
waste drainage from Pond 1 drained into the disposal well. The
4
[6-336]
-------
B-4
(TO NORTHWEST)
EXISTING
GALVANIZING
BUILDING
SHALLOW
rnL
%
'//.'////,'///'/. /////
Ya
DEEP WELL
EXISTING-.
FOUNDRY
ft ii rnmmmr/yz/y
¦y//////////////M
DRAINAGE
AREA
T-2 —J POND 1
(SUMP)
dry"1
WELL
Adapted from Canonie Environmental's "Kearney-KPF: Hydrogeologic
Assessment
ON SITE CONTAMINATING POINT SOURCES
KEARNEY - KPF
609-012-03
Figure 2
[6-337J-
-------
disposal well was completed to a depth of 22 feet and was
reported to penetrate a 7-foot thick sandy stratum. Porcelain
from Kearney-KPF's foundary was used to backfill the uncased
borehole.
VI. FACILITY INVESTIGATION - ON SITE
A. SOILS
Test pit, shallow boring, and deep boring soil samples were
collected on the Kearney-KPF property by Canonie Environmental.
The pH of all samples collected was measured so that soils
polluted from the discharged acidic waste streams could be
identified. Metals analyses were performed on selected soil
samples found to have low pH's.
Soil Boring T-2 (see Figure 2) was drilled adjacent to the
industrial disposal well borehole, which is approximately 5 feet
west of Pond 1. Soil Boring T-4 was drilled 38 feet southeast of
Boring T-2. Boring T-2 soils sampled between depths of 7 and 3S
feet below land surface (bis) were confirmed to have a low pH.
Soils sampled from depths of 20 to 26 feet bis at Boring T-4 were
also found to have low pH levels. Metal concentrations (zinc,
iron) were correspondingly high (refer to Table 4). Depth-pH
information for Borings T-2 and T-4 is presented in Figure 3 and
in the boring logs for each borehole.
5
[6-338]
-------
TABLE 4
CHEMICAL ANALYSES OF SELECTED SOIL SAMPLES FROM THE DEEP BORINGS
Heavy Metal Concentrations for
Total Threshold Liait Concentrations (I)
(eq/kg)
Heavy Metal Concentrations for
Soluble Threshold Mut Concentration! (2)
Ug/I)
UELL
SAMPLE
'DEPTH
(FT >
SOIL
PH
Pb
In
Fe
Cu
Hi
Aq U) Cn 14)
Pb
In
Fe
Cu
Hg A« 14) Co (4)
6-5/20-21
B-5/21-22
7.1
7.2
6.2
9.2
34
60
HBuO
18000
24
40
NO 0.113)
NO 0.1
ND 0.5 NO 25 20 ND 2.5 HD 0.2
ND 0.5 ND 25 5.1 ND 2.5 ND 0.2
T-l/21-24
6.3
4.8
3u I2BO0
15
ND 0.1 ND 0.5 ND 1.0
ND 0.5 ND 25
17 ND 2.5 ND 0.2 HD O.S
(51
T-2/IB-2I
T-2/22-23
3.4
4.0
45.
9.B
880
MOO
If 000
268o0
20
50
ND 0.1
0.4
1.2
ND 0.5
60
139
108
129
ND 2.5
ND 2.5
ND 0.2
ND 0.2
T-4/21-24
T-4/24-25
3.7
3.6
8.B
23.
420
1290
13000
260u0
17
37
ND 0.1
ND 0.1
ND 0.5
ND 0.5
37
75
68
62
ND 2.5
ND 2.5
ND 0.2
ND 0.2
T-5/22-25
1-5/25-26
6.4
6.6
4.5
7
210
48
HOvO
21000
15
42
ND 0.1
0.3
1.3 77 151 ND 2.5 ND 0.2
0.5 ND 25 28 ND 2.5 ND 0.2
(1) Analyzed using acid digestion procedures outlined in the CAM.
(2) Analyzed u'sinq MET as described in the CAH.
(3) Mb It denotes none detected to a level ol I.
(4) Silver and Cyanide nere analyzed only in T-l which it adjacent to the discharge point
Ipond 2) for wastes containing silver and cyanide.
(51 Cyanide cannot be analyzed in an acidified saiple.
Pros Canonie Environsental's 'k.earney-kPF; Hvdroqeoloqical Assessment
Report.|98i.
-------
(From Canonie Environmental's, "Kearney-KPF:
Hydrogeologic Assessment Report...", 1986.
20 't-
is -
10
-to -
z
2,5
<
>
ui-20
-23
•30
•35
-40
¦45 L
P0N0I
MIXED SANO,
SILT, AN0 CLAY
tazs
P»«8.S
MIXED SANO,
SILT, ANO CLAY
F«i2880Q
P»*«S |
N«>a.4
Zn>MOO
2n«iZ90
TJ.3*
NOI£l
AU. METAL concentrations
ARC TTLC IN
I I I
l 4 i i
PH
BORING T-2
2 4 4®
pM
BORING T-4
VERTICAL SCALE
o
lOFEET SO
VERTICAL EXAGGERATION * 10 X
HORIZONTAL SCALE
0
50 100 FEET
VERTICAL PROFILE OF pH AND METAL
CONCENTRATIONS FOR DEEP BOREHOLES
T-2 AND T-4
609-012-03
Figure 3
[6-340j
-------
B. GROUND WATER
Two water supply wells and three monitoring wells are
located on the Keamey-KPF property (see Figure 2). The shallow
supply well ("Shallow Well") was completed between depths of 80
to 120 feet. The second supply well, referred to as the "Deep
Well", extends to a depth of 230 feet. Three 2" SCH 40 FVC
monitoring wells (Borings Bl, B4, and B5) were installed as part
of the hydrogeologic investigation at depths ranging between 55
and 60 feet. These wells were screened at the bottom 9 feet of
each respective hole. Aquarium size silica sands and pea gravel
were used to pack the wells. (Canonie Environmental, 19 86).
Multiple groundwater samples have been extracted by Canonie
Environmental from each well on site during 1985-86. Different
sampling methods were used in each round of sampling. The
initial water samples were collected with a bailer. These
samples were not filtered and were analyzed for metals only. Two
water samples were collected during the second round of sampling:
one filtered and one unfiltered sample. These samples were
collected with a bladder pump. Organic and metal constituents
were analyzed. Tables 5-7 present the analyses of samples
collected from both sampling rounds.
VII. FACILITY INVESTIGATION OFF SITE
An off site investigation program has not been conducted by
Rearney-KPF as of this writing. Current emphasis still remains
on the collection of adequate hydrogeologic information for the
site itself. If groundwater contamination is documented, an
6
[6-341]
-------
TABLE 5
StWIARY OF KATES QUALITY DATA. FUST SET-
SAMPLES NOT FILTE3® OR ACIDIFIED IN THE FIELD
<3) (4)
(2) (31 Shillan Oeeo
Analyte(s) 8-1 8-4 B-5 Hell Hell
sit 7.3 7.5 7.B 7.6 8.2
(SI
Cooper 0.11 ND 0.05 9.05 HQ 0.05 (1)
Cyanide NO 0.05 ND 0.05
Iron 16.6 *6.0 0.21 ND 0.05
Lead 0.18 0.23 0.21 0.15 HO 0.1
Nercurv 0.2? ND 0.001 NO O.OO ND 0.001
Silver NO 0.02 HD 0.01
Zinc 0.93 0.20 0.22 0.06 NO 0.05
Notes:
(1) Constituents that were not analysed are left blank.
(2) Saaple collected in January. 1984 daring preliminary investigation.
(3) Sample collected in April, 1984 during detailed investioation.
Cyanide and silver Mere net analyzed for in mils B-4 and 9-5
because of the distance from the discharge point (Pond 21.
(4) Samole collected in June, 1985 (or preliminary assessment far state.
Only major metals analyzed.
(5) ND - I denotes none detected to a level of I.
From Canonle Environmental^ "Kearnev-KPF:ttvdrogecioqic Assessment Report...',1986.
[6-342]
-------
TABLE &
11}
SUMMARY OF HATER flUAUTY DATA. SEUHO SET
1HCU1DES SAMPLES FlkLfl FILTERED A» ACIMF1ED
Nell No./
Condition
Copper
Total
Lead
Analyte(s) (ag>ll
Iron Zinc
Hercunr
Silver
Cvanide
Organic
Lead
(2)
B-4/NF
B-4/F
B-5/NF
B-5/F
B-l/NF
8-l/F
Shallow/NF
Shallox/F
Oeeo/NF
Oeeo/F
(4)
HD 0.05
NO 0.05
0.0A
HD 0.05
HO 0.05
HD 0.05
NO 0.05
NO 0.05
HD 0.05
HO 0.05
NO 0.005
0.006
0.010
0.006
NO 0.005
HO O.GOS
0.005
NO 0.005
HD 0.005
HO 0.005
24.0
NO 0.05
48.0
0.08
12.3
0.06
0.07
NO 0.05
NO 0.05
NO 0.05
0.07
NO 0.03
0.13
HD 0.05
0.07
HO 0.05
NO 0.05
NO 0.05
HD O.OS
HO 0.05
HO 0.001
HD 0.001
HD 0.001
NO O.OOt
NO 0.001
NO 0.001
NO 0.001
NO 0.001
HD 0.001
NO 0.001
NO 0.005
ND 0.005
HD 0.005
HO 0.005
HD 0.005
NO 0.005
NO 0.005
NO 0.005
HD 0.005
NO 0.005
HO 0.05
13)
HD 0.05
(J)
HD 0.05
(3)
HO 0.05
(3)
HO 0.05
<3J
HO 0.1
HO 0.1
NO 0.1
HD 0.1
HO 0.1
ND 0.1
HO 0.1
ND 0.3
HO 0.1
HD 0.1
(1) Saaples Collected in June. 19B&.
i2) Wells designated HF were not filtered and acidified then saieled. Hells designated F «ere
filtered and acidified *hen saioled.
!3) Cyanide cannot be analyzed in acidified saaoles.
(4) NO i denotes none detected to a level of X.
Frc» Canonie Environmental's 'Kearrev-KPF:
Hvdrooeoloaic Assesuent Reoort...'.l?96.
[6-343]
-------
TABLE 7
RESULTS OF ORGANIC ANALYSIS
ANALYTE(S) (116/L) NELL HELL HELL SHALLQH DEEP CALIFORNIA (3)
B-l 8-4 8-5 HELL HELL DHAL
(2)
Broaodidiloroaethane ND 0.0005 NO 0.0005 NO 0.0005 ND 0.0005 NO 0.0005
Broaofori NO 0.0005 NO 0.0005 NO 0.0005 NO 0.0005 NO 0.0005
Broaoaethane NO 0.0005 NO 0.0005 NO 0.0005 NO 0.0005 NO 0.0005
Carbon Tetrachloride NO 0.0005 NO O.OOOS ND 0.0005 ND 0.0005 ND 0.0005
Chlorobenzene NO 0.0005 ND 0.0005 NO 0.0005 ND 0.0005 ND 0.0005
Chloroethane ND 0.0005 ND 0.0005 ND 0.0005 ND 0.0005 ND 0.0005
2-Chloroethvlvmyl ether ND 0.0005 NO 0.0005 NO 0.0005 ND 0.0005 ND 0.0005
Chlorofori ND 0.0005 ND 0.0005 ND 0.0005 HO 0.0005 ND 0.0005
Chloroaethane ND 0.0005 ND 0.0005 ND 0.0005 ND 0.0005 ND 0.0005
Dibroaoch1oroaethane ND 0.0005 ND 0.0005 NO 0.0005 NO 0.0005 ND 0.0005
1.2-Dichlorobenzene ND 0.0005 NO 0.0005 ND 0.0005 ND 0.0005 ND 0.0005
1.3-Dichlorobenzene NO 0.0005 NO 0.0005 NO 0.0005 NO 0.0005 NO 0.0005
1.4-Dichlorobenzene NO 0.0005 ND U.0005 NO 0.0005 ND 0.0005 ND 0.0005
Dichlorodiflourcaethane NO 0.0005 ND 0.0005 ND 0.0005 NO 0.0005 NO 0.0005
1.1-Dichloroethane ND 0.0005 ND 0.0005 0.0009 ND 0.0005 ND 0.0005 0.02
1.2-Dichloroethane ND 0.0005 NO O.OOOS ND 0.0005 ND 0.0005 HO 0.0005
1.1-Dichloroetliene * ND 0.0005 ND 0.0005 0.03 0.0021 0.024 0.006
trans-l,2-0ichloroethene ND 0.0005 NO 0.0005 NO 0.0005 ND 0.0005 NO 0.0005
1.2-0ichloropropane NO 0.0005 NO 0.0005 NO 0.0005 ND 0.0005 NO 0.0005
cis-l.S-Dichloropraoene NO 0.0005 ND 0.0005 NO 0.0005 ND 0.0005 ND 0.0005
trans-l,3-Dichloropropene ND 0.0005 NO 0.0005 NO 0.0005 ND 0.0005 ND 0.0005
1,1.2,2-Tetrachloroethane NO 0.0005 NO 0.0005 ND 0.0005 ND 0.0005 HO 0.0005
Tetrachloroethene * 0.0005 ND 0.0005 0.0006 ND 0.0005 0.013 0.004
1.1.1-Trichloroethane 0.0017 NO 0.0005 0.027 0.0019 0.06 0.2
1.1.2-Trichloroethane ND 0.0005 ND 0.0005 ND 0.0005 ND 0.0005 ND 0.0005
Trichloroethene 0.0009 NO 0.0005 0.001 0.001 0.0031 0.005
Trichlorofluoroaethane ND 0.0005 ND 0.0005 ND 0.0005 ND O.OOOS NO 0.0005
Vinvl chloride HO 0.0005 ND O.OOOS ND O.OOOS NO 0.0005 ND 0.0005
Methylene chloride NO 0.0005 ND 0.0005 NO 0.0005 NO 0.0005 NO 0.0005
(1) Analyzed using EPA Method aOl for Haloqenateo Volatile:.
(2) NO I denoted none detected at a level of X.
(3) Drinking Hater Action Level.
(4) » - Exceeds DHAL.
Froa Canonie Environaental's 'Kearney-KPF'.Hvdroqecloijic Assessaent Report...', 1986.
[6-344]
-------
expanded investigation by Kearney-KPF, including off site
monitoring, will likely be required by the Regional Board (C.
Williams, CVRWQCB).
VIII. DISCUSSION OF DISPOSAL WELL CONTAMINATION DATA
Data collected by Canonie Environmental for Kearney-KPF
indicates that waste waters have migrated to vadose zone soils
located below the industrial disposal well. Iron and zinc
concentrations found in soils 18 ft. to 23 ft. below the well
were the highest of those soils sampled. The pH of soils sampled
near the well ranged from 2.9 at a depth of 9 ft. to 5.3 at a
depth of 3 6 ft. below land surface (Canonie Environmental, 1986).
Soils beneath Boring T-4 are also contaminated (see T-4 boring
log). The pH of contaminated soils in T-4 ranged from 3.9 at a
depth of 22 feet to 3.6 at a depth of 26 feet (total depth) below
land surface (Canonie Environmental, 19 86). Both boring samples
appear to indicate that waste waters have migrated to the water
table located 3 5 ft. below ground surface (see Figure 3).
Because Borings T-2 and T-4 are adjacent to Pond 1, soil
contamination encountered in these borings cannot solely be
attributed to the disposal well. Standing waters in the unlined
pond most likely migrated into these same vadose zone soils.
Groundwater data collected from the two sampling rounds
conducted on site are inconsistent. The first sample extracted
from monitoring well B-l (near the disposal well) in January of
1986 contained lead and mercury in concentrations exceeding EPA's
National Primary Drinking Water Standards. These concentrations
7
[6-345]
-------
included suspended and dissolved metals fractions. Iron and
organic constituents were not analyzed in the sample.
The June 1986 samples collected from monitoring well B-l
consisted of a filtered and unfiltered sample. Unlike the first
unfiltered sample extracted from B-l, the June 1986 unfiltered
sample did not contain detectable concentrations of lead,
mercury, and other metals. Iron, however, was present in the
unfiltered sample at a concentration of 12.3 mg/1. This exceeds
the EPA's Secondary Drinking Standard of 0.3 mg/1 for iron.
Significantly lower metal concentrations in the June unfiltered
sample probably resulted from the change in sampling mechanism
employed (bailer vs. bladder pump). Further sampling is planned
by Kearney-KPF to resolve these discrepancies.
Iron, trichlorethene, and 1,1,1-trichloroethane were present
in the filtered June 1986 sample. All constituents were detected
below drinking water standards. All other inorganic and organic
constituents analyzed were undetected in the sample.
Organic constituents encountered in other on site monitoring
wells are: 1,1-dichloroethane, 1-1 dichloroethene, tetrachloro-
ethene, 1,1,1-trichloroethane, and trichloroethene. Of these,
1,1-dichloroethene, and tetrachloroethene exceeded California
Drinking Water Action Limits (DWAL). Samples withdrawn from Well
B-5 and the Deep Well contained more organic contaminants than
other wells tested on site.
8
[6-346]
-------
IX. ASSESSMENT
The vadose zone soils below the disposal well and Pond 1
contain elevated levels of heavy metal constituents. This
contamination is directly attributable to the direct surface
discharge of galvanizing waste waters. Soil contamination may
also be attributed to the drainage of these waters into the
disposal well. Depth discrete soil data near the disposal well
indicate the probability that the galvanizing waste streams
migrated to the water table via the disposal well. Further soil
borings should be drilled to the water table near the disposal
well and Pond 1 area. Soils should be sampled and analyzed for
organic and inorganic parameters. Soils with contaminant
concentrations exceeding recommended soil cleanup action levels
should be excavated and hauled off site.
As of this writing, groundwater sampling data is inadequate
to delineate the extent of subsurface contamination. As
previously discussed, various water sampling collection methods
and sample preservation techniques have been used to date. These
variables make it difficult, if not impossible, to interpret the
ground water analyses. Future water samples should be filtered
and analyzed for metals and other priority pollutants identified
in the process waste streams. Additional monitoring wells are
needed on site. These wells will enable investigators to
adequately establish aquifer characteristics and ground water
quality beneath the site. Monitoring wells are especially needed
in the Pond 1 area. These wells should be screened at multiple
depth intervals. Additional monitoring wells will enable site
9 [6-347]
-------
investigators to establish the depth specific quality o£ ground
water below the disposal well area.
A conclusive assessment regarding the extent of
contamination resulting from the disposal well cannot be made.
Because the site investigation is in its early stages, soil and
water quality information is limited.
Kearney - KPF's Hydrogeologic Assessment Report (HAR) was
submitted to the Central Valley Regional Water Quality Control
Board (CVRWQCB) and the California Department of Health Services
(DOHS) in July of 19 86. The recently created Toxic Pits Cleanup
Act Unit of the CVRWQCB and the Toxic Substance Control Division
of the DOHS have reviewed the report for conformance with
California's Toxic Pits Cleanup Act of 1984. The CVRWQCB's Toxic
Pits Cleanup Act Unit has been designated the lead reviewing
agency (C. Williams, CVRWQCB). Numerous deficiencies in the
Kearney - KPF HAR have been cited by the reviewing agencies.
These agencies have recognized the disposal well area as a
critical point of concern. Review comments suggest that Kearney
- KPF should further assess the extent of soil and groundwater
contamination in this area (Review of Kearney-KPF's HAR, CVRWQCB
and the DOHS, 1986).
Immediate concerns were recently discussed in a meeting
between Kearney-KPF and the state reviewing agencies. Additional
groundwater sampling, soil sampling and waste stream character-
10
[6-348]
-------
ization is planned (conversation with C. Williams, CVRWQCB).
CVRWQCB's review of Kearney-KPF's site investigation will contin-
ue until the evaluation of soil and groundwater contamination is
complete.
11
[6-349]
-------
Ganonie
Boring
Log
PROJECT No. ^CBS-ltcS*
BORING No. I
PAGE.
or 4
PROJECT NAME Usas'i
BORING LOCATION SToo-U aMr* If €*Sr SURFACE FLFV '7.gS*
DRILLER $,+rrA'$r.lU« DATE' START4/3/9(> FINISH 4/4!l(.
sample
a.
Ui
a
NO
nrPE
interval
FPCM TO
SLOW
COUNT
SI 12
2 19
ll
o"*
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f{y Jr/; brrtJ'i
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dry "SiUT
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tfK ft £¦)•¦} M/y faC'Si^ rgJ^'iU
\)fovJA Silt i/a*s
6-35C
I I I
-------
Caiaonle
Boeing
Log
PROJECT No. VtZS-lLS'
BORING No. T- 4
PAGE
OFJI
PROJECT NAME - tfPF
BORING LOCATION S€oC.C,(, a/^ti4 5ao7-7/ £a^T SURFACE ELEV. 17- #5*
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ANO REMARKS
sM''V "•« sT^rzM-ik'y**
iF3ms true. £¦£<>£ ^^4
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sr.-zj -jt yf~S ii hf
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__ [6-3_5
-------
Castosile
Boring
Log
PROJECT No.
BORING No. T-4-
PAG£_3_ 0F_4_
PROJECT NAME - )LPr
BORING LOCATION f5~OO.U de/lTA SSoZlt snRPArr ELEV. _12_E£_
DRILLER €gn-4>.)U< -7^5 DATE1 STARTS/3 /g> FINIS ~4/d }%L.
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-------
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-------
CanonSe
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-------
Canoitle
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PROJECT Mi»- !*)£$£-/b*r
BCRNG No. T- 2-
PAGE_iL0F_51
PROJECT NAME >W/w- K"PF
BORING IQTATlQfi Mr-b 42 ffi'T SllRFACF ELEV. _A__£
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6-35f
-------
Caitonie
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PROJECT NAME
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[6-357
-------
UNDERGROUND INJECTION CONTROL PROGRAM.
FILE INVESTIGATION REPORT
SECTION I — General Information.
Name of Facility: Kearney - KPF
Address: P. 0. Box 8485
Stockton, CA 95208
Telephone: (209) 464-8381
Owner Address and Telephone (if different frost above) :
Nature of Business: Silver plating, galvanizing operation in the manufacturing
of electrical switches.
Use of Injection Well (s) (drainage, direct disposal, etc.):
Direct Disposal
Identification, Permit or EPA Number (s):
Injection Well (s) Location (township, range and section,
latitude and longitude, verbal description, land marks, etc.):
T2N, R6E, Section 35. Hand dug, 22' deep. 17' East of Pond #1.
Type of Injection Well (s) -
Indus-trial Drainage:
Storm-runoff:
Other (specify) : 1 5W-20, drains industrial waste pond.
Injection Well (s) Currently Operating: Yes No
If No, Last Date of Operation: January, 1986.
Date of Construction of Injection Well (s): ]g72
Tears Injection Well in Operation: 14 Yrs.
1
[6-358]
-------
SECTION II - Hydrogeologic Information
Injection Formation — Name: River channel and flood plain deposits.
- Description: Alluvium
- Extent of Injection Zone (s) Belov Land Surface (or
elevation above Mean Sea Level): 22 feet deep
- Minimum Distance from Injection Well to Underground Source
of Drinking Water (U.S.D.W.):
Location (depth below land surface, areal extent, etc.) and
description (thickness, lithology, etc.) of Any Relatively
Impermeable Strata (aquitard (s)) Present:
Possible permeable stratas below the site are:
River Channel: Flood plain deposits 0-25 feet thick
Victor Formation: 0-150 ft. thick
Laguna Formation: 0-400 ft. thick
Underground Sources of Drinking Water -
Confined:
Unconfined: Possible. Consultant contests that semi- confined
to confined conditions exist.
Depth to Perched Water Table (if present):
Depth to Water: Approximately 35'
Saturated Thickness: Unknown.
Description and Characteristics:
San Joaquin Water Basin. Used extensively in northern half of basin.
Extent of Use of U.S.D.W. (extensive, moderate, municipal,
domestic, potential, etc.): Extensive. Domestic, municipal,
irrigative water supply.
Comments:
2
[6-359]
-------
Attach, the Following Information (note if unavailable) -
-^Map of Facility Grounds:
X Well Log (s) for Injection Well (s) r
— As-built Diagram of Injection Veil (s) :
X* Consultant Reports for Injection Well (s) and/or Site
Hydrogeology:
— Monitoring Data for Injection Well:
Monitoring Well Data -
X. Number of Monitoring Wells:
- Location: Vertical and Horizontal Distance and
Direction of Monitoring Well (s) From Injection Well:
X
- Depth of Completion and Sampling Interval:
^ Chemical and Physical Analyses:
— Dovngradient Water Supply Wells (within a one-quarter mile
radius of the injection well) —
- Number of wells: 2 industrial water supply wells.
X- Location: Vertical and Horizontal Distance and
Direction of Supply Well (s) from Injection Well:
X- Chemical and Physical Analyses:-
Status of Wells (operating, abandoned, etc.)
Status of Any Nearby Surface Waters (possibly
affected by infection well operation):
SECTION III - Operating Data
Injection Rate, Frequency, and Volume (drainage area,
precipitation, etc.)
Oakite: 12.75 yrs. x 14,000 gal/yr~ 190,000 gal total.
Water rinse: 13.3 yrs. x 120,000 gal/yr^* 1,700,000 gal total.
Spent acid: 12.75 yrs. x 17,000 gal/yr. 200,000 gal total.
3
[6-360]
-------
Descciption of Injection Operation (including brief history):
Galvanizing waste solutions were disposed of in pond 1.
Standing "water" from Pond 1 was drained via a disposal well from
1972 to 1986.
Fluid Source:
Rinse waters and waste solutions from galvanizing process.
Fluid Composition/Characteristics (including any treatment
process] : Consitutents included:
Contaminant Source (si of Contamination:
Disposal well, Pond 1 and Pond 2 are potential contaminant sources on the
Kearney - KPF property.
Method of Disposal (transport to well):
Surface drainage (gravity).
Previous Problems with Well (clogging, overflowing, etc.) -
No X
yes Description of Problems
Operating Records Attached: Yes No X
Injection Fluid Analyses Attached: Yes i No
1. Solium hydroxide
2. Sodium carbonate
3. Terpenes
5. Muratic acid
6. Zinc chloride
4
[6-361]
-------
SECTION TV - Prior Site Inspection Specifics
Too Vorster, CRVRWQC8
Dan Ward, CVRWQCB
Name and Affiliation of Inspectors: Cam Williams .CVRWQCB. ~
Charles Mcloughlin, OOHS
Name and Affiliation of Facility Contact:
Date: Time:
Reason for Inspection: Inspect for compliance with the Toxic Pits
Cleanup Act.
Number of Injection Wells: ]
Number of Injection Wells Inspected: 1
Site Conditions:
Inspection Comments:
5
[6-362]
-------
Secti
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
in 6.2.26
Industrial Disposal Well Case Study:
T.H.A.N. - Fresno, California
Engineering Enterprises, Inc.
(Prepared for USEPA Region IX)
December, 1986
T.H. Agriculture and Nutrition Co.
Fresno, California
USEPA Region IX
Agricultural Chemical Formulation,
Packaging, and Warehousing Plant
BRIEF SUMMARY/NOTES: Designated Superfund site. Ten
areas containing industrial waste
contaminants have been identified.
Industrial disposal wells and an
industrial leach field were respon-
sible for soil contamination at
four locations. Groundwater
contamination on and downgradient
from the property is well documented.
Injection ceased in 1983.
[6-363]
-------
XXIV
INDUSTRIAL DISPOSAL HELL CASE STUDY:
THAN - FRESBO, CALIFORNIA
I. SITE BACKGROUND
"The T.H. Agriculture & Nutrition Company (THAN) is located
at 7183 East McKinley Avenue in Fresno County, northeast of
Fresno, California (refer to Figure 1). The property consists of
approximately 25 acres, of which approximately five acres are
under investigation by the Central Valley Regional Water Control
Board and the California Department of Health Services to assess
conditions related to historical industrial activities.- The
remaining 20 acres consist of orchards which surround the Site on
its south, east and west boundaries. The areas beyond THAN's
property consist of farms, orchards and low density residential
developments.
The site was formerly utilized as an agricultural chemical
formulation, packaging and warehousing plant which was operated
between 1951 and 1981 by various owners, including Olin
Corporation, Ciba-Geigy Corporation and THAN. The formulation
and packaging of chemicals at this facility ceased in 1981.
Subsequently, THAN removed all equipment and inventory in the
summer of 1982, and the plant was closed completely in 19 83 ",
(Kennedy/Jenks/Chilton, July 1986).
THAN has worked with the Central Valley Regional Water
Quality Control Board (CVRWQCB) and the California Department of
Health Services (DOHS) since 1981. These state environmental
agencies are of reviewing the remedial investigation conducted by
1
[6-364]
-------
168
Plnedale
Qovis
T13S
THAN SITE
FRESNO
180
Sanger
T14S
99
T15S
Selma
R22E
R20E
R21E
From USGS Report: "Geology ...
in Che Fresno Area", 1969.
AERIAL VIEW OF CROSS SECTION D-D'
THAN - FRESNO. CALIFORNIA
609-012-03
Figure 1
[6-365
-------
THAN. The purpose of THAN's investigation is to evaluate the
extent of soil and ground water contamination resulting from
THAN's past operations. Remedial action orders have been ordered
by both agencies over the past five years. The site has been
designated a Superfund site since the investigation began. THAN
has recently submitted revised work plans for additional soil and
groundwater characterization work required to complete the
investigation. These plans are currently under review by the
DOHS.
II. CHEMICALS HANDLED ON SITE
All chemicals apparently handled on site are listed in
Tables 1-4. These tables were excerpted from Document F of the
Remedial Investigation and Interim Remedial Measure Documents,
(Kennedy/Jenks/Engineers, August 19 86).
III. SITE GEOLOGY/HYDROLOGY
A. GEOLOGY
Geologic units in the Fresno area are classified into two
general groups: consolidated and unconsolidated deposits.
Consolidated rock in the Fresno area is largely referred to as
the basement complex. This complex underlies all other deposits.
The unconsolidated geologic strata which are present include the
Tertiary and Quaternary continental deposits and Quaternary
alluvial deposits.
2
[6-366]
-------
From Kennedy/Jenks Engineers
"Remedial Investigation, and Interi
Remedial Measure Documents,", 1985
TAHTP I
PESTICIDES APPARENTLY HANDLED AT THE THAH SITE*
PBESSO. CALIFORNIA (K/J 4083)
Pesticide
Comments'5
Acaraoen
Agricultural Chemical Dust
Alar
Aldria
Algaecrol
Amino Triazole
Aoi2ine
Ansar
Ararnica
Arasan
Atra Bor
Atrazine
Avadex BW
Avltrol
Azodria
Bacillus churiaglensisc
Baccicin
Banrel
Barban
Basfapon
Benefia
Beam
Benfluralia
Sen amy 1
BBC-gamma.
BHC Technical
Binapacryl
Bipheuyl
BoIscar
Bromo - Kill D
Buccril
Butoxone
Capcan
Carbaryl
Carbophenochion
Carbozan
Caumophos
Chem Hoe
Chloranil
Chlordane
Chlorea Granules
Chlorobenzilate
Chloropicrin
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
[6-367]
-------
TABLE 1 (CONTINUED)
PESTICIDES APPARENTLY HANDLED AT THE THAN SITE®
FRESHO. CALIFORNIA (K/J 4083)
Pesrielde
Comments'5
Chlaroplcrls
Chlorpropham
Chlarzhal-dlaechyl
Chor I.P.C.
Ci.di.al
Clovap Spray
Co-Ral 25 V
Cornice
Contact Weed Killer
Copper
Copper Oxide
Copper Oxychloride
Copper Sulfate
Co pro
Croeoxyphos
Cryolite
CS Tox
Catrlne
Cycrol
Dacoaace
Dalapon
Dan ex
Dasanit
DBCP
DD Soil Fuolgant
DSD
DDT
Deeco Salt No. 20
Ded Weed 40d
DEF
Defolate
Delmo
Delsan AD No. 3
Desslcanc L-10
Devrinol
Dlazlnon
Dicblobeoil
Dlchlone
2,4-Dichlorophenoxy Acetic Acid
(Weeder MC?A^; Weedone Brush-
killer, 629 and 628d)
Dichlorvos
Resold
Resold
Laboratory agent
Resold
Resold
Resold
Resold
Resold
Resold -
Resold
Resold
Resold
Resold
Resold
Resold
[6-368]
-------
TABLE 1 (CONTINUED)
PESTICIDES APPARENTLY HANDLED AT TEE TEAy SHEa
rSESHO, CALIFORNIA (K/J 4033)
Pesticide
Comments^
Didoran
Dlerocophos
Dieldrin
Dlnechoaca
Dinlde
Diaocap
Dinoseb
Dioxathian
Diphenaaid
Diquat
Disulfoton
Dithane
Diuron 80 W
Duxapoa
Encap
Endoaulfan
Eadochall
Endria
Hp cam
Eacomnice
Ethepon
Ethioa
Echylaa
Ethylenedibronide
Fenac Granules
Fenciiion
Folex
Galacran
Guthion
Hepcachlor
Hexachlorofaeazene
HiPar
Hyvar
laj ecc-A—Clde
Iso Occyl Ester Weed Killer
Kara ex
Kalchaae
Kenr-Krab
Kam-Krab
Kola Dust
Kolo Spray
Kryoeide
Resold
Resold
Resold
Resold
Resold
Laboratory agent
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
16-369]
-------
TABLE 1 (CONTINUED)
PESTICIDES APPARENT!! HAOTLED AT THE THAN SHE®
FRESWO. CALIFORNIA (K/J 4083?
Pesticide
Comments
Laoscan
Livescock Spray Dip
M.C.P. Amine Weed Killer
Hag Chlor
Malachlon
Maneb
Metasystox
Methoxane
Hechoxychlor
Mechylbromlde
Mevinsphos
MH 30
MMH Seed Treacer
Mo til cor 4
Monobar Chlorate
Monsanto 2,4-D Butyl E
Monsanto Field dean
Morestan
M.SMA
Kaled
Neaatocide
Nox Insex Bomb
Nudrln 1.8
Oil Spray
OMPA
Over
Oxycarboxln
Panogen
Paraformaldehyde
Paraquat
Parathion
Paratnion, ethyl methyl
Parathion, methyl
Pentachlorophenol
Phosalone
Phosnet
Phosphaoldon
Phospho Dust
Phostoxin
Phygon XL
Phytar
Planavln
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
[6-370]
-------
TABLE 1 (CONTINUED)
PESTICIDES APPABZSTU HANDLED AT THE THAN SITE*
FRESNO, CALIFORNIA (K/J 4Q83)
Pesticide
Conments^
Pramicol
Resold
Prcfar
Resold
PromecrTtie
-
Propanil
Resold
Propargite
—
Proporur
Resold
Quintozene
•
Rabon
—
Sad E Cate
—
Bandox
Resold
Ravap
—
Rodine
—
Rogue
Resold
Roneet
Resold
Rose & Garden Dust
-
Sochane
—
Round Up
Resold
Ryno-Tox
Resold
Sabadilla
Resold
Shed-A-Leaf
Resold
Simazine
Resold
Sinbar
Resold
Sodium Arsenate
Resold
Standard Leaf Arsenate
Resold
Strobane
Resold
Sulfur
—
Super Merge
Resold
Swintrine
Resold
Systox
Resold
TDE
—
Tedioa
—
Tepp
—
Terrazole
Te traehlo rvinthos
—
Tetradifon
—
TH Orchard Spray Oil
—
TH THIT
Resold
TH 604D
Laboratory
Thimec
—
Thiodan
—
Thiran
—
Topsin
Resold
[6-371]
-------
tabu: i (comirazi))
PESTICIDES APPAHENTIT HANDLED AT THE THAN SITE4
7BESN0, CALIFORNIA (X/J 4Q83)
Pesticide
Torbidan
Tordon
Toxaphene
Trichlorfon
Trifluralin
Triphenyltin hydroxide
Trithion
Unipar
Ureabor
VC-13
Vegadex
Vapam
Weed Hoe
Ueed-E-Rad
ffeedazol
Weed Killer A
Zarlate
Ziaeb
Zolone
Comments^
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
Resold
NOTES:
a Refer co Cexr for details of Che scope and limitations of this list,
b Where "Resold" is indicated Che chemical was only handled for resale co
customers, according Co the records review; it was not used as a rav
material or formulated or repackaged at Che site. "Laboratory' indicates
that Che chemical was only used in Che laboratory.
c Live spores of a bacterium used as an insecticide.
4 May contain 2,4-dichlorophenoxy acetic acid, which is already listed in
Table 1. Other active ingredients, if any, have not been confirmed.
[6-372]
-------
From Kennedy/Jenks Engineers,
"Remedial Investigation and
Interim Remedial Measure
Documents", 1985.
IABIZ 2
SOLVEHTS APPABZHTLT ffAwnrgn AJ HE THAN" SITE®
FRESNO. CALIFORNIA PC/J 4083)
Solvent
Comments^
Acetone
Acecatticrile
Agri Sol SO
Alfol 610 Alcohol
Anyl Acetate
Aromln 95
Avitrol (4-Aminopyridine)
ButTrolactone
Carbon Disulfide
Carbon Tetrachloride
Chlorofors
Cydohexanone
Deodorized Spray Base (Kerosene)
1,4-Dioxane
Dormant Oil
Elvaxiol 51-05
Zlvanol 51-25 Regular
Ethyl Benzene
Ethylene Glycol
Formaldehyde
Habarsol
Helix Oil #5
getamine
Hexane
Isopropyl Alcohol
Isopborone
Kerosene
Methanol
Methylene Chloride
Methylisobutyl Ketone
Mineral Spirits
Monoethanolaoine
Naptha Heavy Aroma
Oil n
Oil 46-S
Oil Pine
?ac Base Oil
Paint Thinner
Panasol AH—2 Solvent
Fella Oil"
Pec Ether
Propylene Glycol
Socal Solvent i3
Laboratory agenc
Laboratory agenc
Laboratory agent
Laboratory agent
Laboratory agent
Resold
Laboratory agent
Laboratory agent
Laboracory agent
Laboratory agent
[6-373]
L
-------
TABLE 2 (CONTINUED)
SOLVENTS APPARENTLY HANDLED AT THE THAW SITZa
nffiSWO. CALIFORNIA (Z/J 4083)
Pesticide Comments^
Socal Solvent 025 -
Solvent 52 -
Solvent B-L70 -
Tedioa 3684 Solvent -
Tenneco 500—38 Solvent -
Tricyclazole -
Xylene -
NOTES:
a Refer Co text for details of Che scope and limitations of this list,
b "Laboratory agent" indicates that Che compound vas only used in the
laboratory according Co the records reviewed. "Resold" indicates chat the
compound, was only handled for resale to customers; it was not used as a raw
material or formulated or repackaged, at the sice.
[6-374]
-------
From Kennedy/Jenks Engineersr,
"Remedial Investigation and Interim
Remedial Measure Documents", 1985.
TABLE 3
OTHER POTENTIAL!* HAZARDOUS SUBSTANCES1
APPARENTLY HANDLED AT THE THAN SITE
FRESNO. CALIFORNIA fg/J 4083)
Chemical
Commentsk
Acetic Anhydride
Aerosol OT/B
AgTiaycin
Amorphous Fumed Silica
Amlnobenzolc Acid
Amitraz
Ammonium Chloride
Ammonium Sulfate
Aureomycin^
Baciferm'3
Blphenyl SO V
Butoxone
Calcium Hypochlorite
Carbolic Acid (Phenol)
Carzol S?
Chel-Zinc "3"
Chlorine
Cutrine
Cydocel
0 & C Green No. 6
Derinol
Diphenylamine
Duponol
Epichlorohydrin
ESP
Ferrous Sulfate
Fertiliser NZN
Hydrochloric Acid
Hydrated Lime (Calcium Hydroxide)
KCL Sola
Leaf Green
Mag Chloride
Metso 60
H-FE-Z3
Neutro Cop 530
Nutra Spray Zinc 25 25
OTC
Resold,
Antibiotic
Laboratory agent
Resold
Antibiotic
Resold,
Antibiotic
Laboratory agent
Resold
Resold
Laboratory agent
Resold, Nutrient
Laboratory agent
Laboratory agent
Laboratory agent
Resold, Nutrient
Resold
Resold,
Antibiotic
[6-375]
-------
TABLE 3 (CONTINUED)
OTHER. POTENTIALLY HAZARDOUS SUBSTANCES1
APPARENTLT BAwmjm AX TEE THAN SITE
FRESNO, CALIFORNIA (K/J 4083)
Chemical
Phos-FE-ZN Plus
Phos-FE-ZN
Phytociycin
Potassium Hydroxide
Potassium Nitrate
Propionic Acid
Rhodaoine Red Dye
Sequescrene Zinc Chelate
Soda Ash
Sodiua Acid Pyrophosphate
Sodiua Bicarbonate
Sodium Chlorate
Sodium Hydroxide (Caustic Soda)
Sodiua Tri Polyphosphate
Sodium Suifachlazole
Triton X-100
TSPP
Zinc Basic
Zinc Chelate
Zinc Manganese
Zinc Oxide
Zinc Sulphate
Zinc Tablets
ZCl Spray
ZH Spray
Comments"
Nutrient
Nutrient-
Antlobotlc
Laboratory agent
Resold
Laboratory agent
Laboratory agent
Laboratory agent
Reso-ld
Resold
Resold
Notes:
b
Defined as a substance listed in 22 Cal. Ada.. Code 66680 or wirh an acute
oral LD50 less Chan 3000 mg/kg (22 Cal. Ada. Code 66696). Refer to text
for details of the scope and limitations of this list.
Laboratory agent" indicates that the compound was only used in the
laboratory according Co Che documents reviewed. "Resold" Indicates chat
the compound was only bought for resale to customers; 1C was not used as a
raw material or formulated or repackaged at the site. The suspected use of
some chealcal3 Is also Indicated.
16-376]
-------
From Kennedy/Jenks Engineers', "Remedial
Investigation and Interim Remedial
Measure Documents", 1985.
TABLE 4
0THZ2. UHCAIECCRIZED SUBSTANCES
APPARENTLY HANDLED AT THE THAN SITE4
FRESNO, CALIFORNIA QC/J *083)
Chemical Comments)1
Activate 3 Emolsifier
Activate Plus Spreader, Resold
AG Foam Resold
A grew HP Emulsifier
Agrimul 300 Emulsifier
Agrinul 70 Emulsifier
Agrimul A-400 Emulsifier
Agrivet Wetting Agent
AL-50 Liquor Lignin Wetting Agent
Alfooic 1012—60 Wetting Agent
Alfred Flake Coal Tar Dye ~
Alka Spred Spreader, Resold
Alum Ammonia Pea Nutrient,
Laboratory agent
Aluminum Hydrated 31 -
Aluminum Sulfate Nutrient
Amibtone Laboratory Agent
Ammonium bicarbonate —
Annatto Color Oil Soluble -
Anti—Foam A Resold
AP-78
Apple Pomace -
Atlas A Emulsifier
Atlox 3335 Emulsifier
Atlox 3403 F Emulsifier
Atlox 3404 F Emulsifier
Atlox 3406 F Emulsifier
Atlox 3409 Emulsifier
Atlox 8916 ? Emulsifier
Atlax G 1186 Emulsifier
Brewers Yeast
"Buffer 2 Spreader, Resold
Calcium Carbonate -
Carbon Black -
Casein Spreader Wetting agent
Celatom FP 4 Diluent
Celatom MN 47 Diluent
Celatom MP 80 Diluent
Celatom S? Diluent
Calite
Chelated Iron Nutrient, Resold
[6-377]
-------
TABLE 4 (COHTIHZJED)
t>THk» uhc&zecorized substances
APPARENT!? HANDLED AT THE TEM SITE8
FRESNO, CALIFORNIA (g/J 4083)
Chemical
Chevron Agent 236
Chiastolith
— 64a
Chlpnart Wetter Water
Citric Acid
CLay Hardens
Clay ff-3
day Pikes Peak
Clay Pulgate
Colloidal 2-1 Spreader
Color Red Oil Dye
Darvan 4
Daxad 21
DeJoaaer
Deslan AS #3
Dexoz 35 UP
Diala Z
Diammonitin Phosphate
Dlluez A
Dlphenyl Phchalate
Dipropylene Glycol
Dowfax 9N9
Driverr
E-1670
Eacol 3 490 Special
Emery 3632
Emery 3685
Emery 916 Glycerine
Emgard 2016
Emgard 2060
Emgard Fish Oil
Exel Granules 24/48
Feed N Kleea
Fertilizer 16-20-0
Fertilizer 30-10-0
Fluorochemi cal
Formula 350
Foraula 400
Frianite
Fuller Earth. Fly 16/30 AALV
CAFAC 510
CAFAC RE-610
Comments^
Diluent,
Laboratory agent
Resold
Resold
Diluent
Diluent
Diluent
Diluent
Spreader, Resold
Wetting agent
Wetting agent
Resold
Nutrient
Diluent
Emulsifier
Laboratory agent
Emulsifier
Emulsifier
Emulsifier
Emulsifier
Eoulslfier
Emulsifier
Diluent
Nutrient, Resold
Nutrient, Resold
Nutrient, Resold
Laboratory agent
Resold
Diluent
Emulsifier
Emulsifier
[6-378]
-------
TABLE 4 (CONTINUED)
OTHER TOCATSCOBTZSn SUBSTANCES
APPARENTLY HANDLED AT THE THAN SITE3
FRESNO, CALIFOBSIA (K/J 4083)
Chemical
Comments
Gibberelic Acid Technical
Gibber ellic. Grape Fix
Slomax HE
Glycerine
Granules 24-48 (Oxchem)
Grid-White
Gypsum
Hampene Iron Chelates
HI Sil
Hulls
Hydrite PX
Hyflo Super Cel
ID-5008-i
m-5008-2 Premix
10-5008-2
Igepal EM 710
Igepon T-77
Industrial Fill #4 (Zonolite)
Inj ecc-A.-Mia
Kaolin #4
Labcone
Lightning Pitch Produce 335
Lignosal SFX
Liquid Petroleum
Loaaite Soil
Lomar D
Lomar PW
Lure—A—3EE
Magnesium Sulfate
Magox Magnesium Oxide 541
Makon 10
Manganese Oxide
Manganese Sulfate
Maracarb N
Marasperse C3
Marasperse N
Marsperse C-21
Micro Cel
Minor Element Liquid
Mineral Mix
Mira Flo 400
Mo ran D
Emulsifier
Diluent
Diluent, Resold
Nutrient
Diluent
Diluent
Emulsifier
Eaulsifler
Diluent
Nutrient, Resold
Laboratory agent
Vetting agent
Laboratory agent
Wetting agent
Vetting agent
Vetting agent
Diluent
Nutrient
Wetcing agent
Resold
[6-379]
-------
table 4 continued)
0THE2. UNCATECORIZED SUBSTANCES
APPARENTLY HANDLED AX THE THAN SHEa
FRESNO. CALIFORNIA (K/J A083)
Chemical
Comments^
Neodol 23-6.5
Emulsifier
Neucralizer
Laboracary agenc
Nirtace 401
Emulsifier,
Laboracory agenc
Nopco
Wax 22 DS
Veering agenc
Nucra
Phos 10
Nucrlenc,
resold
Nucra
Phos 12
Nutrient,
resold
Nucra
Phos 3-15
Nucrlenc,
resold
Nucra
Phos FE
Nucrlenc,
resold
Nucra
Phos X
Nucrlenc,
resold
Nucra
Phos MG
Nucrlenc,
resold
Nucra
Phos N
Nucrlenc,
resold
Nucra
Phos Super K
Nucrlenc,
resold
Nucra
Plus 10 12 5
Nucrlenc,
resold
Nucra
Plus 17
Nucrlenc,
resold
Nucra.
Spray 50 ZN
Nucrlenc,
resold
Nucra
Spray. Cu, Bordoa 22Z
Nucrlenc,
resold
Nucraola
Nucrlenc,
resold
Oil Coccon Seed
—
Planeha Clay
Diluenc
Opiwhlce Pigment
Diluent
Orchard Scarcer Tablets
Nucrlenc
Organic Halogen Reagenc
Laboracory agenc
Organ
—
Osmococe 18-6—12
Nucrlenc,
Resold
Perlice
Diluenc
Pecro
AG
Wecclng agenc
Pecro
BP
Weccing agenc
Pecro
WP
Wecclng agenc
Ph 295
—
?hos Ammoalum DI
Nucrlenc
Phos Soda Acid ?yro FG
—
Phos Soda Trl Poly
Nucrlenc
Phos Trl Calcium
Nucrlenc
Planting Tablets
Nucrlenc,
Resold
Pollen.
—
rloyfon 0
Wecclng agenc
Polyfon D
Wecclng agenc
Polyfon F
Wecclng agenc
Polyfon G
Wecclng agenc
Polyfon H
Wecclng agenc
Prep Tank
Resold
[6-380]
-------
TABLE 4 (CONTINUED)
OTHER UNCATECOSIZED SUBSTANCES
APPARENTLY HANDLED AT THE THAN SITE4
FRESNO. CALIFORNIA OC/J *083)
Chemical
Comment s*5
Pronon 201
Emulsifier
Pronon 201-50
Emulsifier
Pronon 505
Emulsifier
Propylene Glycol
-
Procox 7245
Emulsifier
Procox 7227
Emulsifier
Procox 7300
Emulsifier
Procox 7400
Emulsifier
Procox 7704
Emulsifier
Pro cox 7801
Emulsifier
Pyralite
Dllueac
Pyrophyl.1 ice
Diluenc
Say—Guard
Diluenc, Resold
Rayplex FE
Nucrienc
Repel
Resold
Reczloff PNS 249
Emulsifier
Rhopleac AC-33
—
Riboflavin 94-97X
Nucrienc, Resold
Rose Arrescer
—
Savol
Resold
Sellagen BR
Wee dug agent
Sequescrene 138 FE
Nucrienc, Resold
Sequeserene 330 FE
Nucrienc, Resold
Sierra White Talc
Diluenc
Silica Aluminace
—
Silicone Ancifoam AF-60
Laboratory agenc
Sllipone
Wetting agenc,
Laboratory agent
Sodium Gasiiiaca
Diluenc
Sodium Sulface Anhyd
Nucrienc
Sodium Tarcrace Reagenc
Laboratory agenc
Sodium Xylene Sulfonace (SCepanate X)
Emulsifier
Sorba Spray CAB
Nucrienc, Resold
Sorba Phiz
Nucrienc, Resold
Sorba Spray MIP
Nucrienc, Resold
Sorba Spray Calcium
Nucrienc, Resold
Sorba Spray CU
Nucrienc, Resold
Sorba Spray FE
Nacrlenc, Resold
Sorba Spray MG
Nucrienc, Resold
Sorba Spray MN
Nucrienc, Resold
[6-381]
-------
TABLE 4 (CONTINCED}
I'ri'Hktf TOC1IEG0BLI2ED SUBSTANCES
APPARENTLY gAwmm AT THE THAN SITE4
FRESNO. CALIFORNIA (K/J 4083)
Chemical
Comments*1
Sorba Spray Vltatone
Nutrient, Resold
Sorba Spray ZBK
Nutrient, Resold
Sorba Spray ZIP
Nutrient, Resold
Sorba Spray ZKF
Nutrient, Resold
Sorba Spray ZNP
Nutrient, Resold
Spencer Fertilizer
Nutrient, Resold
Sponto 80
Emulsifier
Spoaco 830
Emulsifier
Spreader Activator
Spreader
Spreader Dry S 20
Spreader
Spreader Sticker
Spreader
Sticker Solution
-
Sugar
-
S ulfamethazine
Resold
Super 0 Spreader
-
Super D
-
Super Spray Gone
Resold
Super Phosphate Triple
Nutrient
Surfactant Spreader
—
Surfynol 82
Surfactant
Surfyuol T.G.
Surfactant
T DET HC
Emulsifier,
Resold
T-DET 1007
Eaulslfler
T-DET 344
Emulsifier
T-DET AN 45
Emulsifier
T-DET Blend B
Emulsifier
T-DET DD
Emulsifier
T-Det N 5
Emulsifier
T-Det N 6
Emulsifier
T-DET N 823
Emulsifier
T-Det N 9
Emulsifier
T-Det M 9.5
Emulsifier
T-DET N-82080
Emulsifier
T-DET N8
Emulsifier
T-DET TDA 60
Emulsifier
T-DET TDA 65
Emulsifier
T-Mulz 0
Emulsifier
T-*lulz 121 N
Emulsifier
T-Mulz 1450
Eaulslfler
T-Mulz IS Emulsifier
Emulsifier
T-Mulz 338
Emulsifier
[6-382]
-------
TABLE 4 (CONTINUED)
UNCAIEGORIZED SUBSTANCES
APPARENT!! HANDLED AT THE THAN SITE®
razSNO. CALIFORNIA QC/J 4Q83)
Chemical
Comments^
T-Mulz 339
Emulsifier
T-Mulz 404
Eaulsifier
T-Mulz 495
Emulsifier
T-Mulz 63
Emulsifier
T-Mulz 650
Emulsifier
T-Huiz 8 Emulsifier
Emulsifier
T-Mulz 80
Eaulsifier
T-Mulz A 02
Emulsifier
T-Mulz H
Emulsifier
T-Mulz L
Emulsifier
T-Mulz Mai' IS
Emulsifier
T-Mulz Mai 8
Emulsifier
T-Mulz S
Emulsifier
T-Mulz »
Emulsifier
Tablets Forest Starter
Nutrient, Resold
Tablets Blue Chip
Nutrient, Resold
Tablets Container
Nutrient, Resold
Tablets Orchard Starters
Nutrient, Resold
Tablets Planting
Nutrient, Resold
Taco day
Diluent
Talc
Diluent
Taaol 731
Vetting agent
Tamol N Granules
Vetting agent
Tamol S-N
Vetting agent
TA11 Zircon Granules
Diluent
TH Compound SDJ
Laboratory agent
13 Silicone Antifoaa 30 FG
Resold
Toximul NP
Emulsifier
Tri Sodium Phosphate
Laboratory agent
Tricaldua Phosphate
Laboratory agent
Triton B—1956
Emulsifier
Tricon CF 32
Emulsifier
Triton If-101
Eaulsifier
Triton £-114
Emulsifier
Triton X-155
Emulsifier
Triton X-171
Emulsifier
Triton X-193
Emulsifier
Turfguard 201
Resold
Tween 90
-
Uni Mis
Spreader, Resold
Dpjohn 74-1
-
Urea 461
Nutrient, Resold
[6-383]
-------
TABLE 4 (CONTINUED)
OTHKH UNCATEGORIZED SUBSTANCES
APPARENT!! HANDLED AX THE THAN SITE4
FRESNO, CALIFORNIA (K/J 4Q83)
Chemical
Comencs^
Velvex
Veraiculate-Celite 30-70
Venalculite
Vitatone Stabilized Iron
VL2. Diluent
VW&R Spreader No. I
Veychen 0506
Weychem BD-50
X-77 Spreader
Zeolex 23
Zeolex 7
Zeosyl 10-3515
Wetting agent
Vetting agent
Spreader, Resold
Diluent
Diluent
Laboratory agent
Diluent
Spreader
Diluent
Diluent
Nucrlene, Resold
Notes;
a Refer to text for details of the scope and limitations of this list,
b Surfactant - Indicates Surfactant or suspected surfactant.
Emilslfler - indlactes emulsifler or suspected eaulslfier.
Spreader — indicates spreader or suspected spreader.
Wetting agent - indicates wetting agent or suspected vetting agent.
Diluent - Indicates clay or suspected clay or other diluent.
Nutrient - indicates nutrient or suspected nutrient.
Laboratory agent - indicates that the substance was only used in the
laboratory.
Resold - indicates that Che substance was only bought for resale to
customers; it was not used as a raw material or formulated or repackaged at
the site.
[6-384]
-------
1. Consolidated Deposits
"The hard tight rocks of the basement complex form an almost
impermeable boundary of the groundwater basin (San Joaquin), but
their deeply weathered surfaces and extensive joint systems
permit yields of small quantities of water to wells" (USGS,
1969). A geologic cross section projected on a line extending
roughly 2 miles southeast of the THAN site shows the basement
complex to be 1600-1800 feet below land surface (Figures 1 & 2).
2. Unconsolidated Deposits
Unconsolidated deposits beneath the THAN site are derived
from the hard crystalline bedrock of the Sierra Nevada. These
unconsolidated strata were formed by small intermittent streams
north of the Kings River. Poorly sorted sands and gravels as
well as silt, clay, and clayey sand lenses are commonly
encountered in the area.
A geologic study by Cehrs was conducted in the Fresno area
in 1979. Cehrs reviewed electric logs, driller's logs and sample
cores to define the local geology. Cehrs concluded that due to
the geologic complexities discovered to exist in the area,
general aquifer hydraulic properties could not be defined (Fresno
WRMP, 1986).
a. Continental Tertiary and Quaternary Deposits
Unconsolidated deposits of Tertiary and Quaternary age below
the THAN site consist of finer grain sediments and clay-silt
lenses. This stratum is estimated to lie 300 to 400 feet below
3
[6-385]
-------
> CO
Qoao
EXPLANATION
Qoao - Oxidized deposits
QTc - Continental deposits of
Quaternary and Tertiary
age
pTu - Basement complex
From USGS Report: Geology ... in the Fresno Area , 1969
-------
land surface at the THAN site and is approximately 1500 feet
thick.
Most water wells within the Fresno-Clovis area do not
penetrate the Continental deposits. Hydraulic properties of the
geologic Continental layer in the Fresno area are not widely
known.
b. Quaternary Deposits: Older Alluvium
The older alluvium of Pliestocene and probable Holocene age
crops out at the THAN Fresno facility. The oxidized deposits are
estimated to be 200-300 feet thick.
The older alluvium is generally coarser grained than
underlying deposits, but changes in texture occur over short
distances. Sediments within the older alluvium below the THAN
site are estimated to be 20-33% coarse grained material. Yields
to wells penetrating this water bearing zone range from 800 to
2000 gpm (USGS, 1969). Almost all wells southwest of the THAN
facility are perforated in the older alluvium layer.
B. HYDROLOGY
Unconfined ground water beneath the site flows from the
northeast to the southwest. Water levels measured in the on site
monitoring wells confirm the presence of water roughly 25 feet
below land surface. Hydraulic properties of the unconfined
aquifer below the site are unknown. Horizontal velocities in
coarser sediments have been measured to be as high as 0.61 feet
per day in the Fresno area? however, average velocities are
4
[6-387]
-------
probably much lower (Fresno GWRMP, 1986). Pump tests of on site
and off site wells have been proposed by THAN to fully define the
hydrogeology beneath and surrounding the site.
Water quality immediately upgradient from the THAN site is
generally good. The following inorganic constituent
concentrations were reported to exist in groundwater immediately
upgradient from the THAN site (Fresno GWRMP, 1986).
Nitrates: <15 mg/1 (N2)
Chloride: <25 mg/1
Total Hardness: 100-200 mg/1
Widespread concentrations of 1,2-dibromo -3- chloropropane
(DBCP) have been found in municipal groundwater supply wells
throughout the Fresno area. Off site sampling programs conducted
by THAN, however, have shown DBCP concentrations less than 1 ppb
in upgradient water wells.
Current uses for groundwater in the general vicinity of the
site are for domestic and irrigation purposes. Over 50 domestic
wells used for drinking water are located within a one mile
radius downgradient from the site. The San Joaquin water basin
in the Fresno area has been designated a Sole Source Aquifer.
Groundwater in the area, therefore, is protected under Section
1424(e) of the Safe Drinking Water Act.
IV. POSSIBLE ON SITE CONTAMINATING POINT SOURCES
Past employees of the THAN facility were interviewed by THAN
in regard to former chemical handling practices and disposal
operations at the site (Kleinfelder and Associates, November
5
[6-388]
-------
1984). Areas which were suspected to contain industrial waste
contaminants were identified. Major excavation programs were
conducted by THAN in 1984 and 1985 to delineate, and remove
contaminated soils in these areas. After reviewing the extensive
site information written by Kennedy/Jenks Engineers and
Kleinfelder and Associates, the following possible contamination
locations were identified by Engineering Enterprises, Inc. :
1. Landfill located in the southeast quadrant,
2. Bulk solvent storage area,
3. Baghouse area,
4. Dinoseb and Guthion Tank area,
5. Rail car loading area,
6. Drainage systems A through D,
7. Disposal well area southwest of simp.
(Refer to Figure 3 for the relative point source locations.
Pesticides, aromatic hydrocarbons, xylene and various other
organic solvents were detected in soils beneath the locations
noted "2" through n5n above. Soil contamination in these areas
may have resulted from inadequate chemical handling practices.
Chlorinated pesticides and organic solvents were also detected.in
soil and water samples collected from the general landfill area.
Leachaces from buried chemical containers, clean out clays, and
plastic debris were detected in downgradient monitor wells
(Kleinfelder and Associates, November 1984).
6
[6-389]
-------
|S
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a8
859
ei
no 2
O O
Is
8
o
m
CO
D ralnaga
8y »Hm 'F
Dralnaga
Syatam * A
A2
At
21
~
OfflP«98 T
"3
:rj
Q 20 40 60
Scale In Feel
TaST McKINLEY AVE NUT
*=*=£
I I » I I I I I I
A.T.& S.F.
m
»111
11111111
RAIL CAB LOADING AREA
FRAME SHED
~
Drainage
tyalam 0
BRICK
BLOG
METAl
BLDG
BULK SOLVENT
STORAGE AREA
-BAQHOUSE AREA
¦FORMER GUTHION I
OINOSEB TANKS
Adapted from Klelnfeldur & Associates' "Final Report; Drainage System Exploration
Program", 1986.
Dralnag* /
Syalam *C- \
METAL SHED
BRICK BUILDING
Dralnaga Svalam *B*
I'^l
Lh£.
FRAME BUILDING
I
-------
V. DISPOSAL "WELL" SYSTEM DESCRIPTIONS
The following disposal system descriptions are summaries
derived from discussions found in Kleinfelder and Associates'
"Final Report: Drainage System Exploration Program" and "Status
Report: THAN Remedial Program". Refer to Figure 3 for the
locations of these industrial waste disposal systems on the THAN
site.
A. INDUSTRIAL DISPOSAL WELLS A1 AND A2
Two industrial disposal wells (5W20) located west of the
frame building served the laboratory on the THAN site. These
cased, soil packed wells were excavated to a depth of 22 feet and
removed from the site. Operational information is severely
limited.
B. INDUSTRIAL DISPOSAL WELLS B1 AND B2
Disposal Wells B1 and B2 were formerly located between the
wood and brick buildings. Disposal Well B1 was a 3.5 foot
diameter by 5 foot deep steel cased disposal well located 10 feet
north of disposal well B2. Disposal Well B2 was discovered to be
a bottomless steel "55 gallon drum". Both disposal wells are
theorized by THAN to have drainage lines leading to drainage
systems C and D. - The bottomless condition of well B2 somewhat
contradicts THAN's proposed theory. At least 15 feet of vadose
materials separated the reported discharge depths and the
underlying ground water. These wells were excavated with
surrounding soils and transported to a Class I landfill.
7
[6-391]
-------
C. INDUSTRIAL DISPOSAL WELLS C4 AND C5
Drainage System C consisted of a septic tank servicing the
metal building and two brick lined wells (C4 and C5). Operation
of these disposal wells (C4 and C5) continued until 1970.
Chemicals disposed of in Wells B1 and B2 were possibly allowed to
flow into wells C4 and CS via drain lines. Wells C4 and C5 are
thus considered possible industrial disposal wells. Wells C4 and
C5 are 3.5 foot diameter by 17 foot deep, brick lined gravel
filled cisterns. "A four-inch diameter "Orangeburg" pipe
connects the two cisterns (disposal wells) with no apparent leach
lines connected to either of the cisterns" (Kleinfelder and
Associates, February 1986).
D. INDUSTRIAL DISPOSAL WELLS LI, L2, AND L3
Three industrial disposal wells (5W20) were inadvertently
discovered southwest of the sump area during the landfill
excavation phase. These disposal wells were approximately 2 feet
in diameter and extended to a depth of 10 feet. Subrounded
gravel was used to fill the well boreholes. All three wells were
excavated and transported with landfill soils to a Class I
landfill.
E. INDUSTRIAL DISPOSAL LEACHFIELD D1
A septic system was installed in 1970 southeast of the metal
shed (refer to Figure 3) to replace Drainage System C. This,
septic tank system consisted of five concrete septic compartments
(with steel lids) and a 4-inch PVC pipe leading to a leach field.
Chemicals disposed of in Wells B1 and B2 were possibly allowed
8
[6-392]
-------
to flow into this septic tank and leach line a£ter 1970. Leach
£ield 01 is therefore considered a possible industrial disposal
system (5W20). The configuration of the leachline system, as
shown in Figure 3, was inferred from construction records
submitted to Fresno County in 1970. Since then, however, the
existence of the leach line system has been confirmed by
subsurface investigation.
VI. FACILITY INVESTIGATION - ON SITE
A. SOIL INVESTIGATION
Subsurface soils have been sampled from four of the five
industrial disposal systems located on-site. Chemicals present
within these subsurface soils are believed to hold the potential
to migrate into the underlying shallow groundwater. Below is a
summary of the soil sampling work performed along with the
analytical results of soils collected from each industrial
disposal area.
1. Drainage System A
"A series of soil borings in the immediate area of cistern
numbers 1 and 2 (Disposal Wells A1 and A2) were advanced to
collect soil samples for subsequent chemical product residue
analysis. Figure 4 shows the location of these borings and
summarizes the "results (analytical)", (Kleinfelder and
Associates, November 1984). These soils were analyzed for
organochlorine and organophosphate pesticides and DBCP. The
results were reported in terms of total chlorinated pesticides
because these compounds were generally the most concentrated of
9
[6-393]
-------
-©-0-3°
-^-8-79
10-1
15-1
20-t
5-1
10-1
15-1
20-1
CISTERN *2
&
10-*» ISO aav
iii - total exLOaiMArto »isxie®c comci»t»ation«
axiATtn than too
H
J
O
2
Q
_J
a
Li
<
tr
zo
30 ft
SCALE
CISTERN (1 & 2) BORING SOILS SUMMARY
THAN - FRESNO, CALIFORNIA
EE!
ENGINEERING
ENTERPRISES. INC
609-012-03
Figure 4
[6-3941"
-------
those found in the site soils. All soils below Disposal Wells A1
and A2 were excavated to a depth of 23 feet and disposed of at a
Class I landfill site.
2. Drainage System B_
Two soil borings (B-134 and B-135) were originally drilled
in the vicinity of Disposal Well B2. These borings were drilled
and sampled every 5 feet to 25 feet below ground level. The
samples were tested for pesticides, DBCP and volatile organic
solvents (refer to Figure 5 for the results). "Samples from
Boring 135 contained pesticide residuals above California's
Recommended Soil Cleanup Levels (RSCL's) to a depth of 20 feet,
and samples from Boring 134 contained pesticide residuals which
were below the RSCL's", (Kleinfelder and Associates, November
1984). Xylene was detected in samples withdrawn from Boring 134
at 15, 20 and 25 feet below ground level. Xylene concentration
ranged from 2262 to 2634 mg/kg.
Boring B-141 was later drilled adjacent to the newly
discovered Disposal Well Bl. Samples were collected every five
feet until groundwater was encountered. These soil samples were
tested for the presence of: chlorinated and phosphatized
pesticides, dinoseb, DBCP, volatile organic compounds and
extractable organic compounds. See Table 5 for contaminant
concentrations detected in the B-141 soils mentioned above.
3. Drainage System C
"Four borings (B-142, B-143, B-146 and B-148) were advanced
near and adjacent to the septic tanks (CI, C2, and C3) and the
10
[6-395]
-------
¥A3T McKIMLEY AVENUE*
cn
H
$£
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rt x)
IB rt
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P-
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IV
BAIL CAR LOADIMO AREA
B-134
2=1
5=1
10=1
15=1
20=1
25=1
B-135
2=111
5=1
10=1
15=111
20=IIB
25=1
fRAUt 8nco| |~H
BRICK ftUILOINQ
6
ij ilia *r*
7
Bulnut Imlia 'L
SULK lOLVINf
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MAMS BUILOINQ
FORMER OU1HION A
¦OlHOttB TanKIH
Ortlntg*
lyilim 0
OuUiM
»rH*m *o*
METAL SHE0
gitlptat tttlira I
20 40 60
Scat* In Fill
J° SAMPLE CATEGORY
1 - Pesticide concentration less than State RSCL's
1IA - Total chlorinated pesticide concentration greater than State RSCL's
and less than 10 ppm
IIB - Total chlorlnuted pesticide concentration between 10 and 100 ppm
III - Total chlorinated pesticide concentration greater than 100 ppm
-------
Table 5 Soil Iksrlnq Analycco (t» Eagles Col I eclod Purlr»j pralrvtqc SysUa Exploration Progiaa
TIUUI Silo, Rastcin f(cm> Ocuity, California
(Concentrations 1*3/9)
Doting m. 141 141 141 141 141 141 141 14) 14) 14) 14) 144 144 IM l« 114
Depth (ft) S 10 IS 20 25 )0 )0 IS 20 2S )0 S 10 IS 30 2S
OrgantxJilof Ino Oacpounilo
Dloofol
ID
l(D
10)
10)
I'D
1(0
48. )5
1(0
ID
ID
ID
ID
ID
ID
to
1®
DOCP
l<0
in
0.01
0.01
0.02
0.02
0.0)
10)
NO
ID
ID
ID
ID
ID
to
to
DvVdsuI f an
Iff)
md
IID
10)
1(0
ID)
59.)1
1(0
ID
ID
ID
ID
ND
ID
ND
|D
Sulfate
PP DOE
ID)
IB)
10)
10)
IID
ID
40.40
IS)
ID
ID
ID
ID
ID
ID
|D
ID
OP TOE
ID
1(0
10)
110
ID)
IID
1)1.9)
o.oa
0.08
ID
ID
ID
ID
to
HO
K>
PP TDE
Iff)
10)
10)
HQ
Iff)
ID
283.69
0.0B
0.19
ID
ID
ID
ID
ID
HO
to
PP DOT
ID
Iff)
I'D
NO
IID
to
I'D
I'D
ID
ID
ID
ID
ID
ID
ID
to
Ibxaphene
I©
0.21
10)
10)
10)
I'D
10)
ND
ID
ID
ND
ID
ID
to
HD
|D
OrganophoGphotoaa Occpounda
DEF
ID
ID
ID
ID
ID
ID
0.B4
ID
ID
ID
to
ID
to
to
to
to
Dlroetloate
ID
ID
ID
ID
ID
|D
0.17
HD
ID
ID
ID
ID
ID
to
to
to
Halathlon
ID
ID
ID
ID
ID
ID
0.08
to
ID
ID
ID
ID
to
It*
to
to
Volatile Organic and Dase/>>eutral//wcltl Kitroctabla Qaniounila
Denzene
ID
ID
ID
ID
ID
ID
ID
ND
ID
ID
ID
ID
ID
to
to
ID
Ethyl Benzene
ID
ND
ID
ID
ID
ID
ID
ND
ID
ID
ID
ID
to
to
to
to
TOluene
ID
ID
ID
NO
ID
ID
ID
ID
ID
JD
ID
ID
ID
IO
to
|D
Xylene
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
to
ND
IO
From Kleinfelder & Associates, "Final Report: Drainage System Exploration Program., 1986.
-------
TJble5 ctntinund
Boring lb.
144
146
146
146
146
146
146
146
147
147
14B
140
140
Detection
Depth (ft)
30
5
10
IS
20
2S
30
35
10
IS
S
10
15
Unit
KJEL'f |
Or<]onochU>r inu Currpoioxla
Dioofol
|(D
to
10)
(01
ID
ID
ID
ID
ID
ID
ID
ID
:*>
0.0$
DOCP
IID
10)
ID
IID
IID
ID
ID
ID
ID
ID
ID
ID
ID
0.01
1.0
findosulfan
ICQ
ND
10]
IID
10)
ID
ID
ID
ID
ID
ID
ID
ID
O.OS
Sulfate
PP DOE
IID
IID
IID
ID
IID
ID
ID
ID
ID
ID
ID
ID
ID
0.05
l.Q b/
OP TDE
id
in
ID
10)
10)
ID
ID
ID
ID
ID
ID
ND
HD
o.os
1.0 h/
PP TDE
|(D
IID
ID
IU)
ID
ID
ID
ID
ID
ID
110
ID
ID
o.os
1.0 b/
PP DOT
IID
nd
10)
101
ID
ID
ID
ID
ID
ID
0.10
ID
ID
o.os
l.o h/
Ituaptiena
10)
ID
»D
101
ID
ID
ID
ID
ID
ID
ID
ID
|D
0.0$
5.0
Qrganoplioophoroua tXcpowJa
DET
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
O.OS
Dlmethoate
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ND
ID
0.0$
140
Halathlcn
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
0.0$
160
VQlatilo Organic and Dasc/teutrai/teid intractable Oirpoumia
Benzene
0.3
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
HD
ID
0.2
0.7
Ethyl Benzene
O.S
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
0.5
1400
Itiluene
0.4
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
0.2
100
Xylene
1.0
1.0
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ND
1.0
620
ID - non-detected at lowermost detection limit
All nlhti con«lllu»nt» tiulyird p«< If* 10(0, |0I0, ll<0, ||«0, *ni lilt vti« non-ilrlrcirJ, « 0 lai Oclrcllon
l»iltl.
fcorrrc#hl c?l| c!fi* 7 |«wh 0O3'i| * I Mrrvn^l Cl^vkfi |rv«|| ttUliiliirJ I// (Ult ol Cftlllcxni* <»m| ol
Ik'illh S«ivicrt 0Ml>) Wilri (roJliiy Conlio) (Uiid |/vi|| n« tuuxj cn Ihvliowntil fioirciion pfAJ
dim«ir>| wjiii iiiitUdii l
-------
connecting brick-lined cisterns (C4 and C5) located beneath, and
east of the metal building, respectively, (see Figure 3). Boring
B-142 was advanced through the center of cistern C5. One sample
was obtained from a depth of 3 0 feet at this location. Gravels
encountered from the bottom of cistern C5 (located a depth of 17
feet) to a depth of 3 0 feet, prohibited sample retrieval in this
depth interval. Boring 143 was completed adjacent to cistern C4
and sampled at depths of 15, 20, 25, and 30 feet. Borings B-146
and B-14 8 were advanced and sampled at 5-foot intervals to depths
of 35 and 15 feet, respectively", (Kleinfelder and Associates,
1986). These soil samples were analyzed for pesticides, DBCP,
volatile organic compounds and extractable organic compounds.
See Table 5 for contaminant concentrations present in these
samples.
4. Drainage System D
Grab and soil boring samples were collected in the leach
field area of Drainage System D. Grab Samples SL2 and SL3 were
removed from soils directly underlying an exposed leach line.
These samples were tested for chlorinated and phosphatized
pesticides, volatile organic compounds and extractable organic
compounds. The results from these tests are included in Table 6.
Boring B-147 was later drilled in the leach field vicinity
to a depth of 15 feet. Analytical results for the two soil
samples tested are presented in Table 6.
11
[6-399]
-------
Table 6 +
Soil Analyses for Grab Samples Collected
Below Leachfield D1
THAN Site, Eastern Fresno County, California
Concentration (ug/g)
Orcranochlorine Compounds
Sample Number
Soil Samples
SL2 SL3
RSCL
Aldrin
Alpha Bh'C
Beta Bh*C
Gamma 3KC (Lindane)
Delta BKC
Chlordane
Dicofol
Dieldrin
Alpha/Beta
Endosulfan
Endrin
Kepthachior
Heptachlor Epoxide
Endosul far.
Sulfate
DDD
DDD
DDE
DDE
DDT
DDT
Toxaphene
DBC?
Dinoseb
OP'
pp.
OP'
pp.
OP'
pp.
ND
ND
ND
IID
ND
nd
0.09
0.07
ND
ND
ND
ND
ND
0.10
ND
0.47
ND
0.42
1.02
ND
ND
ND
ND
ND
ND
ND
0.05
ND
0.08
0. 19
ND
ND
ND
ND
:jd
0.07
0.14
0.53
ND
0.31
3.13
biD
ND
ND
0.05
1.0*
1.0*
1.0*
1.0*
1.0*
1.0*
Organophosphorous Compounds
Azinophosomethyl
DEF
Diazinon
Dimethoate
Diphenamid
Ethion
Vala thicr
Parathior., Ethyl
Pa.irathj.on, i-Ietny..
Phorate
Trifluralin
ND
ND
nd
ND
ND
ND
nd
::d
nd
ND
ND
ND
ND
ND
ND
IT)
ND
ND
ND
* RSCL for sum of total DDT isomers.
+ Excerpted from Klemfelder & Associates,
Drainage Exploration Program", 1986
"Final Repor
-------
Table 6 (Continued)
(Concentrations in ug/g)
Sample Number
Soil Samples RSCL
Volatile Organic Compounds SL2 SL3
Carbon Tetrachloride ND ND
Chloroform ND ND
1,2-Dichloroethane MD ND
1,2-Dichloropropane ND ND
Tetrachloroethene ND ND
1.1.1-Trichloroethane ND ND
1.1.2-Trichloroethane ND ND
Trichloroethene ND ND
Base/Neutral/ Acid Compounds
1,2,4-Trichlorobenzene ND ND
1,3 Dichlorobenzene ND ND
Napthalene ND ND
Di-n-butyl phathalate 13 26
ND = Non-detected at lowermost detection level
Note: Ail other constituents analyzed per EPA Methods 8040, 8080,
8140, 8240 and 8270 were non-detected, (see Appendix C for
detection limits).
[6-401]
-------
5. DISPOSAL WELLS LI, L2, AMD L3
Boring samples of for soils underlying these disposal wells
were not collected. These soils were excavated to a depth of 10
feet and transported to a Class I landfill.
B. GROUNDWATER INVESTIGATION
This section has been taken directly from Kennedy/Jenks/
Chiltons', "Draft Feasibility Study, Tasks 1 and 2," July 1986,
page 6.
"A total of 22 groundwater monitoring wells have been
installed on-site between 1981 and 1985. Five of these wells
have since been abandoned or destroyed due to site soil
excavation or other activities. These on-site wells are
predominantly shallow groundwater monitoring wells, with depths
ranging from 30 to 50 feet. Four intermediate-depth wells (120
feet) have also been installed (refer to Figure 10 for well
locations.)
The on site monitoring wells have been sampled quarterly
since their installation. The wells have been analyzed for
organochlorine and organophosphorous compounds, DBCP and volatile
halocarbons. Elevated levels of chloroform, DBCP, Dinoseb and 1,
2 - DCA have been found in some of the on sice wells. In
addition, DDT, BHC (all isomers) and dieldrin have also been
detected in some wells. The most significant levels of these
chemicals were found to the west and southwest of the frame
building in monitoring wells 70 (now abandoned) and 77 (refer to
Figure 6). Elevated levels of chemicals were also detected in
12
[6-402]
-------
G 76
cn
I
Dlnosab, Choloroform
70
-7)146
3 6 ° I
s>\_ 4?- , e??==nrzr
\ \"BHC.-flBHC. DCA, Dleldrln.
\ I Dlnosab. Dlphanamld
[DBCPh rjDCA, DlaldflnJ ^BHC 0CA Dla|df|n< D|n0seb|
30bIl 130A
| PBCP, DCA, Dleldrln
|0BHC, DBCP. Dleldrln
Dlaldrln, Dlnosab
DCA, Chloroform.
Dlnosab
Chloroform, Dleldrln.
DBCP, DCA. DDT
Adapted from Kemiedy/Jeiiks/Chilton's "Draft Freasibllity Study", 1986,
LEGEND
50 tOQ
Scala In Feat
•6- Existing Intermediate monitoring
well "jio feet, total depth)
O Existing shallow monitoring well
(30-50 feet, total depth!
O Wells no longer In service
-------
monitoring wells along the southern site boundary. On site
ground water monitoring well data collected to date for the main
chemicals of concern are summarized in Figure 6. "THAN has
proposed to construct three additional monitoring wells south of
Well 139 on the property line. Screened intervals (5 feet) will
be placed approximately 40, 70, and 110 feet below ground level."
VII. FACILITY INVESTIGATION - OFF SITE
Extensive off site groundwater sampling programs have been
enacted by THAN since 1982. Domestic wells within one-half mile
downgradient of the site were sampled three times a year in 1982
and 1983. Groundwater samples collected from these wells were
analyzed for organochlorine and organophosphorous compounds,
chloroform, DBCP, and volatile halocarbons. The off-site
domestic well sampling program was later amended to include all
wells located within a one mile radius downgradient of the site
(Kennedy/Jenks/Chilton, July 19 86).
In July of 19 85, THAN proposed a drinking water sampling
program. This program was designed to identify those domestic
and agricultural wells downgradient of the site which were
contaminated as a direct result from THAN's past operations.
Fifty-seven domestic or agricultural wells were proposed to be
sampled semi-annually. These samples were to be tested for DBC?,
organochlorine compounds, and volatile halocarbons. The first
samples were collected in December of 1985. The analytical
results of these samples are summarized with previous sampling
results in Figures 7 - 10. These wells will continue to be
13
[6-404]
-------
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From Klelnfelder & Associates "Groundwater Analyses December Offsite Sampling", 1985.
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From Kieinfelder & Associates "Groundwater Analyses December Offsite Sampling11, 1985,
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-------
sampled in June and December until a change in sampling protocol
is warranted.
VTII» SUMMARY OF DISPOSAL SYSTEM CONTAMINATION DATA
A. SOILS
The following soil contamination summaries are presented
with respect to their locations on-site (refer to Figure 3 for
these locations).
1. Drainage System A
Soils within an approximate 10* - 15' radius of Industrial
Disposal Wells A1 and A2 appear to have been contaminated from
injection activities. Organochlorine pesticide concentrations
were found to exceed California State Recommended Soil Cleanup
Levels (RSCLs). Contamination was confirmed to extend to the
water table (approximately 25 feet below land surface). These
contaminated soils surrounding the disposal wells were excavated
to a depth of 22 feet and hauled off-site.
2. Drainage System B
Soil contamination is evident in underlying soils adjacent
to Disposal Well B-2. Chlorinated pesticide concentrations above
California's RSCL's were discovered to depths of 25 feet below
ground level. Soils near the newly discovered well B1 were not
shown to be contaminated.
3. Drainage System C
High concentrations of organochlorine pesticides were
discovered beneath Disposal Well C4 to a depth of approximately
14
[6-409]
-------
30 feet. DDT isomer concentrations exceeded the California RSCL
by a factor of over 400. A small concentration of toxaphene was
detected in underlying soils adjacent to Disposal Well C4. This
constituent, however, was found in minimal concentrations, and
other contaminants were not detected. Samples from borings B-146
and B-148, located beneath the metal building, contained no
detectible contaminants. Soils below Disposal Well C-5 appear to
be the most extensively contaminated of those soils sampled in
the Drainage System C area.
4. Drainage System D
Surface soils (0-3 feet) are most likely contaminated below
leach field Dl. Grab samples taken beneach an exposed leach line
contained concentrations of DDT (and its isomers) above the RSCL.
Subsurface soil contamination in this area has not been
confirmed. Samples taken from two borings in the leach field
area showed no evidence of contamination. These samples were
withdrawn at five foot intervals to depths of 20 and 25 feet (two
borings) .
B. GROUNDWATER
Groundwater contamination has been well documented both on
and down-gradient of the THAN property. Groundwater contaminants
found in monitor wells located on site include: organochlorine
pesticides, chloroform, DBCP, alpha BHC, gamma BHC, and
organophosphate compounds. Refer to Figure 6 for the areal
distribution of these contaminants found in groundwater below the
site. Extensive contamination of groundwater downgradient from
15
[6-410]
-------
the site has also been confirmed. (Kleinfelder and Associates,
December 1985.)
Dieldrin, DBCP, alpha BHC, gamma BHC, heptachlor and DCA
have also been detected in groundwater off-site. Of these
contaminants, dieldrin, DCA, DBCP, and chloroform concentrations
have exceeded RSCLs in off-site monitoring wells. Figures 7-10
show the areal distribution of these contaminants off-site.
(Kleinfelder and Associates, December 1985.)
IX. ASSESSMENT
Ten areas containing industrial waste contaminants in soils
have been identified by Engineering Enterprises, Inc. on the THAN
site. Industrial disposal wells (5W20) and an industrial leach
field (5W20) were responsible for soil contamination at four of
these locations. Some contaminated soils (with concentrations
above RSCLs) resulting from disposal well operations are still on
site. These soils are located beneath the following areas:
Disposal Well C5
Drain System B near Boring B-135 (below 5')
Leachates from these soils may continue to threaten ground
water. The aerial coverage of these contaminated soils is not
extensive, however, and the potential threat posed by these soils
to ground water cannot be assessed. The construction of monitor
wells in the close proximity of these areas would be required to
provide an adequate assessment.
16
[6-411]
-------
Groundwater contamination on and downgradient of the THAN
property is well documented. This contamination may have
resulted from inadequate handling practices and waste disposal
methods occurring throughout the eastern half of the site. For
this reason, ground water contamination detected in the southern
perimeter monitor wells cannot solely be attributed to upgradient
disposal well activities.
Extensive chloroform contamination has been detected up to 1
mile downgradient of the THAN facility. Disposal Wells A1 and A2
(refer to Figure 3) are the suspected former chloroform discharge
points. Additional upgradient monitoring wells would be required
to confirm this suspicion. These disposal wells were used to
dispose of laboratory wastes. Disposal Wells A1 and A2 were
poorly designed and constructed. After reviewing construction
and water elevation data, a vertical separation of 3 to 5 feet
between the discharge depth and water table was inferred. Fluids
disposed in these wells migrated this distance to the
groundwater. Permeable underlying deposits, coupled with the
soluble nature of chloroform, effected the extensive migration of
chloroform off-site.
In summary, based on available evidence, the industrial
disposal wells operated by THAN posed a high contamiantion threat
to ground water. Shallow-occurring ground water, permeable upper
soils, poor well construction features, and relatively soluble
injectants were all conditions contributing to groundwater
contamination.
17
[6-412]
-------
Section 6.2.27
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Refinery Waste Disposal Wells
From Reporting on Class V Injection
Well Inventory and Assessment in
California, Draft
Engineering Enterprises, Inc.
(Prepared for USEPA Region IX)
December, 1986
Various refineries, California
USEPA Region IX
Petrochemical refining
Three refinery waste injection wells
have been located and investigated
in California. Average injection
volumes are approximately 40-50
million gallons annually. These
high injection volumes, coupled
with a variety of organic and
inorganic constituents in the waste
stream, make these wells capable
of broad-scale contamination to USDW,
[6-413]
-------
YW
Well Purpose
Petrochemical refining is a complex process by which a
variety of materials are produced. The waste stream generated as
a result of these processes is similarly varied. Volumes of
wastes generated at such facilities are typically large,
totalling in excess of a million barrels per year per well for
large refineries. An indeterminate portion of that volume is
waste waters not associated with the refining process, such as
laboratory wastes and sewage from facility office buildings.
Produced water from surrounding oil wells may be also injected
intermittently.
Two types of refinery waste disposal wells have been
observed in California. The first type is located within the
refining facility, and is owned and operated by the refinery.
Disposal into these wells is generally continual and volumes of
injectate are large, though they vary with refinery processes and
activity levels. Operations are the responsibility of the
refinery, and uninterrupted injection is necessary for continued
refining operations. Hence, a large operational database is
maintained by the refinery, and that data was made available for
this investigation..
The second well type studied is privately owned refinery
waste injectors. Operators of these wells are contracted by
refineries to dispose of generated wastes. Disposal at these
facilities is intermittent and dependent upon the frequency at
which the refinery provides waste fluids, either by truck or
V - 203
[6-414]
-------
pipeline. Disposal volumes vary accordingly. Because wastes are
transported to these facilities, and refining continues
regardless of injection well status, operational monitoring is
not the responsibility of the refinery. Private contractors do
not typically maintain a complete operational database, hence
less is known about these wells. This is reflected in the
following assessment.
Inventory and Location
At the present time, three wells injecting refinery wastes
are known to be operating in California. Two of these wells are
located at the Texaco Bakersfield Refinery in Kern County (See
Figure V-33). This facility is located within the Fruitvaie
oilfield, and is also within the limits of the City of Bakers-
field. Both wells, the Red Ribbon Nos. 7 and 8, are owned and
operated by Texaco USA, and were originally completed as produc-
tion wells prior to conversion to injectors.
The other well inventoried as a refinery waste disposal
facility is owned and operated by JMT Oil Company of Newhall,
California. This facility is contracted by the Newhall Refinery
to dispose of process waste water generated at the refinery.
Wastes are trucked from the refinery to the disposal system. It
is not known if the refinery uses any other disposal system at
this time.
It has not been possible to identify any other Class V
facilities that inject refinery wastes. It is known that several
tens of petroleum refineries operate in California. In the
V - 204
[6-4151
-------
opinion of the authors, it is likely that there are more than
three r&finery waste injection wells in existence, but further
investigation will be required to substantiate this.
Construction, Siting, and Operation
Construction
A typical construction design for a refinery waste disposal
well is presented in Figure V-52. Note that this well was
originally productive of oil, but has been cemented back and
recompleted as an injection well. This is true of all three
refinery waste disposal wells inventoried for California.
The example presented in Figure V-52 displays 16-inch
conductor casing cemented from surface to a depth sufficient to
prevent hole caving during continued drilling. Also hung from
the surface, 11-3/4-inch surface casing is used to protect
shallow fresh water from drilling fluids. This string of casing
is generally cemented back to the surface. Inside the surface
casing, 6-5/8-mch injection casing is hung from the surface to
total depth and cemented in place. The actual size and depth of
various casing strings used, as well as depth of cement, varies
from well to well. In general, casing programs of all refinery
waste wells are similar to that presented in Figure V-52.
Injection wells of this type usually contain injection
tubing and packers. Injection is into the formation through
perforations rather than slotted liner. Cement plugs inside the
injection casing prevent injection through the lower perfs. The
V - 205
[6-416]
-------
0-
100
200
300
400
500
600
700
3200
3300
3400
3500
3600
3700
3800
3900
4000
4100
4200
4300
4366-Total Depth.
¦16* Casing Cemented at 30'
11 3/4* Casing
11 3/4* Casing Cemented at 564'
¦15 1/2* Hole Drilled to 564'
6 5/8" Casing
2 7/8* Tubing
2 7/8* Tubing and
Packer Set at 3392'
• Perforations
10 5/8' Hole Drilled to 3723'
Plugged with Cement
Retainer (rom 3822'-3837'
Perl orations
c
o
!M
CD
C
o
3
¦o
O
*
Cement Retainer
9
C
o
6 5/8* Casing Cemented at 4366'
0 5/0* Hole Drilled to 4366'
TYPICAL WELL CONSTRUCTION
FOR A REFINERY
WASTE DISPOSAL WELL
609.012.06
V-206
ENGSNEER0UG
ENTERPRISES. INC.
Rgure V-52
[6-417]
-------
overall design is to permit selective injection of relatively
large volumes of waste fluid into one or several injection zones.
Wellhead assemblies and injection pump systems for these
facilities are identical to other "hi-tech" Class V facilities
studied in California. Injection pressures and volumes are typi-
cally monitored at the wellhead via pressure and flow meters. A
typical refinery schematic is presented in Figure V-53 to illus-
trate the variety of sources that contribute to a refinery waste
stream.
Siting
File investigations and inquiries conducted by the authors
did not conclusively reveal a strategy for siting refinery waste
injection wells. It is known that the Bakersfield wells were oil
producers prior to conversion. Hence, their siting was made with
respect to recovery rather than injection.
The injection wells at the Texaco Bakersfield Refinery are
centrally located within the facility. These wells were
converted to injectors after they became economically non-
productive, and were never idle between production and conversion
to injection status. It is believed these wells were converted
as an economic measure preferable to drilling new injection
wells.
The well history of the Thompson £2, JMT Oil Company's
injector at Newhall is not totally clear. Apparently, this well
was converted to injection status in 1982 to replace the Thompson
V - 207
[6-418]
-------
JS&L
\
I
GENERALIZED SCHEMATIC OF
A REFINERY SHOWING WASTE
STREAM SOURCES
(Courtesy TEXACO.U.S.AJ
Faune
V-53
SavsGT
anx:
609.012.06 [6-419]
-------
#1, which had been used previously to dispose of the Newhall
Refinery waste water. The Thompson #1 was originally a marginal
producer at the down-dip limit of the Placerita Field. It is not
known if the Thompson £2 was a producer prior to conversion, or
dry and abandoned. It is known, however, that the well was not
drilled and completed specifically for injection purposes.
Both case studies reflect that the conversion of pre-
existing wells to injectors is preferable to drilling and
completing new wells from an economic standpoint. As such, the
strategy in siting the wells becomes one of finding adequate
reservoir rocks, using existing well log and production data. An
advantage to this approach is that reservoir parameters such as
permeability and volume can be better understood from production
history than from any other variable. The major disadvantage to
this strategy is that less- than-optimum sites may be chosen as
injection sites solely because a well already exists that can be
used. It has not been concluded that this is the case at either
Bakersfield or Newhall.
Operation
At the Texaco Bakersfield Refinery, the two injection wells
operate continually, and as much as 50 million gallons of fluid
can be injected annually per well. Flow rates and injection
pressures are monitored continually at each well using circular
recording charts. Mechanical integrity is demonstrated annually.
A typical suite of MIT's consists of radioactive tracer,
temperature, and spinner surveys. The purpose of these surveys
V - 209
[6-420]
-------
is to detect leaks in the casing or channeling of fluids through
cement, -both of which can contribute to the degradation of
USDW' s.
Referring back to Figure V-53, it will be noted that there
are several sources of waste water within a refinery. All waters
are combined and filtered prior to being piped into surge tanks.
From the surge tanks, the waste stream enters the pump system,
where it is distributed to the injection wells.
JMT Oil Company's well in Newhall is not part of the Newhall
Refinery, but is the only known facility disposing of the refin-
ery's waste by injection. The injection well is approximately
one mile from the refinery, and all waste water injected has been
transported to the site by JMT tank trucks. As a result, injec-
tion is intermittent, but average annual injection volume exceeds
30 million gallons.
Less is known about this facility, as it was not part of the
original UIC inventory for Region 9. Most information regarding
the operation of this injection well was obtained during an on-
site investigation. It was learned that mechanical integrity
tests are conducted annually, and generally consists of
radioactive tracer and spinner surveys.
One aspect of the operation that may need further
investigation is the use of dilute acids (KC1 or HC1) to
"acidize" the perforations. The goal of this procedure is to
keep the perfs clean and unobstructed by adding the acid to
V - 210
[6-421]
-------
refinery waste as it is injected. According to the operator, up
to 1,000 gallons of acid are used at one time. It can be assumed
that the acid is further diluted to some degree by mixing with
injectate, but this has not been quantified by the operator.
Character of Injected Fluids
Refinery wastes are the most diverse of all Class V
injection fluids. This variation is due primarily to the many
types of petrochemicals refined at these facilities, and the
diverse chemical processes associated with refining. Secondary
contributors are laboratory wastes, sewage from on-site
facilities and excess produced water in some cases. As a result,
a myriad of organic and inorganic constituents are potential
elements of injected refinery wastes.
Injectate chemical analyses submitted by operators indicate
that a variety of purgeable (volatile), acid, and base/neutral
organics are present. Many of these constituents are classified
by EPA as priority pollutants. In addition, a number of metals
and other inorganic constituents are present due in part to
contributions from processes unassociated with refining. Because
of the potentially hazardous nature of this waste stream, the
authors feel this type of well should be closely scrutinized.
Analysis of fluids from the Newhall Refinery is conducted by
the refinery rather than the injection well operator. Analytical
data submitted indicates that Primary Drinking Water Standards
are being exceeded for cadmium, lead, mercury and selenium
levels. Secondary standards for pH, TDS, chloride and fluoride
-------
are also shown to be exceeded. Several priority pollutants,
including dichloroethane, toluene, ethyl benzene, benzene and
xylene were found to be present in levels near or above drinking
water action levels established by the California Department of
Health Services (DHS).
Similar analyses were provided by Texaco for the waste
stream at the Bakersfield Refinery. Reported levels of chromium,
lead, and selenium were found to exceed Primary Drinking Water
Standards. TDS and iron levels exceed Secondary Drinking Water
Standards and manganese was equal to the maximum secondary level.
Priority pollutants present in amounts exceeding the DHS action
levels include acrolein, acrylonitrile, benzene, dimethyl phenol,
ethylbenzene, fluorene, napthene, phenol, toluene, tnchloro-
ethane, and xylene.
Because refining processes vary with time, it cannot be
assumed that the analyses submitted represent a typical, or time-
averaged characterization of the waste stream. It may be that
other constituents are present at other times, or that some
present in the analyses are typically not present. Any future
analyses and subsequent legal or remedial action should address
these possibilities.
Injection Zone Interactions
General
Two types of injectate-injection zone interactions are of
concern in the Underground Injection Control Program. These are:
V - 212
[6-423]
-------
1. How will injection affect the ability of the rock media
to accept fluids at the desired rates and pressures?
2. How will the injection fluid change the water quality
of naturally-occurring fluids within the injection
zone?
The first consideration is important in addressing the
methods to be used in monitoring injection operations. In
addition, type and frequency of mechanical integrity testing that
are necessary will be dependent upon this consideration.
Communication between the injection zone and other USDW's due to
packer failures, formation fracturing and other casing or tubing
failures could occur as a result of decreased injectivity.
The second point addresses potential degradation of USDW's
resulting from injection of refinery wastes. This is a particu-
larly complex problem when considering the extreme variety of
chemical constituents found within refinery waste streams.
Effects on Injectivity
Injectivity can be decreased primarily by two phenomena.
The first is the development of filter cake buildup at the bore-
hole due to high suspended solids. This is perceived to be a
relatively minor consideration with refinery wastes in that
fluids pass through a complex filtering system prior to injec-
tion. As a result, most chemical constituents present within the
refinery waste stream after filtering are dissolved in solution.
V - 213
[6-424]
-------
A second consideration, one that is more applicable in this
case, is pore plugging due to precipitation of solids as the
injectate moves through the rock media. It is known that concen-
trations of sulfate and calcium ions are elevated in refinery
waste streams, primarily due to the introduction of excess pro-
duced water and other chemical by-products of refining into the
waste stream. These ions readily combine to form calcium sul-
fate. Empirical data suggest this molecule is actually less
soluble at higher temperatures (Nancollas and Gill, 1978; Vetter
and Kandarpa, 1982). Because refinery wastes are held in storage
tanks for indeterminate time periods prior to injection, it can
be assumed that injectate is at or near ambient temperature when
injected. Low temperature injectate that contacts higher temper-
ature injection zone fluids should result in precipitation of
calcium sulfate. The degree to which this occurs, and the influ-
ence it has upon pore plugging, will be site-specific and has not
been empirically determined for either refinery waste disposal
system studied.
A variety of reactions of this type can occur owing to
changes in parameters such as temperature, pH and ion
concentration. Ion concentrations and pK are particularly
variable in refinery waste streams, and reactions causing
precipitation of solids due to these parameters are extremely
difficult to predict. Experiments using core samples demonstrate
the greatest promise of predicting such reactions (Owens et al,
1978; Michels, 1983; Arnold, 1984). Pilot scale injectivity
V - 214
[6-425]
-------
testing should be conducted for each facility to enhance this
predictability.
Effects on Injection Zone Water Quality
The influence of refinery waste on the quality of water
within a USDW is unclear due to the extreme variety of constitu-
ents found in those wastes. It is known that injection at both
inventoried facilities is into a zone productive of oil within
the area. Water within both zones has been shown to be of USDW
quality. Volumetrically, a large part of the waste streams is
excess water produced with oil. The injection of this fluid will
presumably affect the formation water, of roughly similar qual-
ity, very little.
TDS levels reported for samples of injectate at the Bakers -
field facility average 1,350 mg/1, with maximum reported levels
of 2,769 mg/1. This is approximately the same level for TDS
found within the Fairhaven and Etchegoin zones, into which the
refinery waste is injected. Because major ion composition is
expected to be negligibly influenced by fluid-fluid and rock-
fluid interactions, TDS levels of this magnitude can be
considered as non-reactive parameters, and not a contributor to
USDW pollution (Freeze and Cherry, 1979; Summers et al, 1980).
Analyses submitted for TDS levels in waste water from the
Newhall Refinery show values as high as 6,000 mg/1. This is
roughly 30 percent higher than average values found within the
injection zones, the Lower Kraft and Modelo formations. Unless
V - 215
[6-426]
-------
the injectate is sufficiently diluted within the reservoir
through natural recharge, it can be assumed that TDS levels
within the reservoir will rise with continued injection. The
quantitative influence of such rock-fluid and fluid-fluid inter-
actions upon USDW pollution has not been defined, and deserves
further analytical study.
The influence of minor or trace elements and organic consti-
tuents (volatile, base/neutral, and acidic) is the area of major
concern in assessing contamination potential of refinery waste
injection. Fluid-fluid and rock-fluid interactions involving
these constituents are adsorption-desorption, acid-base, solu-
tion-precipitation, oxidation-reduction, and ion pairing-complex-
ation (Driscoll, 1986). Thermodynamic principles and chemical
equilibria can be applied to dilute solutions at near earth
surface conditions to estimate ion concentrations resulting from
the above interactions. Experimental procedures like this should
be conducted constituent by constituent on a site-specific basis
to determine the role of each constituent in degrading USDW's.
To date, research of this kind has not been found by the authors.
Hydrogeology and Water Use
Fruitvale Field-Kern County
The injection wells at Texaco's Bakersfield Refinery are
located in Section 27, Township 29 South, Range 27 East (Figure
V-54). This area is part of the Fruitvale oilfield, and is also
located within the city limits of Bakersfield. This field is
located within the Kern River groundwater storage unit (Davis et
V - 216 [6-427]
-------
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[6-428]
-------
al, 1959) and is part of the San Joaquin Valley groundwater basin
(DWR Bulletin 118). This is part of the "East Side" of Kern
County, along with the Mount Poso, Poso Creek, and Kern River
Fields discussed previously in the "Air Scrubber and Water
Softener Regeneration Brine Disposal Wells" section.
The San Joaquin Valley is a broad late Mesozoic structural
down-warp resting between the prominent Sierra Nevada and
California Coast Ranges. The southern end of the valley, where
the Fruitvale Field is located, represents a transition between
structural styles of the two ranges (Davis et al, 1964). The
resultant asymmetric valley floor slopes gently westward, and
deposition onto the surface has been continual from Cretaceous
time (late Mesozoic) to the present.
Valley margins consist of dissected uplands underlain by
unconsolidated and consolidated sediments of continental origin.
These slightly to moderately deformed sediments are of late
Tertiary to Quaternary age (Davis et al, 1964). Low, relatively
featureless alluvial plains border the dissected uplands along
the east side of the valley. These typically clean, well-sorted
gravels and sands are present as the result of perennial streams
draining the Sierra. The lateral continuity of these deposits
depicts a continually-shifting system of depositional centers.
River flood plains and channels dissect the alluvial plains
in areas along the Kern River within the valley trough. Because
the valley has been poorly drained throughout much of its
history, fluvial deposits are interfingered with extensive fine-
V - 218
[6-429]
-------
grained "lake and swamp deposits along the east side. The most
widespread lacustrine conditions occurred during Pliocene time,
when the Corcoran Clay was deposited in thicknesses of up to 150
feet on the west side. The unit is generally absent in the area
under consideration.
Total thickness of Tertiary and younger sediments in this
portion of the San Joaquin Valley approaches 28,000 feet, as
inferred from numerous seismic surveys. A generalized cross-
section, oriented roughly east-west across the Valley, is
presented in Figure V-55.
The southern San Joaquin Valley is characterized by an arid
to semi-arid climate, with average annual rainfall slightly less
than 5 inches (Rector, 1983). Because of such low rainfall, it
is doubtful that any significant recharge to groundwater occurs
due to that source.
Infiltration of water from stream channels, excess
irrigation and unlined irrigation canals is believed to be the
major source of groundwater recharge {Davis et al, 19 64). On the
east side, contribution to groundwater recharge by the Kern River
can exceed 600,000 acre-feet in a year (Kern County Water Agency,
1982). In non-agricultural areas the chief source of groundwater
recharge is due to seepage loss from intermittent streams
draining the adjacent foothills. Estimates for recharge by this
source to the south end of the east side average about 2,500
acre-feet/year (Rector, 1983).
[6-430]
V - 219
-------
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(from COOG PufiUcallons TH12. 1982J
Figure
V-55
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-------
Under natural conditions, groundwater moves through confined
and unconfined aquifers from recharge areas along the valley
margins toward topographic lows in the central valley (Davis et
al, 1964). Confined groundwater in the central valley moves
generally northward along the trough axis. Flow of groundwater
in the vicinity of the Fruitvale field, then, is generally west
and north. As much as 200,000 acre-feet of groundwater moves
into the Kern County portion of the basin annually (Kern County
Water Agency, 1986). This actually tends to degrade the rela-
tively fresh water of the east side due to influx of highly
saline marine connate water from the west side.
Unconsolidated to semi-consolidated sediments of alluvial
origin are the primary source of groundwater in Kern County
(Davis et al, 1959). In general, these sediments are highly
permeable relative to the consolidated basin margin rocks, which
behave as barriers to groundwater movement.
Three distinct groundwater bodies have been identified for
this portion of the San Joaquin Valley (Davis et al, 1959).
Unconfined and semiconfined conditions exist in alluvial deposits
that overlie the Corcoran Clay. Water within this zone is
relatively fresh. Beneath the Corcoran Clay, a confined fresh
water zone is present in the alluvial and lacustrine deposits of
Plio-Pleistocene age. Much of the east side is not underlain by
the Corcoran Clay. In these areas, the previously described
zones constitute a single semi- and unconfined fresh water
aquifer. The third groundwater body identified in this area is a
V - 221
[6-432]
-------
saline connate water of marine origin in mid-Pliocene and older
sediments. This body underlies fresh water throughout the
valley.
Most of the connate water found in the semi-consolidated and
consolidated pre-Tulare deposits have TDS levels about 10,000
mg/1. Locally, these waters may be of USDW quality, but in
general are considered to be a source of groundwater contamina-
tion to the uppermost confined fresh water aquifers (Rector,
1983). Groundwater found within the confined alluvial aquifer,
and the semi- and unconfined aquifers above the Corcoran is
generally USDW-quality, with notable local exceptions.
Because little to no outflow of groundwater occurs within
Kern County, it can be assumed that the general groundwater
quality within the basin is being degraded. New salts are im-
ported with groundwater recharge supplies every year. Based upon
this assumption, groundwater pumped for irrigation will become
degraded as salts leach from crop root zones (Kern County Water
Agency, 19 86).
The primary use of water in Kern County is for irrigation
purposes. In 1985, over 95 percent of the total water use in
Kern County was for this purpose (3,178,700 acre-feet) (Kern
County Water Agency, 1986). Municipal and industrial usage
totaled 131,400 acre-feet. Groundwater extractions from Kern
County aquifers for these purposes totalled 1,293,800 acre-feet
(40 percent of total usage). The remaining water used was
derived from the Kern River, State Water Project, and Central
-------
Valley Project. Referring back to Figure V-33, it will be noted
that as of a 1979 survey, no water wells existed in the immediate
area of the Fruitvale Field. Because refining and oil production
have continued since that time, it is assumed no new water wells
have been drilled.
Field configuration, representative cross-sections and
generalized stratigraphic column for the Fruitvale Field are
presented in Figure V-54. Injection of refinery waste from the
Texaco facilities is into the lower Etchegoin and Fairhaven
formations. Note that in the region of the refinery (southwest
portion of cross-section C-D), these units are not productive of
oil. TDS levels for these zones, as reported by the operator,
range from 3,000-6,000 mg/1. As such, both zones qualify as
USDW's. The operator also reported TDS levels averaging 1,350
mg/1 for injectate samples, with a maximum of nearly 3,000 mg/1.
If the above data is accurate, it can be concluded that
injection will not adversely affect TDS levels within the
injection zones. However, aquifer degradation can occur without
an increase in TDS. This is probably occurring within the
Etchegoin and Fairhaven Formations in the form of increased
concentration of volatile, base/neutral and acid organic consti-
tuents from the refinery waste stream. It is relatively safe to
assume these constituents do not occur naturally within those
forma tions.
[6-434]
V - 223
-------
Shallow log data has not been obtained for the area in and
around the Texaco facility, so the exact lithologic nature of the
injection zones and surrounding formations is not clear.
However, regional knowledge reflects that the overlying Kern
River Formation is a thick sequence of alluvial sands and gravels
interfingered with fine-grained lake sediments. Because the
Corcoran Clay is absent throughout much of this area, it is
concluded that alluvial sediments dominate, and lacustrine depo-
sits are secondary. It follows that much of the Kern River
Formation overlying the injection zones will display the rela-
tively high permeability associated with clean alluvial sedi-
ments. The conclusion is that confinement above the injection
zones has not been demonstrated.
Because of the lack of well log data, similar reasoning must
be employed to delineate possible confinement below the injection
zones. It is known that the lower limit of the Fairhaven is an
erosional unconformity. This means that the underlying Mason-
Parker sand (Upper Chanac) was exposed to surface conditions for
an indeterminate period of time. One result of such exposure,
under certain conditions, is the development of secondary over-
growths on sand grains due to diagenesis. This could reduce
porosity and perhaps permeability within the sand unit as it was
buried. While this reasoning does not conclusively demonstrate
that low permeability rocks underlie the injection zones, a case
can be made suggesting confinement occurs beneath the injection
USDW's.
[6-435]
V - 224
-------
Placerita Field - Los Angeles County
The JMT disposal facility is located at the eastern edge of
the Placerita Field, in the south-central Transverse Ranges
physiographic province. This area is near the headwaters of the
Santa Clara River, and is part of the Santa Clara River Valley
groundwater basin (DWR Bulletin 118). A map of Placerita Field,
with representative cross-section and generalized stratigraphic
column, is presented in Figure V-56.
Structurally, this region represents an interruption of the
generally northwest-southeast fabric of the Coast Ranges. The
east-west orientation of the range m this region, called the
Transverse Ranges, is presumed to be related to the Murray
Fracture Zone, traceable up to 1,800 miles westward into the
Pacific Ocean (King, 197 6).
Locally, the Placerita Field represents a break in
structural styles. To the west, folding dominates the structural
pattern, though minor faulting is evident. East of the area,
high angle reverse faulting dominates, with the northern blocks
typically upthrown. Both faulting and folding are late-
Pleistocene or younger, as evidenced by the extensive section of
folded Pleistocene sediments (Sharp, 1972).
The Transverse Ranges terminate abruptly a few miles east of
the study area, owing to the presence of the San Andreas Fault.
This presently active structural feature continually affects the
geology of coastal and south-central California. In the vicinity
of the Placerita Field, the Whitney Canyon Fault appears to be
[6-436]
V - 225
-------
PLACERITA OIL FIELO
J.M.T. Oil Company
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REPRESENTATIVE CROSS SECTION,
AND STRAT1GRAPHIC COLUMN
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ENTERPRISES, INC.
Raure V-56
-------
a manifestation of the San Andreas Fault (Figure v-56). This
feature provides a structural trap to hydrocarbon and water
migration eastward.
The western Transverse Ranges are characterized by
predominantly sedimentary rocks, whereas the eastern part is
primarily igneous and metamorphic rocks. In general, the Santa
Clara River Valley is characterized by enormous thicknesses
(20,000 feet +) of mid- to late-Tertiary sediments overlain by a
thin veneer of recent alluvium. The stratigraphy is extremely
variable, representative of complex Tertiary and Quaternary
structural activity along the continental margin. In general,
pre-?leistocene rocks are marine in origin, representing a varie-
ty of depositional environments, from abyssal to near shore
shallow depths. Equal variation is noted for the Pleistocene
continental sediments.
The study area is a typical semi-arid region, characterized
by relatively low annual precipitation (10-15 inches). Presuma-
bly very little of this precipitation reaches the groundwater of
this 336-square mile drainage basin, as the base of fresh water
(less than 2,500 mg/1 TOS) is reported as the ground surface
(DWR, Bulletin 118). In the study area, subsurface flow of
groundwater appears to be generally westward into the Santa Clara
Valley drainage basin, though some southward flow into the Los
Angeles 3asin in anticipated.
As discussed, the lithologies present within the area vary
widely, but it is believed CJSD W-qual i ty water is present
[6-438]
V - 227
-------
throughout the section. The principal aquifer in use at the
present time is recent valley fill alluvium. This unit varies
locally, but is typically coarse to medium grained, poorly con-
solidated sand interfingered with clay lenses of fluvial origin.
Water quality of the alluvial aquifer is generally poor, and
locally is extremely poor. In many areas, magnesium, sulfate,
chloride, nitrate and TDS levels are too high for domestic use.
In others, TDS, chloride and boron levels are excessive for
irrigation purposes (DWR Bulletin 118). In the area immediately
west of the study area, failing septic systems have degraded
water quality to unusable levels. Overdraft and seawater
intrusion are contributing to growing water availability problems
in the Santa Clara Valley.
Because of these continuing water quality problems, most
water used for domestic and agricultural purposes is derived from
aqueducts of the Northern California Water Project. The nearest
public water supply wells are three NCWD wells located 1-2/3 to 2
miles west of the facility in Sections 34 and 35, Township 4
North, Range 16 West. It is believed these wells are completed
in the recent alluvium, but the actual use for this water is not
known.
Injection of refinery waste water at the JMT facility is
into the Lower Kraft and Modelo formations. The Kraft sands are
productive of oil in the Placerita Field, and produced water from
these zones is shown to be of USDW-quality (CDOG Publication
[6-439]
V - 228
-------
TR12). . TDS levels for the Lower Kraft are reported as about
2,000 mg/1. Water quality for the Modelo, non-productive of oil
in the region, has not been ascertained.
As discussed previously, water quality data for injectate
was provided by the Newhall Refinery rather than the injection
well operator. The most recent analysis was conducted in May,
1986, and was performed following the methods outlined in the
California Assessment Manual (Title 22) for hazardous wastes and
EPA manuals for solid and liquid wastes.
Results reported for this analysis indicate that the
refinery waste water has TDS levels of around 6,000 mg/1. This
is about three times the level reported for naturally-occurring
formation water within the Lower Kraft. As expected, constitu-
ents associated with petrochemical refining such as oil and
grease, ammonia, phenols, and sulfide are present in levels up to
100 mg/1. A variety of other organic compounds are present in
trace amounts.
With respect to drinking water standards, cadmium, lead,
mercury, and selenium present in the waste stream exceed Primary
Standards. Fluoride, chloride, pH, and TDS levels exceed
Secondary Drinking Water Standards. Constituents present in the
waste stream found on EPA's Priority Pollutants list include
dichloroethane, toluene, benzene, xylene and ethylbenzene.
3oth the Kraft and Modelo sands are well developed clean
sands with abundant interbedded shales, as determined from well
[6-440]
V - 229
-------
log data. Because of the depths injection occurs, it is believed
waste water will tend to migrate up-dip (eastward) toward the
Whitney Canyon Fault Zone. It can be concluded that migration
toward the NCWD wells previously described will be minimal.
Total injection at the JMT facility averages more than 30
million gallons (100 acre-feet) per year, as reported by the
operator. It is not known what volumes of recharge occur within
the aquifers as a result of natural and artificial methods. It
is believed that it is minimal, due to low rainfall and limited
irrigation. If so, it can be concluded that the aquifers are
being degraded to some degree by injection of refinery waste.
Summary of Contamination Potential
Three refinery waste injection wells have been located and
investigated in California. Average injection into each of these
wells is 40 - 50 million gallons (122-154 acre-feet) annually.
Injection volumes this large, combined with a variety of organic
and inorganic constituents within the waste stream, make these
wells capable of broad-scale contamination to USDW's.
It has been shown that injection at both refinery waste
facilities is into multiple zones. At least one of these zones
at each facility is a USDW located above the uppermost oil-bearing
horizon. At the Texaco Bakersfield Refinery, this zone is the
Etchegoin-Fairhaven sequence. Water chemistry analyses reported
by the operator for these zones indicates TDS levels of formation
waters average 3,000-3,500 mg/1. At the JMT facility in Newhall,
one of the injection zones is the Modelo Formation. This zone is
[6-441]
V - 230
-------
situated below the oil-bearing zones of the nearby Placerita
Field.
In the opinion of the authors, both of these zones
are potentially useable USDW's. The Etchegoin-Fairhaven sequence
in the Bakersfield area is relatively shallow. Water chemistry
indicates that sodium and chloride comprise up to 75 percent of
the total dissolved solids within the formation fluid.
Bicarbonate is the other major constituent. This is generally
consistent with water chemistry data available for the Modelo
" Formation of the Placerita Field. Because of the general absence
of organics associated with crude petroleum, treatment of these
waters by desalination could make them potential drinking water
supplies.
It has been shown that injection fluids at both facilities
exceed certain National Primary and Secondary Drinking Water
Standards. Typical Primary Standards exceeded include cadmium,
chromium, lead, mercury and selenium. Secondary standards are
exceeded for TDS, pH, iron, chloride and fluoride. Similarly a
number of constituents present in refinery waste streams are
found in 40 CFR Part 261, Subparts C and D. These constituents
include dichloroethane, toluene, ethyl benzene, benzene, xylene,
napthene, phenol and fluorene.
As discussed, injection volumes at refinery waste disposal
facilities are typically very large. Similarly, concentrations
of potentially hazardous constituents are high. Without direct
[6-442]
V - 231
-------
knowledge of how these USDW's attenuate the various constituents
found in waste streams, it is difficult to assert that the USDW's
are being degraded beyond Primary and Secondary drinking water
standards. However, it is safe to assume that levels of
substances found in 40 CFR, Part 261, Subparts C and D are
increasing as a result of refinery waste injection.
In summary, it has been demonstrated that certain zones used
for injection of refinery wastes in California are USDW's. The
claim is made that these aquifers are of sufficient quality to be
considered realistically usable as a drinking water supply,
should significant advances in treatment technology be made.
Fluids being injected are shown to contain constituents in excess
of certain National Primary and Secondary Drinking Water
Standards. Certain hazardous wastes, as defined in 40 CFR, Part
261, Subparts C and D, are present within the injectate. Because
these substances have not been shown to exist naturally within
the injection USDW's, it is concluded that levels of these wastes
are increasing to some degree within the injection zones. Based
upon these findings, it is concluded that injection of refinery
wastes in California constitutes a high potential for contamina-
tion of existing USDW's serving as injection zones.
Regulatory Jurisdiction
Hazardous waste and waste discharge into injection wells in
California has been subject to rules set out in the State Health
and Safety Code, and the State Water Code. Assembly Bill Number
2058 (1985) has amended these codes to exempt injection wells
[6-443]
V - 232
-------
regulated by the California Division of Oil and Gas (CDOG) from
the provisions set forth.
At the present time, regulatory responsibility for refinery
waste injection wells is shared to some degree between two agen-
cies. CDOG is apparently the lead agency in issuing permits and
maintaining regulatory control over these wells. However, the
Regional Water Quality Control Boards (RWQCB) in areas injecting
refinery wastes are also actively involved in regulating this
practice, while the present investigation has concluded these
agencies work very well together, the discrepancy over primary
responsibility has resulted in one problem of relatively minor
significance. Operators appear unclear as to which agency should
be initially contacted regarding permit application for refinery
waste injection. The operators of these wells inventoried to
date have made these initial applications to RWQCB.
The State Water Code previously mentioned has been estab-
lished under the Porter-Cologne Water Quality Control Act (1985).
While wells regulated by CDOG are technically exempted from these
provisions, it is those provisions that are addressed in permits
issued by both CDOG and RWQCB. Under California statutes, in-
jected refinery wastes are considered hazardous substances, and
agency requirements have become stringent.
Application for a permit to inject refinery waste involves
the submittal of a comprehensive hydrogeological report. Area of
review for this report varies with local geologic and water use
conditions, but a minimum one-half mile radius is set forth in
[6-444]
V - 233
-------
the statutes. Parameters to be addressed in these reviews in-
clude injection zone character (lithology, permeability, dimen-
sions, vertical and lateral confinement), regional groundwater
£low rates and directions, and water quality of injected wastes
and injection zone fluids.
Engineering and operational considerations in permit
applications include drilling and completion details (casing,
cement, tubing, and packer programs), formational testing,
proposed injection volumes and pressures, and programs for future
mechanical integrity testing. Frequencies for conducting MIT's
are set forth, as well as the types of tests employed. Frequency
for reporting injectate water chemistry is addressed, but is not
specifically defined.
After permits are granted, and injection wells are completed
or converted, operators have the option to inject at pressures
prescribed by CDOG or conduct step-rate tests in an effort to
establish a basis for higher injection pressures. Mechanical
integrity tests are required annually, Typical tests for this
purpose are spinner and radioactive tracer surveys, designed to
determine at what point in the wellbore fluids are exiting the
casing. Temperature surveys and injectivity tests are also pros-
pective MIT's, but are not used typically for injection wells of
this type.
Injection fluid water quality analyses are submitted
annually, as a rule. Substances classified as hazardous by EPA
[6-445]
V - 234
-------
are analyzed for. In addition, a variety of organic constituents
(volatiles, acid, and base/neutral) are tested for, as well as
inorganics and metals. Physical properties of pH, specific
conductivity, color, corrosivity and ignitability are reported.
In general, the analyses reported by operators to RWQCB and CDOG
are complete and adequately depict the waste stream.
Enforcement of regulations set forth in the Water Code, as
well as remedial action and penalization, is a shared
responsibility between CDOG and RWQCB. To date, a case involving
penalization o£ a refinery waste facility has not occurred. As a
result, this investigation has not revealed which agency would
take the lead in such activity.
Aside from CDOG and RWQCB, two other agencies are involved
to a lesser degree in permit review of some type. The Los
Angeles County Public Works Department has issued a waste
discharge permit to JMT Oil Company for disposal of the Newhall
Refinery waste. The exact details of the permit were not ascer-
tained, but conversation with the operator indicated these permit
regulations are essentially the same as Water Code provisions.
The Department of Health Services is also involved in
regulating injection operations of JMT and Texaco. This agency
reviews hydrologic assessment reports (HAR's) submitted by the
operator. The HAR's cover material similar to that described
above for RWQCB and DOG submittals. Emphasis is placed upon
water quality of injectate and formation waters in granting
these permits.
[6-446]
V - 235
-------
Recommendations
Remedial or Corrective Action
It has been found that operators of refinery waste injection
wells in California generally maintain operations in a
professional and responsible manner. Waste stream analyses are
submitted regularly, and annual mechanical integrity tests
demonstrate that injection is into the desired zone or zones. In
addition, operators have been extremely cooperative with the
investigators during the data gathering phase of this assessment.
A large proportion of the fluids injected at each facility
is into USDW's not productive of oil, although all wells are
located at or near the margins of active oil fields. Both oil
fields are characterized by multiple productive zones. The down-
dip margins of each oil zone may be adequate injection zones for
refinery wastes. The possibility of recompleting the presently
used refinery waste injection wells in oil-bearing zones only
(instead of USDW's) should be investigated. The oil zones may
have adequate disposal capacity, but waste disposal into these
zones may have other negative impacts on oil production.
A system of groundwater monitoring should be instituted
immediately. Because many abandoned oil wells exist in both
fields, two or three down-gradient wells should be re-completed
for use as injection zone monitoring wells. This would result in
an initial expense to operators, but the transmissibilities of
certain waste stream constituents -must be determined to
[6-4471
V - 236
-------
accurately define contamination potential posed by these Class V
wells.
Best Regulatory Approach
One conclusion of this study is that both CDOG and RWQCB are
conscientious in their regulatory control over refinery waste
facilities. However, this duality in regulatory control has the
potential for inherent inefficiency in corrective or remedial
action, should such action become necessary. Because refinery
activities are only indirectly related to petroleum production
and enhanced recovery, it is the opinion of the authors that CDOG
should play a secondary role to RWQC3 in regulating these wells.
Injection into USDW's of relatively good quality, which
occurs at both facilities, should be terminated immediately.
Consideration should be given to injection into oil bearing
zones, which the authors consider to be unusable as drinking
water supplies, regardless of TDS levels. One possible regula-
tory approach would be to exempt oil-bearing USDW's, similar to
regulatory jurisdiction involved with Class II wells.
It is the conclusion of this study that unless an oil-
bearing zone can be used for injection, or some other non-
treatable USDW can be found, refinery waste disposal should not
be conducted using Class V wells. The nature of the waste
stream, and volumes typically injected, indicate that Class I
injection should be employed. Regulatory authorities should
begin to move toward this goal.
[6-448]
V - 237
-------
A final point of concern is the lack of inventory data
available for refinery waste injection wells. The authors feel
that there are certainly more wells of this type in California,
and it is essential that they be found and characterized with
respect to injection volumes and chemistry. RWQC3 and CDOG
should immediately pool their resources, and question each
refinery operator in California to determine the fate of their
waste stream.
Air Conditioning Return Flow Wells (5A7)
Purpose
A heat pump is a temperature-conditioning device which
transfers heat or thermal energy from one medium to another. An
example of a heat pump familiar to everyone is an air-to-air heat
pump or "air conditioner" which heats or cools by using air both
as a heat source and a heat-receiving medium (heat sink). A
groundwater heat pump may use groundwater as a heat source or
heat sink. Groundwater temperatures remain very constant
relative to the great variability of air temperatures in homes
and buildings imposed by climatic conditions. A groundwater heat
pump can be an effective air temperature-conditioning device
whenever a significant differential exists between groundwater
temperature and ambient air temperature in the space to be
"conditioned". Water is an ideal medium for use in heat pumps
because of all ordinary substances water has the greatest
specific heat. Thus it can both absorb and yield much more heat
in calories per degree change in the temperature of the medium
than does an equal weight of air {Texas DWR, 1984).
[6-449]
V - 238
-------
Section 6.2.28
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(Or INVESTIGATOR)
DATE:
STUDY AREA NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
From Reporting on Class V Injection
Well Inventory and Assessment in
California (Draft)
Engineering Enterprises, Inc.
(Prepared for USEPA Region IX)
December, 1986
California
Not Applicable
Three tables contain information
concerning industrial Class V
wells in California. Information
includes facility name, county,
number of wells and status,
description of wells, waste, and
contamination potential.
[6-450]
-------
TW3LE
a ASS V DEEP3 naiSllUAL HASTE DISPOSAL WUI-S
FACILITY
ccuriY
STAHIS
DEsaucrron »• wui.s
TYnS OF WAS1E OlSWCtD
anarwAitR cair/MOKncH
/
111 WEIJ£
at MXHTlCtlAl. niFOFHMIGN
1. E.I. Duffcrit
DeMaiiours"
Contra Costa
1
Injection well, apprax.
6800' In depth, bey an
operat Ion In 1969, was
capped and closed in
1902.
Wastes assoc. w/productlon of
tetractliyl lead, caqprlsed
rrnstly of hydrocaibcns which
are gaseous at surface conditions,
aril partially liquified at well
formation.
Various rretlexis of waste
disposal, lncl. surface
lirpoundnents. Groundwater
is contaminated w/chloro-
fortn, mcnofluorce thane,
1,2-dichloroethane, tri-
chloroethane, clUoro-
ethane, and toluene. Site
also contaminated with
lead, >2000 ppm.
2. Rio Bravo
Disposal
Facility*3
Kem
1
Deep well Injection Into
old depleted oil well
llbry Artie toon 1111,
11,400' In depth. 1500-
2000* of 1" steel trans-
mission line xing under
Ifcvy 43 frcm storage
facility. Est. max.
Injection 420,000 gal/day.
Hazardous & non-hazardous, tcwlc,
lgnltable, corrosive wastes.
Believed well began accepting
spent solvents & pesticide
rinbo waters in (lay, 19U4. ICR
limits the 30 day avg discharge
to 210,000 gal/day.
Groundwater contamination -
unknown. Facility closed
by DaiS 1/28/8S due to
alleged violation of ISD
permit. Groundwater la
not being nonitored.
3. Tosco Refinery -
Hew Texacor
Kem
2
2 injection wells.
Facility now closed.
Wastes associated with refinery.
Facility claims that wastes were
non-liozardous.
Injecting directly Into
an aquifer. Facility has
recently been reclassified
fran Class IV to Class V.
4. Wtieeler Well (I5b
Los Angelea
1
Disposal well. Improperly
abandoned, under Operating
Industries Landfill.
Appra<. 2000' deep.
OH field brines t possibly
hazardous wastes. toGslble liquid
liazaidcus wastes frcin landfill
ci^rotion seeped into disposal
v>cl 1.
Operating Industries
Landfill is #74 on State
Suporfund List. Shallow
groundwater is being mon-
ltotai in connection with
Landfill.
(a) At lease 100 ft be lew land surface
(b) (Toxic Assessrent Group, 196S).
-------
TAJ5£ , continued
a .ASS V DEET3 I1IXIS1RIAL HASTE RISPOSAl. HUJ.S
FACn.1T/
CDUHIY
itta'his
Diaoumai or wijis
iyiis or has-ii; Disrcsin
C2C10IWA1EH OaiimJHftXION
>
jf
111 WHJ.S
ai AioiriaiAi. imoumatiqh
/
~
5. Aerojet-General
Sacranento
2
2 disposal wells, appro*.
Toluene, Tr lchlorotrlnltnobenzene.
GrcunA-acer cent am. is due
Corporation"
1600 ft. deep. Estlm.
with bolii wolls in
operation, 579,000 pounds
of hazardous wastes are
Injected each year.
Diphenyl Oxide, Chloroform,
Sod tun arsenate, ethylene di-
chlorldt, Formaldehyde, Misc.
organlcs, ctill boctcms, ftwi-
huzardous wastes also Injected.
to chanicals other than
tlose no«i Injected at site.
Well 01 operated 1962-68,
1975-1964. Inje-ct well 02
began 1976. U3C makes
explosives, fungicides,
catpcunds used in manuf ac.
of solid rocket propellants.
6. Beale Air
Yuba
3
3 disposal wells, each
Pliotographic wastes, lncl. cyanide.
Groundwater contamination -
Force Base®
apprax. 1000' deep C in
service since 1967.
silver, and branine.
un):ncwn. Groundwater found
at 75 feet.
7. Getty Refiner^3
Kem
2
2 injection wells,
lb WDR.
Wastes associated with refinery,
facility claims that wastes are
Injecting directly into an
aquifer. Facility has recently
been reclassified from Class
IV to Class V.
B. Texaco
Kern
2
Both wells previously
Process wastewater fran petroleum
Average annual lnjectioni 50
Bakersfield
oil producers; converted
refinery) variety of Inorganic t.
million gallons/well. Ground-
Refinery
to injection 6tacus in
19771 total dcptlis approc.
4400 feet.
inorganic constituents Ivolatile,
acid U base/neutral organics, also
disposing of excess produced water
fraii on-site pi eduction wolls.
water contamination unkncwni
injection into non oil-bearLng
shallcM lorlzons.
9. Jirr Oil Cotrpany
Los Angeles
1
Well completed in 1982 for
disposal of waste frem
nearby |lethal 1 Refinery,
lotal depth: 3600.
Typical refinery waste stream,
including varied Lnorganic
constituents (IDS appro*. 5600
ng/1). Volatile, acid and base/
neuti&l organic fraction very high.
Grourrlu'a ter cent ami nation
unJjxisTii average annual
lnjectioni 35-40 million
gallons* injection into U
below shallowest oil-bearing
zone.
(a) AC least 100 ft below lard surface
(bl (TckIc Assessment Group, 1985).
O
I
U1
ro
-------
TWS£
a .ass v aiAun^ imiistoial hasie dispogal whis
FACIl.lTY
aXMY
status
nESaUITlCH OF W1JJ.5
tyii; of wwtie nisnmn
cnanrHATCx ooi/i'amihatich
/
i-
/
/
11/ MJJ.S
at ArnmaML iNraawncn
1. Puregro-
Bakerofleld
Facility
Kem
l
One well ard concrete paved work
pad. Consisted of 2 buried con-
crete clumbers connected in
aeries. Overflow pipe connected
to 2nd chanbcr was cut several
feet frun disposal well.
Temporarily abandoned.
Rinse water runoff and
spillage of agriculture
chemicals during material
transfers.
Soil in iimediate area of
disposal well contaminated,
lb nonitoring wells to
water table carpi e ted on
site. CVRJQCB currently
reviewing PureGro's draft
reiiedial action plan.
2. Keamey-KPF
San
Joaquin
1
Oie uncased well constructed In
1972 to 22 feet below land Bur-
face. Backfilled with porcelain
from foundary on site.
Taiporarily abandoned.
Drainage waters fran silver
plating process.
Soils below disposal well
and drainage ponds are
contaminated. Groundwater
contamination is not
established. CVKWQCB
recently requested tliat
additional groundwater
eanpl lng be performed.
Groundwater appr. 35*
below land surface.
3. Mefford
Field
TUlare
2
-Qie two-baffled suip. Formerly
connected to a disposal wel1.
Ttaijorari 1 y abandoned.
-Second sunp measuring 2 ft.
square by 4 ft. deqp connected
to disposal well, "Itaiporarlly
abandoned.
IVo-baffle sunp and
disposal veil formerly
disposed of rinse waters
used to clean pesticide
application planes.
Second sunp disposed of
oils, solvents, and
greases.
Mater contamination
detected In on site
nonitoring wells. Con-
tamination has not been
detected In water supply
wells on or downgradient
of the airfield.
Groundwater 17-20' below
lard surface.
4. TJIWI
Fresno
10
9 wells ranging in construction
(ran endless 55 gal Ion drun to
brick lined cisterns. Depths
ranged from approclmately 2 to
20 feet below land surface.
1 leadtfield suspected of dis-
posing of Industrial and septic
wastes.
Waste laboratory chem-
icals (chloroform) and
various pesticides handled
on site.
Groundwater contamination
docuncntod. Contamination
resulted fran negligent
handling practices, an on-
site landfill, and dis-
posal well opera11 ens.
Groundwater 15-25' below
land surface.
(a) (TckIc Assessment Group, 1985).
(b) Unknown nimber.
(c) Dry wells" which may or nay not penetrate groundster bearing strata.
(d) City of L.A. Bureau of SaniLatIon.
-------
TAllJi ill . continued
CLASS V SlINJO^ IHXJSTRLW, WASTE D2SIOGM. HHI.S
FACILITY
mn/iY
STA'lilS
DESCRIITIOH OF HUJS
TYIE OF WA51E D1SIOGU1
rjittDI WAItH (XI/TAMimTIGN
/
/
/
IN WHJ.S
at AiurnavtL nacre-vena)
5. Rogers
Helicopter
Fresno
1
1 well, 30 feet deep.
Biodegradable paint
stripper.
Groundwater cent ami naticri
unknown.
6. Upright
Fresno
1.1
One well lias been converted
to an Industrial drainage
well.
Second well Is temporarily
abandoned.
Washwater fran steam
cleaning operation.
Sanple fran one former
industrial well contained
Dicliloroetliene, Trlchloro-
ethane abo/e state action
levels. CVRJ-JQCB has
requested Upright
Harvesters to conduct a
geotechnical Investigation.
7. Oolurtbia
Showcase and
Cabinet
Cciipany4^
Los
Angeles
2
Septic tank disposal well.
Wei 1 s lave been purped cut as
ordered by L.A. Bureau of
Sanitation.
Industrial wastes suspected
to have been disposed with
sewage.
Toluene Xylene detected
In septic tank effluent.
Groundwater contamination
in San Fernando Valley
suspected to liave resulted
fran past operation of
industrially owned septic
tank systam3.
8. Medal Tire .
Caipany, Inc.
Los
Angeles
1
Septic tank disposal well.
Hells have been pimped out as
ordered by L.A. Bureau of
Sanitation.
Industrial wastes suspected
to have been disposed with
sewage.
Toluene detected In septic
tank effluent. Groundwater
contamination in San
Fernando Valley suspected
to tiave resulted fran past
operation of industrially
owned septic tank system.
9. Chapman Studio
Equlprent
Caipany^
Loa
Angeles
1
Septic tank disposal wall.
Wells have been puiped out as
oidered by L.A. Bureau of
Sanitation.
Industrial wastes suspected
to have been disposed with
sewage.
Mothylchloride, Tricloro-
ethane, Parachloroethene,
Trlchloretliene detected In
septic tank effluent.
Groundwater contamination
in San Fernando Valley
suspected to have been
caused by operation of
industrially owned 6eptic
tank systsns.
(a) (Toxic Aasessnent Group, 1985).
(b) Unknown rtorber.
(c) "Dry veils" which may or nay not penetrate groundwater bearing strata.
(d) City of L.A. Bureau of Sanitation.
-------
TAI5£ , oontlruod
a ass v a&iiaF niiBntui. k*ste disposal wni,s
FACn.1T/
oaomr
STATUS
DBSOtimai CF WU1.S
1YIV CF KAS1E DISIOKU)
IN WUJ.S
CKOItrMAlUt CDI/CAHINAXICH
/
/
/
U< AllUTIUIAL liariaiATHH
10. ftKenzle's
Autcnotive
lOB
Angeles
2
Septic tank disposal well.
Wells have been pinfied out as
ordered by L.A. bureau of
Sanitation.
Industrial wastes suspected
to have been disposed with
sewage.
1,2-Dichlordbenzene
detected in septic tank
effluent. Groundwater
contanlnation in San
Fernando Valley suspected
to have been caused by
past operation of
industrially owned septic
tank cyst cms.
11. MR Four
Slide CDrp.
Los
Angeles
1
Septic tank disposal wall.
Hells have been puiped exit aa
ordered by L.A. Bureau of
Sanitation.
Industrial wastes suspected
to have bam disposed with
sewage.
Xylene, Dichloroethene
detected In septic tank
effluent. Groundwater
contamination in San
Fernando Valley suspected
to have been caused by
past operation of
industrially owned septic
tank systais.
12. Reno, Inc.*'
Loa
Angeles
1
Septic Tank disposal well.
Walls have been puipd out aa
ordered by L.A. Bureau of
Sanitation.
Industrial wastes suspected
to hove bean disposed with
sewage.
Trlchloroethene, Tolueno,
Olchlorobenxana detscted
in septic tarik effluent.
Groundwater contanlnation
suspected to have been
caused by past operation
of industrially owned
septic tank 6ystans.
13. Electro
Coatings8
Alameda
1
Shallow well disposal.
Operations began In 1963. Fran
1964-1965 disposal of chronic
acid plating wastes into on-
site shallow well.
Hydrochloric acid, sulfuric
acid, copper sulfate,
chronic acid, nickle
sulfate. (Apprc». 117,000
gal . of chronic wastes at
10, 000 pjm are
unaccountable.)
Identified abandoned Bite.
State Superfund, 1985
ranked 177, 1984 ranked
90, 1981 ranked 59, 1982
1982 ranked 40.
14. Dow Oienical
USAa
Fresno
2
9
11 dry wells in total, 9 of
which are In bottan of ponds,
sealed and never used.
Remaining 2 wolls receive
wastes. Each well is apprcu. 10
feet deep.
Mash down f ran steam
cleaning area and boiler
blowdown.
Facility manufactures
plastic film and bags.
Groundwater can Lamina tl ctn-
unknevfn.
(Toxic Absesorent Group, 1985).
Unknown timber.
"Dry v«lls* which nay or nay not penetrate groundwater bearing strata.
City of L.A. Bureau of Sanitation.
o>
I
U)
Ul
(a)
-------
TOH£ 111 . ccntinuod
a ASS V SIAMO^ I1UUSTRXAL WXSTC DISPOSAL WEIi-S
FACT1.11Y
OOBJIY
SIA11IS
DKoatimai of
1YIE OF HAS1E DISICGU)
GRCUIMAIYX OCinmiNATIGH
~
/
111 HhJJJS
at AIDITlCflM, MXTMKnai
IS. Kearney
Agricultural
Field
Stat iona
(research
station)
Fresno
k
Dry veils and seepage pits used
to dispose of wastes.
Lab wastewaters and shop
washdowns. Exact ccnposl -
t ion is unknown.
Hie facility pits and dry
wells are still active
though may no longer be
be disposing of lab wastes
In this manner. Ground-
water contamination is
unknown.
16. T.M.T.
Oianical
Oorrpany*
Fresno
1
Dry well, new abandoned, used to
dispose of wastes since 1966. ffc>
longer In use.
Lab wastes, incl. sulfuric,
hydrochloric, and nitric
acidsi Bodlun and artnoniun
iiydrcxides, and other
reagents.
Ag. chemicals stored and
formilatod at the site.
Groundwater ccntani nation
unknown.
17. A-i Battery-
Kem
1
Disposal hale in asphalt arid
down retal pipo of unknown depth.
No longer in use.
Wastewaters generated In
proceBB of charging and
cleaning batteries. Lead
I .cad contamination between
l]0mg/kg to 600Qmg/kg.
Ccnjpany has been requested
to clean up oontoninated
soil. Unknown If ground-
water Is contaminated.
18. Crop
Management®
Kem
1
Dry well used to dispose of
wastes.
Pesticide field rixisewaters
fron ground appplicator
service.
Groundwater contamination-
unknown.
19. Farm Flite
Agricultural0
K em
2
Exterior of planes and other
equipment are rinsed off on
wash pad and then discharged to
two dry wells.
Pesticide rlrisewaters.
Aerial application of ag
chemicals. Groundwater
contamination-unknown.
Site was previously
occupied by Lost Hills
Flying Service for 5 years
prior to Farm Flite
Service, and possibly also
utilized the dry wells.
20. Valley
Helicopter4
Kem
1
Dry well connected to wishpad.
Pesticide rlnsewaters.
Company performs aerial
application of pesticides.
Groundwater contamination-
unknown.
Oi
I
¦U
ai
a>
(a) (Toxic Assesorent Group, 1985).
(b) Unknown rtmber.
(c) 'Dry veils" which nay or nay not penetrate groundwater bearing Btrata.
Id) City of L.A. Bureau of Sanitation.
-------
TWB£ ill , antlreiod
aags v nnwjrvf-' imxistrial was-ie disposal whj.s
FAOl.nY
cauti iy
STA1US
Drasicnai of wh j.s
ivit ce wabtc Disrcan
CKUrUAlfK CCtrCAHIXATiai
/
IN WJJJ.S
at nditichai, mawnai
21. Acton
Site®
103
Angeles
1
Dry well, approximately 10'
deep, used to dispose ot waste
waters over an unspecified
period of tine.
Wastewaters containing
nercury.
Groundwater cantami ration-
unknown. Identified as a
result of citizen's
ccnplalnt, 2/9/85,
L.A. County.
22. BKK
Landfill®
Los
Angeles
b
Bore hole injection. Holes were
apprcxclmately 80' deep into
prism of trash within the Class I
dicposal area. Practice was
halted in 19B2.
Acids and other various
chemical wastes.
Landfill ceased accepting
liquid hazardous and non-
1 hazardous wastes on
11/30/64. The landfill is
ranked 56 on 19B5 State
Superfurd List.
23. Basin
By-Product8
Los
Angeles
1
Oie injection well, apprculirately
40' deep, was in operation fran
1964-1977.
Oil field waste, dilute
acids and caustics,
including hcstavalcnt
clirominn. Est. quantity
of wastes during years of
opciation, 504 million gal.
Groundwater ccntant-unknown.
Mo groundwater monitoring.
Aquifer is 75' deep. Large
local pop. Site ranked 7B
on 1985 State Superfund
List.
24. Jones
Oianical*
Los
Angeles
1
Dry well, 5' in diameter, 34'
deep, bricklincd. Well has been
utilized sinca 1969.
tteutrallzed wastes, incl.
chlorides, sulfates,
phosphates, nitrates,
flouridos, and anwronla
derived frem rinsing con-
tain era containing acids
and alkalies.
Groundwater cantamination
is unknown. TYough DOilS
files indicate that HMQCB
I1A) was notified of this
site 4/12/B2, RHQCB has no
info on the facility.
25. Moen Foara
Ctnpany IAKA
CI ion leal
Contour Co,
Autcnation
Industries,
Pacific
Ure thane)8
Los
Angeles
1
Past usage of 20' deep veil for
acid solution contaijrrent.
Hide variety of chemicals
and caipcunds. Including
sulfuric, chronic, iiydro-
cliioric acids, and alun-
inun, titaniun, magncs ium,
and thoriun.
Groundwater contaminaticn-
unknown. Entire site has
been paved ewer.
O5 (aI (Ttnic Assessment Group, 1985).
^ (b) Unknown nutter.
(n (c) "Dry wells" which may or nay not penetrate groundwater bearing strata.
**4 (d| City of L.A. Bureau of Sanitation.
-------
1W5£ , ccntinuecf
CIASS V SI LAI J ivf IUXJSTHIAL WASTE DISfOGAL WUJ.S
F/Ol.m
CGUtllY
CIA1US
ntrxmmou a-' wuj.s
IVIK C*- MASlt D1SIOUJ)
aCUtlJMMUl aOHI-AMnjATlOtl
*
£
/
/
IN WUJ.S
on NimiaiN. naxMvaicu
26.
Paclf ic
Cccan
Disposal
Can>ani'a
IjOS
Angeles
2
7\jo stiallcv dispobal we) lb, 6'
lri dicmcter, 30' ac-op, used
frail 1963-1976. Iki> bealt-d.
Various acid wastes, incl.
chronic, sulfuric, hyilro-
cliloric, nitric acids.
Apprck. 19 million gals, of
wastes disposed of duiing
their cpeiation.
Groundwater not nonitored,
contamination uiii.ncvjn.
21.
Baltimore
Aircoi1
Ccnpany of
California8
Madera
1
Dry well used for wastes from
1976-1981.
0>evTOn water solution oil.
Apprcm. 110 gallons per
year.
Groundwater contamination-
unknown. Unconf lnod
aquifer at 30'.
29.
EIMAC-
Divislon of
Varian
Associates8
San
Mateo
2
Dry vel 1 used to dispose of
wastes.
Apprax. 600 gal6. of
various solvents. Moni-
toring well 83, located
at dry well, shows
various corpounds, incl.
benzene (6ppb), Tetra-
clUoroethene I2B0f|1>),
aid Tr ichioroctliene
I12pfb).
Groundwater is con-
taminated, and Is being
monitored.
30.
General
Electric "
Ganta
Barbara
b
Dry wells used to dispose of
waste* via transmission lined
ficin buildings.
Fran 1974-60, spproc. 600
gala, of 1,1,1-Tricliloro-
ethane was discliargud into
dry htjlls.
Groundwater contamination
poeBlbls, no current
Inveetioationa or rcnadial
actions underway, tliough
caipany has dene bote soil
saiipl ing. Corparry over-
haul B aircraft engines.
Site is ranked 91 on the
1985 State Superfund List.
31.
Fck Itol and
Die Ctnpany*
Stanislaus
1
Dry well.
Cutting oil and water '
mixture.
Groundwater ccxitanination-
unlaiown.
32.
Lyng
Caipany^
Stanislaus
1
Dry well.
Rinseuaters fran bean
treating of captan fungi-
cide is disposed of in dry
well (10-15 gals, per
rinse).
Craundb.-ater ccntaminatlon-
unknown.
fl\»ic Assessment Group, 1985).
Unknown nujiber.
"Dry wells" which may or nay rot penetrate grouiii^ater bearing strata.
City of L..A. Bureau of Sanitation.
o>
in
00
la)
(b|
(c|
Id)
-------
TAII£ , continued
a ass v sjimj.cw0 iiuusnuAL wastc: disposal heu.s
FACILITY
OOUHIY
SIA1US
DuaaumoM or wuj.s
iyii: or wash: disioqj>
OtaJIIHA3ER OOtn'AMOTtTIOtl
>
/
111 WUJ.S
cn awitiqiial natHMATiaj
/
/
33.
BASF
Ifyairiotte
Corpora t lona
Tulare
1
I:tacc description unavailable.
Final rlrr^c- waters to
"cuLbui face di LfX)S£l. " Believed
to le dry v>vrl 1.
Pesticide ccntainer rince-
v-atei.
Groundwater ccntamination-
unkno.-n.
34.
CAM
Oianic&l*
Tulare
1
Dry wll, apprax. 42* deep, usod
to dispose of waut.es.
Insecticide and defoliant
production rinscwaters,
incl. organophosphatcs,
organochlorides, carba-
mates, organic netals,
dinltroplienols, petroleun
oils, tetrahydrophal amide,
sulfur, sodiun chlorides.
CAM manufactured and form-
ulated Insecticides and
defoliants. Site has been
identified by Da IS a9 an
Identified Abandoned Site.
Site. Groundwater con-
tamination-unknown.
35.
J.R.
Slrrplot/
Cfc-ycliana
Tulare
1
Dry we]1 connected to wash pad,
no longer in use.
Pesticide rinsewaterB.
Ihaigh initial sanpling
of dry well and wash pad
revealed significant con-
centrations of DDT, Toa-
pliene, Kel thane, and DOE,
later sampling showed no
detectable levels.
Cbrychan stores and sells
packaged pesticides and
operated herbicide spray
rig. Groundwater con-
tamination unknown.
36.
Forterville
Municipal
Ai rport"
Tulare
1
15' x 15' ccfcbled pit of unknown
dcptli used to dispose of wastes
from rinsing off of equipient.
Possibly pesticides.
CVBJQCB (Fresno) requested
that the well be reno/ed.
Unknown if any testing
occurred to determine if
ccrit ami nation existed at
the site.
37.
Puregro
Ccupany-
PLxlcy^
Tulare
1
Dry well, appcn. 35' deep,
connected to wash pad.
resticide rinsewaters.
Ag. chart, storage and
application. Groundwater
contamination unknown. At
this location since 1966,
Puregro proposes to seal
off tlie opening of their
closeddry wel 1 with
concrete or bentonite
as suggested by CVRhQCB.
(a) (Ttxic Assessment Group, 1985).
(b) Unknown nunber.
(c) "Dry wells" which nay or nay not penetrate groundwater bearing stiata.
(d) City of L.A. Bureau of Sanitation.
-------
TAll£ Ji[_, cant I mod
a Asa v awtaf hijustrim, haste disitcai. mij.s
i ach nt
cmrinr
U
i'ahis
nisaurricvi o wijjs
1YI1 C* WA.TIl. niCIUW)
(aaiDiHAim crinwtuiMitti
I
5
t
i
I
!
in wins
Ut AJDITIOiN. lltn«ATiai
38. I^ttcnce
1 ivornore
14L. Sit*
300
Sai.
JUi«|J I
13.1
14 dry wells, reel. filled,
coiifitctrd to \ariout Luildingr bj
aifam ] luce. idle nc> Icr.got in
uto. tcOcntly tiLa/u.'ttul.
ftc.to Riru^cvatorci folnt
i .dlos atci ci acid dip
i .nrcv^torfti vactts
tiLGoc.atui v It), autuif/-
11> c cleaning
ILl Slie 300 facility is a
D.C.r. C*6BC II-1 disposal
t.:c. Gtcuiduatcr U con-
ur ir^isjd wit! ICL.
39. MIC
Corporation
lulaie
4
Unknown
Un) jTO.-n
UriJOsT)
40. Puregro
Caipany
Leaf Life
Division
TUiare
1
Unknown
Unknown
UnJaK»vn
41. Support
Terminal
Services,
Inc.
lirper i&l
1
1 wc)1 constructod of precast
concrete, itell was 12' long.
Received water (ran oil/
voter separator.
Groundwater contortLnation-
Un)jKMT1.
42. I*wrence
LI venrore-
Livorrrore
Manid*
2
Tcjrparaxily abandoned dry wells.
Unknok-n.
Groundwater contamination
un)jKju-n.
43. tacilean Bck
Division
Ficsro
]
Dry wel U.
ivo wulls receive air ccnr
(4-cssor condensate and
dcsslcant brine. Cr>e wcl 1
receives continuous boiler
bloudown (run steam gcner~
atlcn.
Groundwater contamination*
UTJJKAsTI.
44. Biological
Science
Rc6oarch
Center
Stanislaus
6
Ibiknoun •
UllJtCMW
Unknoivn,
45. Southern
tocidc
Transport
Ctl^&XTf
Sacruicnto
2
Operated until February of 1966.
Injected (or appr. 30 yoars.
Unkncvn.
Groundwater contsnlnatlon-
unknosn. Study ponding.
(1tulc AosesuicnC Croup. I9B5I.
Unknown nixifocr.
"Dry wells" v.1ilch may or nay not penetrate giourriwatcr tearing strata.
City of L.A. Burcuu c( Sanitation.
O)
I
4*
O)
O
(a)
lb)
Icl
Id)
-------
TAlfl-£ coitlrmjod
a ASS V SlIMJXl/2 niAETRIAL KK7TB D1SIOGAL KUJ.S
FACJI.IIY
UlDflY
STAHE
otixni mai ct mjj-S
TfIt OF HAITIE DIGICCtl)
aasiHMut GanM4imna<
/
/
/
III WJJ.S
GK NDITKIWL n*TOMATICM
16. Lilly
Labs
f rrijito
i
Doth diy > ullj aro 4 ft. in
by 20 ft. docp. Both dryvoll4
abjrkJonud in 1969.
liatcrs Iran a chunlcal
wawli pad and chanical
i>tota£d rcuxn dink.
CrauiilMatei ccntanl nat lon-
unkrcMi, CVFJCCB has
t oqucsted a proposal for
a bollti and groundwater
investigation at the site
frcxn Lilly Ubs.
47. FlIC
Picsro
b
Sore extend to 30 feet belo#
land sue face.
Sanitary and laundry
wautod.
Pout ic Ida cent (ruination.
Other disposal areas on
olio. Mdltional con*
stmctlon of (ronitorirg
wells is planned.
(a)
-------
TAMJ3
a ass v htxis-ihjal wasie disposal wijjjs of unknown nEmr
'J
I'AHJS
WvSCN I PI10N OF
¦lYiu or msrosrj:>
GROIJMTWA1ER OOM'AMTNATION
FAC1LHY
OOUNIY
1 ACTIVE |
INACTIVE
| UNKNOWN
uiasa
IN WIJJ.S
at additional information
1. I.yco Chemical
Kum
>1
I.hjnid Wiisl iu, i uc;] .
imioff, disused in
j.evcial liolc-u, 3-4*
in diarictci, drilled
giounJ, of un-
known depth. Operated
eai ly 1950u Lo
early 1970s.
Par cit hion; MalaLhionj
llydi i*jhlor ic, Sulphuric
acid;;. Aiiount of watiles
generated its urd.in.wn.
Groundwater contamination
- unknown, but domestic
wclla within 1000' of site;
depth of unconfined aquifei.
320-340'. Lyco made rust
lorover, repacked para-
Lhion & malaUiion. State
Superfund List ranked 153
in 1905, 67 in 1984.
2. Mather Ait
Forco Daeo
Sacraircji 1I.0
1
Dinpoual liole wilh
removable cap, 10"
in diameter, unkriiA/n
dc.pl li. PJj>fX)i.al hole
used 1950-19G6, for
various wduLcu.
Exact location of
dii.poi.cil IjoIg iu
unknown except for
yi Iiv-I ell dLCd.
ICE; transforncr oil
poauibly containing PCB'sr
Wcu.lo online olloj Cuibon
Carbon LeLi achloridcj
Anlifreeze. EuL 1,350
gals of Lransfomei oil
disposed of in Lhis well.
Groundwater is contaminated.
TCE in AC&W water well, &
also this disposal l»le la
subjected source of the ICE
in family liousing wells at
the airforce base. Site is
candidate for EPA National
Priorities LisL.
3. Cliathaw
DioLheiu
San Dli.-
-------
Section 6.3
Gasoline Service Station Disposal Wells Supporting Data
[6-463]
-------
Section 6.3.1
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
STUDY AREA NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
"Subsurface Injection of Service
Bay Wastewater is a Potential Threat
to Groundwater Quality," From
Proceedings, International
Symposium on Class V Injection
Well Technology, Sponsored by
UIPC.
Basavaraj "Raj" Mahadevaiah and
Lorraine C. Council, Engineering
Enterprises, Inc.
September, 1987
Long Island, New York
USEPA Region II
Automobile Service Stations
Fluid and sediment samples of
Service Bay Wastewater (SBW) were
collected from catch basins and
disposal wells at eight automobile
service stations in Nassau and
Suffolk Counties, New York.
Analytical results of the SBW
samples indicated the presence of
several USEPA Priority Pollutants
that exceeded New York State water
quality limits. The preliminary
results have led to a conclusion
that the subsurface injection of
SBW poses a continued threat to
groundwater quality of the upper
glacial aquifer on Long Island,
New York.
[6-464]
-------
SUBSURFACE INJECTION OF SERVICE BAY WASTEWATER
IS A
POTENTIAL THREAT TO GROUNDWATER QUALITY
by
Basavaraj "Raj" Mahadevaiah and Lorraine C. Council
Engineering Enterprises, Inc.
1225 W. Main
Norman, Oklahoma 73069
ACKNOWLEDGMENTS
The research presented in this document has been funded by
the United States Environmental Protection Agency (USEPA) under
contract Nos. 68-01-7011 and 68-03-3416. The authors wish to
express many thanks to the USEPA Region II UIC staff, especially
Mr. Damian Duda, Mr. Leon Lazarus, and Mr. Charles Zafonte, and
the USEPA Office of Drinking Water staff in Washington D.C.
This paper has not been subjected to review and comment by
the USEPA and, therefore, does not necessarily reflect the views
and policies of the agency. No official endorsement should be
inferred. Also, mention of trade names or commercial products
does not constitute endorsement or recommendations for use.
ABSTRACT
As a result of its potential to contaminate groundwater,
injection of service bay wastewater (SBW) to the shallow
subsurface is now being extensively investigated by many
regulatory agencies. The USEPA Region II and Engineering
271
[6-465]
-------
Enterprises, Inc. recently performed one such investigation to
assess the impact of SBW injection in Long Island, New York.
In the first phase of the investigation, liquid and sediment
samples of SBW were collected from catch basins and disposal
wells at eight automobile service stations in Nassau and Suffolk
Counties. Analytical results of the SBW samples indicated the
presence of many DSEPA Priority Pollutants that were highly in
excess of New York State water quality limits. Based on the
preliminary findings a more detailed investigation, Phase II, is
now under consideration, where additional SBW samples will be
collected and further characterized.
The preliminary results and other findings have led to a
conclusion that the subsurface injection of SBW poses a continued
threat to the groundwater quality of the underlying upper glacial
aquifer in Long Island, New York. A nationwide survey conducted
by the USEPA indicated the presence of this Class V injection
well type in at least 16 states in the U.S. The injection of SBW
to the subsurface is, therefore, a potential threat to human
health and the environment in many parts of the country.
272
[6-466]
-------
INTRODUCTION
Injection of wastewater into the shallow subsurface through
Class V disposal wells, is currently being examined by some regu-
latory agencies. Of the many Class V waste sources, one type of
wastewater is comprised of waste antifreeze fluids, waste petro-
leum products (oil, grease, etc.), floor washings (including
detergents, sediments, etc.), and miscellaneous wastes which
originate from service bays at gas stations and auto dealerships.
This type of wastewater will be called Service Bay Wastewater
(SBW) in the following discussion. SBW typically is disposed of
by three general methods: discharge to sanitary sewers, discharge
to the subsurface by injection, and disposal by other methods
such as storage or hauling of waste to an off-site disposal or
recycling facility.
Engineering Enterprises, Inc. (EEI) in Norman, Oklahoma was
retained as a contractor by USEPA to provide technical assistance
to the Underground Injection Control (UIC) program. In a work
assignment for Region II, EEI conducted sampling and analysis of
SBW at automobile stations in Nassau and Suffolk Counties, New
York. This paper presents the findings of this preliminary
investigation including recommendations for further detailed
analysis of the problem.
Also included in this paper is a brief discussion on the
current inventory of automobile service station disposal wells on
a nationwide basis and recommendations for inventory building
efforts, regulatory considerations, and necessary remedial
273 [6-467]
-------
actions. The national information was obtained while EEI was
assisting USEPA Office of Drinking Water (headquarters) compile
the "Report to Congress, Class V Injection Wells" (USEPA, 1987,
draft under preparation) under another related work assignment.
Several State reports were reviewed and collated to prepare the
Report to Congress.
WELL CONSTRUCTION AND OPERATION
SBW originates from service bays at automobile service sta-
tions and auto dealerships. During our investigation in Long
Island, New York it was discovered that SBW is disposed by numer-
ous techniques as illustrated in the Flow Chart, Figure 1.
The effluent originating from service bays at many of the
sites EEI investigated passed through a pretreatment system
before being discharged into a disposal well. Such pretreatment
systems include grease pits, oil water separators, or catch
basins. Figure 2 is an illustration of a catch basin sampled in
New York.
The SBW is then disposed by three general methods: discharge
to sanitary sewer, discharge to the subsurface by injection, and
disposal by other methods such as storage and hauling of the
waste to an off-site disposal or recycling facility.
A great number of automobile service stations in Long
Island, New York have been in existence for many years, when
there was no sanitary sewering in the area. Sanitary sewering is
now being undertaken in Nassau County and some parts of Suffolk
274
[6-468]
-------
County in Long Island, New York. Also, many service stations
have -not resorted to storage and hauling of SBW to an off-site
disposal or recycling facility.
As a result of these investigations, it was found that the
injection of SBW to the subsurface was most popular at many
facilities. One method of waste injection involves discharge of
wastewater through disposal wells or dry wells which exclusively
receive wastewater from service bay drains. For the purpose of
identification in the following sections, these wells will be
called single purpose wells. The other method of injection
involves discharge of SBW through cesspools, septic tank systems,
or storm water drainage wells. These discharge systems will be
called multi-purpose systems as they receive wastes both from
service bay drains and sewage or storm water runoff. In the
cases where SBW is disposed through septic tank systems, the
waste may ultimately be discharged to the subsurface through
cesspools, dry or disposal wells, drainfields or other disposal
methods. Hence, SBW may be injected to the subsurface through
any of the above mentioned disposal devices, all of which are
regulated under the UIC regulations.
As discussed before, wastewater from service bays may be
discharged through single purpose or multipurpose wells. Con-
struction of multipurpose wells is similar to the construction of
septic tank systems or storm water drainage wells. Single
purpose wells designed to discharge only service bay wastewater
and some multipurpose wells are typically completed at shallow
275
[6-469]
-------
depths using standard precast cesspool rings as illustrated in
Figure 3. At some sites, depending on the volume of waste dis-
charged and the geology, a series of standby wells may also be
constructed. Injection of SBW is not continuous and the entire
injection operation takes place by simple gravity flow from the
service bay to the end point (discharge to the subsurface).
FIELD INVESTIGATIONS AND SAMPLING TECHNIQUES
PROCEDURES
In September 19 86, EEI conducted inital inspections of the
sample points at selected automobile service stations to ensure
safety and site accessibility and notified the owners of the
sampling program. The wellhead at-each site was tested for the
lower flammable limit, oxygen level, hydrogen sulfide concentra-
tion and trace gas levels. Although the site posed no signifi-
cant respiratory or contact safety concerns, EEI opted to use
disposable safety gloves (Silver Shield) during sampling to
ensure maximum skin protection.
The second step entailed in-depth site inspections and sam-
ple collection. Before obtaining samples, the depth to fluid,
depth to oil/water interface, and total depth of the wells were
recorded. Liquid samples were grab-sampled at the catch basins.
At the disposal wells, liquid samples were collected using a
teflon bailer. Sediment samples at the bottom of one disposal
well were collected employing a bottom dredge. After the samples
were collected, an aliquot of each sample was tested in the field
[6-470]
-------
for temperature, pH, and conductivity. The chain of custody and
other documentation procedures were completed in the field and
the samples were delivered to the laboratory at the end of each
day of sampling. The entire sampling was performed employing all
applicable quality assurance and quality control (QA/QC) proce-
dures .
PROBLEMS
One of the primary problems encountered in the sampling
program was the identification of the actual disposal wells. The
owners of many inspected facilities were not able to identify the
exact location of the disposal wells. By visual observation, it
was apparent that some of the catch basins were possibly con-
nected to the sewer system. As suggested by USEPA Region II, EEI
obtained only liquid samples at the catch basins at such
facilities.
CHARACTERISTICS OF THE INJECTION FLUIDS
Samples were collected at eight facilities in Nassau and
Suffolk Counties, Long Island, New York (Figure 4). Nine liquid
samples, of which one was a blind duplicate sample, and one
sediment sample were collected from catch basins and disposal
wells.
PARAMETERS SELECTED FOR ANALYSIS
Due to the composition of the waste fluid matrix, the sam-
ples were tested for three field indicator parameters, nine
heavy metal (total) priority pollutants, one non-volatile
organic compound, and 33 volatile organic compound (VOC) priority
277 [6-471]
-------
pollutants. In all, a sum oE 46 parameters were tested in fluid
samples obtained from five catch basins and three disposal wells
at eight service stations, including one blind duplicate sample.
In addition, one sediment sample from a service station disposal
well was also analyzed for all the selected parameters except the
three field indicator parameters.
Rationale for Collecting Unfiltered Samples for Metal Analyses
The gasoline service station disposal fluids originate from
the station service bays and pass through catch basins (on many
sites) and into disposal wells or the sewer system. The disposal
fluids are comprised of both suspended sediments and dissolved
particulates. These fluids are being discharged to the
subsurface or the sewer system in their entirety, i.e. without
any kind of pre-filtration. Hence, in order to obtain maximum
information on the characteristics of the disposal fluid matrix,
it is necessary to collect and analyze unfiltered samples. Such
an unfiltered sample is fully representative of the total amount
of contaminants that are being disposed into the subsurface. A
filtered sample, on the other hand, is representative of the
dissolved particulates alone. Such filtered samples would pro-
vide misleading data on the actual composition of the disposal
fluid. Also filtered samples do not account for contaminants
that might potentially desorb or leach from the residual suspen-
ded sediments in the waste stream. It is also very important to
note that the National Primary and Secondary Drinking Water Regu-
lation standards for metals are based on total metal concentra-
tions (NJDEP, 19 86).
-------
LABORATORY ANALYSIS AND QA/QC PROCEDURES
An EPA certified lab, in Long Island, New York, was chosen
to conduct analysis of the samples. All analyses were performed
following the guidelines recommended in the Contract Laboratory
Program Protocol (C.L.P.) (OSEPA, 19 86b). The C.L.P. procedure
was used to ensure that the data produced could be used in
possible enforcement initiatives. Guidelines and procedures
presented in the USEPA Region II "Draft Underground Injection
Control Quality Assurance Project Plan" were also followed as
necessary.
METHODS USED FOR EVALUATION OP LABORATORY ANALYSES
The entire analytical data obtained in this investigation
were stored in the computer disk for further evaluation. The
blind duplicates were compared with their corresponding samples
to find the Percent Relative Differences (PRDs) as defined in the
Underground Injection Control Quality Assurance Project Plan
Draft (USEPA, 1986a). This comparative assessment served as a
check on the sampling technique and the lab analytical proce-
dures. In addition, VOC field blanks that were included with
samples gathered during each of the four sample days were checked
for diffusion of VOCs.
On completion of the initial data evaluation discussed
above, the analytical data was checked against New York State
groundwater quality and effluent limitation standards (New York
State Department of Environmental Conservation, 1978), and New
York State drinking water standards and guideline levels (Harris
279
[6-473]'
-------
and Andreoli, 1984). This evaluation identified several disposal
fluid samples that exceeded the standard for various parameters.
Error in Field Sampling or Laboratory Analytical Techniques
Duplicate samples may show Percent Relative Differences
which have large variations. One reason for such variations may
be due to the presence of both suspended sediments and dissolved
particulates in a sample. The sample volume, container, and
method of sampling cause a random distribution of solids in the
waste stream and the sample, resulting in non-homogeneous sample
collection each time an aliquot of the sample is taken. This
non-homogeneous segregation is heavily influenced by the specific
gravity, size, and shape of the suspended sediments. Berg (1982)
details procedures to minimize such sampling errors experienced
both in the field and in the laboratory. Such procedures were
not used in this study since this was not in the scope of the
work assignment. In any event, such non-homogeneous samples
desorb contaminants into sample solution causing large variations
in different aliquots of the same sample.
According to the DIC Quality Assurance Project Plan, esti-
mates of Percent Relative Differences of two separate aliquots
(duplicate samples) are found employing the formula:
PRD = xi ~ x2 x *0® <. 50%
(xi + x?>
PRD = Percent Relative Differences
xi & x2 = Respective values obtained during duplicate sample
analyses
280
[6-474]
-------
CHEMICAL CHARACTERISTICS OF FLUID SAMPLES
Field Indicator Parameters
Conductivity, pH, and temperature are considered to be
contamination indicator parameters and are usually measured in
the field during sampling. In this study it was found that the
pH of the disposal fluids ranged from 4.6 to 10.8 units (Table
1) . One service station appeared to be disposing very alkaline
waste fluids into a disposal well. The pH in the disposal well
was found to 10.8 units (Sample #4). The operator at the
facility indicated the floor washings, that contained plenty of
soap solution, were the major cause of the high pH.
The conductivity of the samples ranged from 900 to 7,000
umhos/cm at an average temperature of 20° centigrade. The wide
range of conductivity values observed is typically found in com-
posite samples that have randomly distributed, dissolved, and
suspended sediments. Hence, the conductivity values obtained
appear to have been influenced both by suspended sediments and
dissolved particulates.
Heavy Metal Priority Pollutants
Heavy metals are typically found in waste petroleum products
and are expected to be present in the SBW. Table 1 summarizes
the sample concentrations of the nine heavy metal priority pollu-
tants analyzed for this study. These priority pollutants are
believed to endanger human health and the environment, as
demonstrated in laboratory experiments. Long term investigation
281
[6-475]
-------
of groundwater contaminated with these priority pollutants are
known to cause many health effects including intestinal, skin,
lung, and nerve tissue injuries (Forstner and Wittmann, 1979).
All the samples exceeded water quality standards for heavy
metals.
Three of the six service station catch basin samples had
total heavy metal concentrations that range from 50,000 ppb to
70,000 ppb as illustrated in Figure 5. One disposal well sample
(Sample #7) had a concentration of 50,000 ppm of heavy metal
(total) priority pollutants. Lead and zinc levels were notice-
ably very high in most samples. Two of the six service station
catch basin fluid samples (Samples #2 & #6) had total lead levels
that range from 30,000 ppb to 50,000 ppb as illustrated in Figure
6. A sample from one disposal well at a service station (Sample
#7) had lead (total) levels in excess of approximately 30,000
ppb. Also two service station catch basin samples (Samples #2 &
#6) and one disposal.well sample (Sample #7) had approximately
20,000 ppb of total zinc (Figure 7).
In general, total cadmium levels in all the samples were in
excess of water quality standards, ranging from 16 ppb to 700
ppb, whereas none of the samples exceeded the silver standards.
Total selenium levels were below the sample detection limit.
Only one sample (Sample #7) exceeded the barium (total)
standards. Arsenic (total) levels ranged from below 10 ppb to
300 ppb with only two catch basin service station samples and one
disposal well sample exceeding water quality standards. Although
282
[6-476]
-------
30% of the samples exceeded total mercury levels, the levels were
only slightly in excess of water quality standards. Of the
eleven samples, 55% were in excess of chromium levels ranging
from 20 ppb to 2000 ppb.
Finally, one blind duplicate sample (Sample #9) collected at
a service station revealed errors in field sampling methodology
and/or lab analytical techniques. Although PRDs for individual
heavy metals varied from 12% to 48%, the mean PRD for metals was
approximately 20%. The samples can be therefore considered
representative of the waste matrix considering the relatively
simple techniques used for preliminary sampling.
Ethlyene Glycol
Ethlyene glycol is a primary compound found in coolants and
antifreeze liquids. Most service stations dispose waste anti-
freeze and coolants in the repair bay waste stream. This com-
pound is not classified as a priority pollutant by the USEPA.
However, according to Verschueren (1985) a single oral dose of
approximately 1.4 ml/Kilogram of body weight is lethal to human
beings. Ethylene glycol was tested for in nine samples taken at
eight service stations including one blind duplicate sample.
High levels of ethylene glycol ranging from 80 ppm to 40,000 ppm
were found in these samples. Waste fluids sampled at four of the
eight service station catch basins had ethylene glycol levels
ranging from 20,000 to 40;000 ppm (Figure 8). One sample out of
a disposal well had 1000 ppm while the other two disposal well
samples had approximately 80 ppm of the compound.
283
[6-477]
-------
VOC Priority Pollutants
Waste petroleum products present in the SBW predominantly
contain VOCs. Some samples out of service station disposal wells
had VOC concentrations in excess of water quality standards.
Benzene, carbon tetrachloride, chloroform, 1-4 dichlorobenzene
and vinyl chloride were some of the compounds found in the
samples that are tentatively classified as known or suspected,
human or mammalian carcinogens (The Bureau of National Affairs,
1986). Other DSEPA priority pollutants that were found in excess
of water quality standards include ethylbenzene, 1, 1, 1-
Trichloroethane, and Toluene. The analytical results for 33
volatile organic priority pollutants are listed in Table 2.
Benzene, a known human carcinogen, was found in a very large
concentration in one sample (Sample #5) from a service station
catch basin. The benzene level was 3,500 ppb (Figure 9) in sam-
ple #5, while the levels in all the other samples ranged from 5
ppb to 210 ppb. Although carbon tetrachloride, chloroform and
vinyl chloride were identified in the sample, the contaminant
levels were found to be individually less than 200 ppb. Also, as
much as 610 ppb of 1,4-dichlorobenzene was found in a service
station disposal well sample (Sample #7) while contaminant levels
in the rest of the samples were below 300 ppb (Figure 10).
Ethylbenzene levels ranged from 5 ppb to 1,400 ppb where Sample
#5 had the highest contaminant level (Figure 11). As much as
9,300 ppb of toluene was reported at a service station disposal
well sample (Sample #1) (Figure 12). Also, one catch basin
284
[6-478]
-------
disposal fluid sample (Sample #5) had as high as 8,900 ppb of
toluene while the rest of the samples were reported to have
contaminant levels ranging from 3 to 2,500 ppb of Toluene.
In general, various contaminants exceeded water quality
standards by a range from 8 to 100%. One blind duplicate sample
(Sample #9) collected at a service station served as a check on
sampling and analytical techniques. The PRDs for this sample
ranged from 40 to 100% for benzene, trans-l,2-Dichloroethylene,
ethylbenzene, tetrachloroethylene, 1,1,1-trichloroethane, tolu-
ene, and 1,2-dichlorobenzene. This type of variation is typical
in liquid samples containing both dissolved particulate and sus-
pended sediments that are undergoing physical-chemical processes.
The rest of the 26 parameters appear to have a PRO of 67%, but
the sample concentrations are below quantitation limits.
VOC Cross Contamination in the Laboratory
The Contract Laboratory Program (CLP) Quality Assurance/
Quality Control procedures include checks for interferences from
the analytical system (especially VOCs) by running lab reagent
blanks (also known as method blanks or instrument blanks). The
sample analysis methods used for this project followed this pro-
cedure and found some compounds such as 1,1,1-Trichloroethane,
Benzene, and Toluene in the instrument blank. However, this
phenomenon did not cause a significant impact on the analytical
results for the samples collected, due to the very low concentra-
tion found in the blanks.
285
[6-479]
-------
Diffusion of VOCs
A field reagent blank (also known as field blank or trip
blank) was carried through the sampling and handling activities
as required by QA/QC procedures. This procedure served as a
check against diffusion of volatile organics.
Seven compoundsf benzene, chlorobenzene, ethylbenzene, meth-
ylene chloride, 1,1,2,2-Tetrachloroethane, 1,1,1-Trichlorethane,
and Toluene, were detected in the field blanks in small amounts
of less than 10 ppb. Many researchers (Wilson, et al, 1983; and
Mahadevaiah and Miller, 1986) have experienced similar diffusion
of volatile compounds through the teflon lining of the screw
caps.
All the elements of the diffusion phenomenon are yet to be
studied in order to make suitable corrections on the raw data.
However, since the diffusion detected in the field blanks was
considerably low for the scope of this project, its effect was
neglected in the final data evaluation.
CHEMICAL CHARACTERISTICS OF THE BOTTOM SEDIMENTS
As many as forty-three parameters involving nine inorganic
heavy metal priority pollutants, thirty-three volatile organic
priority pollutants and one organic compound were tested in one
bottom sediment sample.
It was possible to collect bottom sediments at only one of
the three service station disposal wells. Sediment samples were
not collected from one service station disposal well (Sample #4)
286
[6-480]
-------
since there were large amounts of organic debris (leaves and
twigs) that rendered the bottom dredge inoperative for sampling.
Bottom sediments were not collected from the other disposal well
due to sampling equipment malfunction. At the five other service
stations, disposal wells could not be located.
The bottom sediments collected at the service station dis-
posal well were found to contain both heavy metals and volatile
organics highly in excess of the initial contaminant threshold
levels recommended by the USEPA (Bolton, 1985). These
contaminant threshold levels serve as indicators of potential
toxicity to the biota. Many scientists have discovered that
adsorption is one of the primary reasons why bottom sediments are
highly contaminated with many hazardous organic compounds and
heavy metals. These contaminants may slowly and eventually
desorb or leach and migrate through the subsurface and finally
reach drinking water sources in the vicinity.
Heavy Metal Priority Pollutants
Heavy metal priority pollutants were found in the bottom
sediment samples in levels ranging from less than 10 mg/Kg to
1000 mg/Kg. High levels of lead, zinc, barium, and arsenic were
detected in concentrations of 1030 mg/Kg, 340 mg/Kg, 260 mg/Kg,
and 80 mg/Kg respectively. Other heavy metals such as cadmium,
chromium, mercury, selenium and silver were found in compara-
tively low levels.
287
[6-481]
-------
Ethylene Glycol
Fifty mg/Kg of ethylene glycol was also found in the sedi-
ment sample collected (Table 1). The ethylene glycol level was
lower in the sediment sample than in fluid sample from the well,
due to the high solubility of ethylene glycol compared to VOC's
and heavy metals.
VOC Priority Pollutants
Among the five VOCs that are tentatively classified as known
or suspected human carcinogens, chloroform was positively
identified at 0.003 mg/Kg, whereas carbon tetrachloride, 1,4
dichlorobenzene, and vinylchloride were less than 1 mg/Kg (sample
detection limits for these compounds were 1 mg/Kg). Benzene, a
known human carcinogen was found in levels of 0.28 mg/Kg in the
sediment sample. Nine VOCs were found in very large amounts in
the bottom sediment sample, ranging from 1 mg/Kg to as high as
150 mg/Kg. Dibromochloromethane, 1,1-Dichloroethylene, 1,2-Di-
chloropropane, 1,1,2,2-Tetrachloroethylene and 1,1,1-Trichloro-
ethane were found in concentrations ranging from 1 mg/Kg to 3.8
mg/Kg, whereas, 12 mg/Kg of 1,1,2,2-Tetrachlorethene and as high
as 95 mg/Kg of 1,1,1-Trichloroethane were positively found in the
sample. Toluene and ethylbenzene were found in the sample at
the highest levels, 150 mg/Kg and 140 mg/Kg respectively. Nearly
9.5 mg/Kg of a compound found in the sample contained primary
ions of chlorobenzene but was not identified by standard library
spectral search. The rest of the eighteen VOCs were either below
quantification limits or less than the water quality standards.
The analytical results for VOCs are tabulated in Table 1.
288 [6-482]
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CONTAMINANT FATE AND TRANSPORT
Predicting Che transport and fate of pollutants from point
source pollution is a difficult, if not impossible, task when
limited data exists. The following discussion concerns the
contamination potential of the SBW to groundwater quality. This
evaluation will be updated when additional data is generated by
future studies.
FLUID INJECTION
At most sites, waste fluids enter the unsaturated subsurface
zone by gravity flow, seeping through slots and openings of the
disposal well. Waste fluids migrate vertically downward in the
unsaturated (vadose) zone by force of gravity. In this process,
the fluids may leave behind residual contamination in the well
and in the flow path through the vadose zone, due to adsorption
or absorption. The residue potentially may leach or desorb con-
taminants to the subsurface for long periods of time.
HYDROGEOLOGY AM) WATER USE
Wastewater from service bays typically is injected into the
shallow subsurface through disposal wells. In Long Island, New
York, some of the disposal wells which were sampled have injec-
tion zones as close as 5 feet to within a few hundred feet above
the upper glacial aquifer. Immediately underlying the upper
glacial aquifer is the Magothy aquifer which is a major source of
drinking water to the residents of Long Island, New York. The
Magothy aquifer, which is located less than a quarter of a mile
289
[6-483]
-------
below the disposal wells, is also hydraulically connected with
the upper glacial aquifer except in the south, where they are
separated by a confining unit.
The Long Island aquifer system has been designated as a
"sole source" aquifer by the USEPA. At many sites, the injection
well discharge zones may be in or near shallow aquifers. Shallow
aquifers are highly vulnerable to contamination regardless of
their location with respect to injection zones since contaminants
in SBW may eventually reach the aquifer. Most gas station
service bays are located in populated areas that may have many
additional sources of pollution (See Figure 13). Some residents
in the area may obtain their drinking water from wells completed
in shallow aquifers in the general area. Contaminants entering
the shallow aquifers may migrate through the groundwater and,
eventually, contaminate drinking water wells in the vicinity.
In some areas where shallow aquifers are non-potable, water
wells may be completed in deeper aquifers. Contaminants from SBW
disposal wells may still migrate down to the deeper aquifer,
depending on the hydrogeological connection between the upper
shallow aquifer and the deeper aquifer. Improperly abandoned or
poorly constructed and maintained water wells may also contribute
to connectivity of shallow and deep aquifers.
CONTAMINATION POTENTIAL
Based on the rating system described in the "Report to
Congress, Class V Injection Wells," (USEPA, 1987) automobile
service station waste disposal wells are assessed to pose a high
290 [6-484]
-------
potential to contaminate groundwater. These wells typically do
inject into or above fresh water aquifers. Typical well
construction, operation, and maintenance would allow fluid
injection or migration into unintended zones. Injected fluids
typically have concentrations of constituents exceeding standards
set by the National Primary or Secondary Drinking Water
Regulations. Furthermore, many of the fluids are likely to
exhibit characteristics or contain constituents listed as
hazardous as stated in the Resource Conservation and Recovery Act
(RCRA) Regulations. Based on injectate characteristics and
possibilities for attenuation and dilution, injection occurs in
sufficient volumes or at sufficient rates to cause groundwater
degradation beyond the facility perimeter. This conclusion is
reaffirmed by some State Class V well inventory and assessment
reports, including New York, Utah, and Iowa, that rate these
disposal methods as those that pose a high contamination
potential.
As discussed above, discharge of such contaminants to the
subsurface has an immediate or potential impact on the
groundwater quality and, thereby, poses a threat to human health
and the environment. The impact on groundwater quality is
influenced by the transport and fate of the injected fluids in
the subsurface.
As mentioned by Keeley, Piwoni, and Wilson (1986), there are
many natural processes that affect the transport and fate of
pollutants (Table 3). They are divided into physical, chemical,
•5Q1 [6-485]
-------
and biological processes. These processes may, in many instan-
ces, reduce the contamination potential. Nevertheless, these
contaminants have the ability to eventually degrada the ground-
water quality depending on the volume, persistence, mobility, and
toxicity of the injected contaminants. Investigations that study
the transport and fate of contaminants can be both costly and
time consuming but are essential. Such investigations become
more complicated (especially in densely populated residential and
industrial areas as in the case of the Long Island, New York
study) as different sources of contamination contribute to the
gross contamination plume.
A thorough investigation of the various factors mentioned
above is necessary to understand the severity and extent of the
groundwater contamination potential of SBW injection.
CURRENT REGULATORY APPROACH
Automobile service station waste disposal wells are author-
ized by rule under Federally-administered UIC programs (DSEPA,
1987). Currently, gasoline station disposal wells are not
actively regulated by the DSEPA or by many State systems. One
reason is that some States do not believe that such disposal
practices exist. Also, many other States believe that
multipurpose wells like septic tank systems and storm
water/industrial drainage wells (that also discharge waste from
service bays) do not meet the definition of "Automobile Service
Station Disposal Wells".
[6-486]
292
-------
Some States, however, are beginning to recognize the impact
of these injection practices. For instance, according to Patton
(1987), Connecticut has barred any discharge of wastewater to the
subsurface from gasoline station service bays. All facilities,
old and new, are required to dispose of such wastewater only
through the sewer system or other means where the waste is
removed from the area. Operators are required to obtain
necessary permits in this regard. Facilities that do not follow
these requirements have been asked to immediately seal off such
drains. Other States, including Wyoming, Wisconsin, New Jersey,
and New York, are taking effective steps to mitigate these
injection practices. Some States, like Texas, are now requiring
permits for these discharges, and have classified the wells as
Class I wells (Musick, 1986).
USEPA reported the presence of 98 automobile service station
disposal wells in the Report to Congress (USEPA 1987) on Class V
injection wells. Figure 14 illustrates the nationwide
distribution of this well type. It is very important to note
that this tabulation is not complete as many States have not yet
recognized this well type. Table 4 is a synopsis of the State
reports (as compiled in the Report to Congress) on the inventory
and regulatory programs for automobile service station waste
disposal wells. As listed in the Table, 13 states reported
inventory information for this well type and three states
confirmed their presence but no numbers.
293
[6-487]
-------
SUMMARY AMD CONCLUSIONS
This Phase I study served as a preliminary assessment of the
impact of fluids disposed/injected into the upper glacial aquifer
in Long Island, New York. The type of disposal fluids examined
originate from automobile service station repair bays. The field
investigations involved site inspection and sampling of disposal
fluids and bottom sediments at eight service stations. The sam-
ple analysis indicated the presence of heavy metal priority pol-
lutants and VOC priority pollutants that were highly in excess of
water quality standards. However, this investigation was com-
prised of a single round of sampling at selected sites. A more
detailed time-series sampling would be required to better
determine the composition of the waste fluids.
USEPA Region II is currently reviewing a work plan for the
Phase II investigation which will include additional sampling and
sample sites. Based on the characteristics of the waste fluid
observed in Phase I investigation, the second phase of the
investigation will consider modified sampling methods and analy-
tical techniques. These techniques will yield representative and
statistically valid samples which will be tested to determine the
waste fluid's potentially hazardous nature. Appropriate regula-
tory measures will then be implemented to help alleviate the
contamination potential due to the injection of SBW.
Based on findings of this initial study, the construction,
operation, and maintenance of automobile service station disposal
wells allow migration of toxic organics and heavy metal priority
[6-488]
294
-------
pollutants present in the SBW into unintended zones in the sub-
surface. These contaminants may possibly degrade the groundwater
quality of the underlying aquifers. Based on these findings, it
can be concluded that subsurface discharge of SBW presents a high
potential to contaminate USDW in many areas of the country where
they are known to exist. The problem is predominantly found in
populated areas that depend, in many instances, on groundwater as
a source of drinking water. The injection of SBW to the subsur-
face, therefore, is a potential threat to human health and the
environment.
RECOMMENDATIONS
As discussed previously, subsurface injection or discharge
of potentially hazardous and toxic fluids from service bays at
gasoline stations and car dealerships is a threat to human health
and the environment.
According to Utah, communities with a water reclamation
system commonly prohibit oil and grease discharges to their
sewer. Consequently, some operators decide to discharge
wastewater to dry wells as a "loophole" to the environmental
regulations. In a situation like this, local building code and
sewer pretreatment inspections could be used to locate these
wells.
The following recommendations should help achieve better
goals in the control and abatement of groundwater contamination
due to SBW injection practices.
[6-489]
295
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NATIONWIDE INVENTORY
An inventory of SBW disposal systems on a State level and,
eventually, on a national basis is vital. This inventory
information can be employed in making an assessment of the
contaminant mass loading and detrimental effects on the sub-
surface water quality. Unsewered areas, such as in areas of Long
Island, New York, may have large concentrations of SBW subsurface
disposal facilities. Therefore, it may be appropriate to begin
inventories in these unsewered areas and gradually work outward.
REGULATORY NEEDS
There is an immediate need to develop guidelines for
construction, operation, and overall regulation of these disposal
practices. The guidelines must be based on actual inventory and
assessment studies. These guidelines should include classifying
subsurface discharge as single purpose and multipurpose discharge
systems. Such a classification allows the regulating agencies to
properly permit and regulate any present or future discharges.
All past discharges and abandoned or improperly plugged discharge
systems should also be investigated. Necessary corrective or
remedial actions may need to be implemented, based on such
investigative findings.
The next step in this regard would be permitting of all
existing and new discharge systems. The State of Iowa suggests
requiring the permittee to include information on construction
features, a plan to utilize separators and holding tanks, and a
plan to sample and analyze the injection fluids.
296
[6-490]
-------
The State of Utah suggests educating the local government
staff who conduct building and environmental inspections. This
training will help locate those operators who violate the
regulation and thereby lead to appropriate regulatory measures.
REMEDIAL MEASURES
One way of avoiding further contamination is to curb the
problem at the source by choosing other disposal alternatives
such as: 1) collection and disposal at an approved hazardous
waste landfill; 2) adopting suitable pretreatment techniques
before discharge to the subsurface? and 3) discharge to a
municipal treatment facility as per regulatory requirements.
With regard to the wells in Long Island, New York, several
remedial alternatives are available to restore the groundwater
quality of the already contaminated aquifer. A thorough
investigation conducted as a result of joint effort between
Nassau County Department of Health and Dvirka and Bartilucci,
consulting engineers, included a list of remedial techniques
associated with such cleanup efforts. Since the aquifers of Long
Island have been contaminated by many other unidentified sources
as discovered by other regulating agencies, a remedial
investigation and feasibility study should ideally be initiated
in cooperation with the related regulatory agencies in the
general area.
According to Utah, these wells can be corrected by providing
underground holding tanks (total containment) for the waste oils/
297
[6-491]
-------
fluids. These tanks would require regular off-loading to waste
oil reclaimers. In Utah, there is economic incentive for a
service station to sell waste oil to a reclaimer. The management
of these wells would be accomplished at the local government
level because they already enforce their building and sewer
ordinances. Any inspections by state or federal staff would be a
duplication of effort.
In conclusion, if the discharge of SBW to the subsurface is
the only viable disposal alternative, such discharges should be
carefully and reasonably monitored under appropriate regulatory
programs. However, if future studies determine that SBW is
hazardous or dangerous to human health or the environment,
alternative disposal practices should be used.
298
[6-492]
-------
REFERENCES
Berg, E.L., "Suspended Solids Sampling", Handbook for Sampling
and Sample Preservation of Water and Wastewater, Environmen-
tal Monitoring and Supporting Lab, U.S. Environmental
Protection Agency, EPA-600/4-82-029 , Cincinnati, Ohio,
September 1982, pp. 275-285.
Bolton, et. al., National Perspective on Sediment Quality,
Contract No. 68-01-6986, U.S. EPA, Criteria and Standards
Division, Washington, D.C., May 10, 1985.
Forstner, V., and G.T.W. Wittman, "Health Hazard due to Certain
Trace Elements", Metal Pollution in the Aquatic Environment,
Springer-Verlag, New York, New York, 1979.
Harris, D., and Andreoli, A., Report on Water Supply Priorities,
Drinking Water Section, Bureau of Water Resources, Suffolk
County Department of Health Services, Hauppauge, New York,
April, 1984, pp. 8-9.
Keeley, J.F., Piwoni, M.D. and Wilson, J.T., "Evolving Concepts
of Subsurface Contaminant Transport", Journal of Water Pol-
lution Control Federation, Vol. 58, May, 1986, pp. 349-357.
Mahadevaiah, B., and Miller, G.D., "Application of Microcosm
Technology to Study the Biodegradation Potential of a
Subsurface Alluvial Material Exposed to Selected Petroleum
Hydrocarbons," The NWWA Sixth National Symposium and
Exposition on Aquifer Restoration and Ground Water
Monitoring, May 19-22, 1986, Columbus, Ohio, pp. 384-412.
299 [6-493]
-------
Musick, Personal Communication, Texas Water Commission, Austin,
Texas, 19 86.
New Jersey Department of Environmental Protection (NJDEP), Field
Sampling Procedures Manual, Bureau of Environmental
Measurements and Quality Assurance, NJDEP, Trenton, New
Jersey, July, 19 86.
New York State Department of Environmental Conservation,
Groundwater Classifications Quality Standards and/or Limita-
tions , Title 6, Official Compilation of Codes, Rules and
Regulations, Part 703, September, 1978, New York, New York.
Patton, L.T. Personal Communication, Connecticut Department of
Environmental Protection, Water Compliance Branch, Connecti-
cut, 1987.
The Bureau of National Affairs, Inc., "Environmental Protection
Agency Regulations on Test Procedures for the Analysis of
Pollutants", Environmental Reporter, Part 131: Water,
Washington, D.C., 1986, pp. 131:4318.
U.S. Environmental Protection Agency (USEPA), Underground Injec-
tion Control Quality Assurance (QA) Project Plan-Draft,
Monitoring Management Branch, Environmental Services Divi-
sion, U.S. EPA - Region II, New York, New York, 1986(a).
U.S. Environmental Protection Agency (USEPA), Report to Congress
V Injection Wells - Current Inventory, Effects on Ground-
water, Technical Recommendations, USEPA, Washington, D.C.,
19 87.
[6-494]
300
-------
U.S. Environmental Protection Agency (USEPA), User's Guide to the
Contract Laboratory Program, Sample Management Office,
USEPA, Alexandria, Virginia, 1986(b).
Verscheueren, K, Handbook of Environmental Data on Organic
Chemicals, 2nd Edition, Van Nostrand Reinhold Company, New
York, New York, 1985, pp.646-647.
Walter, R.M., Koszalka, E.J., and Snavely, D.S., "New York
Ground-Water Resources", National Water Summary - New York,
U.S. Geological Survey Water Supply Paper 2275, Albany, New
York, -No Date-.
Wilson, J.T., et. al., "Adaption of Ground Water Microorganisms
at a Creosote Waste Disposal Site", presented before the
Division of Environmental Chemistry, American Chemical
Society, Washington, D.C., September, 1983.
301
[6-495]
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Sanitary Sewers
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300
400
30O
200
100
1.4 - DICHLOROBENZENE LEVELS
IN SERVICE STATION DISPOSAL WELL FLUIDS
Sampl«#1
Sampl«#4
SAMPLE SITES
i
///
II
p
%
'
¦ * * t ' ' i
1
f//
'///
1—
Samp4«#7
TOTAL 1,4-DICHLOROBENZENE LEVELS DETECTED BY
CONTRACT LABORATORY PROGRAM (C.LP.) ANALYTICAL
TECHNIQUES FOR SAMPLES COLLECTED AT
AUTOMOBILE SERVICE STATIONS IN
LONG ISLAND, NEW YORK.
311
Figure 10
[6-505]
-------
o
.»»
WO
2 =
in O
sl
>-
X
1 5
t.+
1 3
1 2
1 1
1
0.9
0 8
0 7
0 6
0.5
0.4-
0 Z
0 2
0.1
0
ETHYLBENZENE LEVELS
IN SERVICE STATION CATCH SASIN FLUIDS
VA
&
¥/
V/,
//
A
ft
v/,-
&
7Z
. , 177) , f7?1 ,
. w .
&
Z.
Sample#2 Sample#.! Sample#5 Sample#6 Samplers Sampl«#9
SAMPLE SITES
C3
2
Z
UJ
N
2
UJ
m
-i
>-
z
400
.350
300
250
200
ISO
100
SO
ETHYLBENZENE LEVELS
IN SERVICE STATION DISPOSAL WELL FLUIDS
Sample# 1
Z
Sample#*
SAMPLE SITES
S
-------
TOLUENE LEVELS
IN SERVICE STATION CATCH BASIN FLUIDS
O V>
=*?
iJS
UJ o
3.C
9
8
7
6
5
4
3
2
%
%
%
%
%
%
%
rr
T7V\ W7\
%
%
V,
i i i i i i i i i i i i i
Sample#2 Sample#3 Sample#5 Samplo#6 Sampl«jj(8 Sample#9
SAMPLE SITES
10
9
8
7
_l
O w
6
rj-g
c
ui%
IS
Z 3
LU O
3r
_i»-
ow
4
t-
3
2
1
0
TOLUENE LEVELS
IN SERVICE STATION DISPOSAL WELL FLUIDS
*///
$f/
W/
%
PTTI V//
m
Sample#!
Sample#4
SAMPLE SITES
Sampl«#7
TOTAL TOLUENE LEVELS DETECTED BY CONTRACT
LABORATORY PROGRAM (C.LP.) ANALYTICAL
TECHNIQUES FOR SAMPLES COLLECTED AT
AUTOMOBILE SERVICE STATIONS IN
LONG ISLAND, NEW YORK.
Figure 12
313
[6-507]
-------
Underground Service Station
Storage Tank Repair Bay
- Catch Basins
/ '" - Industrial
' Facilities
Qasollne
-Leak & Spill
Cesspool
Disposal Well
Waste Fluids
\ Sepllc
Tanks
Shallow Deep
Private Public
Water Water
Supply Supply
Well Well
-J&lsi-Jab/ej
UPPER GLACIAL AQUIFER
PLUME OF CONTAMINATION
PxuoiKod IgjJ
Ground Water Flow
MAGOTHY AQUIFER
NOT TO SCALE
-------
NUMBER OF AUTOMOBILE SERVICE STATION WELLS
(5X28)
LEGEND
NUMBER OF WELLS BY STATE
-------
TMU li mniCM. KSU.IS OF IMRGMIC COfOMS M E1HHli)C ana. IfVEli FUiC IN SWUS COUPES Fffll CATCH BASIft NO DISPOSAL ICUS AT MJICMBIU SERVICE STAIIM IN UK ISLAM), NEW HK( Sep Into, 1186)
SWfli PWWETUS
*.» SUti Instrument
Drinking Dtbction
llttr, ltdt. luitf
Supltll
N.bbylon, N.V.
s«mii*2
PUlovitu, KY
&u(>let]
Swford, N.Y
SufileH
Nnttury, N.T.
Stfplc49
Cirlt PlKt, *.*.
Sttplet6 Sublet?
Pluiwin, N.V Cold Spr Hirbor, N.I
Suple48
Deer Pirk, N.V.
Suple49
(Oup. of SupletS)
1IGICAI0R PARAIfTOS
OlifHMl *11(1,5)
CiUb Buui(L)
CiUb Buui(l)
Oitpoul felllU
fetch B*iui|l|
btch Buui(l)
Dupowl fell 111
Cttch 8uui|l)
C*tcb Bisu>(L|
fh, Will
1
0.01
4.8 ~
9.96 ~
4.6 »
10.77 *
9.8*
9.29 *
6.2*
6.01 *
6.03
Conductivity, u (hoi/u
N.S.A
0.1
2410 »
12B0*
2960 *
4000 •
4160*
7290 *
2940 *
912 *
912
Teaftriturt, defeat.
N.S.A
0.1
23.4 *
If.St
22.1 *
22.8 ~
24.9 *
22.1 *
19.1 *
21.)*
21.3
KAW ICTUS, uj/Nppbl
Arunic
briut
Ciditu*
30
torn
1ft
2
9
2
100 (
S9.li
420 .
244 «
62 *
241
910 *
It .
220 *
680.
660 •
49.9 .
200 (
89 »
40 .
300 <
IB*
100 (
900 .
61 *
169 *
no.
700 *
309 *
2900 *
370 *
22 .
200 <
30 *
16
200
19
Urouui
90
1
600 •
12 .
28 .
81 *
2100 *
690 *
16 .
26
iHd
Mercury
Stleniu*
90
2
10
2
0.2
2
A 1
669 *
1030 i
2*
0.19 i
9 (
a a
41000 *
0.2 <
90 <
1400 *
0.2 <
9 <
283 *
0.2 <
90 <
9600 *
0.4 <
90 <
29000 *
2 *
90 (
33000 *
2.6*
90 <
1000 *
0.4 .
9 <
710
0.4
9
Silvtr
90
10
# 1
10 (
e.ii
2400 .
340 i
10 <
10 (
10 (
10 (
10 (
10 <
10 <
10
line
9000
7
20600 *
WOO ~
970 .
2700 .
22000 *
20000 *
920 .
810
GPQML (KMICS, ^/llpfal
EUiylmt Glycol
0.01 I
SO*
50 •
2900 »
24900 ~
1000 *
40000 *
579 *
89 *
19900 ~
18900
(t-Hifud Supltt
(S)-StditBit Sufln
WHtot ucludri for uaplt mlytll
I -{rood IbUr fkulity Stmdtrdi, Mm fort StiU bptrtMnt af EimraramUl Qnunitioo
lil-Contttuunt Irvtli in Stdiioit Siipln, ig/kg
< -Suplt hit contuiunt IrrtU lnt ttuc tlx rqcrUd vilut
* -CmtMiMnt livtlt tutti tfruilinf Mttr lUndi/ih
9>
I
en
-------
TABLE li MW.Y1ICA. K9J.IS OF IIO&MIC COraMfi MO EIHADC a«OL LOOS FDUO IN SMUS CDUiCIU FHK CATCH BASIIG Ml 0ISTO5M. tfliS Al AUTOCeiLE SERVICE SIAIUMS III UK I9JM), ICH (UKISeptciter, 1904) - Continued
SttHf PHUK1DB
11 SUU
Orutuig
IbUr, ttdt.
Inttruent ToUl X 1 RQMllE
BtUctiai Eiitiding 0IFFEREM2
luiU SUndvth N */• It
DIN
cue.
SFORIQ
Ml
CMC.
REPORTED
ItClCATQR PtfWCTCRS
(«, qniti
t.ye.i i o.oi *
OR
m
4.6
10.77
Conductivity, u tta/c*
N.S.A
0.1 ~
M
m
912
7290
Ittptrtturi, dtg.cmt.
U.S.*
0.1 *
m
m
19.1
24.i
tVUI ICTUS, ug/llivb)
Arunic
90
2 .
err
u. 61
U
309
EUtiim
1000
X
ERR
0.01
200
2900
Ctdtiut
10
?~
ERR
«4.n
18
700
Chruiui
90
J .
ERR
47.61
16
2100
U«d
X
2 ~
ERR
n.a
283
4MG0
Htrcury
2
0.2 .
ERR
0.01
0.2
2.6
Stltniu*
10
2 <
ERR
0.01
i
90
Silrtr
X
10 <
ERR
o.a
10
10
line
9000
7 .
ERR
u.n
370
22000
GPCRAL O&INICS, tg/lfpfa)
EUiylvu filycol
0.0)
1 «
EMI
j.n
SO
40000
(t)-liquid Sm(iIh
(S)-SedlMnt S«plH
Nft-Hot included tar uaplt aulytii
I -{round Ibttr Bulity SUndtrdi, ka tort SUU DrpvUnt of EnviroriMnUI Conumtion
(il-Caituinmt Itvtlt u Sad lint Sttpln, q/kg
< -Sufili hu cantMuunt Itvtli Itu thai tht rrportid vilut
« -ConUutunt Itvtli tunj dunking mUt tUndirdt
-------
IfOi ?i MM.Y1ICM. KS11S IF WUMU CKM1C CQfOM tCWELS fOM U SWIS COiETQ HW CA1D1 Sttlti ltd DISKfiM. IE11S M MJKHBllf SJNICt S1A1106 U IOC IUN), lEH fOXISeptntar, IWi)
«.» Still
Init/uaent
N.( StiU
Initruicnt
SMfilttI VQC field airt
&upl«i2
Suplril
SufleH
Sufilett VOC field Blink
SupIrM
WW PffWfTDS
Drinking
tetKtioo
Drinking
Dettclion
N.Utylon, *.».
9/17/86
puuvin, in
Seiford, «.»
teitbury, *.».
Urlt Plict, *.».
WH/B6
PUinviM, N.V
lUUr, ltd*.
luiU
Kitr, ttds.
lllltl
Diipoul Htll|L,S|
Field Bl«ik
Citcb Buu(l)
CiUh Buu(l|
OiifDUl felllL)
btcb blink)
Fuld Blmk
tilth Bjsui(L)
WLATllf ORGANKS( w/l(«4|
Acroliin
90
10
90
10
SOU
90 U
30 U
90 I)
1700
4400
soou
SOU
(1)2)00 U
Acrylanitrili
30
10
90
10
30 U
30 U
30 U
90 II
300 U
2300 U
300 U
SOU
(1)2300 U
fenunt
3
3
1
210
31)
271
371
1B0B
3300
31
7
(l)2B0 J
eramtUyn*
90
90
i
10 U
10 U
10 U
10 U
10 U
SOU
10 U
10 U
(1)1000 U
BfcaodichlaroMthm*
90
90
1
3 U
3 U
3 II
3 U
3 U
sou
3 U
SU
(1)1000 U
Bruofort
10
90
1
3 U
3 U
3 U
3 U
3 U
sou
su
SU
(1)1000 U
Cirbto UUxhloridt
90
90
1
3 U
3 U
3II
3 U
3U
sou
3 U
SU
(1)1000 II
ChlarotoiiBt*
90
90
1
4 J
3
6
1
2 J
il
1 J
3 U
(Iinoo
^ CMaiatUunt
30
H
J
10 u
10 U
10II
10 u
10 U
30 U
10 u
10 U
CO
11)1000 u
2-CMorQtUiyWuyl ithtf
90
90
3
10 u
10 u
10 U
10 u
10 u
sou
10 u
10 U
11)1000 u
Qiloralori
90
90
1
1J
3 U
3 U
9 U
3II
sou
su
SU
1*11000 u
OilaroKUm
30
90
3
10 u
10
10 U
10 U
10 U
sou
10 u
10 U
(1)1000 u
DibrotahlaroMUun*
90
90
1
3 II
3II
3 U
3 I)
3 U
sou
su
SU
(1)1000
1,1-tuhloroeMw
90
90
1
3 II
3 U
3 U
3 1)
13
sou
2 U
SU
(1)1000 u
l,H>cblcrDtttm
90
90
1
8
3II
6
3 1)
3 U
sou
su
SU
(1)1000 u
l,Hich)oraiUi|rlM
90
90
1
3 II
3II
JJ
3 U
12
sou
Si
3 U
(D1900
l/m-l,2-fiicMorotUiylm
90
90
1
3 U
3D
3 U
3 U
31)
sou
su
SU
(1)1000 u
l,HlcMcrofir<4Hi»
90
90
1
33
3 II
3 II
)U
3 U
sou
su
SU
(|)1BOO
cu-l,H)ictilwo(irapEnt
2
2
1
3
3 U
3 11
3 U
3 U
sou
su
SU
j t
11)1000 u
0> Um-liVOichloropropnt
30
90
1
14
3II
3 U
3 U
3 U
sou
su
SU
1
cn
(1)1000 u
EUyltaunc
90
90
1
140
3II
U
a
190
1400
»
62
M
(1)140000
Iklhylcnt chlond«
90
90
1
10
3 U
n
4 J
M
M J
N
3
(ilIBOO
1,1,2, Mitrichloroe lhv*
90
90
1
6a
1
5U
iU
su
sou
3 U
SU
-------
IflfiLt 2s MH.TTICH. 8ESU.TS OF VQUUli OttNIC CDfOJO LML5 FOJC ]N StflfS QUKTEI Fffin CATCH BASINS M) DISPOSAL COS AT AflMBllf 5EWICE SIAT1B6 IN LOG ISUtfl, tCH YDKISeptntcr, 19861
- Continued
N.I SUU
lnitnnmt
U SUU
Inftniaait
Sufiltll VQC fitld Blink
Suflel2
Supletl
SupleM
SufiltlS VOC full) Blank Suplrt6
SAIfli PtfWCTUS
Ofiriiflj
DtUctun
Drinking
hUction
N.Btbylon, NX
9/1J/B6
PUinviu, NY
Seilord, N.I
Nrtlbury, N.I.
Urlt Plact, N.V.
9/19/86 FUuivin, N.I
Ibttf, itih.
llilU
¥»Uf, ltd*.
I lull
Oitfoul Nill(i,S)
full* Blank
CiUh Buull)
Cattb Buin(L|
Ditpowl H>II|L|
Catch fbtia(L)
Fitld Blank Catcb Baiinll)
VCLflTlli 0R&AN1CS, ug/llpfO)
TiUtthlorotUiylfM
30
30
1
3 U
3 U
1 1
SU
32
SOU
SU 1J
(DZ100
1,1,1-Truhlorocthini
N
W
1
M
3
261
10 B
120 (
HOI
21B SB
lunooo
1,1,2-Trichlorotthint
30
so
1
3 U
111
3 U
SU
31)
SOU
SU SU
(11360 J
TricblarasLhylenc
90
30
1
3 U
SU
1 J
SU
SU
SOU
SU SU
(1)1000 u
IricMorofluoratethm
JO
1
30
11
3 U
3 II
SU
SU
SU
SOU
SU SU
1
(1)1000 u
Tolucn*
JO
30
1
m
ill
290 1
410 8
1300 1
noo
211 100
||)I30000
Vinyl chlondt
J
1
»
10 u
10 U
10 U
10 U
10 U
SOU
to U 10 U
(1)1000 u
1,7 tichlorofenun
10
30
1
»
3U
3 It
SU
SU
sou
SU SU
(1)1000 u
1,3 Dichlarobaiicn*
30
30
1
7
1 J
SU
SU
SU
SOU
SU SU
(1)1000 u
1,4 Duhlontenim
30
SO
1
1
3U
3 U
SU
300
210
SU SU
11)1000 u
(L)-Li(fJid Siiplei
|S)-Sedi«Bil siipln
I -6round IbUr (kullty SUndi/dl, Nm (art SUU Dtpi/Uril of (fl«lran«ntil CcMtrviUn
(il-ConUiuunt Irvtlk in Sidiient Stiflti, q/kf
U -vuflt ccncentrition lm tta datacliaa licit
) -CitiuUd «ilw 1 lm Una diUctim luit
t - ArulyU u> found in (fthod/uitnacnt tlank
CTi
I
tn
U
Q
-------
TABLE 2t mniCAL RESLLIS OF MIAMI ORtfNIC CHUM LE\OS FQJD IN SMflCS COIKTED FRffl CAICH MfillG MO DISPOSAL tfLii AT AUTMBILf SERVICE SIA1I06 IM LOfi liAC, KU VQRK(SeptMbert 1986)
- Continued
WW PfWftlERS
N.( Stite
Drinking
httr, tUt.
Inttriuent SuplH/
Detection Cold Sfr Hvbv, M.»
lieitl
Suplettj
Deer firk, N.I.
Supltl9 VQC Fuld Blink
IDup. at SupltMl V/Z2/S6
Ptrcml
Eueeding
Stjndvds
KLA1IVC
DIFfOtta
18 v/» If
HIM
cue.
RETORTED
nu
cue.
KHMED
Biipoul Mil 1(1)
Utch KiiinlL)
UUb Buin(L)
field Blink
VCLAIItf OSM1CS,
Acrolein
10
10
1100
290 U
900 U
90II
1001
66.71
30
MOO
Acrylanltrilt
50
10
900 U
290 II
900 U
90 U
m
66.71
30
2900
Benin*
3
1
140
130
ee
3
1001
38.91
1
3300
kcaoatUun*
90
}
100 U
90 U
too u
10 u
Ml
66.71
10
100
SrcudlctilaroMUun*
90
1
90 U
29 II
9011
3 U
231
66.71
3
90
Brsaolcr*
JO
1
90 II
29 II
90 U
3 U
211
66.71
3
90
Cirbon Tetrachloride
90
1
90 U
29 U
90 U
3 U
231
66.71
3
90
Oilarabauene
90
1
90 II
29 U
90 U
3II
231
66.71
2
61
Dilaraethrie
90
J
100 U
90 U
100 U
10 U
311
66.71
10
too
2-Chloro«tf>yl»iiiyl «tt*r
90
J
100 U
90 U
100 U
10 U
311
66.71
10
too
Qilorofori
90
1
90 U
29 U
90 U
3 U
231
66.71
1
90
Olivine thine
90
9
100 U
90 U
100 U
11
311
66.71
10
100
DibroKchlaroMUMn*
90
1
90 II
29 U
90 U
3 U
231
66.71
3
90
1,1-SichlorochUne
90
1
90 II
29 U
90 U
3 U
231
66.71
3
30
1,2-Dichloraethine
90
1
90 II
23 U
90 II
3 U
231
66.71
3
90
1,1-Sichloraethylm
90
1
90 U
29 U
90II
3 U
231
66.71
1
90
t/tni-l,2-0icblDr(BUi)flBii
90
1
86
i J
18 J
3U
191
too.oi
3
86
1,2-Oichlorofrap**
90
1
90 U
29 U
90 U
3U
231
66.71
3
90
cii-|,3-Oichloropfopme
2
1
90 U
23 II
90 U
3 U
1001
66.71
3
90
tr«ii-l,>-Cichloro|ro{«a
90
1
90 II
2)
90
3 U
231
66.71
3
90
EUrylbmun*
90
1
ns
CO
160
1 J
m
66.71
60
1400
ItcUiylme chloride
90
1
ii i
29 II
90 U
6
a
66.71
4
30
1,1,2,MttrjchlofMthjn*
90
1
90 U
29 U
90 U
3 U
311
66.71
3
6B
-------
TABLE 2i mrllCM. fESITS IF VUAllLi UttNIC omuci IflBi FQM U SMIES CQLiiCIU HOI CATU BASIC MO DISPOSAL tdiS Al AUTDOBIU SERVICE SIATID6 U LOfi l&M), lEH KKISeptater, HS4)
- Continued
WW fWWTIBS
I.T SliU
Drinking
httf, ttdt.
loilnuent S*filel7
Dslection Cold Spr Hi/bar, N.V
LuiU
Sublets
Occr Pirt, *.*.
SupltN WC Field Slut
IDup. of SuplcMI 9*22/84
Percent
Eicetduq
StmUrd*
fCLAIIVE
DIFrCKMX
« V/l «
DIN
ate.
eroRru
DM
UHC.
fiHHIED
Dilfoul Heli(l)
Cttch kiulL)
fetch Buinll)
field Rltfk
WUTIlf OR&WICS, UQ/I(ppb>
letnchlorMtiryloie
30
1
SOU
IB I
10 J
3 U
2JI
30.01
i
32
1,1,1-IrithlaraeUun*
30
1
300 1
701
mi
12 a
441
f2.ll
s
440
1,1,2-Tricbloroethin*
30
1
SOU
2SU
SOU
SU
231
46.71
j
SO
IrichloroeUrjlet*
SO
1
SOU
25 U
SOU
su
231
44.71
i
SO
Irichloroi luonwUune
SO
U
SOU
24 U
30 U
SU
III
44.71
s
SO
lalum
JO
1
1SOO
2300
1200
s
m
70.11
too
mo
Vuyl cblarid*
s
100 U
SOU
100 U
10 u
1001
44.71
10
10O
1,2 Olchloroienient
30
1
600
21 J
SOU
2 )
zn
81.71
3
600
1,1 OuMwetenim
30
1
630
»U
SOU
1J
2H
44.71
s
410
l,t tichlarataien*
30
1
410
14 J
sou
su
in
101.01
S
410
ID-Liquid Sufilif
(S)-Seditent S«pln
I -Ground Mitif Ikullty SUfidirdl, Not York SUU bpirtMdl ol Erwlrcratntil Ccnurvition
li)-CmtMiMnt ImIi ia Seduent Sublet, aq/kg
U -tuple cancfptntuo Im Una detection Hut
J -Eitiutcd vilu* I Ihi thK detection 1 tut
B - AMlyU ui laund ia *fttad/lMtm«nt bl«nt
o>
I
cn
Ul
-------
TABLE 3
NATUHAL PROCESSES THAT AFFECT SUBSURFACE
CONTAMINANT THANSPORT. (KELLZT, PIWCNI, AND WILSON, 1386]
Physical processes
Advection (porous media velocity)
Hydrodynamic dispersion
Molecular diffusion
Density stratification
Immiscible phase flow
Fractured media flow
Chemical processes
Oxidation-reduction reactions
Radionuclide decay
Ion-exchange
Camplexation
Co-sol vation
Immiscible phase partitioning
Sorption
Biological processes
Microbial population dynamics
Substrate utilization
Biotransformation
Adaption
Co-metabolism
322
[6-516]
-------
TABLE 4 : SYNOPSIS (T STATE HErGRTS ?CR AUTCTDBILE SWICc 37ATICN WSIE DISPOSAL <15(23)
I RESIGN
s*a
Canfireed
Regulatory
Cas* Studies/
Contamination
: k
ma
Presence
lystei
Info, imladie
Potential ;
: STATES
Of tfiil Type
fatiraj
iComecticut
i
2 '<€15
n/a
YES
inn ;
l.lune
i
JO
w
a
va
l.lassacrusatts
i
a
N/A
«
N/A
INm rtijosnir?
i
«
M/A
a
M/A
!Rta« Island
i
:«is
M/A
YES
us
IVenont
i
?«1S
ff/ft
YES
HEME/HISt
INcv Jenev
n
13 filS
fUPESPEMT
KB
.VA
:.<*»
-------
BIOGRAPHICAL SKETCH
Mr. Basavaraj Mahadevaiah is currently serving as an under-
ground pollution control engineer with Engineering Enterprises,
Inc., Norman, Oklahoma. His responsibilities include investiga-
ting the impact of waste fluids on the subsurface due to
injection practices at automobile service stations and industrial
facilities. Mr. Mahadevaiah recently conducted generic
assessments of automobile service station disposal wells and
special drainage wells on a nationwide basis and evaluated the
SPDES permit compliance system in New York for inclusion in the
Report to Congress on Class V wells. He also provides technical
support to other UIC and related projects, such as remediating
sites contaminated by hydrocarbon and related petroleum products
(from leaks and spills at automobile service stations, terminals
and refineries). Mr. Mahadevaiah has conducted research in the
biodegradation of petroleum hydrocarbons in shallow aquifers, at
the Environmental and Groundwater Institute, University of
Oklahoma, where he earned his M.S. degree in Civil Engineering.
Mr. Mahadevaiah is a member of the Association of Groundwater
Scientists and Engineers, American Society of Civil Engineers,
and Chi Epsilon, the National Civil Engineering Honor Society.
324
[6-518]
-------
Ms. Lorraine C. Council is currently Director of the Class V
Injection Well program at Engineering Enterprises, Inc. in
Norman, Oklahoma. Ms. Council earned a B.S. in Geology from the
University of Oklahoma in 1982. Upon graduation, Ms. Council
worked for the US Geological Survey in their Comprehensive Summer
Field Training Program at sites in Wyoming, Montana, and Oregon.
She has been with Engineering Enterprises, Inc. for the past five
years, working on a variety of projects such as RCRA monitoring
system design and implementation, municipal landfill siting and
monitoring, oil recovery from large spills and leaks, and most
recently, underground injection control.
325
[6-519]
-------
SECTION 7
Recharge Wells
[7-1]
-------
Section 7.1
Aquifer Recharge Wells Supporting Data
[7-2]
-------
Section 7.1.1
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
STUDY AREA NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
"Class V Connector Wells," From
Florida Underground Injection Control
Class V Well Inventory and Assessment.
Report
Bureau of Groundwater Protection,
Florida Department of Environmental
Protect ion
December, 1986
Polk and Hillsboro Counties, Florida
USEPA Region IV
Phosphate Mining
This excerpt from Florida's Class
V report discusses the following
topics concerning "Connector Wells":
usage, well construction, and
statistics; hydrostratigraphy and
ground-water quality of the phosphate
mining district; DER field investi-
gations; data evaluation; and
conclusions. Connector wells are
used to convey groundwater from
one aquifer to another, predom-
inantly in the phosphate mining
district in Florida. Parameters
of concern include iron, and
gross alpha radiation and the
combined radium 226/228. According
to this study, most of the connector
wells do not receive water that
grossly exceeds drinking water
standards for most parameters, and
far-field effects are not antici-
pated.
[7-3]
-------
IN'TRCD'JCTION
Connector Well Usage and Construction
Usage
Class V connector wells are used to convey ground water from one
aquifer to another. The predominant use of these interaquifer connector
wells in Florida is in the phosphate mining district of Polk and
Hillsborough counties (Figure C-l). The wells are usually located in
open lands targeted for mining.
The Florida phosphate industry uses significant quantities of
ground water in mining and processing activities. This ground-water
usage has been identified as a major cause of a reduction in the
potentio.netr ic surface of the Flondan aquifer in tne vicinity of the
phosphate mining district in tne early 1970's.
To offset this decline in the potentiometnc surface of the
Flondan aquifer, the phosphate industry began to construct inter-
aquifer connector wells in areas to be mined. This practice has a
two-fold benefit: it mitigates the decline in tne Flondan aquifer
potentiometric surface, and it also lowers the water table, resulting
in improved mining conditions. The use of these connector wells, among
other steps taken by the pnosp'nate industry, has resulted m a
significant mitigation in the decline of ground-water levels in the
mining area. For example, Floridan aquifer potentlometric levels in the
area south of Bartow, Florida in Polk County were about 10 to 25 feet
higher in May 1930 compared to May 1975 (Kimrey and Favard,1984).
Well Construction
The connector wells of the pnosphate mining district are
constructed to convey ground water from one aquifer to a lower aquifer.
Most injection is fror. the surficial (water- table) aquifer to the lower
Floridan aquifer (below the Tamoa clay) (Kimrev and Favard,19S4) .
Connector wells are typically 12 inches in diameter or greater
(Upcnjrch,1934) . Tne wells are usually cased witn pvc pipe to the top
of the Floridan aquifer carnonate rocks. The losing zone is commonly in
the surficial sand aquifer, wnicn is screened. The mining horizon is
cased off, to avoid Floridan aquifer contamination by ground water in
contact with phosphate ore. Figures C-2 and C-3 show the primary
features of these Class V wells.
Statistics
The number of connector wells active in Florida is approximately
91, according to a Florida Department of environmental Regulation
1985 computer database. Twenty four additional wells are located on the
property of of the International Minerals & Chemicals Corporation
(IMC); five otner IMC walls are oostructed and receive no recharge
(Cawley, 1986 ) . A numoer of the wells listed as active m tne computer
database may also be oostructed or nave been destroyed ov mining.
The total numser of connector '.:ells is down from a total of
[7-4
-------
Hillsborough
..i-AkELANCf.-.\
TAMPA
Highlands
Hardee
BRADENTON
Sarasota
DeSoto ';./
Central Florida Land Pebble
Phosphate District
Miles
FIGURE C-1. GENERAL LOCATION OF THE CENTRAL FLORIDA
PHOSPHATE DISTRICT
[7-5
-------
considerably over 100 wells in use during the late 1970s. The decline
in tne numoer of connector wells has occured due to a general decline
'i n the phosphate industry as well as concerns over the quality of the
water being conveyed down certain of these wells.
The injection rates for single connector wells range from less than
10 to over 600 gallons per minute (gpm) , with most wells injecting from
about 40 to 275 gpm (Kimrey and Fayard,1984) . A summary for March 1980
indicated a total injection rate of about 26 million gallons per day
for 142 wells in the central Florida phosphate district (Kimrey and
Fayard,1984).
Hydrostratigraphy of the Phosphate Mining District
The hydrr.stratigraphy of the phosphate mining district can be
separated into several aquifers and intervening aquitard strata. The
shallowest aquifer is a predominantly sand aquifer known as the
surflcial aquifer. This aquifer is unconfined, and is a few tens of
feet in thickness. The transmisslvity of the aquifer, as reported from
two pumping tests in the phosphate mining district, is about 15,000
gallons per day per foot (Hutchinson, 1978). The storage coefficient of
the aquifer is about 0.29 (Hutchinson, 1978). The aquifer becomes
increasingly clayey and phosphatic with depth, grading into the
underlying Bone Valley strata. The potentiometric suface of this
aquifer is, under natural conditions, at a depth of 10 feet or less
over most of the phosphate mining district.
The Bone Valley Formation and a part of the underlying Hawthorn
Formation more or less constitute an aquitard or leaky confining bed in
the phosphate mining area. This interval is primarily a sandy clay. It
constitutes the phosphate mining horizon and contains a variable amount
of sand to pebble-size phosphate ore.
Underlying the phosphate mining horizon is an artesian aquifer
which is identified as the upper Floridan aquifer by the U.S.
Geological Survey. This aquifer is considered by the U.S. Geological
Survey to be the permeable limestone and dolomite beds of the Hawthorn
Formation and the Tampa Limestone, which are separated from the lower
Floridan aquifer by the sand and clay unit of the Tampa limestone
(Hutchinson,1978). The transmisslvity of this aquifer is highly
variable, ranging from about 75 to over 100,000 gallons per day per
foot (Hutchinson, 1978) . The storage coefficient of the aquifer is
representative of an artesian aquifer. The potentiometric surface of
this aquifer is somewhat lower than that of the surficial aquifer.
Underlying the upper Floridan aquifer is a basal clay unit of
the Tampa Formation.This clay acts as the lower confining bed for
the upper Floridan aquifer and as the upper confining bed for the
lower Floridan aquifer.
The lowermost hydrostratigraphic unit of concern in this report is
the lower Floridan aquifer. This aquifer is the principal source of
ground water in the phosphate mining district, and it is used to the
virtual exclusion of other sources for public water supplies (Kimrey
and Fayard,1984). As a result primarily of the well developed solution
cavities within this carbonate-rock aquifer, transmissiv1tles of over
1,003,000 gallons per day per foot are not uncommon in the lower
3
[7-6]
-------
V WATER TABLE
V UPPER UNIT,
florioan
V LOWER UNIT,
FLORIOAN
EXPLANATION
>• - V •» •
¦ .*• . •• .
sand
CLAY
Z
z
LIMESTONE and
DOLDMITIC LIMESTONE
—T
hC—i
CAVITIES
WELL
CASING
WELL
Zz? SCREEN
i
i
i
i i
[ KCLE
' OPEN
INTERAQUIFER CONNECTOR WtLL V
WATER LEVEL OR
POTENTKDMETR1C SURFACE
FIGURE C-2. CONSTRUCTION DETAILS OF CLASS V CONNECTOR WELLS IN THE
CENTRAL FLORIDA PHOSPHATE DISTRICT (FROM KIMREY AND FAYARD,1984)
-------
12" PVC Casing £>
SANO
Water Table
Slotted PVC 0
Undifferentiated
Pllo-Plolstocene Sand
UL
PHOSPHATIC SANO
42
Bono Valley Formation
ORE 53
SO
(Mlo-Pllocana)
PHOSPHATIC SANO & CLAY
75
-J
_l
Potentiometric
Surface
OOLOSTONE / OOLOStL'
Hawthorn Formation
LL
PHOSPHATIC SANO
& CLAY
Bottom of Casing
Tampa Formation
(MIocena)
CAVERN 175'
179
.TD
206
LIMESTONE
Sediment Fill
u_
550
FIGURE C-3. CONSTRUCTION DETAILS OF A CLASS V CONNECTOR
WELL IN THE CENTRAL FLORIDA PHOSPHATE DISTRICT
(FROM OURAL, BROOKER, AND UPCHURCH, 1984)
5
[7-8
-------
Flondan aquifer. The aquifer potent 1 ometric surface is generally lower
than either the surficial or upper Floridan aquifer potentlometr1c
surfaces.
In the lower Floridan aquifer, well-developed caverns commonly
occur near the top of the aquifer (top of the Suwannee Limestone) and
also near the Suwannee-Ocala Group contact (UDchurch,1984). These
cavernous systems receive the connector-well recharge water which
drains to the aquifer (Upchurch,1984).
Ground-Water Quality
Several investigators have evaluated the ground-water quality of
the surficial and Floridan aquifers in the phosphate-mining district
and the potential water-quality impacts from phosphate connector wells.
Overall, both the Floridan and the surficial aquifers contain ground
water of reasonably good quality. A comparison of the water quality of
the surficial aquifer and the Floridan aquifer shows that Floridan
aquifer ground water contains appreciably more sulfate and calcium than
the surficial aquifer and has a higher pH (Oural et al,1984).The ground
water in both aquifers is reducing and contains low concentrations of
phosphate, sodium, fluoride, potassium and magnesium (Oural et al,
1984). The surficial aquifer contains a higher concentration of iron
than does the Floridan aquifer.
The parameter of greatest concern in the operation of connector
wells is the gross alpha radiation, which frequently exceeds drinking
water standards in the surficial aquifer. Both the surficial and
Floridan aquifers may contain concentrations of Radium-226 in excess of
the primary drinking water standard for combined Radium 226/228
(Hutchinson,1978). However, the intervening Bone Valley and Hawthorn
strata contain ground water with a considerably higher concentration of
Radium-226 than either the Floridan or surficial aquifers (Oural et
al,1984).
Much has been made of a so-called "gross-alpha anomaly" in the
ground waters of the surficial aquifer within the phosphate district. A
concern of one researcher was that the gross alpna activity of a
surficial aquifer water sample would often greatly exceed that which
would be predicted by the concentration of radium-226 alone. Following
a review of the water-quality data generated by the Polk County Health
Department Office of Radiation Control (1983), a consortium of
phosphate mining interests sponsored a research program to determine
why the gross alpha radiation in the Polk County samples was so high.
The Florida Department of Environmental Regulation (DER) position was
that the gross-alpha radiation was explainable by considering all of
the 22 alpha-emitting radionuclides of the U238, U235 and Th232 decay
series (Kell,1983).
The research sponsored by the phosphate industry consortium
indicated that the "gross-alpha anomaly" was basically due to the
activity of polomum-210 (Oural et al,1984 ). These researchers also
reported that the polonium concentration decreases with increasing
depth in the connector wells; thus, sample depth influences the
measured gross-alpha radiation reported (Oural et al,1984).
The geochemical processes that occur once surficial aquifer ground
water enters a connector well are important in determining the water
6
[7-9
-------
quality impacts to trie Flondan aquifer. Ground water in the surficial
aquifer is very reducing before entering a connector well. During well
operation, the inside of the screen in tne collection zone is commonly
aerated, resulting in the growth of iron bacteria and the precipitation
of iron oxyhydroxides on the screen (Oural et al,1984; Kimrey and
Fayard, 1984) . As recharge waters cascade down the connector well to mix
with the more alkaline ground water of the Flondan aquifer, continued
precipitation of iron oxyhydroxides occurs (Oural et al,1984). Ferric
hydroxide can sorb polonxum-210 very strongly, but as the recharge
water from a connector well enters the Floridan aquifer, the Eh begins
to drop (Oural et al,1984). This drop in the Eh can result in the
release of the polonium, as it tends to cause the ferric hydroxide to
dissolve (Oural et al, 1984). However, polonium in the lower (+2)
oxidation state is rapidly sorbed to clays and other, particulates which
are also introduced into the Floridan aquifer through the connector
wells (Oural et al,1984). These researchers believe that the
introduction of the polonium-210 through the connector wells generally
has no significant effect on the gross alpha concentration in the
Floridan aquifer away from the wells.
It is noteworthy that in more mineralized ground water than that
normally associated with the surficial aquifer, other ions compete with
radium-226 for ion exchange and adsorption sites on clays (Miller and
Sutcliffe, 1984). This results in elevated concentrations of radium-226
in more mineralized ground water. In the surficial aquifer of nearoy
Sarasota County, water with a specific conductance of over 700
micromhos/cm, frequently contains over 5 picocuries per liter of
radium-226 (Miller and Sutcliffe, 1984). This oDservation could have
significant implications for the siting of connector wells near
phosphate chemical plants, which are commonly associated with highly
mineralized shallow ground water (Florida Department of Environmental
Regulation, Bureau of Ground-Water Protection files).
Investigative Approach
Initially, the DER Bureau of Ground-Water Protection planned to
rely upon a few selective case studies in our assessment of the Class V
connector wells. Three connector wells, along with nearby surficial and
Floridan aquifer monitoring wells, would be sampled and evaluated.
Later it was clear, however, that this approach would not accurately
represent either the entire population of connector wells now in use,
or the potential for future connector wells to cause ground-water
quality problems.
After a review of available literature, it became apparent that
considerable data on the water quality of connector well water was
available. This data was in essentially "raw" form; it had never been
pieced together or compared source-to-source. Certainly, some
water-quality parameters considered as possibly important in our
evaluation were lacking in the existing data. However, available data
was capable of yielding far more information aoout the overall
water-quality impacts from connector wells than would the data
generated by a tnorough analysis of only three individual connector
wells. Therefore, the existing data oase was neavilv relied upon for
this assessment.
7
[7-10]
-------
DER FIELD INVESTIGATIONS
Investigation Setting
The Department of Environmental Regulation's field investigation of
Class V connector wells took place m March 1986 at the IMC Kingsford
mine. This phosphate mining area is located in eastern Hillsborough and
western Polk counties Florida, in the heart of the central Florida
phosphate district.
Prior to the March 1986 well sampling, the Department of
Environmental Regulation, in association with the University of South
Florida, had constructed paired surflcial/Floridan aquifer monitor
wells near three operating connector wells. As these wells were the
only monitor wells in such close proximity to connector wells and were
available for sampling, the Depa*;ment chose these three well sets
(connector, surficial and Floridan monitor wells) for sampling. Well
construction details and stratigraphic data from the monitor wells are
included as Appendix C-l of this report.
An initial sampling effort was made in February, 1986. This effort
was abandoned due to equipment problems that occured in the field. A
second sampling effort was initiated on March 13, 1986. The first set
of wells selected for sampling was IMC well KR127 and the associated
Floridan (KR127D) and surficial (KR127S) monitor wells. The discharge
of surficial aquifer water down well 127 was not measured; however,
previous flow measurements by IMC indicate a range in discharge for
this well between 79 and 247 gallons per minute (gpm), with a median
discharge of 110 gpm (IMC, 1985). This connector well has a metal
surface casing 10 inches in diameter. The exact depth of the well was
not measured; other connector wells at the Kingsford mine range from
about 200 to 300 feet in total depth and were drilled into the upper
Floridan aquifer (Geraghty & Miller, Inc., 1983).
Sampling Methods
All three wells were sampled using a clean bailer.The two monitor
wells were purged before they were sampled. The field pH, specific
conductance, and temperature were allowed to stabilize in the monitor
wells before purging was considered complete. Because water was
continually cascading down the connector well, well purging procedures
were unnecessary to collect a sample of water at the top of the
standing water level in this well.
Water samples were collected using appropriate bottles provided by
the contract laboratory. Samples were preserved per laboratory
instructions, and were kept following strict custody control. The
samples were shipped to the contract laboratory the day after they were
collected.
Parameters which were analyzed from the wells included several
heavy metals, selected base/neutral organic compounds, several
radionuclide parameters, anionic "indicator" parameters, total
dissolved and suspended solids, plus field pH, specific conductance,
and temperature. Analytical results are included in tms report as
Appendix C-2. Field filtration was done for soluole orthophosphate and
radionuclide samples from all wells. The surficial aquifer well,
8
[7-11]
-------
KR127S, produced copious amounts of silt and required tne purging of
over 20 bore volumes of water to yield even moderately turDid samples.
Because this wall continued to yield sediment, all samples from the
well were field filtered.
A four-inch submersible pump was lowered into Well KR127D to purge
the well. The well discnarge was only aoout 1 gallon per minute, wmch
is much less than the rated capacity of the pump. After pulling the
pump out of the well, it was apparent that the wire cable used to
support the pump in the well had constricted the discharge hose,
thereby reducing the flow. As it turns out, this condition was
fortuitous. Following several hours of well purging and 20 minutes of
water-level recovery, the estimated water level in the well was at
least 40 feet below the initial well water level. This residual
drawdown indicates that the specific capacity of tne well is much less
t.nan 1 gpm per foot of drawdown. If the discharge was not reduced by
the constriction, the pump could have been damaged by unanticipated
drawdown below the pump intake. Clearly, this well is not completed
into a highly transmissive part of the Flondan aquifer. Therefore, it
is unlikely that this well is monitoring the connector well injection
zone.
Evaluation of Analytical Results
The analytical results presented in Appendix C-2 indicate aDout
what was expected. The ground water in the surficial aquifer is
somewhat acidic and has a hydrogen sulfide concentration that would
make it objectionable for domestic purposes.The ground water in the
upper Flondan aquifer sample also contains an objectionable amount of
hydrogen sulfide. Otherwise, the groundwater from both the surficial
and the upper Flondan aquifer is of fairly good quality. The sample
from the connector well does show that the ground water in the
surficial aquifer may contain gross alpha radiation m excess of the
primary drinking water standard. The source material for the high gross
alpna concentration in this sample is uncertain, as neither a polonium
210 or radium 226 concentration was detected in the sample. Radon gas
is not included in the gross alpna analysis Decause tne sample is
evaporated Defore the gross alpha is determined (Standard Methods for
the Examination of Water and Wastewater, 15th edition,1980). The radon
gas concentration reported in the samples is witnin the range of
concentrations normally found in ground water, based upon reported
values in Davis and Dewiest (1966).
After sampling the first three wells, further equipment malfunction
and inclement weather caused the field investigations to be terminated
a second time. Before returning for a third time to sample wells at the
IMC phosphate mine, it was decided that the limited sampling program
that was prepared ov our UIC staff could not reliably be used to
predict the overall pollution potential of a much larger numDer of
connector wells. Therefore, an evaluation of previously collected data
was made, to develop a oroader picture of the pollution potential of
the Class V connector wells. This second approacn is discussed in tne
following section of this report.
9
[7-12]
-------
EVALUATION OF EXISTING DATA
Existing Data
Frotn-a review of the literature and files which were availaole in
the DER-Bureau of Ground-Water Protection, three sets of ground-water
quality data for wells in phosphate mining areas were found. These data
were statistically evaluated to determine the average and range of
concentrations of key parameters anticipated in connnector-well waters.
Data included in each set were also compared to that in the other two
sets, as a check on the validity of each data source.
The most extensive data set used for analysis is the "Recharge Well
Database" (IMC Corporation, 1985). These data were provided to the
Southwest District of the Department of Environmental Regulation by IMC
Corporation, in support of their contention that phosphate connector
wells pose little or no threat to the water quality of a receiving
aquifer. The data include several hundred analyses from over 50 wells
at the IMC Kingsford mine. Drinking-water parameters which were
analyzed from wells on the IMC property over a seven-year time period
are pH, coliform bacteria, iron, fluoride, sulfate, total dissolved
solids, turbidity, nitrate, gross-alpha radiation, and radium-226.
Several problems are apparent with this data. First, many of the
connector walls which were sampled by IMC are represented in the data
base by only a few analyses. Thus, the analyses from those wells are
not amenable to certain statistical tests. Secondly, the sample results
reported in this data base were oDtained from samples which were
collected, handled, and analyzed without complete quality control
procedures. It could also be argued whether such data provided by the
phosphate company are unquestionably reliable. Regardless of these
shortcomings, this dataoase was evaluated in an attempt to determine
what would be indicated by the presumably "best-case" data provided by
a phosphate company.
The second data set evaluated is the analytical results reported by
the Polk County Health Department, Office of Radiation Control, from
their analyses of about 80 wells at several phosphate mines (Polk
County Health Department, 1983). Data in this set includes analyses for
radiation-related parameters only. Sampling and analytical methods are
reported in the file document. Although the techniques used by Polk
County were not entirely according to EPA-approved methods, they were
accepted by the Department of Environmental Regulation's Groundwater
Section as yielding essentially valid results (Kell, 1983).
The third data set evaluated in this report is data reported in the
U.S. Geological Survey Water-Resources Investigations Report 84-4021 by
Kimrey and Fayard. This report contains water-quality data from 13
connector well samples collected in 1980. Several drinking-water
standard parameters are included in tne data set.
Evaluation of the IMC Data Set
Of the parameters reported in the IMC data set, pH, iron,
fluoride, sulfate, total dissolved solids, gross-alpha radiation, and
radium-226 are drinking-water parameters that are associated with
phosphate mining and/or processing. A cursory review of the data
IB
[7-13]
-------
indicated that of these parameters, only total iron, gross-alpha
radiation, and radium-226 may be parameters which frequently approach
or exceed drinking-water standards in connector-well waters. The other
parameters all exceed drinking-water standards on an occasional basis
in some wells.
The three parameters total iron, gross-alpha radiation, and
radium-226 were evaluated for wells in the IMC data set for which a
sufficient numoer of observations were available to perform certain
statistical tests. A relatively small number of radium-226 analyses
were available for statistical testing Decause this parameter was
usually only determined when the gross-alpha radiation of a sample
equaled or exceeded the gross alpha drinking-water standard. Since the
mean and range in concentration of parameters was so variable between
individual wells and normality was not assured for any of the
population distributions, statistical testing was performed on the mean
values of iron, gross alpha radiation, and radium 226 for each well
that was evaluated. This contrived sample population of mean values
has a smaller variance than the underlying population from which it was
drawn, and should oe closer to a normally-distributed population,
because it is similar to a sampling distribution of means (where each
individual observation is sampled the same number of times). By
evaluating data in the this manner, the results should be most
representative of the population mean and variance. Appendix C-3
contains the data which were statistically evaluated to estimate the
population mean and variance of each parameter.
Data evaluation was done using the Minitab Statistical Computing
System, developed in the Department of Statistics at the Pennsylvania
State University (Ryan et ai, 1976). This statistical package allows
for a number of relatively simple but computationally tedious
statistical methods to be run easily by computer.
The printout of the data evaluation by Minitab is included in
Appendix C-3 of this report. Parameter mean values for each of the 27
connector wells evaluated were summed and averaged by MinitaD to yield
the estimated population mean for that parameter. The standard
deviation of each population of mean values from Appendix C-3 was also
calculated by Minitab. The populations of mean values were also tested
by Minitab for normality. Where a population was considered normal with
a statistical significance of at least 0.1 alpha by Minitab analysis, a
confidence interval about the mean value was calculated directly using
Minitab. For the populations which were not considered normal, a
logarithmic transformation of the data was made and this transformed
population was tested for normality by Minitab. The populations of mean
values for total iron and gross alpha radiation were log-normally
distributed, while the population of mean values of radium 226 was
normally distributed.
Table 1 shows summary statistics for the iron concentration of the
sample population of connector wells at the IMC phosphate mine. Both
the statistics for the log-transformed data and the raw data are snown.
11
[7-14
-------
Table 1. Summary Statistics for the Iron Concentration
of the Population of Connector Weils at the IMC Mine
Mean Iron
Concentration
(raw data)
Standard
Deviation
(raw data)
Mean Iron
Concentrat1 on
(1og-trans form
data)
Standard
Deviation
(log-transform
da ta)
9.58 mg/1 12.65 mg/1
6.11 mg/1 2.45 mg/1
(951 confidence
interval: 4.30-
8.71 mg/1)
In the population of logarithmically transformed average iron
concentrations of the 27 connector wells (mean= 6.11 mg/1; standard
deviation3 2.45 mg/1, log normally distributed), 16% of the population
would be less than one standard deviation below the mean, (less than
3.66 mg/1). Only 2.5% of the population would be less than 2 standard
deviations below the mean, (less than 1.21 mg/1). In any case, it is
clear that the total iron concentration which is estimated for the
population of connector wells at this phosphate mine is well above the
0.3 mg/1 secondary drinking-water criterion.
Table 2 shows summary statistics for the gross alpha radiation of
the sample population of connector wells at the IMC phosphate mine.
Both the statistics for the log-transformed data and the raw data are
shown.
Table 2. Summary Statistics for the Gross Alpha
Alpha Radiation of the Population of Connector
Wells at the IMC Phosphate Mine
Mean Gross Alpha
(raw data)
9.81 pCi/1
S tandard
Deviation
(raw data)
7.45 pCi/1
Mean Gross Alpha
(log-transform
data)
8.00 ?Ci/l
(95% confidence
interva 1: 6.24-
10.26 pCi/1)
S tandard
Deviation
(log-transform
data)
1.87 dCi/1
For the log normal population of mean values of gross alpna
radiation for the 27 connector wells at the IMC mine (population mean=
8.00 pCi/1; standard deviation= 1.87 pCi/l,log normally distributed),
16% of the population would be at least one standard deviation above
the mean, or exceed 9.87 pCi/1. Only 2.5% of the population should
exceed 2 standard deviations above the mean, or 11.74 pCi/1. However,
it is apparent from the original population of mean values of gross
alpha radiation that there is a higher probability that mean gross
alpha radiation in a connector well will exceed the drinking water
standard of 15 pCi/1. In fact, somewhat over 10% of the mean gross
alpha values should exceed 15 pCi/1, based upon the sample distribution
of mean values. The log-transformed data set is a normally- distriouted
population in which the higner values in the right skewed,
12
[7-15]
-------
non-transformed population are not predicted by tne population
statistics.
As will be further discussed in a later section of this report,
there are apparently localized spots at the IMC Kingsford mine which
contribute water quality that is not well predicted by the statistical
distribution. Thus,even though the gross alpha radiation in the ground
water cascading down the connector wells at this locale is generally
not cause for concern, certain "hot" wells are present. These wells may
constitute a threat to the receiving aquifer water quality.
The radium 226 of the sample population of connector wells at the
IMC mine is estimated to average 2.73 pCi/1, with a 95% confidence that
the average is between 2.12 and 3.34 pCi/1. This parameter, unlike the
gross alpha and total iron, was found to be normally distributed in the
sample population when it was tested for normality by Minitab.
Regrettably, many connector wells are represented by only one or two
radium 226 analyses. However, the data show a small enough spread
around the mean (coefficient of variation= 0.4) to assume that the
underlying population is reasonably well represented Dy the data set.
The standard deviation of 1.10 pCi/1 indicates that for the assumed
population, only about 2.5% of the radium 226 concentrations will
exceed about 4.9 pCi/1, and 16% of the radium 226 concentrations exceed
about 3.8 pCi/1. As the Florida drinking-water standard for radium of 5
pCi/1 includes both radium 226 and radium 228 (Florida Department of
Environmental Regulation, 1982), it is reasonable to assume that
perhaps 5 to 10% of the connector wells in the population are draining
ground water with excessively high radium concentrations into the
Floridan aquifer. The Polk County data set which will be discussed
in a later section of this report includes radium 228 data; this data
suggests that radium 228 is a fairly uncommon constituent in the ground
water draining through IMC connector wells.
Of more than passing interest is the existence of certain connector
wells on the IMC property which exhibit water quality that is mucn
worse than the average quality. The IMC "Recharge Well Database"
contains several examples of such wells. For example, the reported
September 1979 analysis from IMC well 7 indicates that the sample
contained 4.7 mg/1 of fluoride; 380 mg/1 of sulfate; a total dissolved
solids concentration of 780 mg/1; gross alpha radiation was 56 pCi/1;
and radium 226 was 56 pCi/1. IMC well 3 had a sulfate concentration of
over 2000 mg/1; a gross alpha concentration of 32 pCi/1; and a radium
226 concentration of 8.3 pCi/1 when it was sampled in December 1980.
Clearly these wells exhibit a gross violation of drinking-water quality
standards. Such wells are prohibited under state regulations (Florida
Department of Environmental Regulation, 1984). These wells may have
been located within a ground-water contamination plume associated with
the nearby IMC New Wales cnemical plant. Their exact location is not
known.
Overall, the IMC connector wells represented by tne company
water-quality data do not drain water that greatly exceeds
water-quality standards when one considers most parameters which are
associated with phosphate connector wells. However, high iron
concentrations in the connector well water are common, and there have
certainly been some IMC connector wells receiving water whicn is
13
[7-16]
-------
characteristically in excess of the Florida primary drinking-water
s tanda rds.
Evaluation of the Poln County Health Department Data Set
The data set from the ^olk County Health Department represent the
water quality with respect to radionuclides for a number of connector
wells in the central Florida phosphate-mining district. These analyses
tend to suggest that the quality of water draining down most of the
connector wells on the IPI property is better with respect to
radionuclides than the weter draining into connector wells at some of
the other phosphate mines. The reason for that trend is unclear; actual
spatial variation in watar quality, well construction practices, or
sample collection and handling differences are all potential reasons.
Whatever the cause :or the very poor water quality represented by
samples from some of the wells in the Polk County data set, it is clear
from this data set that the "hot well" concept suggested by the IMC
data is even more strongly indicated by the Polk County data. A
disparity in mean and median values for gross alpha radiation, soluble
radium 226, and insolcole radium 226, as shown in Table 3 below,
indicates that a small number of observations with relatively high
parameter concentratiDns significantly influence the mean value. For
example, the mean gross alpha value from the Polk County data (73
observations) is 95.^ pCi/1, while the median reported gross alpha
value is only 18 pCi/1. Obviously, tnere are some wells with extremely
high gross-alpha concentrations that influence tne mean value of this
parameter. In fact, over 20% of the wells sampled had gross alpha
concentrations in excess of 100 pCi/1, Only about half the wells had
gross-alpha concentrations below the drinking-water standard of 15
PCi/1.
Table 3. Comparison of Mean and Median Values of
Gross Alpha Radiation, Soluble Radium 226,
and Insoluble Radium 226, Polk County Data
Parameter Mean Value Median Value
Gross Alpha Radiation 95.4 pCi/1 18.0 pCi/1
Soluble Radium 226 4.1 pCi/1 1.0 pCi/1
Insoluble Ra^iur. 226 16. 6 pCi/1 1.5 pCi/1
A similar disparity in mean and median values is indicated for the
Polk County soluble radium 226 data. For 86 observations, the mean
concentration for soluble radium 226 is 4.1 pCi/1, whereas the median
value is only 1 pCi/1. Of the 86 values, only 9 observations (about 10%
of the observations) exceed 5 pCi/1. For those 9 observations, the
median soluble radium 226 concentration is 22.6 pCi/1. It is very
apparent from a cursory review of these statistics that the sample
population shows a skewed distribution to the right or even a
bimodal-tyoe distribution .
The mean value of msoluole radium 226 (84 ODservations) is much
higher than the mean concentration of soluDle radium 226 (16.6 pCi/1
14
[7-17]
-------
versus 4.1 pCi/1), but a comparison of the median values indicates a
relative parity (1.5 pCi/1 versus 1 pCi/1). This comparison indicates
that the sample population of insoluble radium 226 observations has a
very pronounced distribution of a number of low values punctuated by a
few very high observations. Of the 84 observations, 14 (about 17%)
exceed 5 pCi/1. Of those 14 observations, the median value is 25.7
pCi/1, about the same as the median value of soluble radium 226
observations that exceed 5 pCi/1.
Considering both the soluble and insoluble radium 228 reported in
the Polk County analyses, it is apparent that this parameter is in very
low concentrations in virtually all wells. The mean and median
concentrations of soluble radium 228 from 85 samples is less than 1
pCi/1; the mean concentration of insoluble radium 228 is below 1.2
pCi/1 and the median value is under 0.6 pCi/1. Of the 85 observations,
none had a soluble radium 228 concentration of over 5 pCi/1, and only
one had a concentration of insoluble radium 228 in excess of 5 pCi/1.
The much lower concentrations of radium 228 relative to radium 226 are
explained by the fact that radium 228 is not a part of the uranium 238
decay series. Uranium 238 is the principal parent radionuclide found in
the phosphate ore (Oural et al, 1984).
Combining all of the radium analyses to get the total percentage of
samples with a radium concentration greater than 5 pCi/1, 33 out of 86
analyses or about 38% of the observations exceeded the drinking-water
standard. This statistic can be evaluated furtner by making up a sample
frequency distribution table for the observations where comnined radium
226 and 228 exceeds 5 pCi/1 (Table 4). This table shows that about half
of the observations that exceed 5 pCi/1 cluster at the low end of the
scale (combined radium about 5 to 15 pCi/1) and few observations have
over 30 pCi/1 combined radium 226 and 228. However, 8% of the
observations exceed 52 pCi/1, indicating that there is somewhat of a
bimodal distribution of the combined radium concentration observations.
Thus, even if there is no real significance to a combined radium
concentration in connector-well water that slightly exceeds the
drinking-water standard, there are many wells represented by this
sample population with combined radium concentrations more than ten
times the drinking-water standard.
Table 4. Frequency Distribution for Number of
Observations that Exceed 5 pCi/1 Combined
Radium 226 and 228; Polk County Data
Percentage of
Observa 11ons
With At Least
5 pCi/1 Radium
38%
Percentage of
Observations
With at Least
15 pCi/1 Radium
19%
Percentage of
Observations
With at Least
30 pCi/1 Radium
11.4%
Percentage of
Observations
With at Least
50 pCi/1 Radium
8%
Evaluation of the USGS Data Set
The data set included in tne U.S. Geological Survey Water-Resources
Investigations Report 84-4021 consists of the analyses of 13 connector
15
[7-18]
-------
wells wnich were sampled in 1980. These wells were located in the
central Florida phospnate mining region. The wells were sampled by
pumping from about 20 to 30 feet below the static water level in the
we 11.
The wells that were sampled showed the following ranges and median
concentrations of phosphate-related parameters:
Table 5. Concentrations of Phosphate-
Related Parameters in the U.S.G.S. Data Set
(Data Selected from a Larger Data Set)
Parameter Range of Concentration Median Concentration
PH
4.3-7.1
6.3
Sulfate
0.2-2600
mg/1
7.3
mg/1
Fluorida
0.2-1.6
mg/1
0.6
mg/1
Sodium
3.2-400
mg/1
6.9
mg/1
Arsenic
0.0-110
ug/1
2.0
ug/1
Bar i um
<50-100
ug/1
100
ug/1
Cadmium
0.0-9.0
ug/1
0 . 0
ug/1
Chromium
10 -20
ug/1
10
ug/1
I ron
110-25000
ug/1
1200
ug/1
Lead
1.0-36
ug/1
4
ug/1
Manganese
10 -710
ug/1
10
ug/1
Silver
0.0-0.0
ug/1
0
ug/1
Selenlum
0.0-1.0
ug/1
0
ug/1
Mercury
<0.1-0.7
ug/1
0.1
ug/1
Radium 226
0.34-8.9
pCi/1
0.95
PCi/1
Gross Alpha
Radiation
<3.3-850
ug/1
12
ug/1
Dissolved
Uranium
0.06-11
ug/1
0.7
ug/1
Conductivity
185-4850
micromhos/cm
310
micromhos/cm
From this data, the authors report that the concentration of total
iron exceeded applicable drinking-water standards in 11 of 12 wells.
The gross alpha radiation exceeded standards in 6 of 12 connector
wells. Other parameters in the data set were either below
drinking-water standards or were exceeded by only one or two
observations.
Similar to the other two sets of connector well data, the USGS data
for gross alpha radiation concentration suggests that this parameter is
not normally distributed. The mean value for this parameter is 88.8
ug/1, compared to a median value of only 12 ug/1. Although less
pronounced than gross alpha radiation in the difference in mean and
median values, the mean value of radium 225 is higher than the median
value (2.01 pCi/1 versus 0.95 pCi/1), and the dissolved uranium mean
and median values also vary significantly (1.74 ug/1 versus 0.7 ug/1).
These observations suggest that for each of these radiation-related
parameters, a small percentage of observations in the population of
connector wells have parameter concentrations that are significantly
higher than the median value for the parameter. Interestingly, tnere is
no significant correlation (r<0.1) between any of these three
16
[7-19]
-------
parameters wnen linear regression is performed on this data set. This
condition indicates that the concentration of only one of the
parameters does not indicate the approximate concentration of either of
the other two parameters.
One connector well exhibits water quality that is indicative of
ground-water contamination found in the surficial aquifer in the
vicinity of phosphate chemical processing plants. Especially indicative
of this contamination source is the sample's ammonia nitrogen
concentration, as phosphate chemical plants may produce nitrogen-based
fertilizers. These plants are found in the phosphate-mining district,
near or sometimes even overlying a former phosphate mining area. As is
obvious from the following table, ground-water contamination by these
pollution sources often contains very high concentrations of major
inorganic parameters and heavy metal ions.
Table 6. Concentrations of Select Parameters
In a Connector Well that Apparently Receives
Recharge from a Phosphate Chemical Plant
Waste Disposal System Contaminant Plume
pH
4.3
I ron
25300
ug/1
Ammonia Nitrogen
160
mg/1
Lead
8
ug/1
Sodium
400
mg/1
Manganese
710
ug/1
Dissolved Residue
3580
mg/1
Mercury
0.2
ug/1
Sulfate
2600
mg/1
Arsenic
2
ug/1
Chloride
20
mg/1
Cadmium
8
ug/1
Fluoride
1.6
mg/1
Chromium
20
ug/1
Radium 226
8.9
pCi/1
Gross Alpha
Radiation
99
ug/1
Certainly, any connector well that was located within a discharge
plume from this type of pollution source could receive very poor
quality water. For example, ground-water samples from surficial aquifer
monitor wells within such a contamination plume have shown sulfate and
fluoride concentrations in excess of 500G mg/1, sodium concentrations
of over 2000 mg/1, pH values below 2, and chromium concentrations that
are 40 times the primary drinking-water standard (Florida Department of
Environmental Regulation, Bureau of Ground Water Protection files).
Numerous other contaminants have also been documented in very high
concentrations in monitor well samples from wells near phosphate
chemical plants.
CONCLUSIONS OF THE STUDY
As a group, Class V connector wells appear to constitute little
threat to the receiving aquifer, other than in the immediate area
around a well. Although ground water from the surficial (source)
aquifer drained by these wells generally does not meet all primary and
secondary drinking-water standards, most wells drain water that greatly
exceeds only the drinking-water standard for iron, ana water tnat meets
or only slightly exceeds the drinking-water standard for other
parameters.
17
[7-20
-------
Other than iron, the parameters of greatest concern in the
connector well waters are gross alpha radiation and the combined radium
226/228. As a "best-case" estimate, using industry-supplied data, about
10% of -the connector wells may be expected to receive ground water that
commonly exceeds the 15 pCi/1 standard for gross alpha radiation. The
industry-supplied data indicates that ruch wells generally receive
water that only slightly exceeds the standard for gross alpha
radiation. Data from other sources indicate that some 10% to 20% of the
connector wells receive ground water that greatly exceeds the standard
for gross alpha radiation, and another 30% to 40% of the wells receive
ground water that slightly exceeds that standard.
The concentration of combined radium 226/228 exceeds the primary
drinking water standard in about 10% of the connector wells,
considering both the industry-supplied data and data collected by the
U.S. Geological Survey. A third data base indicates that almost 10% of
the connector well waters greatly exceed the combined radium 226/228
standard in samples analyzed for both dissolved and suspended radium.
Analytical results from that data base indicate that at least 75% of
the conr.ctor wells drain water that is below or only slightly above
the drinking water standard for radium.
Of considerable interest is the existence of two subsets of
connector wells draining ground water with unusually high
concentrations of some drinking water standards. One such type of well
receives ground water with extremely high levels of one or more
radionuclide parameters. Possibly 10% of the connector wells are in
this category. The cause for the high levels of radionuclide parameters
is unclear, but is almost certainly either a result of "hot spots"
within the surficial sand aquifer and/or is the result of poor well
construction that allows poor quality water from the phosphate ore
horizon to enter the receiving aquifer.
To minimize the occurence of connector wells draining water with
high levels of radionuclide parameters, ground water in the surficial
aquifer should be thoroughly analyzed in advance of connector well
construction, and all new connector wells should be properly
constructed and routinely sampled. More attention to well construction
and maintenance would also improve well performance and prevent
suspended solids, which may include phosphatic sediment, from entering
the connector wells.
The second group of connector wells that may drain water of
extremely poor quality are wells that are constructed within a
ground-water contamination plume from a phosphate chemical plant waste
disposal area. Such wells may receive ground water tnat is extremely
contaminated by a variety of parameters including heavy metals, major
ions such as sulfate and sodium, and radionuclides. These areas of
shallow ground-water contamination should be avoided in siting
connector wells.
The ultimate impact of the Class V connector wells has not: been
determined in this study. Most of the connector wells are located
thousands of feet from any Flondan aquifer production wells other than
those owned by the phosphate mining companies. Samples from Flondan
aquifer wells on phosphate company properties have not indicated that
there is any ground-water conta.ninacion tnat can be attributed to
connector wells. In any case, most of the connector wells do not
18
[7-21]
-------
receive. water tr.zt ;rossly .-xceeds arini'inq water standards for ^os"
cara-oter: , and far-field effects are not anticipated for these we'.ls.
For we lis that do receive water which grossly exceeds dnnkin7 water
stjnda'rds, .norc research would be needed to determine if those well-
are a potential source of a round-water contamination that would
tnreaten drinkm-j water wo lis. Because sucn connector we lis are
perceived as a potential threat to tne receiving acjifar, tne/ wo^Id
not be permitted by DCR. There are only aoout 90 active connector wells
and their geographic extent is limited to a snail area witnin the
state. Tncrefore, these Class V wells presently constitute a relatively
nrinor threat to tne ground-water resources of the state.
1 Q
[7-22]
-------
REFERENCES
1. Cawley, 1986 : Personal communication, International
Minerals and Chemical Corporation, Mulberry, Florida.
2. Davis, S.N., and R.J.M. Dewiest, 1966: Hydrogeology, Wiley
and Sons, New York, 463 p.
3. Florida Department of Environmental Regulation, 1982: Chapter
17-22, Florida Administrative Code.
4. Florida Department of Environmental Regulation, 1984: Chapter
17-4/ Florida Administrative Code.
5. Florida Department of Environmental Regulation, Bureau of
Ground-Water Protection Files.
6. Geraghty and Miller Inc., 1983: Hydrogeologic Assessment &
Ground-Water Monitoring Plan, New Wales Operations- report in
Florida Department of Environmental Regulation, Bureau of
Ground-water Protection files.
7. Hutchinson, C.B., 1978: Appraisal of Shallow Ground-Water
Resources and Management Alternatives in the Upper Peace and
Eastern Alafia River Basins, Florida; U.S. Geological Survey
Water-Resources Investigations 77-124.
8. International Minerals and Chemical Corporation, 1985:
Recharge Well Database- report prepared for the Florida
Department of Environmental Regulation, Southwest District
Office, Tampa, Florida.
9. Kell, D., 1983: Interoffice memorandum, Florida Department of
Environmental Regulation, Groundwater Section, Tallahassee,
Florida.
10. Kimrey, J.O., and L.D. Favard, 1984: Geohydrologic
Reconnaissance of Drainage Wells in Florida; CJ.S. Geological
Survey Water-Resources Investigations Report 84-4021.
11. Miller, R.L., and H. Sutcliffe, Jr., 1985: Occurrence of
Natural Radium-226 Radioactivity in Ground Water of Sarasota
County, Florida; U.S. Geological Survey Water-Resources
Investigations Report 84-4237.
12. Oural, C.R., H.R. Brooker, and S.B. Upchurch, 1984: Source
of Gross-Alpha Radioactivity Anomalies in Recharge Wells,
Central Florida Phosphate District- report submitted to the
Florida Institute of Phosphate Research, Bartow,Florida.
13. Polk County Health Department, Office of Radiation Control,
1983: Florida Phosphate Recharge Well Analysis.
20
[7-23
-------
14. Ryan,T.A., B.L. Joiner, and B.F. Ryan, 1976: Minitab Student
Handbook, Duxbury Press, North Scituate Massachusetts, 341 p.
15. Upchurch,S.B., 1984: Preliminary Survey of Ground-Water
Quality in Recharge Wells, Central Florida Phosphate District-
draft research proposal to the Florida Department of
Environmental Regulation, Groundwater Section, Tallahassee,
Florida.
16. Water Pollution Control Federation; American Public Health
Association; American Water Works Association, 1980: Standard
Nethods for the Examination of Water and Wastewater, 15th
Edition, 1134 p.
21
[7-24]
-------
Section 7.1.2
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
STUDY AREA NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Assessment of Irrigation Dual
Purpose Wells
Ben K. Knape, Texas Dept. of Water
Resources
December, 1984
High Plains, Texas
USEPA Region VI
Not Applicable
This excerpt describes irrigation
and recharge projects in the High
Plains of Texas. Recharge wells
are used co drain playa lakes and
to recharge aquifers co meet muni-
cipal and agricultural needs. Two
wells were sampled to analyze
water being injected into the
aquifer. Results indicate that
injected water may be of better
quality than that of the receiving
aquifer. This suggests a very
minimal impact on the aquifer
locally from agricultural pesticides
-------
Excerpt from Texas Department of Water Resources, 1984,
Underground Injection Operations in Texas: A Classification and
Assessment of Underground Injection Activities,
Assessment of Irrigation Dual Purpose Wells
Dual purpose wells, the most common type of artificial
recharge installation in the State, are found throughout the High
Plains of Texas. This type of well is used to recharge
groundwater aquifers when surface water is in surplus, but may
also be used to pump water from an aquifer to meet municipal and
agricultural needs. Since the 1950's, recharge wells have also
aided farmers in draining standing water from playa lakes. When
these lakes are drained, additional fertile land is made
available for farming. The wells are drilled so that lake water
that is normally lost to evaporation is allowed to pass through
the impermeable clay layer at the bottom of the playa lake and
recharge the aquifer.
During the early 1970's, there were approximately 200
artificial recharge wells in existence, however, only a few are
presently operating. The few remaining dual purpose wells in
operation generally inject water by gravity flow. When needed,
pumps may be used to increase recharge rates and remove excess
water from playa lakes. Ten existing wells were inventoried in
the High Plains, two of the wells were sampled to analyze water
being injected into the aquifer. Wells investigated by the
Department staff are considered representative of recharge wells
on the Texas High Plains.
-------
The decline in use of recharge wells can be attributed to
problems with sediment-laden water found in playa lakes. Due to
these sediment problems, many privately owned and operated dual
purpose wells failed within 5 to 10 years. Preventative measures
in well construction are required to control the clogging effect
caused by sediment. Casing is perforated or a screen is used,
depending upon the subsurface geology or individual operator's
preferences. The well is commonly equipped with a valve to
control recharge flow through the intake line, down the casing
and into the aquifer. In addition, water can be pumped back to
the surface for irrigation use.
No data are available on the injection volumes of dual
purpose wells. These injection volumes will depend upon rainfall
runoff, the efficiency of the well design, and the permeability
of the injection formation.
Chemical analyses of water samples taken from the High
Plains aquifer are shown in Table 1. The High Plains aquifer was
sampled near Lamesa in Dawson County and in Levelland in Hockley
County. Comparison of aquifer water samples with corresponding
recharge water samples (Table 2) suggests that injected water may
often be of better quality than that of the receiving aquifer.
Table 3 indicates very low levels of organic chlorides in the two
High Plains recharge water samples. This suggests a very minimal
impact on the aquifer locally from agricultural pesticides. Dual
purpose irrigation and recharge wells on the High Plains are
therefore assessed to have very low potential for contamination
2
[7-27
-------
of underground supplies of drinking water, provided that care is
taken to keep agricultural and industrial pollutants and domestic
and municipal wastes out of playas which collect recharge water.
Table 1. Chemical Analyses of Aquifer Waters
(Constituent concentrations are in mg/1.)
Injection zone
State well number
Date sample collected
Well depth (feet)
Nitrate (NO^)
Silica (Si)
Calcium (Ca)
Magnesium (Mg)
Sodium (Na)
Potassium (K)
Bicarbonate (HCO3)
Sulfate (S04)
Chloride (CI)
Fluoride (F)
PH
Dissolved Solids (sum)
Specific Conductance
(micromhos at 25* C)
Dawson Co. Well
(near Lamesa)
Ogallala
28-17-103
7/17/75
156
43
70
61
53
65
8
375
81
68
4.5
7.8
637.8
935
Hockley Co. Well
(in Levelland)
Ogallala
24-30-401
7/7/80
211
8.4
50
60
88
61
337
218
86
4.4
8.4
741.5
1, 002
3
[7-28
-------
Table 2. Chemical Analyses of Recharge Waters
(Constituent concentrations are in mg/1.)
Dawson Co. Well Hockley Co. Well
(near Lamesa) (in Levelland)
Injection zone Ogallala Ogallala
Water level (feet) 70 130
Date sample collected 4/27/82 4/27/82
Well depth (feet) 250 225
Nitrate (N03) 0>04 0>04
Silica (Si) 2 2
Calcium (Ca) 39 27
Magnesium (Mg) 3 7
Sodium (Na) 25 15
Potassium (K) 6 6
Carbonate (CO^) 0 6
Bicarbonate (HC03^ 113
Sulfate (S04) 32 24
Chloride (CI) 3 3 2 0
Fluoride (F) 0.3 0.5
pH 8.3 9
Dissolved Solids (sum) 206 154
Specific Conductance
(micromhos at 25°c) 331 251
4
[7-29]
-------
Table 3. Organic Chloride Concentrations in Recharge Waters
(Concentrations are in micrograms per liter)
Dawson Co. Well Hockley Co. Well
(near Lamesa) (in Levelland)
Aldrin 0.02 0.02
Chlordane 1 1
DDD .25 .25
DDE .2 .2
DDT .27 .27
Diazinon .3 .3
Dieldrin .1 .1
Endrin .2 .2
Heptachlor .02 .02
Heptachlor epoxide .06 .06
Lindane .03 .03
Methoxychlor .5 .5
Methal parathion .25 .25
Parathion .25 .25
Toxaphene 5 5
PCB 1 1
Malathion .4 .4
Diethylhexyl phthalate 50 50
Dibutyl phthalate 5 5
Guthion 10 10
Ethyl parathion .25 .25
Trifluralin .06 .06
Analyzed by the Texas Department of Health.
5
[7-30
-------
Section 7.1.3
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
National Artificial Recharge
Activity-Past and Present Projects,
Demonstrations, Piloc Projects,
Experiments, and Studies
O'Hare, et al.
1986
Not Applicable
Not Applicable
The following information was taken
from Artifical Recharge of Ground
Water and describes numerous recharge
projects throughout the United States.
[7-31
-------
The following information was taken from Artificial Recharge of
Ground Water, by O'Hare, et al., 1986.
National Artificial Recharge Activity - Past and Present
Projects, Demonstrations, Pilot Projects, Experiments, and
Studies. (See Figure 4-68)
ALASKA
1. Anchorage - Experiments with spreading basins allowing
infiltration of diverted creek water (Anderson, 1977?
Guymon, 1972).
ARIZONA
2. Lower Oak Creek Basin - Study of recharge potential of stock
tanks capturing storm water runoff.*
3. Flushing Meadows, Phoenix - Pilot project to study
feasibility of renovating secondary effluent with spreading
basins (Pettyjohn, 1981).
4. Phoenix - Urban study, by the U.S. Army Corps of Engineers,
to explore potential recharge.*
5. Salt River - Study of potential for recharge.*
6. Gila Bend - Debris pool of Painted Rock Reservoir released
for artificial recharge through basins.*
7. Superior - Study of management considerations for artificial
recharge along Queen Creek.*
8. Tucson - Experimental study with pit recharge.*
9. Tucson - Urban study, by the U.S. Army Corps of Engineers,
to explore potential for recharge.*
ARKANSAS
10. Arkansas County - Experimental recharge injection wells to
rejuvenate aquifer, discontinued 1969 (International
Association of Scientific Hydrology, 1970).
* Hydrologic Engineering Center, 1984.
1
[7-32
-------
11. Newport - Disposal of groundwater, pumped for cooling
system, through injection wells (International Association
of Scientific Hydrology, 1970).
12. Fayetteville - Study of potential methods of artificial
recharge in the Grand Prairie (Griffis, 1976).
CALIFORNIA
13. Butte Valley*
14. Santa Clara Valley*
15. Livermore*
16. Gilroy - Hollister Valley*
17. Salinas Valley*
18. Santa Maria Valley*
19. San Joaquin Valley*
20. Santa Clara River Valley*
21. San Fernando Valley*
22. Los Angeles Coastal Plain*
23. San Gabriel Valley*
24. Orange County Coastal Plain*
25. Upper Santa Ana Valley (Koehler, 1983)
26. San Jacinto Basin*
27. San Gorgonio Pass Area - Underground storage of imported
water (Bloyd, 1969)
28. Santa Cruz and Monterey Counties, Pajaro Valley - Artificial
recharge and sea water intrusion prevention (Muir, 1974).
29. Upper Coachella Valley - Artificial recharge effects (Swain,
1978) .
COLORADO
30. Brush - Recharge of irrigation water, during non-irrigation
seasons, through pits.*
* Hydrologic Engineering Center, 1984.
2
[7-33]
-------
31. Denver - Study of potential recharge methods for the South
Platte River Basin.*
32. Fort Morgan - Recharge of irrigation water, during non-
irrigation seasons, through pits.*
33. Fort Garland - Recharge of irrigation water, during non-
irrigation seasons, through pits.*
34. Morgan County - Proposed artificial recharge project
diverting water from the South Platte River (Burns, 1980).
35. Prewitt - Recharge of irrigation water, during non-
irrigation seasons, through pits.*
36. Arikaree River Near Cope (Brookman and Sunada, 1968).
37. San Luis Valley - Artificial groundwater recharge (Sunada et
al., 1983).
38. Sterling - Recharge of wastewater effluent during winter
months.*
39. El Paso County - Tests with recharge pits in Upper Squirrel
Creek Basin (Emmons, 1977).
40. Kit Carson County - Evaluation of water availability
(Jenkins and Hofstra, 1970).
DELAWARE
41. New Castle County - Possibility of a large-scale artificial
groundwater recharge project to insure adequate water supply
(University City Science Institute, 1971).
FLORIDA
42. Okaloosa County and adjacent area - Consideration of
artificial recharge (Trapp el al., 1977).
43. Hillsborough County - Feasibility of artificial recharge
(Sinclair, 1974).
44. East Orange County - Experiments and studies of connector
well to allow water from shallow aquifer to recharge lower
Floridan aquifer (Bush, 1979).
45. Orlando - Recharge through drainage wells (Kimrey, 1978).
* Hydrologic Engineering Center, 1984.
[7-34
-------
46. St. Petersburg - Feasibility tests with subsurface injection
of storm water runoff through wells (Hickey and Barr, 1979).
47. Gainesville - Study of potential of combining flood control
with artificial recharge in Peninsular Florida.*
48. Cocoa - Feasibility tests with recharge through injection
wells to prevent saltwater intrusion (Tibbals and Frazee,
1976) .*
49. Tampa Bay - Experiments to determine optimum method of
recharge (Sinclair, 1977).
50. Lake Manatee - Recharge recovery (CH2M-Hill, 1984)
51. St. Lucie County - Artificial recharge of fresh water into
brackish water aquifer (Wedderburn and Knapp, 1983).
HAWAII
52. Kahului (Maui) - Recharge of wastewaters through injection
wells (Hargis and Peterson, 1974).
53. Hanapepe (Kauai) - Recharge of streamwater through wells
(Hargis and Peterson, 1970).
54. Island of Hawaii - Recharge of streamwater through wells
(Hargis and Peterson, 1970).
55. Pearl Harbor - Recharge of streamwater (Hirashima, 197 1).
IDAHO
56. Snake River - Proposed project to divert waters from the
Snake River for artificial recharge (Norvitch et al.,
1969) .*
57. Big Lost River - Disposal of low-level aqueous radioactive
wastes through injection wells (International Association of
Scientific Hydrology, 1970).
ILLINOIS
58. Peoria - Recharge with pits to prevent decline of
groundwater levels (Pettyjohn, 1981; Harmeson et al., 1968).
59. Chicago Suburbs - Cost effective water supply alternative
for the Chicago suburban area - Artificial recharge (Nielson
and Aller, 1983).
* Hydrologic Engineering Center, 1984.
4
[7-35.
-------
KANSAS
60. Groundwater Management District No. 1 - Pilot recharge site
using impoundments.*
61. Groundwater Management District No. 2 - Pilot recharge site
using pit infiltration basin with sedimentation trap.*
62. Groundwater Management District No. 3 - Several pilot
recharge sites using various methods.*
63. Groundwater Management District No. 4 - Numerous pilot
recharge sites using various methods.*
64. Groundwater Management District No. 5 - Pilot recharge site
using channel modification.*
LOUISIANA
65. Baton Rouge - Recommendation to institute a program to
construct reservoirs for direct water supply and artificial
recharge.*
66. Jefferson Parish - Underground storage of treated water, a
field study (Smith and Hanor, 1975).
MASSACHUSETTS
67. Statewide - Feasibility of increasing water supplies and
preventing environmental damage by artificial recharge in
Massachusetts (Motts et al., 1983).
MICHIGAN
68. Kalamazoo - Recharge by induced infiltration to prevent
decline of water table (Pettyjohn, 1981).
69. East Lansing-Meridian Township - Surface water-esker
recharge study (Sutherland and Bruce, 1977).
70. Clinton, Eaton, and Ingham Counties - Consideration of
artificial recharge in water management (Vanlier, Wood, and
Burnett, 1973).
MINNESOTA
71. St. Paul - Tests to determine feasibility of recharge with
injection wells.*
* Hydrologic Engineering Center, 1984.
5
[ 7— 31
-------
MONTANA
72. Old West Regional Commission - Artificial recharge project
(Smith, 1977).
NEBRASKA
73. Aurora - Investigation of potential for recharge through
injection wells (Lichtler, Stannard, and Kouma, 1979).
74. Little Blue Natural Resources District - Project with
recharge of floodwaters under construction.*
75. Lincoln - Economic evaluation of the feasibility of
artificial groundwater recharge in Nebraska (Supalla, 19 81).
Artificial recharge through injection wells (Marlette,
1968).
76. Tryon - Recharge with stock tanks.*
77. Upper Big Blue Natural Resources District - Proposed project
to divert Platte River water for recharge.*
NEVADA
78. Cold Spring Valley - Study to determine feasibility of
recharge by injection methods.*
NEW JERSEY
79. Malbaro - Storage of municipal water in a recharge well.*
80. Wildwood - Injection of freshwater during off-season to meet
peak demands during the summer months.*
81. Princeton - Artificial recharge through augmented bank
storage (Dewiest, 1967).
NEW MEXICO
82. Santa Clara Indian Reservation - Artificial aquifer used to
retain waters infiltrating from surface (Pettyjohn, 1981).
83. Southern High Plains of New Mexico - Study of potential
artificial recharge systems using playa lake water (Brown et
al., 1978).
* Hydrologic Engineering Center, 1984.
6
[7-37
-------
NEW YORK
84. Bay Park - Recharge by injecting reclaimed waters through
wells (Ku et al., 1975; Ragone, 1977).
85. Long Island, Nassau County - Stormwater basins used for
recharge (Aronson, 1978).
NORTH CAROLINA
86. Coastal Plain - Artificial recharge in aquifer management
(Sherwani, 19 80).
NORTH DAKOTA
87. Glenburn - Subsurface dam retains groundwater in sand and
gravel aquifer (Pettyjohn, 1981).
88. Minot - Injection of river water through shafts (Pettyjohn,
1981) .
89. Valley City - Water diverted from river to recharge pit
(Pettyjohn, 1981).
90. Old West Regional Commission - Artificial recharge project
(Smith, 1977).
OHIO
91. Canton - Recharge with collector well connecting upper and
lower aquifers (Pettyjohn, 1981).
92. Dayton - Lagoons and ditches flooded to allow infiltration
of diverted river water (Pettyjohn, 1981).
93. Mill Creek Valley - Potential of injection well recharge
studied (Fidler, 1970).
OKLAHOMA
94. Oklahoma Panhandle - Examination of potential for recharging
the Ogallala Aquifer.*
95. Southwest Oklahoma - Recharge to dilute fluoride groundwater
proposed (Pettyjohn et al., 1982).*
* Hydrologic Engineering Center, 1984.
7
17-38
-------
OREGON
96. Dalles - Minor recharge project, closed down recently.*
97. Salem - Tests to determine feasibility of injection well
recharge (Foxworthy, 1970).
SOUTH DAKOTA
98. Sioux Falls - Modification of channel diverting waters from
a flood control dam (International Survey of Scientific
Hydrology, 197 0) .
99. Old West Regional Commission - Artificial recharge project
(Smith, 1977).
TEXAS
100. Dell Valley - Project under construction to inject impounded
floodwaters through wells.*
101. El Paso - Potential for injection well recharge with treated
sewage effluent appraised (Garza et al., 1980).
102. High Plains of Texas - Numerous sites where recharge with
playa lake water has been attempted and appears to be
economically infeasible (International Association of
Scientific Hydrology, 197 0).*
103. Houston - Studies of the feasibility of preventing land
subsidence with artificial recharge (Garza, 1977).
104. San Antonio - Proposed project to recharge Edwards Aquifer
(Green, 1967).*
105. Llano Estacado - Recharge to the Ogallala aquifer from playa
lake basins (Wood and Osterkamp, 1984).
UTAH
106. Salt Lake Valley - Recommendation to purchase land and begin
studies of potential for artificial recharge.*
107. Utah Valley - Potential for artificial recharge to protect
and purify water for municipal and industrial uses exists.*
108. Wasatch Aquifer - Potential for artificial recharge along
western front of Wasatch Mountains.*
* Hydrologic Engineering Center, 1984.
8
-------
VIRGINIA
109. Norfolk - Tests with injection of fresh water into a
brackish-water aquifer (Brown and Silvey, 1977).
110. Roanoke - Disposal of stormwater runoff through drainage
wells. *
WASHINGTON
111. Walla-Walla - Recharge project no longer in operation.*
112. Columbia Basin Project - Economic analysis of artificial
recharge in a conjunctive irrigation plan (Karlinger and
Hansen, 1983) .
113. Eastern Washington - Feasibility of artificially recharging
basalt aquifers (Garret and Londquist, 1972).
WISCONSIN
114. Washura County - Demonstration project using an infiltration
pond.*
WYOMING
115. Old West Regional Commission Project (Smith, 1977).
* Hydrologic Engineering Center, 1984.
9
[7-40]
-------
Section 7.2
Saline Water Intrusion Barrier Wells Supporting Data
17-411
-------
Section 7.2.1
TITLE OF STUDY: "Injection/Extraction Well System-A
(or SOURCE OF INFORMATION) Unique Seawater Intrusion Barrier"
from Ground Water, Vol. 15, No. 1
AUTHOR: N. Thomas Sheahan
(or INVESTIGATOR)
DATE: January-February, 1977
FACILITY NAME AND LOCATION: Palo Alto, California
USEPA Region IX
NATURE OF BUSINESS: Not Applicable
BRIEF SUMMARY/NOTES: A multiple-aquifer system in the
bayfront area of Palo Alto,
California is being intruded
with seawater from San Franciso
Bay. In order to combat this
potential degradation of the
ground-water supplies in the area,
a sea-water intrusion barrier is
being constructed consisting of
a series nf injection wells used
to inject reclaimed wastewater into
a shallow aquifer. The injected
water is subsequently removed by
a similar system of extraction wells
to avoid any possible degradation
of the water-supply aquifers from
this source and to allow reuse of
the reclaimed wastewater.
-------
Injection/Extraction Well System—A Unique
Seawater Intrusion Barriera
by N. Thomas Sheahan'5
ABSTRACT
\ multiple-aquifer svstem in the ba\ front area of
-PulnnVl["i rilifnrnm is being intruded withtieawaiei liwir*
;S^nrf»
j shallow aquifer The injected water is subsequently
removed bv a cimilar^yi "iPu'IUTf^dh
jupply-imwfwfrong
yarwtrhc reclaimed wastewater
The investigation phase included test drilling, aquifer
testing and injection testing to determine the feasibility
of the injection/extraction (I/E) concept The number,
spacing and location of I/E doublets were optimised using a
digital computer model The double-cased, double-screened
wells were constructed using corrosion-resistant materials
and were designed for ease of routine maintenance In
operation, injection and extraction will be computer
controlled bv sensing piezometric levels in a series of monitor
wells Water pumped from the extraction wells will be sold
for industrial and agricultural purposes The I/E well
svstem has been approved for 8714 percent Federal and
State grant funding
INTRODUCTION
Among the objectives of the Santa Clara Valley
Water District is the prevention of degradation of
ground-water quality in the aquifers supplying
various municipalities and industries in their district
Presented at The Third National Ground Water
Quality Symposium, September 15-17, 1976, Las Vegas,
Nevada.
^Chief Geologist, Brown and Caldwell, Consulting
Engineers, 150 South Arroyo Parkway, Bin 83, Arrovo
Annex, Pasadena, California 91109.
Discussion open until June 1, 1977
The quality of ground water tor chese purposei is
generally good In a few locations, however, aquifers
once used to produce good water have-.become
jnmideAwtth salt water One sueh-area is_th.e_4
^sballow^aquifen/above 1-50 teet»(45 7 m) depth,
caround-Souch.San-FranciscQ flav cThe_aquU«$
:^eepefH:hand:5n time.,producer
^^aPomfron^the^halinafCT^&ffggii imirr-the- bay*
Recognizing the need for control measures to reduce
the salt-water intrusion into the shallow aquifers, a
o^st£Hj^ja^ccnidcagn^-whictc.wiil:incorpefjatcv
r^o-^aatfot;cherseaw»i:er: tnttustan.
The proposed salinity intrusion barrier
contemplates the use of a series of injection wells
and extraction wells located in pairs, termed
chc physicat
^nviroriiftenrabcharacrenstics ©£ the area in order
-torpiQ*tde-a-basis'Tror7evahiacton of?chang£a in. the
. groundiwatec-regune,,
[7-43]
Vol 15, Vo I-GROUND WATER-Januarv-Fcbruarv 1977
-------
VLTO
¦ 'A LO
'tcami «»siE*»'f
_."BE*r«ENT «C°*5"
P \ LO
ALTO
M O l" \ T \ IN
Fig. 1. Study area
Study Area
The study area is located in the northwesterly
corner wit"*"—" thetfiaaBafejaiqu^
\s shown in Figure 1, the area is bounded approxi-
n itely by San Francisco Bay on the east, El
Umino Real on the west, the Cicv of Mountain
View on the south and the City of Menlo Park on
the north
Topography
The study area is composed principally ofeflao
lacent to San
"-ancisco Bay Generally the topography
>pes northeasterly towards San Francisco Bay,
and elevations in the area range from mean sea
level at the bay front to a maximum of approxi-
mately 25 feet (7.6 m) above mean sea level in the
western portion of the study area The portion of-
the studv area between Bav shore Freeway and the
San Francisco Bay coast has been largely set aside
by the City of Palo Alto for Bavlands Park Preserve.
There are, however, several areas of commercial
and professional development near Embarcadero
Road and along the Freeway
Climate
The area exhibits normal ocean-moderated
conditions Temperatures in the area range from a
mean of 47° F (8.30° C) in January to 66° F (18 90°
C) in July with a mean annual temperature of 57° F
(13 90° C). Average annual precipitation in the study-
area is approximately 15 inches (38 1 cm) although
in the higher ground to the west of the study area,
the average annual precipitation amounts to as
much as 40 inches (101 6 cm) Theehtgher.,
[7-44]
33
-------
Geology
The geology ot the area has been studied and
described extensively in reports of the Department
of Water Resources (1967) and the reader is referred
to these publications for more detailed information
on the subject For the purposes of this paper, the
discussion of geology is limited to the immediate
local geology in the study area and particularly in
the vicinity ot the test well site, as it applies to this
investigation.
The^gfBgtpaiageological I
this study are thq^UflXiaksede the area.
ffli in iVTillgil
»is^%aBtaaMsrby the Santa Clara Formation
which consists okkm!>eK'
poorIy-sorted^fi^s,=giai4l m) of these deposits Salt-wateriflfffflliijn^
E^snbsstiaatigMtapBMhkut the^
studv are
Uilfi
il —nil In iinn n in
awto-ri in rirnil hets^
FIELD INVESTIGATION
In order to produce detailed information con-
cerning the ground-water conditions and geology
in the area of proposed injection of water for the
seawater barrier, a pwjgiuHKrt^rest-'tfnlling and
jqmter^sTnrmriysiMacasnieyetopEiWThe site tor
initial test drilling was selected in order to provide
the most representative information for the area.
In addition, one of the goals of the drilling program
was to result in the installation of a permanent
injection well which could be utilized for initial
testing, and later for continued testing and monitor-
ing when incorporated as one of the operational
wells.
Selection of Drilling Site
The site selected for the initial test drilling
program is a portion of the City of Palo Alto
property north of and adjacent to Embarcadero
Road and east of Bayshore Freeway The site was
convenient to a water-supply source from the City
of Palo Alto and for water disposal along
Embarcadero Road In addition, the site provided
sufficient area in the vicinity for the installation of
the second injection/extraction well required to
complete the doublet, and the site is reasonably
close to the proposed water reclamation plant
Examination of drillers' logs and geophvsical logs
in the area indicated that this site would show
geological conditions reasonably similar to those
expected generally throughout the studv area
Test Drilling
The rest drilling consisted of drilling
mud-rotary holes, 8-inch (20 3-cm) minimum
diameter, to a depth of approximately 200 feet
(61 m) and taking undisturbed samples of the soil
at various locations during drilling In test hole-
observation well number 1 (TH/OW-1), undisturbed
samples were taken approximately every 5 feet
(1.5 m) in order to obtain the maximum amount of
information concerning the subsurface Samples of
the materials encountered during drilling were
examined on site both visually and with a
mechanical sieve apparatus to determine gram-size
distributions, material types, consistency and other
soil characteristics After each hole was drilled,
geophysical logging was performed in the well to
verify the written descriptive log and to obtain
additional information concerning material types
and water qualities Locations of test holes are
' shown on Figure 2.
Observation Well Construction
After each TH/OW had been drilled and
geophvsicalK logged, and an analysis made of the
information obtained, various sand and gravel
formations were selected for installation of
piezometers for measuring water-level changes and
obtaining water-quality samples Piezometers were
constructed of 1 ',-i-inch (3 175-cm) polyvinyl-
34
[7-45]
-------
RADIAL DISTANCE AND SCARING
OF TH/OW'S FROM l/E-l
BEARING
¦¦ * «9* 2? 32' E
s ij* zr 2niTTiiBiiniiiii|tin ,
(54 9 m) Below the aquiclude, there occurs
4-m) a zone
composed of \ar\ing amounts of silt, clay and fine
sand This zone, which is termed "aquitard" on
Figure 3, has a measurable permeability but the
[7-46J
35
-------
permeability is apparently much less than that of
the formations above and below it. Examination of
the areal geology confirmed that this relationship of
two aquifers separated by an aquitard occurs
extensively throughout the area.
A variation was found in the water-table
elevations among the three aquifers examined. The
185-foot aquifer exhibited flowing conditions in
the vicinity of TH/OW-l and water levels at or
near ground surface at the other test holes. The
water levels in the shallower aquifers were 3 or 4
feet (0.9-1 2 m) below ground surface, generally,
and showed a difference between themselves of
approximately one-half foot (0 15 m)
Well Construction
After completion of the test holes, the design
data necessary for construction of the initial I/E
well was prepared Among the items considered in
the design phase were size of the well casing to
allow ample room for anticipated pumping
equipment, selection of materials of construction
which would adequately resist normal corrosion as
well as chemicals used in future development tech-
niques, location, size and length of well screens
and slot size openings to insure negligible head
losses during injection and extraction, facility of
future maintenance, and adequate sealing of
aquifers
Figure 4 shows the construction details of
the initial injection/extraction well, I/E-l The
location and thickness of the cement seals used to
separate the adjacent aquifers and to seal the zone
near ground level are also shown on Figure 4, as
well as the screen lengths, screen locations and
gravel-pack dimensions
There are various methods of well drilling
available for shallow wells of this nature For this
particular installation, the reverse circulation
method was selected This method of drilling
requires no drilling fluid additives, such as
bentonite, which mav adversely seal the water-
producing formations Excellent samples of the
materials encountered during drilling are also
available with this method which allow verification
of material types, and depths and thicknesses of
formations during well construction
AQUIFER TESTING AND ANALYSES
In order to provide data necessary tor the
ultimate design of an I/E system, a series of aquifer
tests were performed on each of the water-
producing aquifers at the test site The tests were
designed to yield information concerning the
aquifer characteristics and the relationship
between aquifers in response to pumping and
injection The following presents the methods of
testing, the analyses ot the test data and a summary
of the geohydrology of the site as determined by
analyses of the aquifer-test data
<*o
»to
MEAN SEA LEVEL
0
20-FOOT' AQUIFER
AQUlTAftO
40
43-FOOT' AQUIFER
40
LOCATION OF
PIEZOMETER
-------
ELEV 296 ms!
ELEV 234 ms!
ELEV 2.62 ms!
GROUND SURFACE
.—ijnuvr
///AW/
6" PVC COUPLING (TYP)
6" SCH. 80 PVC
CASING (TYP)
GRAVEL-PACK, "LAPIS
NO 4" (TYP)
6" WIRE - WOUND, PIPE
SIZE, STAINLESS STEEL
WELL SCREEN (TYP)
FILL GRAVEL (TYP)
CEMENT SEAL (TYP)
24" DIA. DRILLED HOLE
STEEL CENTRALIZER (TYP)
BOTTOM OF DRILLED HOLE
PVC PLUG-END BELL (TYP)
. ig. 4. Construction details, l/E-1.
Aquifer-Test Procedure
The aquifer testing of each screened aquifer
was performed by pumping at a constant rate
from I/E-l for the period of approximately 24
hours, during which time changes in water level
-esponding to the pumping were monitored in the
imping well, TH/OW's screened in that formation
-ind in formations above and below the formation
being tested. A series of water-level measurements
were made in all the wells prior to starting the
pumping portion of the test in order to establish a
trend of water levels, and after pumping stopped,
water-level monitoring was continued in all the
wells to obtain data on the recovery of water
levels after pumping.
In addition to the test wells and the pumping
well at the test well site, water levels were measured
in seven additional existing wells at various
distances and directions from the test site in order
to determine whether or not wells in these vicinities
would respond to pumping at the test site.
Aquifer Test, 185-foot Zone
During the aquifer test of the 185-foot zone,
the pumping rate in I/E-l was held to a constant
flow of approximately 165 gallons per minute
(gpm) (10.4 1/s). Water-level changes were
monitored in the pumping well, and TH/OW-2.
In addition, water levels were monitored in the
shallow aquifers in all three test holes and the I/E
wells in the shallow aquifers. The water-level data
were reduced to values of drawdown, corrected
drawdown and recovery plotted against time since
pumping began or time since pumping ceased. The
drawdown values were corrected to account for
projected trends of water levels prior to the begin-
ning of the aquifer test. Pumping was continued
for 24 hours, after which recovery was monitored
for 24 hours. No response was noted in the shallow
aquifers to pumping in the 185-t'oot zone. The data
in these wells therefore were not considered in the
following analysis.
The initial examination of the test data from
the 185-foot zone indicated that the aquifer is an
artesian, anisotropic aquifer, bounded on at least
one side by a nearly impermeable boundary. The
lack of response in the shallow aquifers during
testing of this aquifer confirms the fact that it is a
confined, artesian aquifer with no hydraulic
communication to overlying zones.
Due to the confined nature of the aquifer in
the 185-foot zone, the Theis nonequilibrium
method of analysis was applied to the data (1935).
The nonequilibrium formula is shown in Equations
(1), (2) and (3).
s= 114.6 Q\\'(u)/T (1)
W(u) = f (e'u/u) du (2)
U
u = 2693 r:S/Tt (3)
s = drawdown, in feet;
Q = discharge of well, in gpm;
T = transmissivity, in gpd/ft;
r = radial distance from pumping well, in feet;
[7-48]
37
-------
S = storativity, a decimal fraction,
t = time since pumping started, in minutes.
In ipph ing this method of analysis to the
time-drawdown data for each observation well and
the pumping well, it was found that the calculated
coefficient of storativitv increased with time These
variations have been shown to be characteristic
of an aquifer which is bounded by one or more
impermeable boundaries (Sheahan, 1967) In order
to determine the distance to and direction of the
apparent impermeable boundary, the theory of
images (Ferris, et al. 1962) was applied to the test
data This method, which is essentially a graphical
superposition method, and a nongraphical method
(Sheahan, 1967) of anaKsis for boundary conditions
were utilized in determining the boundary charac-
teristics of the aquifer
The results of this portion of the analysis
indicated that the 185-foot aquifer has an average
transmissivity of 6 300 gallons per dav per foot
(gpd/ft) (78 12 m:/d) and that there is apparently
only one impermeable boundary reflected in the
test data The boundary was determined to be to
the east of the injection/extraction well, a distance
of approximately 900 feet (274 m).
In making calculations for the coefficient of
storativitv from the time-drawdown data for
each of the wells, based on that portion of the data
which did not reflect the boundary effects, a large
variation in the magnitude of storativitv was
observed. This variation in apparent storativitv is
normally indicative of anisotropic conditions in
the aquifer (Papadopulos, 1965) In order to
calculate the directions of the major and minor
axes of transmissivity and the values of the major
and minor transmissivities in an anisotropic aquifer,
a minimum of three observation points are required
in addition to the pumping well. In this particular
case, onlv two observation wells were available and
therefore a complete analysis for anisotropy cannot
be made. However, by assuming that TH/OW-1
was on a principal axis, a calculation of an approxi-
mate range of minimum-to-maxjmum transmissivity
and a value for storativitv can be made. Analysis
under these assumptions indicated that the trans-
missivity may range from as low as 3,000 gpd/ft
(37 2 m:/d) to as high as 12,500 gpd/ft (155 m:/d)
and that the storativitv is approximately 0 002
under these conditions Based on the nature of the
materials comprising this aquifer as shown on the
drilling logs, together with the apparent thickness
of the zone penetrated, the range of values of
transmissivity, the average transmissivity and the
apparent storativity values appear reasonable. It is
noted that, if a value of storativity S, is assumed,
calculation can be made of the other variables
Aquifer-Test Analysis, 45-foot Zone
The test procedure employed in performing
the aquifer test of the 45-foot zone was similar to
that of the deeper, 185-foot zone, in that it
consisted of pumping the 45-foot aquifer of the
I/E well at a constant rate of 80 gpm (5 1/s) for a
period of 24 hours, preceded by a rest period.
During the rest period, the 24-hour pumping period
and the 24-hour recovery period following pumping,
water levels in the observation wells and pumping
wells were observed and recorded Water levels
were monitored in both che 20-toot zone and the
45-foot zone during this test, however, the 185-foot
zone was not continuously monitored since the
aquifer teht of that zone indicated it to be a
confined aquifer and not hydraulically connected
with the shallower aquifers The water-level data
obtained during the aquifer testing was reduced to
values of drawdown and recoverv which were
plotted against the time since pumping began and
time since pumping ceased, respectively A graph
of the aquifer-test data on a full logarithmic graph
is shown in Figure 5 Due to the fact that the
recovery readings were taken for a full 24 hours,
corrections were necessary to these data to account
for projected trends of drawdown due to the pump-
ing portion of the test These corrected recoverv
readings are also shown on Figure 5
During the pumping and recovery portions of
the test of the 45-foot aquifer, the water levels in
the 20-foot aquifer were observed to respond to
pumping in the 45-foot zone The response of the
20-foot aquifer indicated conclusively that the
45-foot zone was obtaining recharge during the
test from the shallower, 20-foot zone, and thereby
must be considered a leaky aquifer, or more
explicitly, a semiconfined artesian aquifer
Examination of the test data also indicated that the
aquifer had not reached steady-state conditions
and therefore must be considered in a nonequilibn-
um state for analysis
In order to take into consideration the leakv
artesian, nonequilibrium characteristics of the test
data from this aquifer, the modified Hantush
method of analy sis (1955) was employ ed The
modified Hantush method utilizes a family of
type-curves plotted according to Equations (4),
(5) and (6).
s= 114 6Q H(u,0)/T (4)
38
[7-49]
-------
—I 1—I—I I I II
LEGENO
O DRAWDOWN
- X RECOVERY
+ CORRECTED RECOVERY
"I 1 1—I I I I I |
-MATCH POINT
r/E-i
u*IO X 10"*
H(u,3)«l00
9 -10 5 M
t "12 0 mm
3*0 0007
I
I/E-l (451 r»»l 0"
"1 1 1 1 I I I I
"I I I II I
O 9 . 9
,sm «« o,. o > ¦ o ««
¥
a I t ¦ i *
i iiitiir ' i~
T TM/OW-Zo (45) r • 46' T T
. , . >h ¦« '
I «o,-o : :
TH/OW-J (45') fljl"
*o
a 3 iO« *
TH/OVY-I (45*) r • 496'
.O* H'" ' '
MATCH POINT
TH/OW - 2o
U • 0 01
H(u,13) • 3 0
s • 3 2f f
t • 2 I mm
$ • 0 003
MATCH POINT
TH/OW-3
u - 001
H(u,3) • ' 0
a•105 < f
t ¦ 19 5 mm
(5*0 09
I'll
BEST FIT
TO ALL OATA |
0 * 80 gpm j
u • I 0 I
H(u.3) MO I
f » f 05 f t
f/r2 • II X I0*s mm /ft *
fe/r • 70 X 10"4
T • 8700 gpC/ft j
S • 3 6 X 10* 3 '
I
/
— MATCH POINT
TH/OW • I
g « 0 OOl
4 (y « I 0
* «i 05 f»
T 1 2700 mm
[5-0 35
Fig. 5. Aquifer test, 45-foot zone.
too
rtMe t, minutes
t.OOO
H(u, P) = f (e"y/y) erfc [0 v^u / Vv (v - u)] dy (5)
a
r / K'/b' S7" r / K'7b"~
s=-y(—)<5)-y<—xj* (»
where
K'.K" = hydraulic conductivities of semipervious
confining layers, in gpd/sq ft,
b',b" = thickness of the semipervious confining
beds, in feet,
S', S" = storativities of the semipervious confining
beds, as decimal fractions,
y = constant of integration,
and s, Q, T, r, S, and t are as previously defined
The analysis of data by this method consists of
attempting to match one of the family of type-
curves to the data as shown on Figure 5 using a
superposition procedure. When a position of
best-fit is obtained, values of the parameters are
read from the superimposed graph at a convenient
match-point and the storatiutv, transmissivity,
and leakance characteristics ot the aquiter are
calculated. In the particular case under anah sis. it
is obvious that there is leakage occurring onl\ from
above the 45-foot aquifer This is substantiated by
the fact that the 185-foot aquifer exhibited no
hvdraulic connection to the shallower aquifers,
and the fact that there are no water-producing
zones of anv significant continuity occurring
between the 45-toot aquifer and the 185-toot
aquifer
Concerning other phvsical limitations in this
aquifer such as impermeable boundaries or
anisotropv, the fact that excellent match was
possible with the type-cunes to each ot the data
plots indicates that there are no boundary
conditions ot any significance affecting the test
data. An examination of the relationship between
drawdown and distance trom the pumping well
shows that the drawdown \aries essentially linearly
with the logarithm of distance indicating that the
aquifer is isotropic.
Although the data from each TH/OW may be
analyzed individually to determine a unique value
for each of the aquifer coefficients, it is of greater
[7-50] 39
-------
importance to evaluate all of the test data from all
the observation points together, in order to obtain
those values of the coefficients which are most
representative of the entire aquifer In order to
perform this type of analysis, the data shown on
Figure 5 were replotted as a graph of drawdown, s,
and recovery, s', versus a value of time divided by
the square of the radius from the pumping well,
t/r: The superposition method of curve-matching
was applied to this graph using a family of type-
curves based on Equations (4), (5) and (6),and a
position of best-fit was determined. From this
analysis, the match-points corresponding to each
set of test data were determined and are shown
on Figure 5
The composite aquifer-test data analysis
yielded the value of 8,700 gpd/ft (108 nr/d) for
transmissivity, and a coefficient of storativitv of
0 000036 'I hese values appear to be reasonable
based on the general geology and the relative
geometry of the aquifer Using an average thickness
of 13 feet (4 m) for the overlying semipervious
confining laver, as determined from the logs of the
test holes and a value of j3/r equal to 0 0007, as
determined from the analvsis, the storativitv and
vertical hydraulic conductivity of the semipervious
confining layer were calculated These calculations
yielded a storativitv of 0 001 and a value of vertical
hydraulic conductivity of 0 032 gallons per day per
square foot (gpd/sq ft) (0 013 m/d)
During rhe analysis of this set of test data, it
was observed that the rate of change in water level
in the 20-foot aquifer at 1/E-l, TH/OW-1, and
TH/OW-2a, with respect to the logarithm of time,
were all essentially equal. The rate of change, or
slope per log cycle time, of the data from TH/OW-3,
however, was approximately twice the slope of the
data plot from rhe other wells Examination of
borings made immediately south and east of TH/
OVV-3 indicate that the shallow, 20-foot aquifer,
appears to be discontinuous in that direction.
Therefore the increase in slope observed from
TH/OW-3 may be a response to an impermeable
boundary in the 20-foot aquifer The leakance
characteristics in this vicinity may also be different.
This aspect of that aquifer is examined further in
the analysis of test data from the 20-foot aquifer.
Aquifer-Test Analysis, 20-foot Zone
Due to the limited depth available for
drawdown in the shallow aquifer, a \ery low
constant pumping rate was used during this test
The 1/E well in the 20-foot zone was pumped at
an average pumping rate of 8 6 gpm (0 54 1/s) for
a period of 24 hours after which the pump was
shut down and recovery readings were taken for
17 hours following pumping During the test,
changes in water level were monitored in both rhe
20-foot aquifer and the 45-foot aquifer in all three
TH/OW's and I/E-l. The small magnitude of
drawdown in the wells produced a data graph
which was considered less than satisfactory for
proper analysis. However, the recovery data from
the test was able to be monitored more
exactly than the drawdown data and did produce
usable data. Consequently, the water-level
readings taken during the recovery period were
reduced to a plot of recovery versus time
The 20-foot aquifer essentially reached
equilibrium prior to the end of the test period
The aquifer reached equilibrium due to the leakage
occurring from the 45-foot aquifer below, and
probabl> additional leakage from the overbutden
materials above the 20-foot zone The short time
period required for this aquifer to reach steady state
is due partly to the low value of pumping race
used during the test, and also due to the apparent
additional leakage from the overlying beds
Since the aquifer reached equilibrium during the
test period, the leaky artesian formula of Hantush
and Jacob (195 5), which considers an aquifer
approaching equilibrium was used in the data
analysis The leaky artesian formula is shown in
Equations (7), (8) and (9).
s = (114 6 Q/T) W(u, r/B) (7)
W(u, r/B) = / (1/u) e.\p (-u - r:/4 BJu) du (8)
u
B = VTb'/K' (9)
where all variables shown are as previously defined
For this analysis, the data were replotted as
recovery, s', versus a value of time divided by the
square of the distance from the pumping well, t/r,
and a family of type-curves, based on Equations
(7), (8) and (9), was superimposed to a position of
best-fit to the data Utilizing the portion of the
data prior to the point at which steady state was
reached, values of transmissivity and storativitv
were determined. The transmissivity was found to
be 3,500 gpd/ft (43 4 nr/d) and the storativity
value determined was 0 002.
Since the leakage to the 20-foot aquifer
apparently occurs from both above and below that
aquifer, and since the analysis method used
assumes leakage from only one bed, it is not
possible to determine exact values of the vertical
40
[7-51]
-------
hvdrauhc conductivity for the adjacent beds.
However, the purpose of obtaining information
concerning the aquifer characteristics is to allow
prediction of future response to pumping or
ijection stresses on these aquifers, and a more
usable parameter for this purpose is the range in
values of B From type-curve analysis, the value
of B was determined to be in the range of 33 to
131 and averaged about 105
Since, as indicated above, the latter part of
the test data represents essentially steady-state
conditions, it is possible to verify the value of
transmissivity using a different method of analysis,
i he steady-state leaky artesian formula (Jacob,
1946) is shown in Equation (10)
where
K0(r/B)
s = (229 Q/T) K0 (r/B)
= modified B?ssel function of the
second kind and zero order,
(10)
ind s, Q, T, r and B are as previously defined.
The values of r/B obtained trom the nonsteady-
state analysis were plotted versus the steady-state,
equilibrium recovery for each of the observation
wells To this data was matched a type-curve of
the steadv-state leaky artesian aquifer conditions
Analysis by this method yielded a value trans-
missivity of 3,650 gpd/ft (45.3 m3/d) which
compares favorably with the value of 3,500 gpd/ft
(43 3 m:/d) obtained from the nonsteady-state
method of analysis
Summary of Geohydrology of Test Site
The subsurface consists of essentially three
separate aquifers within the depth of investigation
The deepest aquifer, the 185-foot aquifer, is a fully
confined, artesian aquifer with an average trans-
missivity of 6,300 gpd/ft (78.1 nv/d) and a
storativity of 0 002, but is anisotropic in character
and may have directional transmissivities ranging as
low as 3,000 gpd/ft (37 2 nv/d) to as high as
12,500 gpd/ft (155 nr/d) The aquifer appears to be
bounded by an impermeable hydraulic boundary-
located at a distance of approximately 900 feet
(274 m) east of the I/E well. There was no hydraulic
continuity observed between the 185-foot aquifer
md the two shallower aquifers
The shallow aquifers, consisting of a 20-foot
aquifer and a 45-foot aquifer, exhibit a certain
degree of hydraulic communication Pumping of
the 45-foot aquifer created a water-level response
in the 20-foot aquifer. The 45-foot aquifer showed
characteristics of a leaky artesian aquifer upon
analysis. Although the pumping rate used in the
20-foot aquifer test was too small to allow any
observable correlative response in the 45-foot
aquifer, the fact that there is hydraulic communica-
tion between the two was established during the
test of the 45-foot aquifer and verifies the apparent
correlative response to pumping of the 20-foot
aquifer.
Considering the fact that the depth to water
level in both shallow aquifers is about the same,
roughly 4 feet (1.2 m) below ground surface, it
was anticipated that injection into the 45-toot
aquifer at pressures greater than about 5 feet
(1 5 m) of head, might eventually cause water-
logging of the surface of the ground due to leakage
from the 45-foot aquifer, through the 20-fooc
aquifer, and up into the overburden material
above this zone The 20-foot aquiter, however,
provides a means for controlling the waterlogging
effect that might possibh occur While injecting
into the 45-foot aquifer at a tairK high rate, the
20-foot aquifer can be pumped at a much smaller
rate, but a rate sufficient to control waterlogging
in the area
Injection Testing
encountered in the test well site,
Tlinii|Hiii[mn"l Wn which the injection
testing was performed were actualljjjtitroBRJfii35
First, although the analysis of the aquifer-test data
provided the information necessarv to predict the
results of injection, it is valuable to be able to
wiiiiwiPdiwi fiwnqiy u
Second, injection testing producessad&s*
¦I—ifriji ihli infiiiiiiiiiiijiiiMjitMrrtffiinii il iliil iiiptrr'
¦lll—HHWIMI|||||lll|l| ill |IHI|IIIH|ii||||I|iii 1111II 111111 I 1111 n
"ii inim)winiinil mill 1111ii|iliin11 iniiraLoX-the-y
uia, r juuii
I I'lWW wwfuill If II ir.macft WfttT-i Wfl-liiff. nil. nwrrTTHt.. — . u.i Jiiffa.
¦^nje^iwicpEessttr&iP t>e used during
injection to^>PElW^^mvr^3t^f^ma^mtminf4gtire,---
^:oi3ftriraghe^p?)>rit"ot.nnjegtj©fiBJn order to calcu-
late this, the static loading of soil down to the top
of the aquifer was determined to be 35 3 pounds
per square inch (psi) (2 48 kgs/cm:) Due to the
[7-52]
41
-------
artesian nature of the 45-foot aquifer, the hydro-
static pressure in the formation is 15 6 psi (1.10
kgs/cm:) The net static loading, therefore, is the
difference between these two values, or approxi-
mately 20 psi (1 4 kgs/cm2), at the design point
Based on the aquifer-test coefficients available,
this value corresponds to an injection pumping
rate of approximately 200 gpm (12.6 1/s).
In order to obtain additional data concerning
the possibilities of waterlogging in the area,
additional shallow borings were made in the vicinity
of the test holes on site and were equipped with
piezometers to a depth of approximately 3 to 5 feet
(0 9 to 1 5 m). These piezometers were also
monitored during the injection testing In addition,
concrete monuments were set in the soil at various
locations around the test well site, and accurate
elevations were determined at these monuments
The elevations of the monuments were monitored
during the injection testing to determine whether
or not heaving of the upper layer might be occur-
ring due to the injection pressures
Due to limitations in the availability of
injection pressures at the site, the injection test was
actually performed at an injection pressure of
approximately 12 feet (3 66 m) and at a pumping
rate between 90 and 100 gpm (5 7 and 6 3 1/s)
The test was conducted using a constant-head,
variable-capacity method which varied slightly from
the aquifer test in that the aquifer tests were
performed with a constant pumping rate and a
variable head. The^atst u |il ifi i»f>t>.w*rj».cgiggLgn
III II M I iiii[i|rty«-nnd
I/E-l. The
test was continued for $8efagg^ainder these condi-
tions, jl| ¦ III III iiui III
in the I/E well and the TH/OVV wells IIPUiJllWNiL
ihiIC fapr. aftd 45-fcwggZfTSE*M & the end of the
48-hour period, both the injection and the pumping
operations ceased and recover}' readings were
obtained
Examination of the test data at the end of
24 hours of injection showed that the
,iPfirQ.TigUC£i^6.-i^^r-bf lnw ii—By
contrast, the
TH/OW-2apg??e«'f2frifftfli46sfcl^o-trte.uije«aaoit5»
2-fcet (,0 fiiun-frrhrinwffitHind1*
iSBSUFt?R3E=5his rapid rise at TH/OW-3, southeast of
the injection well, correlated with what was
expected in chat area based on the aquifer-test
analysis of the 45-foot aquifer which indicated the
possibility of an impermeable barrier in the 20-foot
aquifer to the southeast of the site At that point
in the test, the shallow, 3 to 5-foot (0 9 to 1.5-m)
piezometers still did not show any waterlogging of
the overburden materials
After 24 hours of injection alone, and at the
point at which the water level in the 20-foot aquifer
in the vicinity of TH/OW-3 was 6 inches (15 2 cm)
below ground surface, pumping was started in the
I/E well at the 20-foot depth at a rate of approxi-
mately 8 gpm (0 5 1/s). This pumping continued
for the next 24 hours, during which time no
additional rise in the water level in the shallow
aquifer at TH/OW-3 was observed In fact, the
water level actually receded approximately 0 15
feet (0 05 m) during that time The shallow
change in elevations of the concrete monuments
observed during testing
w-.aquife£-Mtttlfcno^iecmnenrat:ett'ecr^a nri 'that- '
, cnpyn%d ,hMpmp-rhe-challnw. nquiter
thereby providing complete operational control of
the injection system.
Prediction of Injection Response
As a result of the injection testing, the actual
response of the 20-foot and 45-foot aquifers to
injection of fresh water under the test conditions
was known. The next step was to verify that this
response could be accurately predicted based on
the knowledge ot the aquifer characteristics
determined by the aquifer testing
In order to calculate the expected response of
injecting at a constant head, a constant pumping
rate was selected based on the range of injection
rates used during the injection test and a variable-
head, constant-rate method, similar to that used in
analyzing the aquifer-test data for the 45-foot
aquifer, was employed, since under the test condi-
tions at I/E-l, verv little change in pumping rate
was observed The predicted response and the
actual response of injection for two of the test
holes in the 45-foot aquifer are shown on Figure 6
Similar data for the 20-toot aquifer tor the s^me
two test holes are shown plotted on Figure 7 A:>
can be seen from the Figures, there is an excellen
correlation ot predicted response with actual
response for the 45-foot aquifer, and for the
nearest test hole in the 20-foot aquifer The low
magnitude ot water-level rise in the 20-foot aquifer
at TH/OW-1, located 496 feet (151 m) from the
I/E well, may account for the slight deviation of
42
[7-53]
-------
5 1
TIME t, MINUTES
tOO 4000
•*-2 !
TH/OW-I (45")
:
TH/OW-3 (45')
I
PREDICTION OF RESPONSE
OF 45' AQUIFIER TO INJECTION
AT 97gpm TO ACTUAL RESPONSE
FROM TEST
I
o
LEGEND | °-«o
o
0 INJECTION TEST DATA i
\ 0
X
X PREDICTED RESPONSE j
&
Fig 6 Response of 45-foot zone to iniection into 45-foot
zone
r/us /, MINUTES
CO
1000
LEGEND
N * <*>
th/ow-i 120)
I
PREDICTION OF RESPONSE V,
OF 20' AQUIFER TO INJECTION \?
AT 97 gpm TO ACTUAL RESPONSE X
FROM TEST o
_0_ INJECTION TEST DATA.
I
X PREDICTED RESPONSE
»o
TH/OW-3 (20) <
Fig. 7. Response of 20-foot zone to injection into 45-foot
zone.
Ktual response to predicted response observed for
: well It is noted, however, that the predicted
lonse is conservative in that it shows a greater
riiC ot water level than actually occurred
In summary, therefore, it can be said that the
aquifer characteristics as determined by aquifer
testing are suitable for accurate prediction of
injection response both in the injecting aquifer
-ind in the aquifer into which leakage is occurring
!< en the effects of boundaries in the aquifer being
-harged can be taken into account in making these
,addictions
Water Quality
Throughout the course of the field investiga-
tion, water samples were obtained from the various
monitoring wells for determination of chlorides
md specific conductance A summary of the
iter-quahtv data is shown graphically on Figure 8
shown by the Figure, there is a general
correlation between specific conductance of the
water samples obtained and the amount of
chlorides present in the samples. There is also an
apparent grouping of samples which correlates
with the location of the wells and the depth of the
aquifers from which the samples were taken The
lowest chloride contents were found in the 185-foot
.iifer at the test site. Chlorides in these samples
.raged 28 milligrams per liter (mg/1) By contrast,
ciie amount of chlorides in the shallow domestic
wells, located appro\imately one-half to one mile
farther away from the Bay than the test well site,
showed an average chloride content of approximate-
lv 110 mg/1.
COMPUTER SIMULATION
The proposed operation ot the injection
system consists ot injecting reclaimed water into
a series ot wells in order to hold back seawater
intrusion, and to extract this water from a series
of extraction wells in order to keep the reclaimed
water from migrating out of the area ot the
injection wells and into the vicinity ot producing
water-supply wells Given an injection/extraction
doublet located in an aquifer whose characteristics
are known, under a regional hydraulic gradient
greater than zero, there is a limiting streamline,
the path of which can be determined, which will
45 ZON£-\
V
ir Shallow wells ¦
west of BAYSHoae '
FREEWAf ^20' ZONE
A. BEFORE
INJECTION
S ¦ OURING
185 ZONE
CMLCROC ION, rni/t
Fig 8. Relationship of chloride to specific conductance.
[7-54]
43
-------
EXTRACTION INJECTION
WELL WELL
INJECTION
BARRIER—
//*?//
-------
streamline were determined It was found that at a
constant spacing, the area is proportional to the
rate of pumping, such that if the pumping rate is
doubled, the area encompassed by the limiting
creamline is also essennallv doubled It was
turther determined that the area is roughly
proportional to the product of the rate times the
spacing For example, the area encompassed by
the limiting streamline for the case of injection and
extraction wells spaced 1,000 feet (304 8 m) apart,
pumping at 50 gpm (3 15 1/s), is the same as the
irea resulting from wells spaced 500 feet (152.4 m)
¦ part pumping at 100 gpm (6 31 1/s) It was also
,hown, as mentioned previously, that the area is
inversely proportional to the regional ground-water
h> draulic gradient through the area
The path of the limiting streamline becomes
somewhat more complicated when multiple
injection/extraction (I/E) doublets are considered
Obviously, if three doublets are spaced side-by-side,
they will have the same effect on the limiting
streamline as would a single doublet pumping at
three times the pumping rate On the other hand,
if the doublets are spaced great distances apart,
each doublet will operate as if the other doublets
do not exist However, in the intermediate zone
between these two extremes, there is a particular
spacing of doublets at which the path of the
limiting streamline from the center doublet changes
from a path completely encompassing all three
doublets to a path that encompasses only the central
doublet This effect of doublet spacing on the path
of the limiting streamline is illustrated in Figure 11
In Example A on this Figure, the doublets are
relatively close and the path of the limiting stream-
line encompassing all three doublets follows
essentially the same path as if the system con-
I I I I
EXISTING HYDRAULIC
GRA0IENT 0 002 ft/ft
INJECTION
WELL (TYP)
Q ' -100 gpm
EXTRACTION
WELL (TYP)
Q c +100 gpm
SCALE IN FEET
Fig. 10. Limiting streamline, one doublet.
sisted of only a single doublet pumping at three
times the rate of each of the doublets shown.
Example B shows three doublets spaced somewhat
farther apart The difference in shape of the area
encompassed by the path of the limiting streamline
in this example, as compared with Example A,
shows the effects of the increased spacing The
effect of the spreading out of the doublets, or
l l i l I l
SCAlF m f«T
EXAMPLE a
SWCNG *00 *5ET
Q • 100 Qpm
EXAMPLE 9
SPACING 2000 FEET
Q ' >00 gpm
EXAfcfLE C
SPftCiMC 2500 FEET
Fig. 11. Effect of doublet spacing on limiting streamline.
[7-56]
45
-------
increase in side-to-side spacing, causes the limiting
streamline path to approach the point at which it
will change direction and pass between adjacent
doublets Example C shows the doublets located at
a spacing just greater than the critical spacing at
which the streamlines have, in fact, broken through
or changed direction, and each streamline path is
encompassing an area around only its own doublet
It is noted that in the case of Example C in
Figure 11, there is, in addition to the limiting
streamline shoun, another streamline resulting from
the pre-existing hydraulic gradient which is also
passing between the doublets If this existing
hydraulic gradient is bringing salt water from a
source such as the Bav toward the line of I/E
doublets, the doublets spaced as shown in
Example C are not effectively holding back
seawater intrusion There is, obviously, for a given
pumping race and well spacing, a critical doublet
spacing, somewhere between that shown in
Example B and Example C, such that if the
doublets are spaced less than that critical spacing,
the line of I/E doublets will do an effective job as
a barrier to seawater intrusion It was therefore
necessary to determine the critical spacing require-
ments for the location of I/E doublets, and the
relationship of the critical spacing to either the l/E
pumping rates, the number of I/E doublets, or both.
As stated above, the area encompassed by the
path of the limiting streamline is directly propor-
tional to the pumping rate and to the spacing
between wells Therefore, it is certain that the
critical spacing between the doublets, depending
as it does on the path of the streamline, is also
dependent upon the spacing between the injection
and the extraction well in each doublet. From an
evaluation of the physical constraints of the study
area and the geohydrologic parameters, the range
ot separation between the injection well and the
extraction well in a given doublet was determined
to be between 500 and 1,500 feet (152.4 and
457 2 m) For the purposes of this analysis, this
dimension was assumed to be 1,000 feet (304 8
m) In addition, the aquifer characteristics and
maximum injection pressure indicated that the
pumping rates for both injection and extraction
wells are in the range of 100 gpm (6.31 1/s) to
200 gpm (12 6 1/s) The pumping rate value of
150 gpm (9 5 1/s) was assumed as a reasonable
value for this analysis.
To determine the relationship of the critical
spacing between l/E doublets to both the pumping
rate and the number of doublets, the computer
simulation technique was first applied to a three-
doublet system to calculate the critical doublet
spacing for various pumping rates and various well
spacings within each doublet The results of this
analysis indicated that, tor a particular well
spacing in a three-doublet system, as the pumping
rate in both the injection and the extraction well
increased, the critical spacing between doublets
approached a linear relationship with the pumping
rate for any given spacing between wells in the
doublet. With this information in hand, it was
therefore possible to predict the critical doublet
spacing and therefore the maximum design spacing
for a three-doublet system
Since the physical constraints ot aquifer
characteristics and site parameters limited the
assumed distance between the injection well and
the extraction well in a doublet to approximately
1,000 feet (304 8 m) and to pumping rates of
approximately 150 gpm (9 5 1/s), a three-doublet
system was not sufficiently broad to prevent
seawater intrusion through the studv area
Therefore, it was necessary to go to a greater
number of doublets The additional I/E doublets
raised the question of whether or not the critical
doublet spacing will change with the addition of
doublets The computer simulation model was
utilized to determine the relationship between
critical doublet spacing and number of doublets at
any particular pumping rate The analysis indicated
that there is a reduction in critical doublet spacing
with the increased number of doublets
Evaluation of the computer simulation data
showed that the critical spacing between doublets
is inversely proportional to an exponential of the
number of doublets. For the particular case
assumed, that of wells separated a distance of
1,000 feet (304 8 m) in each doublet, pumping at
150 gpm (9 5 1/s), it was determined that, for
nine doublets, the critical spacing between doublets
is approximately 1,800 feet (585 m) and for seven
doublets, the critical spacing is approximately
2,000 feet (610 m) Since the actual design spacing
between doublets must be less than the critical
spacing, and in order that the system be
conservatively designed to accommodate any
variation which may exist in aquifer characteristics
or in the existing hydraulic gradient, a design
spacing between doublets was established at 1,000
feet (305 m)
Recommended Location of Injection/Extraction
Doublets
Taking into account the physical and cultural
characteristics of the study area, together with the
46
[7-
-------
design criteria established above for location of the
doublet system, the recommended locations of
l/E doublets were determined. The system requires
.1 total of nine.I/E doublets, the total capacity of
•. hich would be approximately 2 0 million gallons
,vr day (mgd) (7 6 X 106 1/d) Because of the
conservative approach taken in design of the
!>\ stem, a certain amount of latitude was available
tor use in final location and construction of the
doublets
(7 62 cm) PVC casing and PVC wire-wound-type
well screen, gravel-packed in a 12-inch (30.5-cm)
drilled hole
Both cuttings samples and split-spoon samples
were specified to be obtained during drilling and
each hole was to be geophvsically logged and
calipered to provide additional information for
correlation with the geology of the area and for
design of the injection/extraction wells.
DESIGN AND CONSTRUCTION
Following the analysis of the computer
mulation, the seawater intrusion barrier system
was designed. Thet
shown on Figure 12,^0^^
¦?mamu>&-.weltaf.£ight existing monitor wells were
incorporated into the system together with the
initial injection/extraction well (test well)
Monitor Wells
TltiKesW^S^TWOWitOP^ell^vvere designed
.or the injection/extraction well system, shallow
wells ("S" series), mid-depth wells ("M" series)
and deep wells ("D" series) Monitor wells were
designed and located to serve as monitoring points
for ultimate operation of the system and as test
holes to obtain pertinent information on formation
thicknesses and material types for design of the
injection/extraction wells.
SWBBW&MflPWells were
iinpiiii Irtllii !¦» |in I'll 11 ll iiinpplyi^^fa« These wells also are
4etttios^rmt=:timrbice8tiFtigj8sdswirhmear ceme ru:-^»
^grotttssepamCKTg^heiUfetoorianck +5?toox.,aq.uijjers,..1
The casing and screen tor the 45-toot zone were
designed to be 8-inch (20 32 cm) nominal size to
allow installation of pumping or injection equip-
ment Since the 20-toot zone will be pumped only
to control waterlogging, the casing and screen for
this zone is 6-inch ( 15 24 cm)
All casing is Schedule 80 PVC and the screens
are type 304 stainless steel, wire-wound. ke\stone-
type screens Each screen is gravel-packed in a
24-inch (61 cm) drilled hole
Funding
Since the injection/extraction well system is
part of the final treatment and disposal process of
the regional wastewater treatment plant supplying
the reclaimed wastewater tor injection, application
was made to the Environmental Protection Agency
(EPA) and the California State Water Resources
Control Board (SWRCB) tor grant funding under
P.L. 92-500 After review ot the predesign report
prepared by the Santa Clara Valley Water District
and the report of Geoh\ drologic Investigation,
both EPA and SWRCB approved the project for
grant funding Under this program, EPA provides
75% funding ot grant eligible costs while SWRCB
provides an additional 12' :%
The bid price of the injection/extraction well
system was $400,000 Contracts were signed in
late 1975 and construction began in Januarv 1976
Construction
The project was scheduled for completion by
the end of August 1976 However, a three-month
delay due to right-of-entry restrictions occurred in
late spring and eark summer Consequently, at the
time of preparation of this paper, only the monitor
wells have been constructed.
47
[7-58]
-------
r, —GlONAL wastewater
(aI IfHTREATMENT works and *i*
• WATER RECLAMATION PLANT.
SC~lE *1 FEET
XTRACTION WE
O&rsl ftftc
Fig. 12. Injection/extraction well locations for seawater intrusion barrier.
48
[7-59;
-------
It is anticipated that after completion of
construction, a supplemental paper will be prepared
describing the construction and operation
characteristics of the system
ACKNOWLEDGMENTS
Assistance during the course of this study was
provided bv Mr William M Roman, Water Resources
Engineer, Santa Clara Valley Water District, Mr.
Thomas I Iwamura, Geologist. Santa Clara Valley
Water District, Mr Ray Remmel, Chief Engineer,
Utilities, Water Gas and Sewer, City ot Palo Alto.
\lr Perrv Wood. H\ drologtst, U S Geological
Surve\ , Menlo Park, California. Dr .Mohinder S
Gulati, Union Oil Company S.inca Ana, California,
and Dr Henry J Ramev, Jr , Professor and Acting
Chairman, Department ot Petroleum Engineering,
Stanford Untversm Mr Mohamed Soliman and
Mr Sved Tanq, both students in the Graduate
Program, Department ot Petroleum Engineering,
Stanford University. assisted in the test drilling
and aquiter-tcst portions ot the held investigation
REFERENCES
D'Acosta, J A ,and R R Bennett I960 The pattern ot
flow in the vilin11\ ot a recharging and discharging
pair ot wells in an aquitcr having areal parallel flow
International Assoc of Hvdrologists, Pub. No 52,
pp 524-536
Department of Water Resources, State of California 1967
Evaluation of groundwater resources. South Bav,
Appendix A geologv August
Ferris, J G.D B Knowles, R H Brown, and R W
Scallman 1962 Thcorv of aquifer tests U S
Geological Survcv Water-Supplv Paper 1536-E,
pp 144-166.
Hantush. M S . and C T Jacob 1955 Mon-steadv radial
flow in an infinite Icakv aquitcr \m Geophvs Union
Trans \ 56 (1)
Hantush. M S I960 ModiNc itmn nt the thcorv of leakv
aquiters Jour Geophvs Rcseirch v 65.no 11.
\ov em ber
Jacob, C E 1946 Radi il flow in ilcik\ irri.si.in aquifer
Am Geophvs Union Inns \ 27 no 2 pp 198-
205
Papadopulos. 1 S I9o5 Vostc ul\ t;o« tn.iui.ll in in
infinite anisotropic aquitcr S\ mposium on llvdrologv
of Fractured Rocks INT.StO Dubrovmk > ugo-
slavia Paper no 25 \ugust
Ramov.ll J Jr. \ Kumar, ind M S Gulati 1973
Gas w c'l 'est ana I \ sis under w in' dr,\ c wind it ions
Monogrjpli Projcc: ti 1 51 P-pclric Rcsc in.li Com-
mittee, \mcrican G is \ssoVi itu>n \rlington,
V irainia
Sheahan \ I 1967 \ non-gr lohic il method ot
determining u indWuu Ground Water \ 5. no 2,
pp 51-35
Thc-is C \ 1 "J.* 5 Relation between the lowering of the
pic/omcrric \urtacc and the rate and duration ot
discharge ot a well using groundv\ atcr storage \tn
Gcoohv s Union Trans l'irt2 pp 519-524
The following questions were answered by N. Thomas
Sheahan after delivering his talk entitled "Inaction/
Extraction Well System—A Unique Seawater Intrusion
Barrier "
Q. by Peter Perez Would von mention the li \ D prugr.tw
to be ted by SuiifmJ University j»r tr.nrmiissHJit *
A As a long-term goal, the proposed injection/extraction
taeilitv will be used tor research to determine the teasibilnv
ot such a sv stem for reclaiming water tor potable uses A
research program has been established bv Stanford
Universitv , supported bv U S Environmental Protection
Agencv research grant EP VR-804431. in order to answer
some of the significant questions as necessary to realize
this long-term goal The major objectives ot this research
studr are as follows
1 To determine the ettects the injected wastewater
n ill have on the chemical, phv sical and biological qualitv
ot the basin and injected waters
2 To determine the effect injected wastewater mil
have on the hvdrologic characteristics of the aquifer
3 To seek the optimum qualitv for injected water
which will result in a high-qualitv basin water and minimum
damage to the hvdrulogu eh.irictcristics nt the tquiter
4 I o develop generalized niathematic il models tor
describing the movement ot w iter the ch inges in hvdrologic
characteristics, mil resulting changes in w iter qualitv trom
wastewater injection in order to m ike the results ot most
value tor application in other Mtiul ir projects
Along these lines technical report \'o 20t> dated
April 1 976 entitled 'Prcprojccr U iter Qualitv Evaluation
tor the Palo \lto Water Rcclani ition l-acilu\ " ind the
first quarterlv progress report dated \ugust 5 1976
entitled "Groundwater Injection ot Reclaimed Water in
Palo Alto" ha\e been prepared In the Department ot
Civil Engineering, Stantord Unuersitv
Q by Jon 0. Nowtin H.is tunniUr.irioiigti-eit to tl>e efjeit
on the hyiirolo^u i h.ir.n, termu s of the ujtnt.ird of uuug
loi.er-ijii.diiv ef/ltti nt is the ret-h.irge fluid'
A. The aquitard illows leakage Irom the 45-toot /.one. into
which injection is to take place, to the shallower 20-toot
zone The use ot reclaimed wastewater or treatment plant
effluent as the recharge tluid mav have one ot two effects
on the aquitard it mav either decrease its permeabilit} or
increase its permcabilitv -V third alternative would be no
effect at all Since the project is designed to allow leakage
through the aquitard and to control such leakage by
pumpage trom the 20-toot aquifer, an increase in
[7-60]
49
-------
permeability ot the aquiurd would have negligible effect on
the operation ot the project If. on the other hand, use of
reclaimed wastewater caused a decrease in permeability in
the aquitard.-a reduction in leakage would occur requiring
less pumpaije trom the 20-foot aquifer
Q. by Stanley N. Davis. / question the postulated mechanism
of seavater intrusion Are you aware of the large number of
abandoned wt'//i unhiding the old Spring Valley Water
Company te^t uclls > That' are near the salt marsh edge of
the bay They uere never adequately filled and subsequently
rusted out thus feeding salt water vertically into the under-
lying aquifers
A. Not onl\ the Spring Vallev Water Companv test wells,
but mam similartaiawfaiii^iWiik-n\Mii»iili
^^^apprr^siimtlCediUfUtfEESt In addition, further westward
there is a greirer degree of vertical hvdraulic communication
between the shallow aquifers and the deeper, water-
producing zones, which occurs naturalk due to the modes
of deposition ot the sediments The site tor construction ot
the injection/extraction svstem was selected so as to preclude
anv problems such as abandoned wells in its vicinirv There
are no abandoned wells located between the injection/
extraction barrier and the Bav front area, the source of
saline intrusion into the shallow aquifers in che project area
Q. by Stanley N. Davis. Upper zones base i total dissolved
solids of about 5 000 ppm Is this "highly saline ? (See
City records oj Palo -Mto Gold Course rest uell of about
1964 )
A. The upper zones, in fact, have total dissolved solids well
above 5,000 ppm For example the test hole drilled bv the
Santa Clara Vallev. Water District in 1972, located immedi-
atelv east ot che injection/extraction system, shows a total
dissolved solids ot 17.+00 mg/l in 1972 and a chloride
content of greater than 10.000 mg/l The Palo Alto Golt
Course test well penetrates both the shallow zones and
the deeper, tresh-wacer zones Perhaps the waier-qualitv
analvses trom this well reflect a mixture ot both salinated
ground water and tresh ground water
Q. by Russel E. Darr. Do I understand correctly that the
injection is in the 40-foot aquifer and the vitbdraital is
in the 20-foot aquifer>
A. That is not a correct understandingsfiotlw^MBMft^^
^wl.f.WAG.rn-in iiffiir in JAfrwtfc.¥Mit,HIIIJI'llllillllllll»mi'HHllll[Hjliiy Injection
into the 45-foot aquifer ma\ produce leakage through the
aquitard separating the two shallow aquifers and b\ pumping
the 20-toot aquifer, such leakage can be controlled to
eliminate anv possibilities ot waterlogging ot the ground
surface
Q. by Dennis Goldman Were longer aquifer rests tun' Do
you feci that a 24-hour test should be exit apolated to
imply zero leakage9
A. This question concerns the zone between the base of
the 45-toot aquifer and the lower 185-foot aquifer, herein
termed an aquiclude The total time or pumping for
testing of lones on either side of this aquiclude, including
both the pumping tests and the injection tests, amounted
to over 96 hours of pumping Concerning extrapolation of
aquifer-test data to imply <:ero leakage, it is important to
consider the scope and purposes of testing is well as the
physical geologv and other limitations of the test site
Examination of the regional geologv of the area shows that
the aquiclude changes in character and lithology to the
west of the test site In this area westerly, the aquiclude
provides vertical intercommunication berween the shallow
and deep aquifer due to a pinching out of the clay zones,
an increase in permeability due to changes in Iithologv, or
a combination of the two In addition, the potential for
abandoned wells located westerly of the test site which
provide vertical intercommunication from the shallow
to the deep aquifer through the aquiclude is also present
With continued pumping in a confined aquifer, the area of
influence or zone of depression due to such pumping
eventuallv reaches far bevond the area of immediate
interest at the test site Such continued pumpage in the
project area would evenuualk show evidence of leakage from
the shallow to the deeper zones The purpose of the
aquifer test however, was to determine the characteristics
of the aquiclude in the ucinitv of the test site Thererore,
for purposes ot this investigation, the pumping tests
performed were adequate to determine the characteristics
ot the aquiclude in view ot both the project requirements
and the ph\ sical geolog\ of the sue
Q. Yo it stated that m/ettion of wastewater iron LI increase
bead and prevent intrusion What ws the head m the upper
aquifer before injection? Hov much can the original bead be
increased?
A The head in the 45-foot aquifer at the injection/extraction
well prior to injection was at an elevation ot -3 23 mean
sea level It was determined that the original head can be
increased b% a maximum of 20 psi. or approximatelv 46
teet. without creating anv potential tor heaving or leakage
around seals in the well
Q. Recharge and subsequent extraction has no benefit over
Milt-tiaier intrusion if the i^ater cannot be used Do you
agree /
A. I do not agree Salt-water intrusion has the potential ot
degradation tor che entire ground-water aquifer under
heaw pumpini; conditions in the Palo -Mto area, and is
thererore detrimental Recharge and subsequent extraction
have the benetu ot controlling seawater intrusion as well as
providing utilisation ot the recharged and extracted water
for industrial and agricultural purposes dow nstream of the
project area
Q. Would you jiiw pumping costs if you stopped ti.iz.aie>
from coining into the bay if the Corps ut Engineers uere to
build a links and da>n under CoLUn Care Bridge^
A. This mav be a tongue-in-cheek question Even it the
Corps ot Engineers controlled the water qualitv within the
bav and maintained tresh water in San Francisco Bav, the
existence ot salt evaporation ponds in the vicinitv ot the
project sue present the potential tor further salination ot
shallow aquifers through leaching trom these salt ponds
Therefore such a project would still be required to prevent
salination of the shallow aquifers and to provide protection
of the deeper water supplies
50
[7-61]
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GROUND
WATER
f
table of contents
Volume 15, Number 1 January-February 1977
2 Editorial — At Last — A Basic Guide to Water Well
Construction Specifications Jay H Lehr
5 The Lycoming County, Pennsylvania, Sanitary Landfill
State-of-the-Art in Ground-Water Protection M Todd Giddings, Jr
_--15 Ground-Water Chemical Quality Management
by Artificial Recharge ...HI. Nightingale & W C. Bianchi
22 Technical Division Announcements
c23 The Dashte-Naz Ground-Water Barrier and Recharge Project Dennis E. Williams
32 Injection/Extraction Well System—A Unique Seawater Intrusion Barrier. . .N. Thomas Sheahan
51 A Nonstructural Approach to Control Salt Accumulation in Ground Water.... Otto J Helweg
58 Quantifying the Natural Flushout of Alluvial Aquifers J. S. Fryberger & W. H. Bellis
66 Improving the Sanitary Protection of Ground Water in
Severely Folded, Fractured, and Creviced Limestone E. E. Jones, Jr & C. M. Murray
75 Land Disposal of Hazardous Wastes- An Example
from Hopewell, Virginia D. H.Walz&K. T Chestnut, Jr.
80 Metric-English Unit Conversion Table
81 Land and Water Use Impacts on Ground-Water
Quality in Las Vegas Valley Robert F Kaufmann
90 Bull Session on Predicting Physical and Chemical Alteration of Land-Treated
Wastewater, and Land Disposal of Sewage
94 Bull Session on Controlling Pollution from Sanitary Landfills,
and Reduction of Nitrate Contamination
-^100 Bull Session on Monitoring the Flow of Polluted Ground Water,
and Artificial Recharge as a Solution to Pollution
¦'"104 Bull Session on Managing the Movement of Contaminants, and Protecting Mines, Wells, and Pits
109 Last Memo on Smitty
110 Discussion Questions and Answers .... ... W. B. Wilkinson
112 New Books Marvin Saines
114 Book Reviews .... ... Harold W Heiss
114 Ground-Water Employment Opportunities
114 Meeting Calendar . . . * Robert T Sasman
115 New Publications . . Adrian P Visocky
120 Ground Water in the News .... ... Nola P. Gillies
121 Professional Services [7-62]
124 Index of Volume 14, 1976
-------
Section 7.3
Subsidence Control Wells Supporting Data
[7-63
-------
Section 7.3.1
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
"Case History No. 9.11, Alabama,
U.S.A.". From Guidebook to Studies
of Land Subsidence Due to Ground-
Water Withdrawal
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
J.G. Newton
U.S. Geological Survey
Tuscaloosa, Alabama
1984
Alabama
USEPA Region IV
Not Applicable
Information presented here consists
of excerpts taken from five reports
by the author. They resulted from
investigation by the U.S. Geological
Survey made in cooperation with the
Geological Survey of Alabama and/or
the Alabama Highway Department. The
reports are concerned with induced
sinkholes resulting from a decline
in the water table due to ground-
water withdrawals. This case study
addresses geologic and hydrologic
setting, cause, magnitude and areal
extent, economic impact, and correc-
tive measures.
[7-64
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Case History No. 9.11. Alabama, U.S.A., by J. G.
Newton, U.S. Geological Survey, Tuscaloosa, Alabama
9.11.1 INTRODUCTION
Sinkholes in Alabama are divided into two categories defined as "induced" and "natural." In-
duced sinkholes are those related to man's activities whereas natural sinkholes are not.
Induced sinkholes are further divided into two types: those resulting from a decline in the
water table due to ground-water withdrawals and those resulting from construction. Those
resulting from a decline in the water table, the subject of this case history, far outnumber
those resulting from all other causes. Information presented here consists of excerpts taken
from five reports by the author. These reports, approved for publication by the Director, U.S.
Geological Survey, are listed with the references cited in this case history. They resulted
fron investigations by the U.S. Geological Survey made in cooperation rfitn tne Geological
Survey of Alabama and/or the Alabama Highway Department.
9.11.2 GEOLOGIC AND HYDR0L0GIC SETTING
The terrane used to illustrate sinkhole development is a youthful basin underlain by carbonate
rocks such as limestone and dolomite (Figure 9.11.1). The basin contains a perennial or
near-perennial stream. This particular terrane is used because it is very similar to that of
10 active areas of sinkhole development in Alabama that have been examined by the author.
Factors related to the development of sinkholes that have been observed in these areas .ire
generally applicable to other carbonate terranes- The terrane illustrated differs from those
examined only in the inclination of beds, which is shown as horizontal for ease of illustration.
The development of sinkholes is primarily dependent on past and present relationships
between carbonate rocks and water, climatic conditions, vegetation, and topograpny, and on the
presence or absence of residual or other unconsolidated deposits overlying bedrock. The source
of water associated with the development of sinkholes is precipitation which, in Alabama,
generally exceeds 1,270 mm annually. Part of the water runs off directly into streams, part
replenishes soil moisture but is returned to the atmosphere by evaporation and transpiration,
and the remainder percolates downward below the soil zone to ground-water reservoirs.
Water is stored in and moves through interconnected openings in carbonate rocks. Most of
the openings were created, or existing openings along bedding planes, joints, fractures, and
faults were enlarged by the solvent action of slighly acidic water coming in contact with the
rocks. Water in the interconnected openings moves in response to gravity from higher to lower
altitudes, generally toward a stream channel where it discharges and becomes a part of the
streamflow.
Water in openings in carbonate rocks occurs under both water-table and artesian
conditions; however, this study is concerned primarily with that occurring under water-table
conditions. The water table is the unconfined upper surface of a zone in whicn all openings
are filled with water. The configuration of the water table conforms somewhat to that of the
overlying topography but is nfluenced by geologic structure, withdrawal of water, and
variations in rainfall. The lowest altitude of the water level in a drainage basin containing
a perennial stream occurs where the water level intersects the stream channel (Figure 9.11.1).
Openings in bedrock underlying lower parts ot the basin are water filled. This condition is
maintained by recharge from precipitation in the basin. The water table underlying adjacent
highland areas within the basin occurs at higher altitudes than the water table near the
perennial stream. Openings in bedrock between the land surface and the underlying water table
in highland areas are air filled (Figure 9.11.1).
The general movement of water through openings in bedrock underlying the basin, even
though the route may be circuitous, is toward the stream cnannel and downstream under a gentle
gradient approximating that of the stream. Sone water moving from higher to lower altitudes is
discharged througn springs along flanks of the basin because of the intersection of the land
surface and the rfater table. The velocity of movement of water in openings underlying most of
245
[7-65]
-------
MAP OF BANGKOK METROPOLIS
OSAMUT PRAKAM
.F OF rHAIL,
Guidebook to studies of land subsidence due to ground-u/ater withdrawal
Figure 9.10.3 Water level map of the Nakhon Luang Aquifer (after Piancharoen, 1977, figure 3).
244
[7-66]
-------
Guidebook to studies of land subsidence due to ground-water withdrawal
AIR -FILLED OPENIl
UNCONSOLIDATED DEPOSITS®^
i SPRING
W WATER TABLE^^l
PERENNIAL STREAM
\
CARBONATE ROCK
WATER-FILLED OPENING
Figure 9.11.1 Schematic cross-sectional diagram of basin showing geologic and hydrologic
conditions. (Numbers apply to sites described in report.)
the lowland area is probably sluggish when compared to that in openings at higher altitudes.
A mantle of unconsolidated deposits consisting chiefly of residual clay (residuum), that
has resulted from the solution of the underlying carbonate rocks, generally covers most of the
bedrock in the typical basin described. Alluvial or other unconsolidated deposits often overlie
the residual clay. The residuum commonly contains varying amounts of chert debris that are in-
soluble remnants of the underlying bedrock. Some unconsolidated deposits are carried by water
into openings in bedrock. These deposits commonly fill joints, fractures, or other openings
enlarged by solution that underlie the lowland areas. The buried contact between the residuum
and the underlying bedrock, because of differential solution, can be highly irregular (Figure
9.11.1).
9.11.3 CAUSE
A relationship between the formation of sinkholes and high pumpage of water from new wells was
recognized in Alabama as early as 1933 (Johnston, 1933). Subsequent studies in Alabama (Robin-
son and others, 1953; Powell and LaMoreaux, 1969; Newton and Hyde, 1971; Newton and others,
1973; and Newton, 1976) have verified this relationship. Dewatering or the continuous with-
drawal of large quantities of water from carbonate rocks by wells, quarries, and mines in numer-
ous areas in Alabama is associated with extremely active sinkhole development. Numerous col-
lapses in these areas contrast sharply with their lack of occurrence elsewhere.
Two areas in Alabama in which intensive sinkhole development has occurred and is occurring
have been studied in detail. Both areas were made prone to the development of sinkholes by
major declines of the water table due to the withdrawal of ground water. The formation of sink-
holes in both areas resulted from the creation and collapse of cavities in unconsolidated depos-
its caused by the declines (Newton and Hyde, 1971; Newton and others, 1973). The growth of one
such cavity in Birmingham has been photographed through a small adjoining opening (Newton,
1976).
Previous reports have described only indirectly or in part the hydrologic forces resulting
from a decline in the water table that create or accelerate the growth of activities that col-
lapse and form sinkholes. These forces, based on studies in Alabama (Newton and Hyde, 1971;
Newton and others, 1973), are (a) a loss of support to roofs of cavities in bedrock previously
filled with water and to residual clay or other unconsolidated deposits overlying openings in
bedrock, (b) an increase in the velocity of movement of ground water, (c) an increase in the
246
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Case History 9.11: Alabama, U.S.A.
amplitude of water-table fluctuations, and (d) the movement of water from the land surface to
openings in underlying bedrock where recharge had previously been rejected because the openings
were water filled. The same forces creating cavities and subsequent collapses also result in
subsidence. The movement of unconsolidated deposits into bedrock where the strength of the
overlying material is not sufficient to maintain a cavity roof, will result in subsidence at
the surface (Donaldson, 1963).
To demonstrate forces that result in the development of cavities and their eventual col-
lapse, a schematic diagram is shown in Figure 9.11.2 that illustrates changes in natural
geologic and hydrologic conditions previously described and shown in Figure 9.11.1. A descrip-
tion of the forces triggered by a lowering of the water table follows.
The loss of buoyant support following a decline in the water table can result in an immedi-
ate collapse of the roofs of openings in bedrock or can cause a downward migration of unconsoli-
dated deposits overlying openings in bedrock. The buoyant support exerted by water on a solid
(and hypothetically) unsaturated clay overlying an opening in bedrock, for instance, would be
equal to about 40 per cent of its weight. This determination is based on the specific gravities
of the constituents involved. Site 1 on Figure 9.11.1 shows the unconsolidated deposit overly-
ing a water-filled opening in bedrock. Site 1 on Figure 9.11.2 shows the decline in the water
table and the resulting cavity in the deposit formed by the downward migration of the unconsoli-
dated deposit caused by the loss of support.
The creation of a cone of depression in an area of water withdrawal results in an increased
hydraulic gradient toward the point of discharge (Figure 9.11.2) and a¦corresponding increase
in the velocity of movement of water. This force can result in the flushing out of the finer
grained unconsolidated sediments that have accumulated in the interconnected openings enlarged
by solution. This movement also transports unconsolidated deposits migrating downward into
bedrock openings to the point of discharge or to a point of storage in openings at lower
altitudes.
The increase in the velocity of ground-water movement also plays an important role in the
development of cavities in unconsolidated deposits. Erosion caused by the movement of water
through unobstructed openings and against joints, fractures, faults, or other openings filled
with clay or other unconsolidated sediments results in the creation of cavities that enlarge
and eventually collapse (Johnston, 1933; Robinson and others, 1953).
AIR-FILLED OPENING
"M.////////
'fMWfoVMP DISCHARGE
¦CEMENT PLUG
CARBONATE ROCK
WATER-FILLED OPENING
Figure 9.11.2 Schematic cross-sectional diagram of basin showing changes in geologic a'nd
hydrologic conditions resulting from water withdrawal. (Numbers apply to sites
described in report.)
247
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Guidebook to studies of land subsidence due to ground-water withdrawal
Pumpage results in fluctuations in ground-water levels that are of greater magnitude than
those occurring under natural conditions. The magnitude of these fluctuations depends pnnci-^
pally on variations in water withdrawal and on fluctuations in natural recharge. The repeated
movement of- water through openings in bedrock against overlying residuum or other unconsolida-
ted sediments causes a repeated addition and subtraction of support to the sediments and re-
peated saturation and drying. This process might be best termed "erosion from below" because
it results in the creation of cavities in unconsolidated deposits, their enlargement, and
eventual collapse. Fluctuations of the water table against the roof of a cavity in unconsoli-
dated deposits near Greenwood, Alabama, have been observed and photographed through a small'
collapse in the center of the roof. These fluctuations, in conjunction with the movement of
surface water into openings in the ground, resulted in the formation of the cavity and its col-
lapse (Newton and others, 1973).
A drastic decline of the water table in a lowland area (Figure 9.11.2) in which all open-
ings in the underlying carbonate rock were previously water filled (Figure 9.11.1) commonly
results in induced recharge of surface water. This recharge was partly rejected prior to the
decline because the underlying openings were water filled. The quantity of surface water avail-
able as recharge to such an area is generally large because of the runoff moving to and through
it from areas at higher altitudes.
The inducement of surface-water infiltration through openings in unconsolidated deposits
interconnected with openings in underlying bedrock results in the creation of cavities where the
material overlying the openings in bedrock is eroded to lower altitudes. Repeated rains result
in the progressive enlargement of this type cavity. A corresponding thinning of the cavity roof
due to this enlargement eventually results in a collapse. The position of the water table below
unconsolidated deposits and openings in bedrock that is favorable to induced recharge is illus-
trated in Figure 9.11.2. Sites 2, 3, and 4 on Figure 9.11.2 illustrate a collapse and cavities
in unconsolidated deposits that were formed primarily or in part by induced recharge. The crea-
tion and eventual collapse of cavities in unconsolidated deposits by induced recharge is the
same process described by many authors as "piping" or "subsurface mechanical erosion" where it
has been applied mainly to collapses occurring on noncarbonate rocks (Allen, 1969).
In an area of sinkhole development where a cone of depression is maintained by constant
pumpage (Figure 9.11.2), all of the forces described are in operatiop even though only one may
be principally responsible for the creation of a cavity and its collapse. For instance, the in-
ducement of recharge from the surface (site 2 on Figure 9.11.2) where the water table is main-
tained at depths well below the base of unconsolidated deposits, can be solely responsible for
the development of cavities and their collapse. In contrast, a cavity resulting from a loss of
support (site 1 on Figure 9.11.2) can be enlarged and collapsed by induced recharge if it has
intersected openings interconnected with the surface. in an area near the outer margin of the
cone (site 4 on Figure 9.11.2), the creation of a cavity and its collapse can result from all
forces. The cavity can originate from a loss of support; can be enlarged by the continual ad-
dition and subtraction of support and the alternate wetting and drying resulting from water-
level fluctuations; can be enlarged by the increased velocity of movement of water; and can be
enlarged and collapsed by water induced from the surface.
9.11.4 MAGNITUDE AND AREAL EXTENT
It is estimated that more than 4,000 induced sinkholes, areas of subsidence, or other related
features have occurred in Alabama since 1900. Most of them have occurred since 1950. Almost
all have resulted from a decline in the water table due to ground-water withdrawals.
Dewatermg or the continuous withdrawal of large quantities of water from carbonate rocks
by wells, quarries, and mines in numerous other areas in Alabama is associated with extremely
active sinkhole development. Numerous collapses in these areas contrast sharply with their lack
of occurrence in adjacent geologically and hydrologically similar areas where withdrawals of
water are minimal. For example, in five areas examined by the author in north-central Alabama
in Jefferson and Shelby Counties, an estimated 1,700 collapses, areas of subsidence, or other
associated features have formed in a total combined area of about 36 km^.
In Alabama, most induced sinkholes related to water withdrawals from wells, except those
drilled specifically for dewatering purposes, were found rfithin 150 n of the site of withdrawal.
The yield of these wells commonly exceeds 22 1/s. Most sinkholes related to quarry operations
were found within 600 m of the point of withdrawal; those related to mining operations can occur
several kilometres from the point of withdrawal.
Recent collapses forming sinkholes in Alabama in areas in which large quantities of ground
248
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Case History 9.11: Alabama, U.S.A.
water are being withdrawn generally range from 1 to 90 in in diameter and from 0.3 to 30 m in
depth. The largest, located in a wooded area in Shelby County, apparently occurred in a matter
of seconds in December 1972. The collapse was about 90 m in diameter and 30 m deep (Figure
9.11.3) .
9.11.5 ECONOMIC IMPACT
Costly damage and numerous accidents have occurred or nearly occurred in Alabama as a result of
collapses beneath highways, streets, railroads, buildings, sewers, gas pipelines, vehicles,
animals, and people. Unfortunately, no inventory of costs or loss in property values has been
made. The maintenance and protection of highways in sinkhole prone areas indicate costs
resulting from their development. The cost of filling collapses, leveling pavement and
monitoring subsidence along less than a kilometre of Interstate Highway 59 in Birmingham,
Alabama, during the period 1972-77 is estimated to have exceeded $250,000 (L. Lockell, oral
commun.). The estimated cost of bridging a part of this area, and planned safety measures for
highways crossing two similar areas near Birmingham exceeds $4,660,000 (C. Kelly, oral
commun.). The need for these protective measures is well illustrated by the damage to a
warehouse in 1973 (Figure 9.11.4) that resulted from a collapse adjacent to Interstate Highway
59 in Birmingham.
Figure 9.11.3 Sinkhole resulting from collapse near Calera in Shelby County, Alabama
(photograph by Curtis Frizzell).
249
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Guidebook to studies of land subsidence due to ground-water withdrawal
Figure 9.11.4 Collapse in warehouse near Interstate Highway 59 in Birmingham, Alabama (photo-
graph by T. V. Stone).
9.11.6 CORRECTIVE MEASURES
Ideally, the development of sinkholes can be eliminated or minimized by ceasing the pumpage
that causes the decline of the water table. The cessation of or drastic decrease in sinkhole
activity following a recovery of the water table has been recognized previously (Foose, 1953;
Newton and Hyde, 1971; Newton, 1976). Most efforts in Alabama have been directed toward
measures minimizing sinkhole development and eliminating potential hazards and damage to
structures rather than dealing with the cause. The measures that have been or will be utilized
include bridging, adding additional support, the removal of unconsolidated deposits overlying
bedrock, grouting, minimizing the diversion of natural drainage, and the construction of flumes
and other impermeable drainage systems.
250
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Case History 9.11. Alabama, U.S.A.
9.11.7 REFERENCES CITED
ALLEN, A. S. 1969. Geologic settings of subsidence, in Reviews in engineering geology: Geol.
Soc. America, v. 2, p. 305-342.
DONALXSON, G. W. 1963. Sinkholes and subsidence caused by subsurface erosion: Regional Conf.
for Africa on Soil Mechanics and Foundation Eng., 3rd, Salisbury, Southern Rhodesia 1963
Proc., p. 123-125.
FOOSE, R. M. 1953. Ground-water behavior in the Hershey Valley, Pennslyvania: Geol. Soc.
America Bull. 64, p. 623-645.
JOHNSTON, W. D., Jr. 1933. Ground water in the Paleozoic rocks of northern Alabama: Alabama
Geol. Survey Spec. Rept. 16, 441 p.
NEWTON, J. G. 1976. Early detection and correction of sinkhole problems in Alabama, with a
preliminary evaluation of remote sensing applications: Alabama Highway Dept., Bur. Research
and Devel., Research Rept. No. HPR-76, 83 p.
. - 1976. Induced and natural sinkholes in Alabama—a continuing problem along highway
corridors, _in Subsidence over mines and caverns, moisture and frost action, and classifica-
tion: Natl. Acad. Sci. Transp. Research Rec. 612, p. 9-16.
. 1977. Induced sinkholes—a continuing problem along Alabama highways, _i£ Proceed-
ings of second international symposium on land subsidence: Internat. Assoc. Hydrol. Sci. Pub.
No. 121, p. 453-463.
NEWTON, J. G., and HYDE, L. W. 1971. Sinkhole problem in and near Roberts Industrial Subdivi-
sion, Birmingham, Alabama—a reconnaissance: Alabama Geol. Survey Circ. 68, 42 p.
NEWTON, J. G. , COPELAND, C. W., and SCARBROUGH, L. W. 1973. Sinkhole problem along proposed
route of Interstate Highway 459 near Greenwood, Alabama: Alabama Geol. Survey Circ. 83, 53 p.
POWELL, W. J., and LAMOREAUX, P. E. 1969. A problem of subsidence in a limestone terrane at
Columbiana, Alabama: Alabama Geol. Survey Circ. 56, 30 p.
ROBINSON, W. H. , IVEY, J. B., and BILLINGS LEY, G. A. 1953. Water supply of the Birmingham
area, Alabama: U.S. Geol. Survey Circ. 254, 53 p.
251
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Section 7.3.2
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
"Case History No. 9.12, The Houston-
Galveston Region, Texas, U.S.A."
From Guidebook to Studies of Land
Subsidence Due to Ground-Water
Withdrawal
R.K. Gabrysch, U.S. Geological
Survey, Houston, Texas
1984
Houston-Galveston Region, Texas
USEPA Region VI
Not Applicable
Numerous reports on subsidence in
the Houston-Galveston region have
attributed subsidence to the compac-
tion of fine-grained material
associated with oil- and water-
bearing sands. More recent reports
present data and interpretations of
regional subsidence and its relation
to the withdrawals of groundwater
for municipal supply, industrial
use, and irrigation. This case
study addresses geology and hydrology
of the Houston-Galveston region,
development of ground water,
subsidence of the land surface,
and future subsidence in the region.
[ 7-72]
-------
Case History No. 9.12. The Houston-Galveston Region,
Texas, U.S.A., by R. K. Gabrysch, U.S. Geological
Survey, Houston, Texas
9.12.1 INTRODUCTION
The Houston-Galveston region of Texas, as described in this report, includes all of Harris and
Galveston Counties and parts of Brazoria, Fort Bend, Waller, Montgomery, Liberty, and Chambers
Counties (Figure 9.12.1). Land-surface subsidence has become critical in parts of the region
because some low-lying areas along Galveston Bay are subject to inundation by normal tides, and
an even larger part of the region may be subject to catastrophic flooding hy hurricane tides.
Hurricanes resulting in tides of 3.0-4.6 metres above sea level strike the Texas coast on the
average of once every 10 years.
Land-surface subsidence due to fluid withdrawals was first documented in the Goose Creek
oil field in Harris County (Pratt- and Johnson, 1926). Since then, numerous reports on
subsidence in the Houston-Galveston region have attributed subsidence to the compaction of
fine-grained material associated with the oil- and water-bearing sands. The more recent
reports (Winslow and Doyel, 1954; Wmslow and Wood, 1959; Gabrysch, 1969; and Gabrysch and
Bonnet, 1975a) present data and interpretations of regional subsidence and its relation to the
withdrawals of ground water for municipal supply, industrial use, and irrigation. The authors
of these reports recognized that subsidence due to the removal of oil and gas has occurred in
the region, but the data are not sufficient to describe in detail the localized areas of
occurrence.
9.12.2 GEOLOGY AND HYDROLOGY OF THE HOUSTON-GALVESTON REGION
The aquifers in the Houston-Galveston region are composed of sand and clay beds that are not
persistent m either lithology or thickness. The beds grade into each other both laterally and
vertically within short distances; consequently, differentiation of geological formations on
drillers' logs and electrical logs is almost impossible. However, by use of both the logs and
the hydraulic properties of the aquifers, the subsurface units have been divided into three
major aquifer systems and one confining system (Jorgensen, 1975).
The age of the geological formations composing the aquifers and the confining layer ranges
from Miocene to Holocene. The deepest aquifer containing freshwater is the Jasper aquifer of
Miocene age, which is separated from the overlying Evangeline and Chicot aquifers by the
Burkeville confining layer. The two principal aquifer systems of the region are the Chicot
aquifer of Pleistocene age and the Evangeline aauifer of Pliocene age. The Burkeville
confining layer is probably part of the Fleming Formation of Miocene age.
The aquifers are under artesian conditions throughout most of the region, but little
information on the hydraulic properties of the Jasper aquifer is available because it is
undeveloped. Reports of test holes in the Jasper (W. F. Guyton, oral comnun., 1977) indicate
chat the hydraulic head in the Jasper is above land surface, which probably approximates the
original conditions. It is assumed that with no change in head, compaction of the deposits in
the Jasper system has not occurred: therefore, the discussion of subsidence m this report will
be restricted to a discussion of the Evangeline and Chicot aquifer systems.
The Evangeline aquifer system is composed of the Goliad Sand and possiblv the upper part
of the Fleming Formation. The system contains sands that yield freshwater of good quality in
about the inland two-thirds of the region. The transmissivity of the aquifer system ranges
from less than 460m2/d to about 1,400 m2d. The horizontal hydraulic conductivity is about
4.57 metres per day, and the storage coefficient ranges from about 0.00005 to more than 0.001.
The Chicot aquifer system is composed of the Willis Sand, Bentley Formation, Montgomery
Formation, Beaumont Clay, and the Quaternary alluvium and includes the deposits from the land
surface to the top of the Evangeline aquifer. The transmissivity of the Chicot aquifer ranges
from 0 to about 1,858 m^/d. The horizontal hydraulic conductivity is about twice that of the
Evangeline aquifer, and the storage coefficient ranges from 0.00004 to 0.20. The larger values
253
[7-73
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Guidebook to studiet of land subsidence due to ground-water withdrawal
Figure 9.12.1 Locations of principal areas of ground-water withdrawals and average rates of
pumping in 1972.
of the storage coefficient occur in the northern part of the region where the aquifer crops out
and is partly under water-table conditions.
Both the Evangeline and the Chicot aquifer systems contain many layers of clay interbedded
with the water-bearing sands. The clay beds are generally less than 6 metres thick, but
locally they retard the vertical movement of water. Every sand bed, therefore, has a different
hydraulic head. Data from cores of the clay beds were obtained at six sites for evaluation of
subsidence in the Houston-Galveston region. The mineral composition of 27 samples from S sites
were also determined (Gabrysch and Bonnet, 1975b and unpublished data). Montmorillonite is the
principal mineral constituent of the clay beds, which also contain smaller amounts of illite,
chlorite, and kaolinite.
254
[7-74]
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Case History 9.12: The Houston-Galveston Region, Texas, U S. A.
9.12.3 DEVELOPMENT OF GROUND WATER
Development•of ground water in the Houston-Galveston region for municipal supply and irrigation
began in the 1890's. Ground-water withdrawals increased gradually to about 4.4 m^/s (cubic
metres per second) with population growth, increased irrigation, and industrial use until the
late 1930's. Construction of the large industrial complex in the region began in 1937, and by
1954 ground-water pumping had increased to about 18 m-3/s.
Ground-water pumping decreased to about 14 m^/s by 1959 because of the introduction of a
supply of surface water in 1954 from nearby Lake Houston on the San Jacinto River. By 1962,
ground-water pumping was again at a rate of about 18 m3 /s.
Pumping of ground water for municipal supply, industrial use, and irrigation was
approximately 46 per cent, 33 per cent, and 21 per cent, respectively, of the total of 23
m^/s pumped in 1972. The principal areas of pumping and the average daily rates of pumping
in 1972 in each area are shown on Figure 9.12.1. Pumping in 1975 for all uses was 22 m3/s.
The pumping of larger amounts of ground water has resulted in water-level declines during
1943-73 of as much as 61 metres in wells completed in the Chicot aquifer and as much as 99
netres in wells completed in the Evangeline aquifer (Figures 9.12.2 and 9.12.3). The maximum
average annual rate of water-level decline for 1943-73 was 2.0 metres in the Chicot aquifer and
3.3 metres in the Evangeline aquifer. During 1964-73, the maximum rate of decline was 3.0
metres in the Chicot and 5.4 metres in the Evangeline.
9.12.4 SUBSIDENCE OF THE LAND SURFACE
The area of the greatest amount of subsidence coincides with the area of the greatest amount of
artesian-pressure decline, which is east-southeast of Houston at Pasadena. Figure 9.12.4 shows
that as much as 2.3 metres of subsidence occurred at Pasadena between 1943 and 1973. It should
be noted, however, that within the entire region of subsidence, more than one center occurs.
These areas are indicated by the closed contours on Figure 9.12.4.- —
Some of the centers of subsidence may be associated with the pumping of oil and gas and
some may be associated with the pumping of ground water. Additional complications in analyzing
the causes and areal distribution of subsidence result from the varying thicknesses of individ-
ual beds of fine-grained material, the varying total thickness of fine-grained material, the
vertical distribution of charges in artesian head, and the relation of compressibility to depth
of burial. An example of the effects of compressibility and depth of burial occurs in the
southern part of Harris County where about 55 per cent of the subsidence is due to compaction
in the Chicot aquifer, which composes only the upper one-fourth of the estimated compacting
interval.
Figure 9.12.5 shows subsidence for 1964-73. The maximum amount of subsidence during this
period was about 1.1 metres. The indicated maximum average rate for the 9-year period is about
0.12 metre per year as compared to the maximum average rate of 0.08 metre per year for the 30-
year period 1943-73. During the last part of the 1943-73 period, the rate of subsidence accel-
erated, and the area of subsidence increased. The area in which subsidence is 0.3 metre or
more increased from about 906 square kilometres in 1954 to about 6,475 square kilometres in
1973.
The maps showing the amounts of subsidence (Figures 9.12.4 through 9.12.6) were construc-
ted from data obtained from the leveling program of the National Geodetic Survey (formerly the
U.S. Coast and Geodetic Survey) supplemented by data obtained from local industries. Some sub-
sidence occurred before 1943, but the amount is difficult to determine. However, an approxima-
tion of the amount and extent of the subsidence that occurred between 1906 and 1943 is shown on
Figure 9.12.6. By 1943, four centers of subsidence were apparent. The centers at Pasadena,
Baytown, and Texas City were the result of ground-water pumping; and the center in the Goose
Creek oil field resulted from the production of oil, gas, and saltwater.
Because of the nature of deposition of the aquifer systems, each sand bed has a different
hydraulic head, and each clay layer is under a different anount of stress. The water-level de-
clines shown by Figures 9.12.2 and 9.12.3 are the maximum declines that have occurred in each
of the aquifers. Water-level measurements indicate that the water table is approximately at
its original position (about 2 to 6 metres below land surface). Piezometers installed at dif-
ferent depths at each of eight sites are used to define the potentiometric profiles. The dif-
ferences between the measurements in the piezometers and the original potentiometric surfaces
define the stress profile. As an example, at a site m the Pasadena area, the depths to water
below land surface in January 1978 were as follows.
255
[7-75
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Guidebook to studies of land subsidence due to ground-water withdrawal
Figure 9.12.2
Approximate declines of water levels in wells completed in the Chicot aquifer,
1943-73.
Piezometer depth (metres)
Depth to water (metres]
10
30
119
221
284
403
552
923
1.85
4.31
45. 21
100.31
102.74
100.44
93. 20
47.28
The potentiometric surface in each of the two aquifer systems was 15 to 30 metres abov* land
surface before large withdrawals began.
256
[7-76
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Cat* History 9.12: The Houston-Gaiveston Region, Texas, U.S.A.
Figure 9.12.3 Approximate declines of water levels in wells completed in the Evangeline
aquifer, 1943-73.
The compressibility of the aquifer system has been estimated at two locations. At
Seabrook, it is assumed that no compaction due to ground-water pumping occurred below a depth
of about 610 metres. Above 610 metres, the sediments include about 243.5 metres of
fine-grained material, and the average stress applied to the system during 1943-73 was
estimated to be a change in head of 38.6 metres of water. Subsidence during 1943-73 was 0.91
metre; therefore, the compressibility of the fine-grained materials was determined to he
0.91 m/(24 3.5 m) (38.6) * 9-7 x 10"5m-l.
At Texas City, it is assumed that no compaction due to ground-water pumping occurred below
a depth of 506 metres. Above 506 metres, the sediments include about 151.5 metres of fine-
257
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Guidebook to studies of land subsidence due to ground-water withdrawal
! cou*r*
258
-------
Case History 9.12: The Houston-Galveston Region, Texas, U.S.A.
COUMfY
Figure 9.12.5 Subsidence of the land surface, 1964-73.
-------
Guidebook to studies of land subsidence due to ground-water withdrawal
cou«rr
Figure 9.12.6 Approximate subsidence of the Land surface, 1906-43.
260
[7-81
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Case History 9.12: The Houston-Galveston Region, Texas, U.S.A.
grained material, and the average stress applied to the system during 1964-73 was estimated to
be a change in head of 5.7 metres of water. Subsidence during 1964-73 was 0.18 metre; there-
fore, the compressibility of the fine-grained material was determined to be:
0.18/(151.5 m) (5.7 m) = 2.1 x lO-^-1.
The weighted average compressibility as determined by laboratory consolidation tests of 15
cores from three sites was 3.2 x Because the sediments were still undergoing com-
pression, the compressibilities determined at the Seabrook and Texas City sites are minimum
estimates of specific storage.
It has been suggested by some investigators that, in addition to inundation of land by ti-
dal waters, some if not all of the numerous existing faults in the Houston-Galveston region are
reactivated by man-caused land-surface subsidence. Attempts have been made to relate the fault
activity to subsidence, but because of a lack of data the relationships are riot clear.
In 1977, a network of measurement stations, about 0.6 kilometre apart, were established
along a line about 70 kilometres long from the approximate center of subsidence westward along
U.S. Highway 90 to the Harris County boundary. In addition, closely spaced marks for horizon-
tal and vertical control will be established at three active faults. The purpose of this net-
work is to measure horizontal strain associated with subsidence and to relate this strain to
movement along the fault planes.
It has also been hypothesized (Kreitler, 1977] that the numerous faults act as partial
barriers to ground-water flow and therefore control or "compartmentalize" subsidence; however,
the data on artesian-pressure fluctuations in the area do not support this hypothesis.
Most of the damage resulting from subsidence is related to the lowering of land-surface
elevations in the vicinity of Galveston Bay and the subsequent inundation by tidal waters. Sev-
eral roadways have been rebuilt at higher elevations; ferry landings have been rebuilt; and
levees have been constructed to reclaim or protect some areas. The cost of the damages re-
sulting from subsidence have been estimated in some areas, but comprehensive studies for the
entire region have not been made. Jones and Larson (1975, table 5) estimated the annual cost
of subsidence during 1969-74 to be $31,705,040 in 2,448 square kilometres of the area most sev-
erely affected by subsidence. In their estimate of costs, Jones and Larson attributed fault-
caused structural damage to man-caused subsidence.
One outstanding example of both the social and economic impacts of subsidence is in the
Brownwood subdivision on the west side of Baytown. The area of the subdivision has subsided
more than 2.4 metres since 1915, and some homes in the subdivision are permanently flooded by
water from the bay. The U.S. Army Corps of Engineers has recommended that the entire subdivi-
sion, consisting of 448 homes occupied by 1,550 residents, be purchased by the Federal Govern-
ment and the inhabitants be relocated at a cost of about t>40 million.
9.12.5 FUTURE SUBSIDENCE IN THE REGION
Ground-water pumping in the Houston-Galveston region increased at a rate of about 6 per cent
per year before about 1967. Since then, ground-water pumping has been at an almost stable
rate, possibly because of rpeirci|l.»<-mn_of cooling water by industry and increased use of sur-
face water from Lake Houston. As a result, the rate of decline in water levels has decreased
significantly in many parts of the region since the early 1970's. Records from borehole ex-
tensometers (compaction monitors) indicate a decreased rate of subsidence at seven sites scat-
tered throughout the region. The decrease in the rate of subsidence, which began about Septem-
ber 1976, strongly suggests a reflection of the decreased rate of water-level decline.
Water from a new source, Lake Livingston on the Trinity River, about 97 kilometres east of
Houston has become available recently; and voluntary commitments to purchase this water have
been made by all major industries using ground water in the southern half of Harris County. As
a result, ground-water pumping will decrease by about 3.1 m-Vs in the area of maximum
artesian-pressure decline and subsidence. An analog-model study of the effects of the de-
creased pumping suggests a maximum water-level recovery of about 30 metres in the center of the
bowl of subsidence. Data are not sufficient to determine the head recovery necessary to stop
subsidence, but the rate of subsidence is expected to decrease substantially. By June 1977,
the increased use of surface water had caused a decrease in ground-water pumping of about 0.8
m^/s. Locally, the recovery in artesian head has been as much as 18 metres.
The Harris-Galveston Coastal Subsidence District was created by the Texas Legislature in
1975 to "provide for the regulation of the withdrawal of ground water witnin the boundaries of
261
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Guidebook to studies of land subsidence due to ground-water withdrawal
the District for the purpose of ending subsidence which contributes to or precipitates flood-
ing, inundation, or overflow of any area within the District, including without limitation ris-
ing waters resulting from storms or hurricanes." The District plans to monitor the stress-
strain relationships with additional compaction monitors and piezometers designed for installa-
tion prior to the expected voluntary decrease in ground-water pumping. The data collected will
be the basis for controlling pumping by the issuance of well permits.
The constitutionality of the subsidence district has been tested in a Texas District Court
in a suit titled Sammy Beckendorf, et al., versus the Harris-Galveston Coastal Subsidence Dis-
trict. The District prevailed, but Beclcendorf, et al., have appealed the ruling of the court.
Other lawsuits against the District have been filed but have not come to trial. Two other law-
suits (anith-Southwest Industries, et al., versus Friendswood Development Company, et al.; and
E. R. Brown, et al., versus Exxon Company, U.S.A., et al.), whereby the plaintiffs seek to es-
tablish blame and recover damages from subsidence, have not come to trial.
9.12.6 SELECTED REFERENCES
AMERICAN OIL COMPANY. 1958. Refinery ground subsidence: Plant Qigineering Dept., Texas City,
Texas, S8p.
GABRYSCH, R. K. 1969. Land-surface subsidence in the Houston-Galveston region, Texas: Inter
nat. Symp. on Land Subsidence, Tokyo, Japan, proc. , IASH Pub. no. 88, v. 1, p. 43-54.
GABRYSCH, R. K., and BONNET, C. W. 1975a. I^nd-surface subsidence in the Houston-Galveston
region, Texas: Texas Water Devel. Board Rept. 188, 19 p.
. 1975b. Land-surface subsidence at Seabrook, Texas: U.S. Geol. Survey Water-
Resources Inv. 76-31, 53 p.
JONES, L> L., and LARSON, J. 1975. Economic effects of land subsidence due to excessive ground
water withdrawal in the Texas Gulf Coast area: Texas Hater Resources Inst., Texas ASM Univ.,
TR-67, 33 p.
JORGENSEN, D. G. 1975. Analog-model studies of ground-water hydrology in the Houston district,
Texas: Texas Water Devel. Board Rept. 190, 84 p.
KHEITLER, C. W. 1977. Fault control of subsidence, Houston, Texas: Ground Water, v. 15, no.
3, p. 203-214.
PRATT, W. E., and JOHNSON, D. W. 1926. Local subsidence of the Goose Creek Oil Field: Jour-
Geology, v. XXXIV, no. 7, pt. 1, p. 578-590.
WINSLOW, A. G. , and DOYEL, W. W. 1954. Land-surface subsidence and its relation to the with-
drawal of ground water in the Houston-Galveston region, Texas: Econ. Geology, v. 49, no. 4,
p. 413-422.
WINSLOW, A. G., and WOOD, L. A. 1959. Relation of land subsidence to ground-water withdrawals
in the upper Gulf Coast region, Texas: Mining Eng., Oct., p. 1030-1034; Am. Inst. Mining
Metall. Petroleum Engineers Trans., v. 214.
262
[7-82]
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Section 7.3.3
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
"Case History No. 9.13, San Joaquin
Valley, California, U.S.A." From
Guidebook to Studies of Land
Subsidence Due to Ground-Water
Withdrawals
Joseph F. Poland, U.S. Geological
Survey, Sacramento, California, and
Ben E. Lofgren, Woodward-Clyde
Consultants, San Francisco,
Cali fornia
1984
San Joaquin Valley, California
USEPA Region IX
Not Applicable
The following case history concern-
ing subsidence in the San Joaquin
Valley is taken chiefly from the
summary report by Polan, Lofgren,
Ireland, and Pugh (U.S. Geological
Survey Prof. Paper 437-H, 1975).
This case study addresses geology,
hydrology, land subsidence, com-
pressibility and storage parameters,
economic and social impacts, legal
aspects, and measures taken to
control or ameliorate subsidence.
[7-83]
-------
Case History No. 9.13. San Joaquin Valley, California,
U.S.A., by Joseph F. Poland, U.S. Geological Survey,
Sacramento, California, and Ben E. Lofgren, Woodward-
Clyde Consultants, San Francisco, California
9.13.1 INTRODUCTION
The principal areas of land subsidence due to ground-water withdrawal in California are in the
San Joaquin Valley and the Santa Clara Valley (Figure 9.13.1). A case history for the Santa
Clara Valley is included elsewhere in this publication. In the San Joaquin Valley, subsidence
due to ground-water withdrawal occurs in three areas—the Los Banos-Kettleman City area on the
central west side, the Tulare-Wasco area on the southeast border, and the Arvin-Maricopa area
at the south end (Figure 9-13.1).
Since 1956, the U.S. Geological Survey has carried on two investigative progranmes in the
San Joaquin Valley. One, a study of land subsidence, was carried on in cooperation with the
California Department of Water Resources. The other, a federally financed research project on
the mechanics of aquifer systems, had two major goals: to determine the principles controlling
the deformation of aquifer systems in response to change in grain-to-grain load, and to ap-
praise the change in storage characteristics as the systems compact under increased effective
stress. During the 20 years of research under these two projects, many of the causes and ef-
fects of land subsidence have been documented. Sixteen of the principal reports have been pub-
« 41 II 12S BILES
I—r*-i—i1 i 1
0 40 BO 120 160 KILOMETRES
.Stfcramento s
San j**
Francisco y
-o SANTA^
- CLARA
VALLEY
& AREA
\
LOS BANOS-KETTLEMAN CITY AREA
¦TULARE-WASCO AREA \
ARVIN-MARICOPA AREA
LANCASTER AREA
\-SAN JACINTO
VALLEY AREA
Figure 9.13.1 Areas of land subsidence in California due to ground-water withdrawal.
263
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Guidebook to studies of land subsidence due to ground-water withdrawal
lished as professional papers of the Geological Survey, the subsidence reports in the Profes-
sional Paper 437 series, and the mechanics of aquifer systems papers in the Professional Paper
497 Series. The following case history concerning subsidence in the San Joaquin Valley is ta-
ken chiefly from the summary report by Poland, Lofgren, Ireland, and Pugh (U.S. Geol. Survey
Prof. Paper 437-H, 1975). More detailed information is available in published reports on the
three areas.
9.13.2 GEOLOGY
The San Joaquin Valley includes the southern two-thirds of the Central Valley, an area of
26,000 km2. it is a broad structural downwarp bordered on the east by the granitic complex
of the Sierra Nevada and on the west by the complexly folded and faulted Coast Ranges. The top
of the basement complex of the Sierra Nevada block dips gently westward beneath the vallev.
Late Cenozoic continental deposits form the floor of the valley and attain maximum thickness of
5,000 m near the south edge.
The continental deposits are chiefly of fluvial origin but contain several extensive
mterbeds of lacustrine origin. The fluvial deposits consist of lenticular bodies of sand and
gravel, sand, and silt deposited in stream channels, and sheetlike bodies of silt and clay laid
down on flood plains by slow-moving overflow waters.
Along the east side of the valley the sediments deposited by the major streams issuing
from the Sierra Nevada—from the Merced River south to the Kings River—have formed a series of
coalescing alluvial fans, characterized by a mass of coarse permeable deposits, largely tongues
and lenses of sand and gravel, that extend to and beyond the topographic trough of the vallev.
In more than half of the San Joaquin Valley area that lies south of Los Banos, the depos-
its containing freshwater can he divided into- (1) an upper unit of clay, silt, sand, and
gravel chiefly alluvial-fan and flood-plain deposits of heterogeneous character; (2) a niddle
unit consisting of a relatively impermeable diatomaceous lacustrine flay; and (3) a lower unit
of clay, silt, sand, and some gravel, in part lacustrine deposits, that extends down to the
beds containing saline water. The upper and middle units are Pleistocene age; the lower unit
is of Pleistocene and Pliocene age. Together, these three units approximately constitute the
Tulare Formation. The middle unit is the Corcoran Clay Member of the Tulare Formation (Miller,
Green, and Davis, 1971).
9.13.3 HYDROLOGY
The continental freshwater-bearing deposits can be subdivided into two principal hydrologic
units. The upper unit, a semiconfmed aquifer system with a water table, also termed the
"upper water-bearing zone," extends from the land surface to the top of the Corcoran Clay Mem-
ber at a depth ranging from 0 to 275 ra below the land surface. The lower unit, a confined
aquifer system, also termed the "lower water-bearing lone," extends from the base of the Cor-
coran Clay Member down to the sal'ine water body. The thickness of this confined system ranges
from 60 to more than 600 m. The Corcoran Clay Member, which ranges in thickness from 0 to 40
m, is the principal confining bed beneath at least 13,000 km^ of the San Joaquin Valley. The
dotted line in Figure 9.13.2 defines the general extent of this principal confining bed in the
valley. South of Bakersfield the confinng bed has been designated the E clay by Croft (1972).
Yearly extraction of ground water for irrigation in the San Joaauin Valley increased slow-
ly from 2, 500 hm^ in the middle 1920's to 3,700 hm^ in 1940. Then, during World War II and
the following two decades, the rate of extraction increased more than threefold to furnish ir-
rigation water to rapidly expanding agricultural demands. By 1966, punpace of ground water was
12,000 hm3
per year.
This very large withdrawal caused substantial overdraft on the central west side and in
much of the southern part of the valley, mostly within the shaded area of Figure 9.13.2. The
withdrawal in these overdraft areas in the 1950's and early sixties was at least 5,000 hm^
per year. During the period of long-continued excessive withdrawal, the head (potentiometric
surface) in the confined aquifer system between Los Banos and Wasco was drawn down 60 to 190 m.
South of Bakersfield the head decline was more than 100 m.
Importation of surface water to these areas of serious overdraft began in 1950 when water
from the San Joaquin River was brought south through the Friant-Kern Canal, which extends to
t;ie Kern River (Figure 9.13-2). About 80 per cent of the average annual deliveries of 1,250
264
[7-85]
-------
Case History 9.13: San Joaquin Valley, California, U.S.A.
Sam Luis
Reservoir
ff ^
EXPLANATION
¦awn cmejty on oouxai
of coiisoiidaied rocks
t
Area where subsidence due
to water-level decline is
more than 0.3 meter
m
Area of little
Approximate boundary of
principal confining
bed where known
40 MILES
Figure 9.13.2 Pertinent geographic features of central and southern San Joaquin Valley and
areas affected by subsidence.
265
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Guidebook to studies of land subsidence due to ground-water withdrawal
hm3 0f water from this canal is sold to irrigation districts south of the Kaweah River,
mostly in the Tulare-Wasco subsidence area.
Large surface-water imports from the northern part of the state to overdrawn areas on the
west side and south end of the valley are being supplied through the California Aqueduct (Fig-
ure 9.13.2). The joint-use segment of the aqueduct between Los Banos and Kettleman City serves
the San Luis project area of the U.S. Bureau of Reclamation and transports State-owned water
south of Kettleman City. Surface-water deliveries to the San Luis project area increased from
250 hm^ in 1968, the first year, to about 1,360 hm^ in 1974. Also, by 1973 the California
Aqueduct delivered 860 hm3 to the southern part of the San Joaquin Valley (south of Kettleman
City), and is scheduled eventually to supply 1,670 hm^ under long-term contracts.
As a result of these large surface-water imports, the rate of ground-water withdrawal de-
creased sharply and the decline of artesian head was reversed in most of the areas of over-
draft. By the early 1970's many hundreds of irrigation wells were unused, artesian heads were
recovering at a rapid rate, and rates of subsidence were sharply reduced.
9.13.4 LAND SUBSIDENCE
Subsidence in the San Joaquin Valley is of three types. In descending order of importance
these are (1) subsidence due to the compaction of aquifer systems caused by the excessive with-
drawal of ground water; (2) subsidence due to the compaction of moisture-deficient deposits
when water is first applied—a process known as hydrocompaction; and (3) local subsidence
caused by the extraction of fluids from several oil fields.
Oil-field subsidence is due to the same process as subsidence caused by excessive pumping
of ground water—a lowering of fluid level and consequent increase of effective stress on the
sediments within and adjacent to the producing beds. However, measured oil-field subsidence in
the San Joaquin Valley, which has been discussed briefly by Lofgren (1975), is less than 0.6 m
at the few oil fields where periodic releveling has defined its magnitude. This type of sub-
sidence has not created any problems in the valley.
Hydrocompactible deposits occur locally on the.west and south flanks of the vallev (see
Figure 9.13.2). These are near-surface alluvial-fan deposits, largely mud flows, still above
the water table. They have been moisture deficient ever since deposition, chiefly because of
the low rainfall in the area. When water is first applied, the clay bond is weakened and the
deposits compact. Subsidence of 1.5 to 3 m is common and locally it exceeds 4.5 m (Lofgren,
1960; Bull, 1964). The California Aqueduct (Figure 9.13.2) passes through at least 65 km of
deposits susceptible to hydrocompaction, and precoinpaction by prolonged wetting of the aqueduct
alinement was carried on for about one year prior to the placing of the concrete lining.
Subsidence due to the compaction of aquifer systems in response to excessive decline of
water levels had affected about 13,500 km^ of the San Joaquin Valley by 1970. Figure 9.13.3
depicts the distribution and magnitude of subsidence exceeding 1 foot (0.3 m) that had occurred
by 1970—affecting an area of 11,100 km^. Three centers of subsidence are conspicuous on
this map. The most conspicuous is the long narrow trough west of Fresno that extends 140 km
from Los Banos to Kettleman City (referred to subsequently as the west-side area). Maximum
subsidence in this area to 1977 was 29.5 feet (9.0 m), 16 km west of Mendota. The second cen-
ter, between Tulare and Wasco, is defined by two closed 12-foot (3.7-m) lines of equal subsid-
ence, 32 and 48 km south of Tulare, respectively. Maximum subsidence to 1970 was 4.3 m, at a
benchmark 32 km south of Tulare. The third center, 32 km south of Bakersfield, has subsided a
maximum of 9.2 feet (2.8 m), mostly since World War II. Note that the California Aqueduct was
constructed through the full 140 km of the subsidence trough extending from Los Banos to Ket-
tleman City, as well as through the southwestern edge of the subsidence bowl south of
Bakersfield.
The cumulative volume of subsidence in the San Joaquin Valley (Figure 9.13.4) grew slowly
until the end of World War II. With the great increase in ground-water extraction in the
1940's and 1950's, however, the cumulative volume of subsidence soared to 12,350 hm^ by 1960,
and reached 19,250 hm^ jjy 1970. This very large volume is equal to one-half the initial
storage capacity of Lake Mead or to the total discharge from all water wells in the San Joaquin
Valley for 1.5 years at the 1966 rate. This volume of subsidence represents water of compac-
tion derived almost wholly from compaction of the fine-grained highly compressible clayey
interbeds (aquitards), in response to the increase in effective stress as artesian head in the
confined system declined. The volume of subsidence for any interval of leveling control was
obtained by planimetry of the subsidence map for that period. All leveling data used in the
preparation of subsidence maps and graphs were by the National Geodetic Survey (formerly the
Coast and Geodetic Survey).
266
[7-87
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Case History 9.13:
San Joaquin Valley, California, U.S.A.
121'
120*
119*
(1926-69)
0
EXPLANATION
•W.V
Outline of valley IP
Drawn chiefly on boundary
of consolidated rocks
4
Lin* of equal subsidence, in feet
Interval variable. Compiled from comparison of US.
Geological Survey topographic maps prior lo about
1933, md subsequent leveling of National Geodetic
Survey. South of Baiersfield. compiled wholly from
Wasco
leveling
Feet timet 0.303 equale mutree
TEHACHAPI
¦mtsH
SAN
EMK30IO
¦mtsI
10 20 30 40 MILES
0 10 20 30 40 KLOMETKU
Figure 9.13.3 Land subsidence in the San Joaquin Valley, California, 1926-1970.
267
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Guidebook to studies of land subsidence due to ground-water withdrawal
1920
1930
1940
19S0
1960
1970
Figure 9.13.4 Cumulative volume of subsidence, San Joaquin Valley, California, 1926-70.
The west-side area has experienced the most severe subsidence (Figure 9.13.5); therefore
several illustrations will be presented to show the relation between water-level change (stress
change) and compaction or subsidence in that area. Subsidence has affected about 6,200 km^
and the volume of subsidence, 1926-69, was about 11,850 hm3, about two-thirds of the valley
total. the cumulative volume of ground-water pumpage in the west-side area through March 1969
is estimated as 35,200 hm3 (Figure 9.13.6). This cumulative pumpage has been plotted with
cumulative subsidence at a scale of 3 to 1. The correlation is remarkably consistent, indica-
ting that throughout the 43 years since subsidence began (1926 into 1969), about one-third of
the water pumped has been water of compaction derived from the permanent reduction of pore
space in the fine-grained compressible aquitards.
Figure 9.13.7 illustrates the relation of subsidence to artesian-head change since 1943 at
a site 16 km southwest of Mendota. Bench mark S661, located within the 28-foot (8.5-n) line of
equal subsidence in Figure 9.13.5, subsided 8 m from 1943 to 1969, in response to a water-level
decline of nearly 125 m as measured in nearby wells. The rate of subsidence at this site
reached a maximum of 0.54 m per year between 1953 and 1955 but decreased to 0.04 m per year be-
tween 1972 and 1975, due chiefly to substantial recovery of artesian head. Static water level
began to recover in 1969 and by 1977 had risen 73 m above the 1968 summer low level because of
268
[7-89]
-------
Case History 9.13: San Joaquin Valley, California, U.S.A.
AQUEDUCT
EXPLANATION ¦*
—a—
SUSSIOENCE.
IN FEET
FRESNO
Figure 9.13.5 Land subsidence in the Los Banos-Kettleman City area, California, 1926-69.
30 -
— 24 £
/
/-
SUBSIDENCE
PUMPAGE
UJ
CD
- 6 !-
1920
1930 1940 1950 I960 1970
Figure 9.13.6 Cumulative volume of subsidence and pumpage, Los Banos-Kettleman City area,
California. Points on subsidence curve indicate times of leveling control.
269
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Guidebook to studies of land subsidence due to ground-water withdrawal
SUBSIOENCE, —
BENCH MARK S661
— 1
100
STATIC
z
Winter
o
150
UJ
~—
*
Pumping
I eve I "
o
a.
UJ
a
Summer
low
WATER LEVEL. WELLS
200
14/13-26NI . N2,
AND E2
E2 \
225
0.S
SUBSIOENCE
RATE
0.3
C/1
1970
1940
1960
1980
1950
Figure 9.13.7 Subsidence and artesian-head change 16 kilometres southwest of Mendota.
the large imports of surface water through the California Aqueduct and the consequent reduction
in pumpage.
IE two or more extensometers (compaction recorders) are installed in adjacent wells of
different depths, the records from the multiple-depth installation will indicate the magnitude
and rate of compaction (or expansion), not only within the total depths of individual wells but
also for the depth intervals between well bottoms. Figure 9.13.8 shows the record of com-
paction from 1958 through 1971 in three adjacent extensometer wells in the west-side area. The
site is adjacent to the California Aqueduct at the north end of the southern 16-foot (4.9-m)
line of equal subsidence in Figure 9.13.5. The wells are 152, 213, and 610 m deep. Measured
compaction in the 13 years was about 0.42 m, 0.97 m, and 3.40 m, respectively. Thus the com-
paction in the 213-610-m depth interval was 2.43 m. The dashed line represents subsidence of a
surface bench mark at this site as determined by repeated leveling from stable bench marks
(black dotes on the dashed line show dates of leveling). In the early 1960's the rate of com-
paction measured in the 610-m well (Nl) was nearly equal to the rate of subsidence. Subse-
quently the rate of compaction of deposits below the 610-m depth gradually increased, due to
increased pumping and declining pore pressures in deeper wells drilled in the 1960's. This
deeper compaction caused the departure of the subsidence plot from the compaction plot for well
Nl.
270
[7-91]
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Case History 9.13. San Joaquin Valley, California, U.S A.
0
I
(A
0 W
1 x.
H
Ui
Z
3
4
I960 '965 1970
Figure 9.13.8 Compaction and subsidence at Cantua site, 65 kilometres southwest of Fresno,
California.
9.13.5 COMPRESSIBILITY AND STORAGE PARAMETERS
In the late 1950's, as one phase of the research on land subsidence and compaction of aquifer
systems, the Geological Survey drilled four core holes in the Los Banos-Kettleman City (west
side) area ranging in depth from 305 to 670 m, and two core holes in the Tulare-Wasco area to
depths of 232 and 670 m.. Cores were tested in the Hydrologic Laboratory for particle-si7e dis-
tribution, specific gravity of solids, dry unit weight, porosity and void ratio, hydraulic con-
ductivity (normal and parallel to bedding) and Atterherg limits. Results have been published
(Johnson, Moston, and Morris, 1968). X-ray diffraction studies of 85 samples from the westside
cores and 26 samples from the Tulare-Wasco cores indicated that about 70 per cent of the clay-
mineral assemblage in these deposits of Pliocene to Holocene age consists of montomorillonite
(Meade, 1967, Tables 11-13).
Laboratory consolidation tests were made by the Bureau of Reclamation on 60 fine-grained
cores from the four core holes in the west-side area and on 22 fine-grained cores from the two
core holes in the Tulare-Wasco area. Parameters tested included the compression index, Cc, a
measure of the compressibility of the sample, and the coefficient of consolidation, C^, a
measure of the time-rate of consolidation. Results have been published (Johnson and otRSrs,
1968, Tables 8 and 9). The range of the compression index, Cc, was much wider than for
samples from the Santa Clara Valley: In the Los Banos-Kettleman City area the range was 0.09
to 1.13; in the Tulare-Wasco area it was 0.25 to 1.53. However, all values greater than 0.47
were either from lacustrine clays or from the fine-grained marine siltstone in the Richgrove
core hole 12 km east of Delano.
The subsidence volume represents pore-space reduction occurring chiefly in the
fine-grained compressible aquitards. In the west-side area, the volume of subsidence from 1926
to 1969 was about 11,850 hm3( distributed over 6,200 km^. if the subsidence had been dis-
tributed evenly over this area, it would average about 1.9 m. Roughly half the sediments in
the principal aquifer system are fine-grained compressible aquitards. Assuming the average
composite thickness of the compacting aquitard is 150 m and the average initial porosity is 40
per cent, a mean subsidence of 1.5 m would represent an average reduction in porosity of rough-
ly 1 per cent in these fine-grained beds (from 40 to 39.2 per cent). In the small area where
the maximum 8.8 m of subsidence has occurred, the local reduction in pore space of aouitards
would be roughly 4 per cent (from 40 to 36.3 per cent).
The subsidence/head-decline ratio (specific subsidence) is the ratio between land subsid-
ence and the hydraulic head decline in the coarse-grained permeable beds of the conpacting
aquifer system, for a common time Lnterval. It can be expressed as the change in thickness per
271
[7-92]
2
N2
4
METRES
COMPACTION
N3 N2 Nl N
Ui
152
CONFINED
AQUI FER
- SYS TEM
305
o 10 — 457
SUBSIDENCE
a.12
WELL DEPTHS
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Guidebook to studies of land subsidence due to ground-water withdrawal
unit change in effective stress (Ab/Ap*). This ratio is useful as a first approximation of com-
pressibility; it is also useful for predicting a lower limit for the magnitude of subsidence in
response to a step increase in virgin stress (stress greater than past maximum). If pore pres-
sures in the fine-grained aquitards were eventually to reach equilibrium with those in adjacent
aquifers after a step increase beyond preconsolidation stress, compaction would cease and the
subsidence/head-decline ratio would indicate the true virgin compressibility of the system.
In the west-side area during the period 1943-60 the decline of artesian head for the lower
zone ranged from 30 to 120 m (Bull and Poland, 1975, Figure 25), resulting in subsidence in the
17-year period of 0.3 to 4.9 m (Bull, 1975, Figure 10). The subsidence/head-decline ratio for
that same period ranged areally from 0.01 to 0.08 (Bull and Poland, 1975, Figure 32). In other
words, the head decline required to produce 1 metre of subsidence ranged from 100 to 12 m. A
subsidence/head-decline ratio can be derived from Figure 9.13*7 for the period 1947 to 1965. In
the 18 years, bench mark S661 subsided 6.86 m, and the pumping level in nearby wells declined
95 m. Thus, for that time span the ratio at that site equaled 0.07.
In the Tulare-Wasco area, the subsidence/head-decline ratio ranged from 0.01 to 0.06 (Lof-
gren and Klausing, 1969, Figure 69). In the Arvin-Maricopa area, the subsidence/head-decline
ratio for the 8-year period 1957-65 ranged from 0.01 to 0.05 (Lofgren, 1975, Plate 5B).
Areal variation in the subsidence/head-decline ratio can be produced by one or more of
several factors. These include variation in the individual and gross aggregate thickness of
the compacting aquitards and variation in compressibility and vertical hydraulic conductivity
of the individual aquitards. Such areal variation in compressibility and hydraulic conductivi-
ty can be caused by variation in grain size, in depth of compacting beds (in overburden load),
in geologic formation tapped, in existing preconsolidation stress, in clay-mineral assemblage,
and in other diagenetic effects. Furthermore, because the subsidence values available for com-
puting the ratio seldom represent ultimate subsidence for a designated change in stress within
aquifers, time is an important factor. According to soil-consolidation theory, the time re-
quired for an aquitard that is draining to adjacent aquifers to reacn a specified percentage of
ultimate compaction varies directly as (1) the square of the draining thickness and (2) the ra-
tio of compressibility to vertical hydraulic conductivity. Variation in the thicknesses of the
many vertical-draining aquitards encountered at any selected site obviously makes that site
unique in its rate of compaction, even if all other factors are equal. In the depth interval
214 to 610 m at west-side well 16/15-34N1, for example, interpretation of the microlog defined
60 aquitards ranging in thickness from 0.6 m to 15 m and averaging 4.5 m.
One other factor directly affecting the accuracy of the subsidence/head-decline ratio is
the appropriateness or the accuracy of the change-in-stress value used. Even in a ground-water
basin containing a single confined aquifer system it is difficult to obtain measurements of head
change that truly represent the average stress change on aquitard boundaries within the full
well-depth interval experiencing a measured compaction or subsidence. Thus, observation wells
used to derive stress-change values, whether for subsidence/head-change ratios or for stress-
strain plots, should be selected or constructed very carefully.
Bull (1975, p. 49-82) made a study of geologic factors that caused areal differences in
specific unit compaction in the Los Banos-Kettleman City area for the period 1943-60. The fac-
tors included total applied stress, lithofacies, and source and mode of deposition.
Field measurements of compaction or expansion of sediments and the correlative change in
fluid pressure(s) can be utilized to construct stress-strain curves and to derive storage and
compressibility parameters. One example (Figure 9.13.9) is for a well 176 m deep on the west
u 70
z 60
"5/67
1967
12/70
40
1968 1969 1970
STRAIN
COMPACTION IN CENTIME TRES
Figure 9.13.9 Stress change, compaction, and strain for a well in western Fresno County, Cali-
fornia.
272
[7-93]
-------
Case History 9.13: San Joaquin Valley, California, U.S A.
side of the valley. Depth to water is plotted increasing upward (increasing stress). Change
in depth to water represents change in effective stress in the aquifers in the confined aquifer
system (upper zone) that is 106 m thick. Along the abscissa the lower scale is the measured
compaction and the upper scale is the strain (measured compaction/compacting thickness). The
yearly fluctuation of water level caused by the seasonal irrigation demand and the permanent
compaction that occurs each summer during the heavy pumping season when the depth to water is
greatest produce a series of stress-strain loops. The lower parts of the descending segments
of the annual loops for the three winters 1967-68 to 1969-70 are approximately parallel
straight lines, indicating that the response is essentially elastic in both aquifers and aqui-
tards when the depth to water is less than about 55 m. The heavy dashed line in the 1968 loop
represents the average slope of the segments in the elastic range of stress. The reciprocal of
the slope of the line is the component of the storage coefficient due to deformation of the
aquifer-system skeleton, S^g, and equals 1.2 x 10"^. The component of average specific
storage due to elastic deformation, Sg^g, equals S^g/106 m = 1.1 x 10~^m~*. The aver-
age elastic compressibility of the aquifer system skeleton, av.e, is Sske/Yw; if rw (the
unit weight of water) equals 1, the numerical values of a^e and Sg^g are identical.
For increase in effective stress in the range of loading exceeding preconsolidation
stress, the "virgin" compaction of aquitards is chiefly inelastic—nonrecoverable upon decrease
in stress. At Pixley, 27 km south of Tulare (Figure 9.13.3), compaction and change in stress
for a confined aquifer system 108-231 m below land surface has been measured since 1958. Riley
(1969) showed from a stress-strain plot that the mean virgin compressibility of the aquitards
(aggregate thickness 75 m) in this confined aquifer segment 123 metres thick was 7.5 x
10~4m~^ and the mean elastic compressibility of the aquifer system was 9.3 x
Thus, for the aquifer system segment 123 metres thick at this site, the mean virgin compressi-
bility of the aquitards is about 80 times as large as the mean elastic compressibility of the
confined system.
Figure 9.13.10 shows a generalized plot of water level for the confined aquifer system 32
km south of Mendota (Figure 9.13.5) from 1905 to 1964 and the seasonal high and low in observa-
tion well L6/15-34N4 for 1961-77. This well taps the confined system. The regional water
level declined about 120 m from 1905 to 1960 and the rate of decline accelerated as the ground-
water withdrawal increased. By 1960 the seasonal low had declined below the base of the con-
fining clay, producing a water-table condition. Surface-water imports to the west-side area
began in 1968. As the imports increased, ground-water pumpage decreased and water levels re-
covered sharply. From 1968 to 1976 the water level at well 34N4 rose 82 metres. Then, during
1977, the second of two severe drought years, the imports decreased to 370 hm^ and pumping
draft from both old and newly drilled wells soared to about three times the 1S76 rate. As a
result the water level in well 34N4 fell 50 m in the 3 months to August 1977.
The cnanging stress as indicated by the hydrograph of well 34N4 and the resulting strain
at this site as measured by an extensometer in well 34N1 since 1959 are clearly displayed in
Figure 9.13.11. Well 16/15-34N1, 610 m deep, is equipped with an anchored-cable extensometer.
A time plot of cumulative measured compaction at this site was introduced earlier (Figure
9.13.8). In Figure 9.13.11, the measured compaction is plotted as an annual bar graph for com-
parison with the fluctuations of the water level in well N4. Note that the water level in well
t!4 began a sharp rise late in 1968 as surface-water imports began. in response to the sharp
recovery of water level, compaction decreased rapidly after 1968 but did not cease until 1975.
During this period of rising water levels in the coarse-grained aquifers, nonrecoverable virgin
compaction continued through 1974 in the central parts of the thicker aquitards, exceeding the
continuing small elastic expansion of the preconsolidated aquifers and the thinner aquitards.
The water level in well N4 reached a seasonal high of 107 m below land surface in November
1976. Early in February 1977, when water level was 112 m below land surface (only 5 m below the
seasonal high), virgin compaction resumed in well Nl. By March 30, 1977, when water level was
15 m below the seasonal high, the maximum compaction rate of tne season was attained. The
early February water level 112 n below land surface clear)y defined the preconsolidation stress
in the central segments of the thickest or least permeable aquitards or bgtn. As the drawdown
increased, more and more of the slow draining compressible beds began to contribute water of
compaction. By yearend, about 12 cm of renewed nonrecoverable conpaction had occurred.
During the first period of water-level decline (1905-68 in Figure 9.13.10), water of com-
paction represented about one-third of the total water pumped from west-side wells (Figure
9.13.6). By 1968, many of the aquitards were preconsolidated nearly to the 1968 stress level.
Early in the second period of water-level decline (in 1977), tho response of the preconsolida-
ted sediments was chiefly elastic and the contribution of water of compaction was much less
than one-third of the total pumpage. Hence the water level fell very rapidly.
273
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Guidebook to studies of land subsidence due to ground-water withdrawal
18/15-34*4
WATER LEVEL
Canal
imports
begun
120
Seasonal
BASE OF CONFINING CUT
\N\v\vKx\Wv V w\ N.vA
Seasonal lots — •—^
2 180
1980
1970
1920
1960
1930
1940
1950
1900
1910
Figure 9.13.10 Long-term trend of water levels near Cantua Creek, and seasonal high and low
levels in observation well 16/15-34N4 since 1960. (Modified from Lofgren,
1979, Figure 8.)
Figure 9.13.12 displays a similar trend of water-level recovery and reduced compaction,
followed by an abrupt head decline and renewed compaction during 1977. Observation well
20/18-6D1 is 25 km north of Kettleman City (Figure 9.13.4) and adjacent to the California Aque-
duct. The abrupt head decline of 76 m in 1977 momentarily increased the stress in the acruifers
to 1967 levels and stresses in the central parts of the aquitards once again exceeded precon-
solidation stresses. In response, virgin compaction of the aquitards exceeded that of 1968.
Such stressing and differential compaction in the vicinity of the aqueduct is of concern in
sustaining the integrity of such structures. This particular problem appears to be of local
extent, however—the intensity of the head decline in well 6D1 is due largely to pumping of a
new irrigation well drilled early in 1977 within 60 m of the aqueduct.
9.13.6 ECONOMIC AND SOCIAL IMPACTS
The extensive major subsidence in the San Joaquin Valley has caused several problems. The dif-
ferential change in elevation of the land surface has created problems in maintenance of water-
transport structures, including canals, irrigation and drainage systems, and stream channels.
Both the Delta-Mendota Canal and the Friant-Kern Canal (Figure 9.13.3), two major structures of
the Central Valley Project of the Bureau of Reclamation, have required remedial work because of
subsidence. Also in the period 1926-72, differential subsidence has steepened the channel of
the San Joaquin River about 2 m in the 24 km before it reaches the valley trough and has flat-
tened the channel about 2 m in the next 50 tan downstream. These changes have affected the
transport characteristics of the river and have altered levee requirements.
Another problem common to the subsiding areas in the San Joaquin Valley is the failure of
water wells as a result of compressive rupture of casings caused by the compaction of the aqui-
fer systems. In the west-side area, where subsidence has been greatest, many hundreds of deep
irrigation wells have required costly repair or replacement. According to Wilson (1968), dur-
ing 1950-61 approximately 1,200 casing failures were reported in 275 irrigation wells in an
area of 1,600 km2 that spans the region of most intensive subsidence. Well repair and re-
placement costs attributable to subsidence in the three subsiding areas have been many millions
of dollars.
274
[7-95]
-------
Case History 9.13: San Joaquin Valley, California, US. A
16/15-34*4
WATER LEVEL
DEPTH = 345 METRES
« 120
ai
S MO
x
160
¦
-0.45
16/15-34N1
CMPACTION
PTH = 610 METRES
-0.30 *
200
z
u
n=R-
1975
1965
1970
1900
I960
1955
Figure 9.13.11 Seasonal fluctuations of water level in well 16/15-34N4 and measured compaction
in observation well 16/15-34N1 near Cantua Creek. (Modified from Lofgren,
1979, Figure 10.)
The need for preconsolidation of deposits susceptible to hydrocompaction substantially in-
creased the construction costs of the California Aqueduct. The aqueduct passes through about
55 km of susceptible deposits. The approximate cost for treatment by prewetting for the reach
from Kettleman City to the Tehachapi Mountains has been estimated as $20 million (Lucas and
James, 1976, p. 541). Preconsolidation of the susceptible areas between Los Banos and Kettle-
man City cost an additional estimated $S million.
The subsidences have increased considerably the number and cost of surveys made by govern-
mental agencies and by private engineering firms to determine the elevations of bench marks or
construction sites and to establish grades. In addition, revision of topographic maps has been
more frequent and more expensive than in nonsubsiding areas.
9.13.7 LEGAL ASPECTS
So far as known, no legal actions have been taken as a result of the subsidence.
275
[7-9
-------
Guidebook to studies of land subsidence due to ground-water withdrawal
20/18-601
WATER LEVEL
DEPTH = 307 METRES
20/18-601
. COMPACTION „
n^,. n
-0.30 uj
-0.15
1960 1965 1970 1375 1980
o
«c
0 °
u
Figure 9.13.12 Seasonal fluctuations of water level and measured compaction in observation
well 20/18-6D1 northeast of Huron.
9.13.8 MEASURES TAKEN TO CONTROL OR AMELIORATE SUBSIDENCE
The severe subsidence in all three areas in the San Joaquin Valley has been greatly reduced by
the importation of surface water and the consequent decrease in ground-water pumping, as de-
scribed earlier in this case history.
In the Tulare-Wasco area, the import of surface water from the San Joaquin River through
the Fnant-Kern Canal began in 1950. In the next 23 years, 1950-1972, the deliveries to this
area from the canal averaged about 830 hm3 per year, roughly 80 per cent of the surface-water
supply to the area (Lofgren and Klausing, 1969). In the first 13 years of this period
(1950-62), ground-water pumpage averaged about 1,230 hm3 per year and continued at about this
rate into the 1970's. Thus, the water imported from the San Joaquin River to the area during
the 23-year period 1950-72 equaled about one-quarter of the total water supply and two-thirds
of the ground-water pumpage.
Hydrographs of wells tapping the semiconfmed to confined aquifer system in the easteri?
part of the Tulare-Wasco area show a water-level recovery of about 60 m from 1950 to 1970. As
a result, subsidence decreased to less than 3 cm per year in most of the eastern area as
L962-70. On the other hand, hydrographs for wells tapping the confined aquifer system in the
western part of the Tulare-Wasco area show continued decline of water levels since the 1950's;
the supplemental irrigation supply from the Fnant-Kern Canal to the western part has been in-
sufficient to achieve a balance with ground-water pumping. As a result, subsidence has contin-
ued at rates locally exceeding 9 cm per year.
In the west-side area, the import of surface water through the California Aqueduct, which
began in 1968, soon replaced most of the ground-water pumpage. For example, ground-water pump-
age in the west-side area averaged 1, 300 hm3 per year from 1960 to 1967, before the imports
began. By 1974, surface water imports to the west-side area reached 1,400 hm3 per year and
pumpage had decreased to roughly 250 hm3 per year. The great decrease in ground-water pump-
age and the consequent recovery of the artesian head in the confined aquifer system have nearly
276
17-97]
-------
Case History 913" San Joaquin Valley, California, U.S A.
eliminated the subsidence problem for the present. However, any deficiency in surface-water
imports could trigger renewed pumping, renewed head decline, and renewed subsidence, as in the
severe drought year of 1977.
9.13.9 REFERENCES
BULL, W. B. 1964. Alluvial fans and near-surface subsidence in western Fresno County, Califor-
nia: U.S. Geo!. Survey Prof. Paper 437-A, 71 p.
. 1975. Land subsidence due to ground-water withdrawal in the Los Banos- Kettleman
City area, California, Part 2. Subsidence and compaction of deposits: U.S. Geol. survey
Prof. Paper 437-F, 90 p.
BULL, W. B., and POLAND, J. F. 1975. Land subsidence due to ground water withdrawal in the Los
Banos-Kettleman City area, California, Part 3. Interrelations of water-level change, change
in aquifer-system thickness, and subsidence: U.S. Geol. Survey Prof. Paper 437-G, 62 p.
CROFT, M. S. 1972. Subsurface geology of the Late Tertiary and Quaternary water-bearing depos-
its of the southern part of the San Joaquin Valley, California: U.S. Geol. Survey Water-
Supply Paper 1999-H, 29 p.
JOHNSON, A. 1•, MOSTON, R. P., and MORRIS, D. A. 1968. Physical and hydrologic properties of
water-bearing deposits in subsiding areas in central California: U.S. Geol. Survey Prof.
Paper 497-a, 71 p.
LOFGREN, B. E. 1975- Land subsidence due to ground-water withdrawal, Arvin- Maricopa area,
California: U.S. Geol. Survey Prof. Paper 437-D, 55 p.
. 1979. Changes in Aquifer-System properties with Ground-Water Depletion, Proceed-
ings, Evaluation and Prediction of Subsidence, American Society of Civil Engineers, p.
26-46.
LOFGREN, B. E., and KLAUSING, R. L- 1969. Land subsidence due to ground-water withdrawal,
Tulare-wasco area, California: U.S. Geol. Survey Prof. Paper 437-B, 103 p.
LUCAS, C. V., and JAMES, L. B. 1976. Land subsidence and the California State Water Project:
Internat. Symposium on Land Subsidence, 2d, Anaheim, Calif., Dec. 1976, Proc., p. 533-543.
MEADE, R. H. 1967. Petrology of sediments underlying areas of land subsidence in central Cali-
fornia: U.S. Geol. Survey Prof. Paper 497-C, 93 p.
MILLER, R. E., GREEN, J. H., and DAVIS, G. H. 1971. Geology of the compacting deposits in the
Los Banos-Kettleman City subsidence area, California: U.S. Geol. Survey Prof. Paper 497-E,
46 p.
POLAND, J. F. 1976. Land subsidence stopped by artesian-head recovery, Santa Clara Valley,
California: Internat. Symposium on Land Subsidence, 2d, Anaheim, Calif., Dec. 1976, Proc.,
p. 124-132.
POLAND, J. F., LOFGREN, D. E., IRELAND, R. L., and PUGH, R. G. 1975. Land subsidence in the
San Joaquin Valley as of 1972: U.S. Geol. Survey Prof. Paper 437-H, 78 p.
RILEY, F. S. 1969. Analysis of borehole extensometer data from central California, in Tison,
L J., Ed., Land Subsidence, V. 2: Internat. Assoc. Sci. Hydrology, Pub. 89, p. 423-431.
WILSON, W. E- 1968. Casing failures in irrigation wells in an area of land subsidence, Cali-
fornia [abs.]: Geol. Soc. America Ann. Mtg., 31st, Mexico City, 1968, Program, p. 324.
277
[7-98]
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Section 7.3.4
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
"Case Study No. 9.14, Santa Clara
Valley, California" From Guidebook
to Studies of Land Subsidence Due
to Ground-Water Withdrawals
Joseph F. Polland, U.S. Geological
Survey, Sacramento, California
Cali fornia
1984
Santa Clara Valley,
USEPA Region IX
Not Applicable
Land subsidence in the central pare,
of the Santa Clara Valley was first
recognized in 1932-33, and is
attributed to a historical increase
in withdrawal of groundwater. This
case study of the area addresses
geology, hydrology, land subsidence,
extensometers to measure compaction,
measures taken to control subsidence,
compressibility and storage parame-
ters, economic and social impacts,
legal aspects, and conclusions.
[7-9S
-------
Case History No. 9.14. Santa Clara Valley, California,
U.S.A., by Joseph F. Poland, U.S. Geological Survey,
Sacramento, California
9.14.1 INTRODUCTION
Land subsidence in the central part of the Santa Clara Valley-beneath the southern part of San
Francisco Bay and extending to the southern edge of San Jose—was first recognized in 1932-33.
Re leveling of a line of first-order levels established by the National Geodetic Survey in 1912
showed about 1.2 m of subsidence in downtown San Jose in 1933. The subsiding area extends
southward about 40 km from Redwood City and Niles past San Jose, has a maximum width of 22 km,
and includes about 750 km2. As shown by Figure 9.14.1, most of this central area experienced
0.3 to 2.4 m (1 to 8 feet) of subsidence from 1934 to 1967.
9.14.2 GEOLOGY
The Santa Clara Valley is a structural trough extending 110 km southeast from San Francisco.
The valley is bounded on the southwest by the Santa Cruz Mountains and the San Andreas fault
and on the northeast by the Diablo Range and the Hayward fault. The consolidated bedrock bor-
dering the valley is shown as a single unit in Figure 9.14.1; it ranges m age from Cretaceous
to Pliocene and consists largely of sedimentary rocks but includes areas of metamorphic and ig-
neous rocks.
The fresh-water-bearing deposits forming the ground-water reservoir within the valley are
chiefly of Quaternary age. They include (1) the senuconsolidated Santa Clara Formation and as-
sociated deposits of Pliocene and Pleistocene age and (2) the unconsolidated alluvial and bay
deposits of Pleistocene and Holocene age. The Santa Clara Formation, which crops out on the
southwest and northeast flanks of the valley, consists of poorly sorted conglomerate, sand-
stone, siltstone, and clay as much as 600 m thick in outcrop (Dibblee, 1966). Where exposed,
this formation has a low transmissivity and yields only snail to moderate quantities of water
to wells (1 to 6 l/s)--rarely enough for irrigation purposes.
The unconsolidated alluvial and bay deposits of clay, silt, sand, and gravel overlie the
Santa Clara Formation and associated deposits; their upper surface forms the valley floor. They
contain the most productive aquifers of the ground-water reservoir. Wells range in depth from
90 to 360 m. The deeper wells probably tap the upper part of the Santa Clara Formation
although the contact with the overlying alluvium has not been distinguished in well logs. Well
yields in the valley range from 20 to 160 1/s (Calif. Dept. Water Resources, 1967, pi. 6). The
alluvial deposits are at least 460 m thick beneath central San Jose. However, the log of a
well drilled to a depth of 468 m revealed a lack of water-bearing material below a depth of 300
m. Coarse-grained deposits predominate on the alluvial fans near the valley margins where the
stream gradients are steeper. The proportion of clay and silt layers increases bayward. For
example, a well-log section extending 20 km northward fron Campbell to Alviso (Toltnan and Po-
land, 1940, Figure 3) shows that to a depth of 150 m, the cumulative thickness of clav layers
in the deposits increases from 25 per cent near Campbell to 80 per cent near Alviso.
In 1960, the U.S. Geological Survey drilled core holes to a depth of 305 m at the two cen-
ters of subsidence, in San Jose (well 16C6) and in Sunnyvale (well 24C7). (For location, see
Figure 9.14.1.) The 305-m depth was chosen because it was the maximum depth of nearby water
wells. Cores were tested in the laboratory for particle-size distribution, specific gravity of
solids, dry unit weight, porosity and void ratio, hydraulic conductivity (normal and parallel
to bedding), Atterberg limits, and one-dimensional consolidation and rebound (Johnson, Moston,
and Morris, 1969).
X-ray diffraction studies of 20 samples from the two core holes indicate that montmonl-
lonite composes about 70 per cent of the clay-mineral assemblage in these deposits. Other con-
stituents are chlorite, 20 per cent, and lllite, 5-10 per cent (Meade, 1967, p. 44).
279
[7-100
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Guidebook to studies of land subsidence due to ground-water withdrawal
Lin* of iquol tuMidtnca, in fMl
Dath»4 v*«r» oppronmafly
,'ocafd. Inttrval rmrrabt*
Net**
Figure 9.14.1 Land subsidence from 1934 to 1967, Santa Clara Valley, California. Compiled
from leveling of National Geodetic Survey in 1934 and 1967.
9.14.3 HYDROLOGY
In the central part of Figure 9.14.1 and below a depth of 50 to 60 m, ground water is con-
fined. The extent of the confined aquifer system is defined roughly by the 0.6 m (2-ft) line
of equal subsidence in Figure 9.14.1. The area of confinement extends southward from beneath
San Francisco Bay to San Jose, also west to Palo Alto and east to Milpitas. In the early years
of development, wells as far south as San Jose and more than 60 m deep flowed (Clark, 1924, pi.
XV), demonstrating by their areal distribution a minimal extent of the confining sediments. The
confined aquifer system is as much as 245 m thick. Around the valley margins, ground water is
chiefly unconfined and most of the natural recharge to the ground-water reservoir percolates
from stream channels in alluvial-fan deposits.
280
[7-101]
-------
Case History 9.14: Santa Clara Valley, California, U.S.A.
The confining member overlying the confined aquifer system has a thickness ranging from 45
to 60 m. Although predominantly composed of lenses and tongues of clay and silt, it contains
some channel fillings and lenses of permeable sand and gravel. This confining member supports
a shallow water table distinguished by an irregular surface. As of 1965-70, the shallow water
table overlying much of the confined system was less than 10 m below the land surface (Webster,
1973). At least near the Bay, the shallow water table did not fluctuate appreciably during the
period of prolonged artesian-head decline terminating in 1966.
The development of irrigated agriculture in the valley began about 1900 and expanded to a
maximum about the end of World War II. After 1945, population pressures caused a great transi-
tion of land use from agricultural to urban and industrial development. Agricultural pumpage
increased from about 50 hm3 per year in 1915-20 to a maximum of 127 hm3 per year in 1945-50
(1 cubic hectometre, hm3, » 1 x lO^m3 ¦ 810.7 acre-feet). By 1970-75 most of the or-
chards had been replaced by houses, and agricultural pumpage had decreased to 25 hm3 per
year. Municipal and industrial pumpage, on the other hand, increased from 27 hm3 per year in
1940-45 to 162 hm3 per year in 1970-75. Total pumpage (Figure 9.14.2, bottom graph) in-
creased nearly fourfold from 1915-20 to 1960-65—from 60 to 228 hm3per year—but then de-
creased 19 per cent to 185 hm3 by 1970-75, in response to a rapid increase in surface-water
imports, discussed later.
The historical increase in withdrawal of ground water was a principal factor in causing a
fairly continuous and severe 50-year decline of artesian head. In the spring of 1916, the ar-
tesian head in index well 7R1 in San Jose was 3.7 m above land surface (Figure 9.14.2); by the
autumn of 1966 it was 55 m below land surface. The second major factor in this SO-year decline
of 59 m was the negative trend of the local water supply. The upper line in Figure 9.14.2 is a
plot of the cumulative departure, in per cent, of the seasonal rainfall at San Jose from the
50-year seasonal mean, 1897-98 to 1946-47 (Calif. State Water Resources Board, 19S5, p. 26).
The 50-year mean is 34.85 cm. Except for the 6-year wet period 1936-42, the departure in the
• 200i r
Z. u200
-100 -
- 50 UJ
LAND
ARTESIAN
HEAD
VELL 7R
160 •-
CL>
m
1920
1940
1960
Figure 9.14.2 Artesian-head change in San Jose in response to rainfall, pumpage, and imports.
281
[7-102
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Guidebook to studies of land subsidence due to ground-mater withdrawal
50 years 1916-66 was generally negative; the cumulative departure of 310 per cent from 1916 to
1966 represents a cumulative "deficiency" in rainfall of about 108 cm.
The 50-year decline in artesian head from 1916 to 1966 clearly was caused by the cumula-
tive effect of generally deficient rainfall and runoff and a fourfold increase in withdrawals.
The plot of ~artesian-head decline at index well 7R1 conforms in general with the cumulative de-
parture of rainfall at San Jose.
9.14.4 LAND SUBSIDENCE
Land subsidence was first noted in 1932-33 when bench mark P7 in San Jose, established in 1912,
was resurveyed and found to have subsided 1.2 m. As a result, a valleywide network of bench
marks was established in 1934 (Poland and Green, 1962, Figure 3). The total length of survey
lines comprising this bench-mark net was about 400 Ion. From 1934 to 1967 the National Geodetic
Survey (formerly the U.S. Coast and Geodetic Survey) resurveyed the network from "stable" bed-
rock ties a dozen times to determine changes in elevation of the bench marks; the latest full
survey of the network was in 1967. In the 33 years 1934-67, subsidence along lines of bench-
mark control ranged from 0.3 to 1.2 ra' under the Bay to 2.4 m in San Jose (Figure 9.14.1). About
260 km2 subsided more than 1 m. The subsidence record for bench nark P7 in central San Jose
is plotted in Figure 9.14.3, together with the artesian head in nearby index well 7r1, taken
from Figure 9.14.2. The black dots on the subsidence curve indicate times of bench-mark sur-
veys. The fluctuations of artesian head represent the change in stress on the confined aqui-
fer system; the subsidence is the resulting strain. Subsidence of bench mark P7 began about
1918 (note dotted inferred segment of subsidence plot representing the period 1912 to 1919) and
reached 1.4 m in 1934. From 1938 to 1947 subsidence stopped, during a period of artesian-head
recovery, in response to above-normal rainfall and recharge. (The natural recharge Jas supple-
mented by controlled percolation releases from newly constructed detention reservoirs on the
larger streams.) Subsidence resumed in 1947 as a consequence of a rapidly declining artesian
head due to deficient rainfall and increasing demand for ground water (Figure 9.14.2); it at-
tained its fastest average rate in 1960-63 (0.22 in/year), in response to the rapid head decline
of 1959-62 during a drought period (see Figure 9.14.2). By 1967 bench mark P7 had subsided
3.86 m.
Figure 9.14.4 shows land-subsidence profiles along line A-A' from Redwood City to Coyote
from 1912 through 1969 (for location, see Figure 9.14.1). The spring 1934 leveling was used as
a reference base because this was the first complete leveling of the net. Mote that from 1934
to 1967, maximum subsidence of 2.6 m was near bench mark Will, 4.3 Ion northwest of bench mark
P7, also that from 1934 to 1960 the greatest subsidence along line A-A' was 1.7 ra, at bench
£ 0
. 20-
oe
UJ
~—
*
o
h—
X.
40-
60l
SURFACE
ARTESIAN HEAD.
WELL 7R1
SUBSIDENCE
BENCH MARK P7
Figure 9.14.3 Artesian-head change and land subsidence, San Jose.
282
[7-103]
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Case History 9 14: Santa Clara Valley, California, USA.
SAN JOSE
MENLO
REDWOOD PARK
CITY
PALO
ALTO
SUNNYVALE
COYOTE
-0.5
CD
IS
U
u.
BASE '
,1936
"1969
<_>
CJ
GO
m
956'./
4 MILES
-2.0
NOTE ALL LEVELI NG
BY THE NATIONAL
GEOOETIC SURVEY
Figure 9.14.4 Profiles of land subsidence, Redwood City to Coyote, California, 1912-69.
mark Jill in Sunnyvale. Changes in the rate and magnitude of artesian-head decline doubtless
have caused such geographic variations in subsidence rate and magnitude with time.
The volume of subsidence (pore-space reduction) planimetered from the 1934-67 subsidence
map (Figure 9.14.1) was about 617 hm^. if the ratio of the pre-1934 subsidence volume to the
1934-67 subsidence volume is assumed to be equal to the ratio of the pre-1934 subsidence of
bench mark P7 to the 1934-67 subsidence of that bench mark, then the total subsidence volume
from 1912 to 1967 is about 975 hm3.
Protrusion of well casings above the land surface and inundation of lands near the south
end of San Francisco Bay also have furnished evidence of subsidence. Protrusion of well cas-
ings has been common in the subsiding area (Tolman, 1937, p. 345). Many of the casings gradu-
ally protruded 0.6-1 m above ground level but usually were cut off before protruding higher.
This protrusion indicates that compaction of the deposits occurred in the depth interval above
the bottom of the protruding casing. However, such protrusion often is accompanied by compres-
sion and rupture of the casing at depth and thus supplies only a minimal value of subsidence.
In general, the deeper the compacting interval, the smaller will be the protrusion in propor-
tion to the subsidence, because the frictional drag of the formation or the gravel-pack on the
casing wall should increase proportionately with depth.
Although some horizontal movement doubtless has occurred in the subsidence area in associ-
ation with the subsidence, no surveys or evidence of horizontal movement are known to the
author.
283
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Guidebook to studies of land subsidence due to ground-water withdrawal
The comparison of artesian-bead change and subsidence from 1916 to 1967 (Figure 9.14.3)
demonstrates beyond a reasonable doubt that the increase in effective stress resulting from the
declining artesian head caused the compaction and the subsidence.
9.14.5 EXTENSOMETERS TO MEASURE COMPACTION
Extensometers (compaction recorders) were installed by the Geological Survey in 1960 in the
cased core holes 305 m deep in San Jose (16C6) and in Sunnyvale (24C7) and in several unused
water-supply wells. (For location, see Figure 9.14.1.) The purpose of this equipnent was to
measure the rate and magnitude of compaction occurring between the land surface and the well
bottom. When first installed, the extensometer consisted of an anchor placed in the formation
below the casing bottom, attached to a cable that passed over sheaves at the land surface and
was counterweighted to maintain constant tension (Figure 2.5A). A recorder actuated by cable
movement yields a time graph of the movement of land surface with respect to the anchor—the
compaction or expansion of the deposits within that depth range. To reduce friction and in-
crease the accuracy of measurement four of the extensometers were modified in 1972 by replacing
the cable with a free-standing pipe of 3.8-cm diameter (Figure 2.SB) within the well casing of
10-cm diameter. The records obtained from these instruments show that the measured compaction
to the depth of 305 m is nearly equal to the land subsidence as measured periodically by relev-
eling of the bench-mark network. Thus, these instruments function as continuous subsidence
monitors-
Figure 9.14.5 shows the measured compaction in the 305-m well in San Jose (well 16C6) and
the compaction and artesian-head fluctuation in adjacent unused well 16C5 (depth 277 m) through
1975. The dashed line represents subsidence of adjacent bench mark JG2 as determined hy peri-
odic releveling from stable bench marks. Measured compaction of the confined aquifer system to
the 305-m depth from July 1, 1960, to December 31, 1976, was 1.4 m.
9.14.6 MEASURES TAKIW TO CONTROL SUBSIDENCE
Local agencies have been working since the 1930's to conserve water and to obtain water sup-
plies adequate to stop the ground-water overdraft and raise the artesian head. Their program
has involved (1) salvage of flood waters from local streams that would otherwise waste to the
Bay and (2) importation of water from outside the valley. In 1935-36 five storage dams were
built on local streams to provide detention reservoirs with combined storage capacity of about
62 hm3 to retain floodwaters and permit controlled releases to increase streambed percolation
(Hunt, 1940). The storage capacity of detention reservoirs was increased to 178 hm3 m the
early 1950's (Calif. State Hater Resources Board, 1955, p. 51).
320
WELL I6C5
vjX'fvrv
WELL I6C5
SUBSIDENCE BM JG2
WELL I6C6
1958
I960
1965
1970
51.5
1975
O
o
Figure 9.14.5 Measured water-level change, compaction, and subsidence in San Jose.
284
[7-105]
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Case History 9 14: Santa Clara Valley, California, U.S A.
By 1960, sharply declining water levels furnished evidence that local resources were not
adequate to supply present and future water needs* Steps were taken to increase water imports
to the County. The import of surface water to Santa Clara County began about 1940 when San
Francisco commenced selling water imported from the Sierra Nevada to several municipalities.
This import increased to 15 hm3 xn 1960 and to 54 hm3 by 1975 (see blank segments of yearly
bars, upper right graph, Figure 9.14.2). Surface water imported from the Central Valley
through the State's South Bay Aqueduct first became available in 1965; by 1974-75, the aqueduct
import was 128 hm3 (see cross-hatched plus diagonally ruled segments of yearly bars, upper
right graph, Figure 9.14.2). As a result, total imports to Santa Clara County increased five-
fold from 1964-65 to 1974-75—from 37 to 183 hm3 per year.
The recovery of water level since 1967 has been dramatic. By 1975, the spring high water
level at index well 7R1 (Figure 9.14.2) was 32 m above that of 1967, and about equal to the
level in this well in 1925. This ma^or recovery of head was due primarily to the fivefold in-
crease in imports from the Central Valley. Two other favorable factors were the above-normal
rainfall and the decreased pumpage (Figure 9.14.2).
The average seasonal rainfall at San Jose was 13 per cent above normal in the period
1966-75. The cumulative departure grapn (Figure 9.14.2) indicates an increase of 120 per cent
or a cumulative excess of about 41 cm above normal in the 9-year period.
The average yearly pumpage of ground water, which had reached its peak of 220 hm3 m
1960-65, decreased to 185 hm3 ln 1970-75. A principal reason for this 19-per cent decrease
was a use tax levied on ground-water pumpage since 1964. In 1977, for example, the ground-
water tax was levied at $8.50 per unit (1 acre-ft. or 1234 m3) for ground water extracted for
agricultural purposes and at $34 per unit for ground water extracted for other uses. The ener-
gy cost to the consumer for pumping ground water in the Santa Clara Valley at 1977 prices was
$10 to $15 per unit. Thus, the average total cost for ground water pumped for agricultural
purposes was about $20 per unit and for other uses was about $45 per unit. The price for sur-
face water delivered in lieu of extraction was $14 per unit for water used for agriculture and
$39.50 per unit for water used for other purposes. The economic advantage of buying surface
water, where available, is obvious.
Recharge to the ground-water reservoir from regulated local runoff released to stream
channels and percolation ponds has been augmented since 1965 by water from the South Bay Aque-
duct that could not be delivered directly to the user. The quantity diverted to recharge areas
(cross-hatched segment of yearly bars, upper right graph. Figure 9.14.2) in the 10 years to
1975 averaged about 50 hm3 per year and represents 56 per cent of the total import from the
South Bay Aqueduct.
The marked decrease in rate of subsidence in response to the dramatic head recovery from
1967 to 1975 is demonstrated graphically by the compaction records from the two deep extenso-
meters in San Jose and Sunnyvale (Figure 9.14.6). The rate of measured compaction in well 16C6
in San Jose decreased from about 30 cm per year in 1961 to 7.3 cm in 1967 and to 0.3 cm in
1973. Net expansion (land-surface rebound) of 0.6 cm occurred in 1974. In Sunnyvale, compac-
tion of the sediments above the 305-m anchor in well 24C7 decreased from about 15 cm per year
in 1961 to 1.2 cm in 1973; net expansion of 0.5 cm and 1.1 cm occurred in 1974 and 1975, re-
spectively. Very deficient rainfall in 1975-76 and in 1976-77 virtually eliminated runoff and
recharge from local sources, and water levels started to decline once more in 1976. In re-
sponse, compaction and subsidence resumed once again. In San Jose at well 16C6, compaction in
1976 was 3-5 cm, about equal to that in 1968; in Sunnyvale, compaction was 1.6 cm.
9.14.7 COMPRESSIBILITY AND STORAGE PARAMETERS
Compressibility characteristics of fine-grained compressible layers (aquitards) can be obtained
by making one-dimensional consolidation tests of "undisturbed" cores in the laboratory. As one
phase of the research on compaction of the aquifer system, laboratory consolidation tests were
made on 21 selected fine-grained cores from the two core holes. These tests were made in the
Earth Laboratory of the United States Bureau of Reclamation at Denver, Colorado. Parameters
tested included the compression index, Cc, a measure of the nonlinear compressibility of the
sample, and the coefficient of consolidation, Cv, a measure of the time rate of consolida-
tion. Complete results of these laboratory tests have been published (Johnson and others,
1968, Tables 8 and 9 and Figure 21). The 21 samples tested spanned a depth range from 43 to
292 m below land surface. The range of the compression index, Cc, was small compared to the
range in the San Joaquin Valley the maximum value was 0.33, thg" nimmum 0.13, and the mean
vas 0.24. Of the 21 samples, 15 had Cc values falling between 0.20 and 0.30. This suggests
285
[7-106
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Guidebook to studies of land subsidence due to ground-u/ater withdrawal
08
-0.2
SUNNYVALE
WELL Z4C7
2
* z
-0.3 _
SAN JOSE
WELLS I6C6 AND Cll
1976
1964
I960
1970
1972
1974
Figure 9.14.6 Measured annual compaction Co 305-m (1,000-ft) depth.
that the nonlinear compressibility characteristics of the aquitards in the confined aquifer
system do not vary widely.
The plot of void ratio against the log of load (effective stress), known as the e-log p
plot, can be used to obtain a graphic plot of compressibility versus effective stress- Such a
graph can be used to estimate ultimate compaction due to a step increase in effective stress.
This procedure applied to the laboratory consolidation tests at the Sunnyvale and San Jose core
holes produced estimates of ultimate compaction that were only about one-third to one-half the
values obtained by summing field measurements of compaction to date with residual compaction
estimated from a one-dimensional simulation of the field observations (Helm, 1976). The reason
for this disparity is not known. Apparently the samples tested were not representative of the
aquitards that contributed most to the observed compaction.
Subsidence represents pore-space reduction which occurs almost wholly in the fine-grained
compressible aquitards. At well 16C6 in San Jose the confined aquifer system is 244 m thick,
from 61 to 30S m below land surface. Based on study of the microlog, the confined system con-
tained 3B aquitards with a combined thickness of 145 m. The mean porosity of 27 core samples,
determined in the laboratory, was 37 per cent. The total subsidence to date at well 16C6 is
about 4 m. A reduction of 4 m in the thickness of the confined system requires about 1.8 per
cent reduction in the porosity of the aquitards—for example, from 37 to 35.2 per cent.
The subsidence/head-decline ratio is a useful parameter in subsidence studies. The ratio
is a rough approximation of the response of the aquifer system to a given change in stress- At
San Jose, referring to the plot of subsidence for bench mark P7 and the artesian-head change in
well 7R1 (Figure 9.14.3], the artesian head declined from 6 m below land surface in 1918 (ap-
proximate preconsolidation stress) to 55 m below land surface in 1966, for a net change of 49
m. Subsidence at bench mark P7 from 1918-66 was about 3.84 it. This means that as of 1966 the
empirical ratio is 3.84 m/49 m = 0.08. The ratio of ultimate subsidence to head decline must
therefore be larger than 0.08 at this site. Artesian head as measured in a well casing repre-
sents a composite pore pressure of all aquifers in the confined system that are tapped by the
observation well. If and when the pore pressures in fine-grained aquitards reach equilibrium
with those in the adjacent aquifers, compaction will cease, and the ratio of ultimate subsid-
ence to head decline will be a true measure of virgin compressibility for the entire interval
being stressed. Such an ultimate value is analogous to a storage coefficient.
Helm ( 1977), by means of a one-dimensional simulation of the long-term field observations
of subsidence at bench march P7 and artesian head at well 7R1, provided the parameters used for
estimating the ultimate compaction (subsidence) resulting from a step change in head of 49 n;
286
[7-107
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Case History 9.14. Santa Clara Valley, California, U.S.A.
the computed compaction is about 5-3 tn. Thus, on the basis of Helm's parameter values, the ul-
timate subsidence/head-decline ratio would be 5.3 m/49 m = 0.11. If we divide the ratio by the
thickness of compacting aquitards, 145 m, we obtain the virgin compressibility (for stress in-
crease beyond preconsolidation stress) of the aquitards:
5.3 m/(145 m x 43 m) = 7.4 x 10"4m"^
As the water levels in the San Jose area rose rapidly after 1967 (Figure 9.14.2), the
3tre33-strain curves obtained from paired measurements of compaction and artesian head began to
show seasonal expansion during the winter months when the water level was highest and the ef-
fective stress on the confined system was lowest. These stress-strain loops can be used to ob-
tain the compressibility of the confined system in the recoverable or elastic range of stresses
(less than preconsolidation stress). One example (Figure 9.14.7) shows the stress-compaction
plot for a pair of wells in San Jose from 1967 through 1974. Compaction was measured in well
16C6,11, 305 m deep, and stress in nearby well 16C5. Depth to water is plotted increasing up-
ward. Change in depth to water represents an average change in stress in all aquifers of the
confined aquifer system tapped by well 16CS. The lower parts of the descending segments of the
annual loops for the winters of 1967-68, 1969-70, and 1970-71 are approximately parallel, as
shown by the dotted line9, indicating that the response is essentially elastic in both aquifers
and aquitards when the depth to water is less than about 55 m. The heavy dashed line drawn
parallel to the dotted lines represents the average slope of the segments in the range of
stresses less than preconsolidation stress. The reciprocal of the slope of this line is the
component of the storage coefficient attributable to elastic or recoverable deformation of the
aquifer-system skeleton, S^g, and equals 1.5 x 10"^. The component of average specific
storage due to elastic deformation, Sske, equals Ske/244 m = 6.15 x 10-®m~^,
stresses are expressed in metres of water, and if Yw (the unit weight of water) = 1, the
average elastic compressibility of the aquifer system skeleton, a ice' 13 ecJua-l' numerically to
Sske'
5 10 15 20
COMPACTION, IN CENTIMETRES
Figure 9.14.7 Stress change and compaction, San Jose site.
287
[7-108]
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Guidebook to studies of land subsidence due to ground-water withdrawal
In these computations I have assumed that in the range of stresses less than preconaolida-
tion stress, the compressibility of the aquitards and the aquifers is the same. Therefore, the
full thickness of the confined aquifer system, 244 m, was used to derive the specific storage
component, Sgke, in the elastic range of stress.
At these San Jose sites, then, the average compressibility of the aquitards in the virgin
range of stress, 7.4 x 10~4 m~l, is 120 time3 as large as the average compressibility of
the confined aquifer system in the elastic range of stress, 6.15 x 10-6 m-1. This great
difference in response to stressing should be kept in mind when considering use of aquifer
tests to derive hydrologic parameters, as well as in appraisal of subsidence potential.
9.14.8 ECONOMIC AND SOCIAL IMPACTS
Subsidence has created several major problems. Lands adjacent to San Francisco Bay have sunk
as much as 2.4 m since 1912, requiring construction and repeated raising of levees to restrain
landward movement of the saline bay water onto 44 tan2 0f land below high-tide level in 1967.
Also, flood-control levees have been built and maintained near the bayward ends of the de-
pressed stream channels. About $9 million of public funds had been spent to 1974 on such
flood-control levees to correct for subsidence effects, according to Lloyd Fowler, former Chief
Engineer of the Santa Clara Valley Water District. In addition, a major salt company has spent
an unknown but substantial amount maintaining levees on 78 km2 of salt ponds to counter as
much as 2.4 m of subsidence. Several hundred water-well casings have failed in vertical com-
pression, due to compaction of the sediments. The cost of repair or replacement of such dam-
aged wells has been estimated as at least $4 million (Foil, 1967). Including funds spent on
maintaining the salt-pond levees, establishing and resurveying the bench-mark net, repairing
railroads, roads, and bridges, replacing or increasing the size of storm and sanitary sewers,
and making private engineering surveys, the direct costs of subsidence must have been at least
35 million dollars to date.
A major earthquake could cause failure of the bay-margin levees, resulting in the flooding
of areas presently below sea level. The levees were constructed of locally derived weak mater-
ials and were designed only to retain salt-pond water under static conditions (Rogers and Wil-
liams, 1974). The potential for such an earthquake poses a continuing threat to flooding of
the estimated 44 km^ (4400 hectares) of land standing below high tide level as of 1967. Such
a threat must have reduced the value of this land very substantially compared to the value if
it all still stood above mean sea level as it did in 1912. This decrease in land value should
be included in the gross costs of subsidence.
9.14.9 LEGAL ASPECTS
The successful management of a highly variable water supply to achieve a balance with an ever-
increasing demand for water m Santa Clara County (not shown on map) has been remarkable for
several reasons- First, maximum development of local water supplies and importation of water
from two sources have momentarily brought supply and demand into balance. Secondly, by build-
ing up the ground-water storage in the recharge area, and thus the artesian head in the con-
fined system, land subsidence was stopped, at least temporarily, by 1973. Thirdly, all this
has been accomplished by bond issues, revenue from taxes, and water charges, thus avoiding a
drawn-out expensive legal adjudication of the ground-water supply such as occurred in southern
California, in the Raymond Basin (Pasadena vs. Alhambra, 1949).
9.14.10 CONCLUSIONS
Both the cause of subsidence and the means of its control are known. The evidence given here
proves that the subsidence is caused by decline of the artesian head and the resulting increase
in effective overburden load or grain-to-grain stress on the water-bearing heds in the confined
system. The sediments compact under the increasing stress and the lard surface sinks. Most of
the compaction occurs in the fine-grained clayey beds (aquitards) which are the most compressi-
ble but have low permeability. Therefore, the escape of water from these slow draining aqui-
tards (decay of excess pore pressure) and the increase in effective stress are slow and tine-
dependent, but the ultimate corpaction is large and chiefly permanent.
288
[7-109]
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Case History 9 14: Santa Clara Valley, California, U S.A.
The subsidence has been stopped by raising the artesian head in the aquifers until it
equaled or exceeded the maximum pore pressures in the aquitards. The compaction and water-
level records being obtained by the Geological Survey indicate that if the artesian head can be
maintained 3 to 6 m above the levels of 1971-73, subsidence will not recur. On the other hand,
subsidence will recommence if artesian head is drawn down as much as 6 to 9 m below the 1971-73
levels.
9.14.11 EPILOGUE
Recently the Santa Clara Valley Water District was given Historical Landmark status by the
American Society of Civil Engineers for its major contributions to the development of the re-
gion. It was acknowledged that the district's system is "the first and only instance of a ma-
jor water supply being developed in a single ground-water basin involving the control of numer-
ous independent tributaries to effectuate almost optimal conservation of practically all of the
sources of water flowing into the basin."
9.14.12 REFERENCES
CALIFORNIA DEPARTMENT OF WATER RESOURCES. 1967. Evaluation of ground-water resources, South
Bay: Calif. Dept. Water Resources Bull. No. 118-1, Appendix A, Geology, 153 p.
CALIFORNIA STATE WATER RESOURCES BOARD. 1955. Santa Clara Valley Investigation: Calif. State
Water Resources Board Bull. No. 7, 154 p.
CLARK, W. 0. 1924. Ground water in Santa Clara Valley, Calif.. U.S. Geol. Survey Water-Supply
Paper 519, 207 p.
DIBBLEE, T. W. 1966. Geologic map of the Palo Alto 15-minute quadrangle, California: Calif.
Div. Mines and Geology, Hap sheet 8.
HUNT, G. W. 1940. Description and results of operation of the Santa Clara Valley Water Con-
servation Districts project: Am. Geophys. Union Trans., pt. 1, p. 13-22.
HELM, D. c. 1977. Estimating parameters of compacting fine-grained interbeds within a con-
fined aquifer system by a one-dimensional simulation of field observations: Internat.
Symposium on Land Subsidence, 2d, Anaheim, Calif., Dec. 1976, Proc., p. 145-156.
JOHNSON, A- I-, MOSTON, R. P., and MORRIS, D. A. 1968. Physical and hydrologic properties of
water-bearing deposits in subsiding areas in central California: U.S. Geol. Survey Prof.
Paper 497-A, 71 p.
MEADE, R. H. 1967. Petrology of sediments underlying areas of land subsidence in central
California: U.S. Geol. Survey Prof. Paper 497-C, 33 p.
PASADENA v. ALHAMBRA (33 Cal. 2d 908 207 Pac. 2d 17) 1949; certiorari denied (339 U.S. 937)
1950.
POLAND, J. F. 1969. Land subsidence and aquifer-system compaction, Santa Clara Valley, Cali-
fornia, USA, in Tlson, L. J., ed., Land Subsidence, Vol. 2: Internat. Assoc. Sci. Hydrology,
Pub. 38, p. 285-292.
. 1977. Land subsidence stopped by artesian-head recovery, Santa Clara Valley, Cali-
fornia: Internat. Symposium on Land Subsidence, 2d, Anaheim Calif., Dec. 1976, Proc., p.
124-132 (I.A.H.S., Pub. 121).
POLAND, J. F. , and Green, J. H. 1962. Subsidence in the Santa Clara Valley, California—A
progress report: U.S. Geol. Survey Water-Supply Paper 1619-C, 16 p.
289
[7-110]
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Guidebook to stuiiea of land subsidence due to ground-water withdrawal
ROGERS, T. H., and Williams, J. W. 1974. Potential seismic hazards in Santa Clara County,
Calif.: Calif. Div. Mines and Geology, Special Report 107, 39 p. 6 pi.
ROLL, J. R. 1967. Effect of subsidence on well fields: Am. Water Works Assoc. Jour., v. 59,
no. 1,~ p. 80-88.
TOLMAN, C- P. 1937. Ground Water: Mew York, McGraw-Hill Book Co., 593 p., 1st ed.
TOLMAN, C. P., and Poland, J. P. 1940. Ground-water, 3alt-water infiltration, and ground-
surface recession in Santa Clara Valley, Santa Clara County, California: Act. Geophys. Union
Trans., p. 23-35.
WEBSTER, D. A. 1973. Map showing areas bordering the southern part of San Francisco Bay where
a high water table may adversely affect land use: U.S. Geo!. Survey Misc. Field Studies Map
MF 530.
290
[7-111]
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SECTION 8
Miscellaneous Wells
[8-1]
-------
Section 8.1
Radioactive Waste Disposal Wells Supporting Data
[8-2]
-------
Section 8.1.1
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Subsurface Disposal of Liquid
Low-Level Radioactive Wastes at
Oak Ridge, Tennessee
Stephen H. Stow and C. Stephen
Haase
1986
Oak Ridge National Laboratory-
Oak Ridge, Tennessee
USEPA Region IV
At Oak Ridge National Laboratory
(ORNL) subsurface injection has
been used to dispose of low-level
liquid nuclear waste for the last
two decades. Investigations are
underway to determine the long-
term hydrologic isolation of the
injection zone and the geochemical
impact of saline groundwater on
nuclide mobility. This report
addresses the hydrofracture pro-
cess, principle of waste isolation,
site selection criteria, character-
istics of the ORNL site, development
of monitoring procedures, federal
and state regulations, and future
directions.
-------
from' Proceedings of the ln+eriWi
Sui**p»"*pr"' : Su.b*«*»"#-«tc Inj
-------
nuclide mobility. Injections are monitored by gamma-ray logging of
cased observation wells to determine grout sheet orientation after an
injection. Recent monitoring work has involved the use of tiltmeters,
surface uplift surveys, and seismic arrays.
Recent regulatory constraints may cause permanent cessation of the
operation. Federal and state statutes, written for other types of
injection facilities, impact the ORNL facility. This disposal process,
which may have great applicability for disposal of many wastes,
including hazardous wastes, may not be developed for future use.
Introduction and Purpose
At Oak Ridge National Laboratory (ORNL), low-level radioactive
wastes are routinely disposed of by a subsurface injection process
termed "hydrofracture." The liquid wastes are mixed with cement and
other solids to form a slurry that is pumped under pressure through an
injection well into underlying strata. The slurry follows fractures in
the strata and sets to form a solid grout, which contains and
immobilizes the radioelements.
This process has been successfully developed at ORNL over the last
quarter century (de Laguna et al., 1968). Initial development work was
performed at test facilities; in the mid-1960s, the process became
operational. A new injection facility was put into operation in 1982.
A total of over 1.5 million curies of radioelements has been disposed
of; the principal nuclides are Sr^O and Cs^^, although others,
including H^, Co^O, Ru^^, and isotopes of Eu, Cm, Mn, U, Am, and
Pu, also occur in the wastes. This process represents the only
permanent geologic disposal of nuclear wastes in the United States.
The disposal operation is unique and is based on the common
practice of hydrofracturing, which is routinely used by the petroleum
industry to increase porosity and permeability in reservoir rocks by
fracturing the rocks with water injected under pressure. This technique
has potential application to the management of many kinds of wastes.
Our purpose is to discuss the basic principles of the subsurface
injection program at ORNL, to discuss development of monitoring
techniques, and to review the application of existing regulatory
requirements to the ORNL process.
The Hydrofracture Process
A complete review ot the history of the subsurface injection
operation and a description of the process can be found in previously
published works (deLaguna, et al., 1968; Weeren, et al., 1982; IAEA,
1983). The process is a large-scale batch operation (Fig. 1). Liquid
wastes are stored in underground tanks and disposed of typically every
one to two years. The waste solutions, which are alkaline and
657
[8-5]
-------
OMU-MOW-iOtSM
WELLHEAD TOWER
MIXER CELL
INJECTION WELL-
¦ RVATION WELL-
(TYPICAL 1^,
Figure 1. Conceptual drawing of the Hydrofracture Facility at Oak Ridge
National Laboratory. Surface facilities, the injection well,
one cased observation well, and grout sheets are depicted.
nitrate-rich (1-2 M NaN03), are blended with cement and other
additives to form a slurry, which is pumped under approximately 21-MPa
(3000 psi) pressure into the cased injection well. Ihe casing is
slotted at a depth of approximately 300 m (1000 ft). Fractures in the
host rock, a shale of low permeability, are initiated along bedding
planes by pumping a few thousand liters of water into the well; this is
followed immediately by the slurry, which spreads radially from the
injection well along the fractures. The slurry sets to form a thin
(less than a few cm) grout sheet that extends up to several hundred
meters from the well. No grout sheet has been detected more than 220 m
(725 ft) from the injection point. Later injections are made through
slots cut at shallower depths in the well, thus allowing maximum use of
the host injection strata.
Disposal is normally done over a two-day period in two eight to
U;ti-hour shifts. 'Lhe total volume disposed of ranges from 350,000 to
700,000 1 (88,000 to 175,000 gal). Although some operational problems
(Weeren et al., 1984) have arisen over the years, the technique has been
658
-------
highly successful. A major reason for this success is chat the
engineering and operational aspects of this technique are not unique but
rather are standard practice in the petroleum industry.
The costs for disposal at ORNL are approximately $0.30/1
($1.20/gal). About half of this is operational cost, including dry
solids and personnel. The other half represents amortization of the
capital cost ($5.4 million) of the facility prorated for disposal of
40 x 1061 (107 gal) of waste. The costs are sensitive to process
parameters (batch size, injection rate, etc.), which were chosen to fit
ORNL requirements.
Principle of Waste Isolation
The basic objective of the ORNL subsurface injection program is to
effectively isolate the wastes from the accessible environment. This is
achieved through immobilization of the wastes in a variety of ways. The
cement itious waste carrier is the primary barrier and is tailored to
retard the two principal isotopes that occur in the wastes, Sr^O and
Cs^7. Highly sorbing illitic clay is added to help retain the
CS137t Host of the Sr^O occurs as a fine-grained precipitate in the
waste; this precipitate is physically entrapped in the cement, and
Sr^O is largely immobilized in this fashion. The secondary barrier is
the shale, which has a high content of illite. If isotopes such as
Cs^7 should escape the grout, they should readily be sorbed by the
shale. Equally important is the fact that the 100-m-thick (330 ft) host
shale formation is of low permeability, contains small amounts of
groundwater, and is removed from any fresh-water aquifer by over 100 m
(330 ft) of intervening strata.
One of the most significant aspects of the waste isolation
operation at ORNL is the generation of bedding plane fractures. It is
critical that the radioactive slurry remain in the impervious host
horizon and not travel through vertical fractures into strata that might
have hydrologic communication with the environment. As noted later, the
great mechanical anisotropy of the shale and the fact that the
injections are apparently shallow enough so that the least principal
stress is vertical are factors that cause the nearly horizontal bedding
plane fractures. The production of fractures with a nearly horizontal
orientation represents one of the most significant differences with the
standard hydrofracture methods used in industry, where the fracturing is
done at much greater depths with the intent of producing vertical
fractures that cross many strata.
Site Selection Criteria
Idealized Criteria
A set of idealized geologic criteria that should be considered in
selecting a site for a hydraulic-fracturing subsurface injection
659
[8-7]
-------
facility has been developed (Weeren et al., 1982; IAEA, 1983). The
criteria are similar to many used in the selection of repository sites
for high-level commercial nuclear wastes (CFR, 1984). For instance, a
properly located, subsurface injection facility should be in an area that
is tectonically stab-le and has few, if any, natural resources that might
be sought in the future. The injection horizon should be thick and
laterally extensive enough to contain and to help isolate the wastes,
and it should be hydrologically isolated from the accessible
environment. The host strata and waters contained within should have
geochemical characteristics that enhance immobility of the wastes
through retardation and should produce uniform and predictably oriented
fractures. Because of the importance of the host formation to the
success of hydraulic-fracturing subsurface waste disposal, the role of
the host formation is discussed below.
Host Formation Considerations
After injection, the grout acts as a waste package for the
radioactive waste. The grout is the primary containment feature and is
responsible for retention and isolation of the radioactive wastes. The
role of the host formation is as an isolation medium, for the wastes.
Because of the host formation's important role in enhancing and
augmenting the isolation and containment functions of the grout, several
specific criteria for the evaluation of potential host formations have
been formulated. In. general, host formation must have the ability to
(1) hydraulically fracture in a predictable manner, (2) hydrologically
isolate the grout sheets, and (3) retard radionuclide migration and
promote long-term grout stability. The importance of each of these
properties is briefly discussed below.
To ensure that all injected grout sheets stay within the host
formation, it must have properties that result in hydraulic fractures
oriented parallel to its top and bottom contacts. Ideally, such
fractures should maintain a constant orientation throughout their extent
and remain in the particular stratigraphic interval in which they were
initiated.
The host formation should have low porosity and low permeability.
Such properties minimize the quantities of groundwater that could come
into contact with the grouts and prevent the flow of fluids introduced
during injection operations.
The mineralogy and geochemistry of the host formation should
promote the retention of radionuclides contained in the grout sheets.
Clay minerals, such as illite and. smectite, which have large capacities
to sorb radionuclides, should be abundant. The geochemical environment
within the ho3t formation also must be compatible with the chemical and
physical stability of the radionuclide-bearing grouts.
660
[8-8]
-------
Characteristics of the ORNL Site
The site at ORNL, although selected prior to systematic
identification of these idealized siting parameters, conforms to them
fairly well. A summary of the site geology of the ORNL subsurface
injection facility is included below. A more comprehensive description
of site geology and a discussion of the relationship between geological
features and subsurface waste injection is presented by Haase et al.
(1985).
Geologic Setting
The ORNL site is located in the Valley and Ridge Province of the
Appalachian orogenic belt (Fig. 2). The Valley and Ridge Province in
east Tennessee is characterized by a series of regional thrust faults
that strike parallel to the borders of the province. Motion along these
faults during the Alleghanian orogeny (230 to 250 My ago) resulted in
southeast to northwest crustal shortening of 100 to 150 km (60 to 90 mi)
(Harris and Milici, 1977). Within the sediments on each of the thrust
sheets, a significant amount of small-scale folding and faulting results
in a complex structural fabric within all rocks.
ORNL—DWG 67-7601R
TENNESSEE
VALLEY AND RIDGE
PROVINCE c
ANDERSON
COUNTY
ROANE ANDERSOI
COUNTY \ COUNTS
OAK
RIOGE
l-v DOE
OAK RIDGE
ROANE .RESERVATION
COUNTY \ S\/
Figure 2. Location maps for Oak Ridge National Laboratory.
661
-------
The ORNL subsurface injection site is on the leading edge of the
Copper Creek thrust sheet within 1 km (0.6 mi) of where the fault comes
to the surface (Fig. 3). The strike of strata at the site is N 45° to
55° E and the dip of the strata is variable. Within 500 m (1600 ft) of
the fault trace, dip values range from 45°to 90°to the SE. At the
injection facility, dip values range from 10°to 20°to the SE.
Hie stratigraphic sequence in the basal portion of the Copper Creek
fault block consists of, from bottom to top, the Rome Formation, the
Conasauga Group (which includes the host formation), and the Knox
Group. Hie Rome Formation ranges from 100 to 150 m (330 to 500 ft) in
OINl-DWG 14-12900
A
HTD40FVACTUVE
FACllilr
T
MARYVIUE
ROGERSVILIE
RUTLEDGE
PUMPKIN VALIEY
ROME
CHICKAMAUGA
0| 1 1 |30O
MITIM
- 300
-0
—-300
Figure 3. Cross section along a NW-SE trending line through Che
hydrofracture facility, the distributions of the Conasauga
Group, the Rome Formation, and the Copper Creek fault in the
vicinity of the ORNL hydrofracture facility are illustrated.
thickness and consists of sandstones, siltstones, shales, and
raudstones. The Conasauga Group ranges from 550 to 600 m (1800 to
2000 ft) in thickness and consists of six formations, that are, in
ascending order, the Pumpkin Valley Shale (the host formation), the
Rutledge Limestone, the Rogersville Shale, the Maryville Limestone, the
Nolichucky Shale, and the Maynardville Limestone. The clastic-rich
formations, including the Pumpkin Valley Shale, consist of thinly bedded
siltstones and laminated shales and mudstones. The carbonate-rich
formations consist of coarse- to fine-grained limestones, conglomerates,
and calcareous siltstones and shales (Haase et al., 1985). The Knox
Group consists of carbonates and locally abundant sandstones.
662
[8-10]
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The Pumpkin Valley Shale Host Formation
The Pumpkin Valley Shale is 105 m (345 ft) thick and can be divided
into a siltstone-rich, lower member that is 45 m (150 ft) thick and a
shale-rich, upper member that is 60 m (195 ft) thick (Haase, 1982; Haase
et al. , 1985). The lower contact of the formation is gradational into
sandstones of the upper Rome Formation. The upper contact is also
gradational into limestones and calcareous shales of the Rutledge
Limestone. The Pumpkin Valley Shale is composed of mudstones, shales,
and siltstones. The two members differ principally in the relative
proportions of the different lithologies, in the character of the
interstratification sequences of the different lithologies throughout
the member, and in the nature of the primary bedding structures within
the constituent lithologies (Haase et al., 1985; Haase, 1982, 1983).
Shales and mudstones from throughout the Pumpkin Valley Shale
contain 75 to 95% clay-sized material composed of illite/verroiculite +
illite + kaolinite _+ chlorite + quartz. The shales typically contain 5
to 25X silt-sized material composed of detrital quartz, plagioclase and
potassium feldspars, rauscovite, and biotite. The mudstones contain up
to 5£ silt-sized material and have the satne clay mineral assemblage as
do the shales (Haase 1982, 1983).
Deformation features are ubiquitous in the Pumpkin Valley Shale.
Joint sets, fractures, folds, and faults occur throughout the shale
(Ossi, 1979; Sledz and Huff, 1981). At least two and, locally, as many
as four joint sets have been identified (Sledz and Huff, 1981). All of
these can be related to major structures, such as the Copper Creek
thrust fault or specific folding events. Joint spacing, length, and
density are variable within lateral distances of several hundreds of
meters
Small-scale folds and faults are common throughout much of the
Pumpkin Valley Shale. Folds have amplitudes of 0.5 to 3 m (1.5 to
10 ft) and are tight and rarely isoclinal. Many folds are associated
with small-scale faults that occur throughout the shale. Such fault
zones are 0.1 to 3 m (0.3 to 10 ft) thick and typically have nearly
vertical dips, although lower-angle faults have been observed (Haase
et al., 1985; Sledz and Huff, 1981).
The hydrology of the ORNL hydraulic-fracturing subsurface injection
facility site is complex and not understood in detail. Available data
suggest that the subsurface groundwater regime consists of a shallow
freshwater system and a deep saline system (Haase et al, 1985). The
permeability (values typically less than 0.1 md) and porosity (values
from less than 0.1 to 3.0%) of the Conasauga Group are low, and flow
directions for much of the shallow groundwater system are influenced by
structural fabric elements, such as joints and fractures (Sledz and
Huff, 1981; Vaughan et al., 1982; Rothschild et al., 1985). The shallow
groundwater system at the site extends to depths of 30 to 150 m (100 to
500 ft). Groundwater within this system is fresh, with TDS values less
o63
[8-11]
-------
than 5000 ppm. Within the upper portions of the zone of shallow fresh
groundwater, at depths of less than 30 ni (100 ft), the weathered
portions of the Conasauga Group strata contain moderate amounts of
groundwater. Below this depth, borehole geophysical logs suggest that
fresh groundwater is increasingly confined to fracture and fault zones.
At present, little is known about the behavior of groundwater at the
bottom of the shallow zone.
The nature of the deep, saline groundwater system within the lower
portions of the strata of the Conasauga Group is not known. Waters
within this deeper system appear to be high-TDS fluids with chloride
concentrations ranging from 100,000 to 120,000 ppm (Switek et al., in
press). Because of the dramatic compositional differences between
shallow and deep groundwaters, the deep system is thought to be largely
separate from the shallow system. Details of possible coupling between
the two systems are not known. By analogy with the shallow groundwater
system, it is hypothesized that the flow directions of the deep system
are largely controlled by the fracture permeability related to
structural fabric elements.
Summa ry
Empirical data gathered largely from operational experience over
the past 25 years at the ORNL site (Weeren, 1974, 1976, 1980, 1984)
suggest that the Pumpkin Valley Shale has many of the necessary
attributes required of a successful host formation. The formation
fractures in a regular fashion so that injected grout sheets have
predictable orientations and remain within the stratigraphic extent of
the formation. The formation has low intrinsic permeability. The
ambient groundwater in the formation is saline and therefore not in
rapid communication with overlying freshwater groundwater systems. The
mineralogy of the formation i3 an efficient sorption agent for some
radionuclides, especially ^-^Cs, that occurs in the ORNL waste.
Development of Monitoring Procedures
Monitoring Methods
A variety of techniques can be used to determine the location of a
grout sheet. The most accurate method involves drilling a large number
of boreholes to intersect the emplaced grout. Such a method, however,
is expensive, time-consuming, and jeopardizes the ability of the site to
geologically isolate future slurry injections. Therefore, it is
desirable to consider other methods of determining the orientation and
extent of the grout sheets. Methods being developed at ORNL entail both
post-injection and real-time monitoring. Post-injection methods consist
of gamma-ray logging of cased observation wells and accurate leveling of
benchmarks in the vicinity of the hydro fracture facility. Real-time
monitoring methods entail use of tiltmeters installed at the ground
6b4
[8-12
-------
surface and geophone arrays at the surface and in deep wells at the
site. Stow et al. (1985) reported on these monitoring techniques.
When wastes are injected at 300 m (1,000 ft) depth, the ground
surface undergoes slight, but measurable, deformation. (Davis 1983;
Pollard and Holzhausen 1979) The shape and location of this ground
deformation reflect the orientation and extent of the subsurface grout
sheet. By accurately measuring the surface deformation, either during
or after an injection, and comparing it to elastic models, the geometry
and orientation of the subsurface sheet can be estimated.
Leveling Surveys
At ORNL, a series of 7 5 benchmarks has been installed along roads
in a radial pattern up to 650 m (2000 ft) from the injection facility
(Fig. 4). During eight bimonthly injections in 1982 and 1983, precise
leveling surveys were made before and after each injection to determine
the amount of surface deformation.
Systematic uplift patterns were observed after each of the
injections. The uplift pattern from the October, 1983, injection is
shown in Fig. 4. This pattern is representative of those associated
with other injections, although the extent and shape of the surface
deformations vary with each injection. For the October injection, the
area of maximum uplift is offset by some 100 m (330 ft) to the southwest
from the injection well and that the maximum uplift is over 2.5 cm (1
in). The uplift decreases in a fairly systematic way outward from the
highest point and, although not shown in Fig. 4, extends beyond the
600-m (2,000-ft) limit of the benchmarks. The volume of the uplift
significantly exceeds the volume of the injected grout.
The geometry of the uplift pattern indicates that the grout sheet
spread to the north, which is in an updip direction. This orientation
would be expected because the slurry should preferentially migrate in
the direction of least lithostatic pressure, i.e., in an updip direction
along bedding planes. Post-injection gamma-ray logging in the
observation wells within 150 m (500 ft) of the injection well confirms
the extension of the grout sheet in a northerly direction.
Thirty days after the October injection, the leveling survey was
rerun; noticeable changes had occurred over this time period (Fig. 5),
similar to those detected after other waste injections. The area of
maximum uplift was found to correspond to the location of the downhole
injection point and the maximum uplift had decreased to approximately
10 mm (0.4 in) in this area. The subsidence of the uplift after the
injections is thought to result from a complex set of factors including
an attempt toward mechanical relaxation of the stressed strata and
dissipation of pressure following the injection. As noted later,
raicroseismic signals continue for weeks after an injection. It is
important to note that the volume of the uplift measured 30 days after
an injection roughly corresponds to the volume of radioactive slurry
inj ected.
665
[8-13]
-------
UPLIFT **5 OATS AFTER 18-83 INJECTION
ic ••
NORTH
388 ¦
* SURVEY IUCHIIUK
Figure 4. Net surface uplift immediately after the October 1983 waste
injection at ORNL. The cross indicates the projected
position at the ground surface of the injection point, some
300 m (1000 ft) below ground surface. Contour interval is
5 nun (0.4 in).
Tiltmeter Surveys
Tiltraeter measurements represent a monitoring technique that
provides information on the ground deformation that occurs during and
after an injection. (Evans and Holzhausen 1983; Riley 1961). Eight
tiltmeters were installed in September 1983 in shallow wells at radii o
120 and 180 m (400 and 600 ft) from the injection point. Measurements
were taken for the October and November injections and for the
intervening period. The net ground deformation resulting from the
October injection is shown in Fig. 6. The arrows indicate the vector
tilt of the ground surface at each site. The length of each arrow is
proportional to the amount of tilting, measured in microradians. The
October injection covered two days. Tilt rates for the second day
significantly exceeded those of the first day, suggesting a nonlinear
response of the strata over the injection zone. The data reveal that
666
-------
UPLIFT -30 DAYS AFTER 10-83 INJECTION
NORTH
38B a
Figure 5. Net surface uplift 30 days after the October 1983 waste
injection at ORNL. Map symbols are the same as in Figure 4.
maximum uplift is slightly north of the injection point. Elastic
modeling of a purely dilatational fracture would suggest that this
uplift pattern corresponds to a grout sheet that propagated upward and
to the south (Davis 1983). This result is obtained using both an
isotropic elastic model and a transversely isotropic model in which rock
stiffness parallel to bedding is five times greater than stiffness
perpendicular to bedding. This conclusion does not, however, agree with
that drawn on the basis of leveling surveys and on the garama-ray logging
of observation wells.
A possible explanation for this northward shift of the center of
uplift may be related to shear induced in the hydraulic-fracture plane
during grout injection. Horizontal crustal compression in the Oak Ridge
area should induce an in-plane shear component because the grout sheets
are inclined to this inferred principal stress direction. In-plane
shear on a southward-dipping fracture would result in maximum uplift to
the north of the injection well. When added to the uplift caused by
667
-------
VECTOR TILTS, 26-OCT-83, 1526-2017
.n°°°° °oJ 5 UPLIFT CONTOURS
j, j,
py"
1008 ft
NORTH
TILTMETER
380
Figure 6. Net ground tilting resulting from the October 1983 waste
injection at ORNL. The arrows for each tiltmeter represent
the net vector of tilt measured in an X and Y direction.
Solid lines represent roads. Other map symbols are the same
as in Figure 4.
fracture dilation, the net tilt would resemble that measured during the
October and November 1983 injections. A more complete discussion of the
interpretation of the tiltmeter data are found in a recent article by
Holzhausen et al. (1985).
Tiltmeter data were also gathered between the October and November
injections. Figure 7 shows the net tilt change for the first eight days
of this period. Vector directions indicate that subsidence occurred, an
observation that corresponds closely with the results of the leveling
surveys (Fig. 5). Apparently, this subsidence caused a shift in the
center of uplift from slightly north of the injection point to slightly
south of the injection point.
668
[8-16]
-------
VECTOR TILTS, 27-0CT-83 lo 04-NOV-83
a 0 oq Q
^0OOo°,
a DEPRESSION CONTOUR
» O
iiDooaaao » o o ~ooooaoQno
N,
10 ¦ I cp «r ad I on
teee ri
NORTH
1——r
tiltheter
389
Figure 7. Net ground tilting during an eight-day period following the
October 1983 waste injection at ORNL. Map symbols are the
same as in Figures 4 and 6.
Because the tiltmeter data are acquired on a continuous basis, it is
possible to monitor ground deformation in real time during an
injection. During the October and November injections, it was observed
that surface deformation patterns changed continuously with time and
that areas of maximum deformation shifted frequently. These
observations suggest that the injected grout sheet forms in a
discontinuous fashion as lobes that are extended in different directions
at different times during an injection.
In evaluating their use for monitoring, it is important to note the
sensitivity of the tiltmeters. The instruments used during the October
and November injections can resolve 5 nanoradians (5 x 10-^ radian) of
movement. On October 25, fracture initiation was caused by injection of
a few thousand liters of water at the 300-m (1,000-ft) depth; tilting
was immediately detected. Cessation of tilting was noted immediately
when injections were ceased, and a slight reversal of tilt was noted
between the night of October 25 and the morning of October 26. These
data indicate that tiltmeters are a very sensitive indicator of surface
deformation associated with subsurface injections. With appropriate
modeling of the data, tiltmeters may represent a feasible method of
real-time monitoring of the orientation and extent of the grout sheet.
669
[8-17]
-------
Microseismic Monitoring
.It was anticipated that detection of microseismic signals resulting
from a propagating fracture might provide a basis for determination of
the location and rate of formation of the fracture and for the failure
mechanism by which the fracture propagates. Three geophone arrays were
used; two high-frequency (20-250 Hz) arrays were placed 125 to 180 m
(415 to 600 ft) down in drillholes overlying the injection zone. The
geophones were "sanded into" the wells to ensure good transmission of
signals from the rock. A third array was placed at the ground surface.
Low-frequency (0.03 Hz) signals were also recorded with a
surface-mounted vertical component seismometer.
Numerous microseismic events occurred during the injection; most
represent shear failure associated with stress field changes in the rock
envelope surrounding the fracture. Few tensile events—those that could
be created by bedding plane opening—were detected. Long-period events
occurred throughout the injection and correlated closely with slight
decreases in pumping pressure. Events also were noted for days after an
injection ceased, suggesting that a physical readjustment of the slurry
and/or overlying strata was taking place. These post-injection events
gradually decreased with time.
Mapping the fractures as they form has not been successful to date.
The chief reason for this is that the events associated with fracture
propagation are of very low energy and geophones must be close to the
fracture for detection of the events. In the case at ORNL, the
geophones were over 100 m (330 ft) above the fracture; most of the
energy from the fracturing apparently was absorbed by the intervening
strata.
Overview
There is considerable work yet to be done on development of
monitoring techniques, especially those that provide real-time data
during an injection. The two methods that do provide such data
(tiltmeter, microseismic) show promise; of the two, the tiltmeter method
appears to be better developed at present. Stow et al. (1985) provide
more detail on the relative evaluation of the techniques. While it is
anticipated that future subsurface disposal operations may require
installation of real-time monitoring systems, direct techniques, such as
gamma-ray logging, will probably also be required.
It has recently been determined that ubsurface injection
These are the
CXgE3$pSgEi?W(40 CFR 124, 144, 146, 147) and the
€«s§5358B®BI^ o f the Water Quality Control Board (Chapter 1200-4-6).
b70
-------
Although the state regulations are more stringent than the federal ones,
Tennessee does not yet have primacy. Both of these statutes were
written for the more commonly practiced subsurface injection' techniques
rather than for the ORNL process.
It is important to compare the ORNL process with those for which the
legislation was written because there are significant similarities and
differences. Such aspects as the intent to prevent contamination of
potable groundwater, the desire for high integrity of the injection
well, and monitoring of the injection operations represent facets where
the legislation is in full concert with the ORNL process. However, a
number of characteristics of the ORNL process make it apparent that the
legislation was written for injection operations radically different
from that at ORNL (Table 1). tlinmtomugk
Table 1
Comparison of the ORNL Subsurface Injection Well
with Other Types of Injection Wells
Factor
ORNL
Others
Waste Form
Waste Fate
Host Stratum
Porosity
Structure of Host
Volume of Waste
Frequency
Solid-cement
Isolated, retarded
Aquitard
Created by Fracturing
Dipping
Small
One-two Years
Liquid
Diluted
Aquifer
Natural
Horizontal
Large
Continuous
Most hazardous
waste injection operations do not operate at pressures sufficient to
fracture the host strata because the strata have inherent high porosity
and permeability.
S322£
T3T5SS
to 71
[8-19]
-------
Well Classification
In all
likelihood the well would be Class I, except that the application of
injection pressures sufficient to initiate fracturing at the host shale
is not allowed for Class I wells. For obvious reasons, the well cannot
be a Class II, III, or IV; thus a Class V assignment will probably be
made.
Present Status
For a variety of reasons, it has been decided by the Department of
Energy, for which ORNL works, that
yarre?|
it:3
^~^^?fnrpT^Qn^o^ptig^gy^emy.rrdsi3!snnxga^3jQg^i^^iiU^uviiSc^'ur^g£lQw^th^
Also, the status of Class I wells relative
to the 1988 "hammer" clause in the RCRA has created significant
uncertainty from a regulatory viewpoint as to the future of the facility.
Future Directions
Use of the Technique for Hazardous Wastes
iy 111 Because the operational aspects of the disposal
operation are fairly routine, attention is directed here toward waste
forms and carriers that are compatible with the injection process and
typical host formations.
For instance, chromium could be precipitated as a highly
insoluble sulfate, or other transition metals might be fixed by_
chelating agents.
¦- '..vongirud--
,T\,Tvflyrrrt",lu"witVi rr*-^
be
672
-------
waste isolation potential. Alternatively,
might be developed as waste forms and carriers that Tn7Tttta*'Ti"*','|.|"i'l11|
Need for Regulatory Reconsideration
As discussed previously in the regulatory considerations section,
the subsurface injection of waste by the hydraulic-fracturing technique
differs substantially from the technologies for which current
regulations were adopted. For the merits of the hydraulic-fracturing
techniques to be fully evaluated, some regulatory reconsideration must
be granted. The need for regulatory reconsideration is reflected in the
current "on hold" status of the facility at ORNL. It is hoped that
after 1988 and resolution of the RCRA "hammer" clause decision for
Class I wells, research on and progress toward permitting the hydraulic-
fracturing subsurface injection technology can be resumed. Such action
would be helped by expansion and/or modification of existing underground
injection regulations.
jj£7a uKStr£ a g SSI
References
Code of Federal Regulations (CFR), 1984. 10 CFR Part 960, Federal
Register 49 (236). p. 47717.
Davis, P. M., 1983. Surface Deformation Associated with a Dipping
Hydrofracture. Jour, of Geophysical Research, v. 88, pp. 5826-5834.
de Laguna, W., Taraura, T., Weeren, H. 0., Struxness, E. G., McClain,
W. C., and Sexton, R. C. 1968. Engineering Development of
Hydraulic Fracturing as a Method for Permanent Disposal of
Radioactive Wastes. ORNL-4259, Oak Ridge National Laboratory,
259 pp.
Evans, K. and Holzhausen, G. R., 1983. On the Development of Shallow
Hydraulic Fractures as Viewed through the Surface Deformation
Field: Part II - Case Histories. Jour, of Petroleum Technology,
v. 35, p. 411.
Haase, C. S., 1982. Petrology and Diagenesis of the Pumpkin Valley
Shale in the Vicinity of Oak Ridge, Tennessee. Geological Society
of America Abstracts with Program, v. 14, p. 22.
67 J
[8-21]
-------
Haase, C. S., 1983. Petrologic Considerations Relevant to the Disposal
of Radioactive Wastes by Hydraulic Fracturing: An Example at the U.
. S. Department of Energy's Oak Ridge National Laboratory.
Proceedings of the Sixth Materials Research Society Symposium on
the Scientific Basis for Radioactive Waste Management, Boston,
Massachusetts, v. 15, p. 307, Elsevier, New York.
Haase, C. S. , Walls, E. C., and Farmer, C. D., 1985. Stratigraphic and
Structural Data for the Conasauga Group and the Rome Formation on
the Copper Creek Fault Block near Oak Ridge, Tennessee: Preliminary
Results for Test Borehole ORNL-JOY No. 2. ORNL/TM-9159, Oak Ridge
National Laboratory, 88 pp.
Haase, C. S., Switek, J., and Stow, S. H., 1985. Formation Water
Chemistry of the Conasauga Group and the Rome Formation near Oak
Ridge, Tennessee: Preliminary data for Major Elements. Geological
Society of America Abstracts with Program, v. 17, p. 94.
Harris, L. D. and Milici, R. C., 1977. Characteristics of Thin-skinned
Style of Deformation in the Southern Appalachians and Potential
Hydrocarbon Traps. U.S. Geological Survey Professional Paper 1018.
Holzhausen, G. R., Stow, S. H., Haase, C. S., and Gazonas, G., 1985.
Hydraulic-Fracture Growth in Anisotropic Dipping Strata as Viewed
Ihrough the Surface Deformation Field. Proceedings of the 26th
U.S. Symposium on Rock Mechanics, v. 1, pp. 341-353.
International Atomic Energy Agency, 1983. Disposal of Radioactive
Grouts in Hydraulically Fractured Shale. Tech. Report Series 232,
111 pp.
Milici, R. C. , 1973. The Stratigraphy of Knox County. Tennessee
Division of Geology, Bulletin 70, 9 pp.
Ossi, E. J., 1979. Mesoscopic Structures and Fabric within the Thrust
Sheets Between the Cumberland Escarpment and the Saltville Fault.
M. S. Thesis, The University of Tennessee, Knoxville, Tennessee.
Pollard, D. D., and Holzhausen, G. R. , 1979. On the Mechanical
Interaction Between a Fluid-Filled Fracture and the Earth's
Surface, Tectonophysics, v. 53, p. 27-57.
Riley, F. S., 1961. Liquid-level Tiltmeter Measures Uplift Produced by
Hydraulic Fracturing. 'J. S. Geol. Survey Prof. Paper 424-B.
Rothschild, R., Haase, CC. S, and Huff, D. D., 1985. Geological
Influence on Shallow Groundwater Flow in the Conasauga Group near
Oak Ridge, Tennessee. Geological Society of America Abstracts with
Program, v. 17, p. 132.
b74
[8-22]
-------
Sledz, J. J. and Huff, D. D., 1981. Computer Model for Determining
Fracture Porosity and Permeability in the Conasauga Group, Oak
Ridge National Laboratory. ORNL/TM-7695, Oak Ridge National
Laboratory.
Stow, S. H., Haase, C. S., Switek, J., Holzhausen, G. R., and Majer, E.,
198 5. Monitoring of Surface Deformation and Microseismicity
Applied to Radioactive Waste Disposal through Hydraulic fracturing
at Oak Ridge National Laboratory. Waste Management '85
Proceedings, v. 2, pp. 481-485.
Switek, J., Haase, C. S., Stow, S. H., (in press). Geochemical
Investigation of Formation Waters in the Lower Conasauga Group at
the ORNL Hydraulic Fracturing Facility: Data from the Rock Cover
Wells. ORNL/TM-9422, Oak Ridge National Laboratory.
Vaughan, N. D., Haase, C. S., Huff, D. D., Lee, S. Y., and Walls, E. C.,
1982. Field Demonstration of Improved Shallow Land Burial
Practices for Low-Level Radioactive Solid Wastes: Preliminary Site
Characterization Report. ORNL/TM-8477, Oak Ridge National
Laboratory.
Weeren, H. 0., 1974. Shale Fracturing Injections at Oak Ridge National
Laboratory - 1972 Series. ORNL/TM-4467, Oak Ridge National
Laboratory.
Weeren, H. 0., 1976. Shale Fracturing Injections at Oak Ridge National
Laboratory - 1975 Series," ORNL/TM-5545, Oak Ridge National
Laboratory.
Weeren, H. 0, 1980. Shale Fracturing Injections at Oak Ridge National
Laboratory - 1977-1979 Series. 0RNL/TM-7421, Oak Ridge National
Laboratory.
Weeren, H. 0., 1984. Hydro fracture Injections at Oak Ridge National
Laboratory - 1982-1984 Series. ORNL/NFW-84/43, Oak Ridge National
Laboratory.
Weeren, H. 0., Coobs, J. H. , Haase, C. S., Sun, R. J., and Taraura. T.,
1982. Disposal of Radioactive Wastes by Hydraulic Fracturing.
ORNL/CF^81/245, Oak Ridge National Laboratory, 143 pp.
Weeren, H. 0., Sease, J. D., Lasher, L. C., and Thompson, W. T., 1984.
Recovery of Injection Well at the New Hydrofracture Facility.
ORNL/TM-8823, Oak Ridge National Laboratory, 80 pp.
675
-------
Section 8.1.2
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
"Subclass 5N-Nuclear Waste Disposal
Wells," From Underground Injection
Control Class V Inventory
G. Koschal, K. Lambert, S. Sares
March, 19 87
Uranium mill site
Bluewater, New Mexico
USEPA Region VI
Uranium Mill
The excerpt from New Mexico's Class
V report discusses inventory, well
construction and operating practices,
and potential groundwater impacts.
According to the report, the well
is no longer in use and will present
little potential impact on the
groundwater resources when the well
is properly abandoned.
[8-24]
-------
SUBCLASS 5N - NUCLEAR WASTE DISPOSAL WELLS
7.1. Types of Subclass 5N Wells
One type of Subclass 5N well has been defined:
5N24. Radioactive Waste Disposal Wells - All
radioactive waste disposal veils other than
Class IV wells.
Wells in type 5N24 include wells that dispose of radioactive
wastes below the lowest foraation that contains an USDW.
7.2. Inventory
The UIC inventory identified one 5N24 well in New Mexico.
This well is located at an uranium mill site (Figure 7-1) and was
used to dispose of radioactive millstream wastes. The well was
taken out-of-service in 1977 and was not regulated by EZD or UIC
regulations.
7.3. Well Construction and Operating Practices
The 5N24 well in New Mexico was drilled and put into service
in I960. The well was drilled to a depth of 2511 feet and
bottomed in the Permian Abo Foraation. The diameter of the
drilled hole is 17 inches to 730 feet and 11 inches to TD.
The hole was plugged to 1830 feet, 6-5/8 316 stainless steel
casing was set and the casing was perforated through the
injection zone.
Uranium mill process wastes were injected from 1960 to 1977
at a average rate of 65,000,000 gallons per year. The waste
stream contained a TDS concentration of 4060 ppm. Radioactive
contaminants in the injected fluid were uranium, thorium, and
radium.
The well was taken out-of-service in 1977 and mill wastes
were diverted to surface ponds. The well was permanently
plugged, but will be permanently abandoned under the closure plan
for the mill. The procedure for abandoning the hole will be:
1. Circulate fresh water in the hole,
2. Set tremie pipe and inject cement to seal perforated
44
[8-25]
-------
UTAH I COLORADO
TAOS
OKLA
UNION
TEXAS
) MORA
rr~
"~%f\ r-f
5N24
<
Z
C
N
UMCOUN
<
MOW*
ONAMT •
OTCRO
COOT
UIMA
TEXAS
MEXICO
REPUBLIC
active
WELLS<
TOTAL
¦WELLS
Figure 7-1 Location of Subclass 5N Well
45
[8-26]
-------
zone,
3. Perforate casing at a depth of 900 feet,
4. Inject cement to surface.
7.4. Potential Ground Water Impacts
The ground water in the area of the injection well is in the
Permian San Andres Formation. When the well is properly
adandoned, there will be little potential impact on the ground
water resources. The Mill tails and ponds present a much grater
threat to ground water.
7.5. Conclusion
Subclass 5N wells are high priority wells in New Mexico.
The WQCC regulations are adequate to regulate any new wells. The
paucity of these wells in New Mexico allows these high prority
wells to have only a minor impact on ground water.
46
[8-27]
-------
Section 8.1.3
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
"Low-Level Radioactive Waste Disposal
Well" From Idaho Assessment of Class
V Wells
W.G. Graham, L.G. Campbell, I. Sacher
January, 1987
Idaho National Engineering Laboratory
Idaho
USEPA Region X
Chemical Processing Plant
This excerpt from the Idaho Class V
report describes well construction,
quality and quantity oE injected
fluids, impact of nuclear injection
practices on the receiving ground-
water system, and alternatives.
The description indicates that
injection of chemical contaminants
has not resulted in serious degra-
dation in the quality of ground
wa t e r.
[8-28]
-------
LOW-LEVEL RADIOACTIVE WASTE DISPOSAL WELL (CLASS VN-24)
Introduction
The U.S. Department of Energy currently maintains one low-
level radioactive waste disposal well at their chemical proces-
sing plant (ICPP) on the Idaho National Engineering Laboratory
reservation. This well is maintained as a backup to the
facility's service waste percolation pond disposal system, and is
used only for short periods of time during system pump failures.
Well Construction
The ICPP well was initially drilled to 588 feet and was
cased from 15 feet below land surface (bottom of well pit) to the
well bottom with 12-inch diameter steel casing. The casing was
perforated from 450 feet to 588 feet. The well was subsequently
lined with 10-inch PVC pipe and backfilled to 520 feet in 1983.
The well passes through roughly 40 feet of overburden, then
penetrates basalts and associated sedimentary interbeds to the
bottom of the borehole. Depth to ground water is approximately
440 feet.
Quality and Quantity of Injected Fluids
Considerable data are available defining the sources and
quality of the ICPP service waste stream that would be injected
with activation of the well. Sources of the waste stream include
heat exchange condensate and cooling water, boiler blowdown,
deionizer regeneration solutions/ chemical makeup solutions,
process equipment waste condensate, nonradioactive wastes from
laboratory drains, and fluids from pilot plant drains. The
overall quality is reported to meet the radiologic standards for
release to an uncontrolled area (IDHW, 1981) and the chemical
limits for characterization as nonhazardous waste under 40 CFR
Part 261. However, concentrations of radiochemical contaminants,
nitrate as nitrogen, and mercury are reported to exceed primary
drinking-water standards, and therefore, the discharge quality
standards of the Idaho Injection Well Regulations.
Approximately 136,000 gallons of fluid were injected in
1985. However, from January 1 to October 1, 1986, only one
recharge event was conducted at which time 8 50 gallons were
injected.
Impact of Nuclear Injection Practices on the Receiving
Ground-Water System
Past injection well practices at the ICPP have resulted in
the formation of a tritium plume within the Snake Plain Aquifer
(Radioactive Waste Task Force, 1979). With continued full-time
use of the injection well, the plume was predicted to reach the
INEL site boundary by the year 2000. Other injected isotopes
88
[8-29]
-------
are more susceptible to attenuation and are remaining near the
point of injection. Concentrations of radioisotopes and radia-
tion dosage limits in samples of ground water from the underlying
plume are below the radiochemical maximum contaminant levels for
drinking water.
Injection of chemical contaminants has not resulted in
serious degradation in the quality of ground water. Maximum
reported concentrations of nitrate-nitrogen in the ICPP service
waste stream are roughly twice the drinking-water standard, and
mercury concentrations are reported to occasionally exceed the
drinking-water standard by up to a factor of ten. However,
concentrations of these contaminants in samples from site
monitoring wells have never been reported to exceed drinking-
water standards.
Alternatives
Prior to the Radioactive Waste Task Force report in 1979,
four injection wells were used on the INEL reservation for the
disposal of low-level nuclear wastes. Three were subsequently
abandoned and the fourth is maintained at the ICPP facility on
standby for system backup. Current plans call for the eventual
termination of all low-level nuclear waste disposal by injection.
[8-30]
-------
Section 8.1.4
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
From Disposal of Hanford Defense
High-Level, Transuranic and Tank
Wastes, Volume 3
Not Available
March, 1986
Statement)
(Environmental Impact
Hanford Site
Washington
USEPA Region X
Irradiated nuclear fuels processing
This excerpt describes disposal of
liquid, radioactive waste through
a reverse well. According to the
discussion, plutonium was intro-
duced directly to the aquifer, but
little migration has been observed.
The 90 Sr and 137 Cs are more wide-
spread. However, the zone of con-
tamination around the reverse well
appears to be stable with no apparent
further migration of radionuclides.
[8-31]
-------
V.5 REVERSE )£LLS
One reverse well, 216-8-5, has been characterized (Smith 1980, 1981). The 216-8-5
reverse well is located approximately 370 m northeast of the 221-8 (B-Plant) building in 200
East Area. Low-salt, alkaline, radioactive liquid wastes from cell washings were discharged
to the 216-8-5 reverse well via the 241-8-361 settling tank. The reverse well was used from
April 1945 to September 1947. The wastes were discharged to the settling tank and overflowed
to the reverse well. The system was designed to remove particulate material from the waste
before discharge to the reverse well and thus reduce the chance of plugging the well. The
estimated waste inventory discharged to the 241-8-361 settling tank and 216-8-5 reverse well
is reported in Table V.4.
TABLE Y.4. Estlaated Waste Inventory Released to the 241-B-361 Sett Una
Tank and 216-8-5 Reverse Hell (Hanson et al. 1973)
Volume, I
Pu. g
Beta, Ci
90
Sr, Ci
137
106
Cs, Ci
Ru, Ci
w
Amount Oischarqed
9.18 x
1.28 x
1.14 x
2.27 x
2.42 x
4.88 x
10°
103
103
101
101
101
1946
1.22 x
1.71 x
1.52 x
3.02 x
3.23 x
6.51 x
10'
103
103
101
101
101
T947
9.18 x
1.28 x
1.14 x
2.27 x
2.42 x 10
4.88 x 10
10°
103
103
101
Total Amount
Oischarqed
3.06 x LO
4.27 * 10
3.80 x 10
7.56 x
8.07 x
1.63 x
10
10
102
Decayed
<1.39 * 102
3.32 x iol
3.73 x 10l
1.72 x 1(H
The 216-8-5 reverse well was removed from service in September 1947 when a water sample
from a well located 655 m north of Che reverse well indicated the presence of alpha contami-
nation in the groundwater. Two days later, the waste that was being discharged to the
reverse well was rerouted to other waste disposal facilities. The monitoring well was resam-
pled, and the results of this analysis indicated chat the first analysis was incorrect and
the groundwater in Chat area was not contaminated with radionuclides. Analyses of additional
samples supported the results of the second water analysis.
The 216-8-5 reverse well was drilled using a telescoping casing technique; 40-cm-dia
casing was installed to 4 m, 30-cm-dia casing to 31 m, 25-cm-dia casing to 74 m, and 20-cni-
dia casing to 92 m. A diagram of the reverse well is shown in Figure V.14. The 20-cm-dia
casing was perforated from Che 74-m level to the bottom of the well, providing the means for
distributing waste solutions into the surrounding sediments. Waste entered the reverse well
at approximately 3.7 m below ground surface. A 1.3-cm-dia pipe (gagelme) extended from the
ground surface to within 15 m from the bottom of the well for the purpose of liquid-level
measurements. The gageline served as a warning system to indicate that the reverse well was
filling with liquid waste.
On 1 ling logs from other wells drilled near the reverse well indicated that the water
table at the 216-8-5 reverse well was approximately 90 u, which indicated that the reverse
well penetrated the water table and radioactive liquid wastes were discharged directly into
the saturated sediments below the water table. These findings provided the impetus for a
full-scale groundwater contamination investigation of the 216-8-5 reverse well from 1947 :o
1950 (Brown and Ruppert 1948, 1950).
[8-32]
-------
216-B-5 REVERSE WELL
VERTICAL EXAGGERATION
CESIUM - 137
(nCI/g)
2tf-B-S-RE VERSE WELL
)miii at
mmm
UlGHllT til IT COAAtC lOUiOlUM UNO IO COMtl VO MfOlUM tAMO
tAMO* ftUT
IANOT COARtt TO VIRY FlMC rdllf
PfllK VKHV COARtt VO MlUIUM UNO
Ilightiv tun
UKDtUM ¥0
FlMi I AND
tAMDT til I
tU IT tANOT MfOlUM TO f IMA PtllLI IO
IAMOT Vf AT COARtt lOFlNl PE*»lt
WATtH 1 Avlt (J'M)
Lv£!S-i*-*s?
s.V'"
¦AS ALT
| IWlUt |
FIGURE V.16. Cesiua-137 Distribution (Smith 1981)
00
1
w
w
-------
ro
CD
Plutonium - 239.240
>
0)
1 10
Sandy Sill
Silly Pebble Very Coats
lu Medium Sand
I
Pebbly Very Coaise
lo Coai be Sand
At.
^ Very Coarse lo
v Medium Pebble
•001
Slightly Silly Coarse lo Medium Sand to
Coarse lo Medium Sand
Sandy Coarse lo Very Fine Pebble
Pebbly Very Coarse lo Medium Sand
Pebbly Sandy Sill
Slightly Silly
Medium lo
Fine Sand.
*\<^ Silly Sandy
Medium lo Fine Pebble lo
t-0 01
Sandy Veiy Coarse lo Fine Pebble
t-
WaierTable(7 80)
Waiei Table (1948)
.
Pebbly Very Coarse
lo Coarse Sand
\
17
60
70
80
90
100
Q>
o
"O
C
3
O
k_
O
S
o
0)
CD
0)
a>
2
a
0)
Q
100
BdSdlt
1 10
f—I
2 Meters
FIGURE V.i;. Plutoniun-239-240 Distribution (Smith 1981)
(216-B-5 Reverse Hell)
w
4k
-------
The major objectives of the study were to determine the spatial distribution of radionu-
clide contamination in the groundwater and to predict the direction that contamination would
migrate if it moved at all. Eleven wells were drilled from November 1947 to May 1948. The
wells were drilled 9 m into the saturated zone below the water table. Sediment and ground-
water samples were collected at the time of drilling and were analyzed for alpha and total
beta-gamma contamination.
Figure V.18 shows the distribution of 9®Sr. This distribution is similar to the other
distributions in that it also shows the influence of the 1948 water table and direction of
groundwater flow. The limited distribution of 90Sr compared to ^7Cs was partially attrib-
uted to settling of 90Sr in the 241-B-361 settling tank. Thereforp, a larger portion of the
^7Cs inventory overflowed to the reverse well than the ®"sr inventory.
In summary, although plutonium was rntroduced directly to the aquifer, little migration
has been observed. The 90Sr and ^7Cs are more widespread due to their increased monility.
However, the zone of contamination around the 216-8-5 reverse well appears to be stable, with
no apparent further migration of radionuclides.
[8-35]
-------
216-B-5 REVERSE WELL
GEOLOGIC CROSS SECTION A-A*
VERTICAL EXAGGERATION
STRONTIUM 90
(nCt/g)
<
ca
O
216 B-S REVERSE WELL
IH2)
121 24
kLICMTL V *11IV COARSi TO MEDIUM SAND IO COARSE VO MEDIUM SAND
IANDV Ml I
SANDY COARSE TO ViMV FINE PCSIti
PEBBLY VERY COARSE TO MEOIUM BAND
FINE SAMO
HIT* SANDV MEDIUM TO FINE PEBBLE ID
SANOV Vf RV COARSE TO flMt PEBBLE
tANDi SIL I
WATER TABLE )
mmmm
r* WATCH TABt
|l»4«l
PEBBLV VERY COARSE
TO COARSE SAND
Sit IV PEBBLV Vf
IO MEOIUM SAND
PEBBl V VERV COARSE
IO COARSE SANO
| 3 HIKRI |
VI007-3
FIGURE V.18. Strontium-90 Distribution (Smith 1981)
CD
I
w
m
-------
Section 8.1.5
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Report on Findings of NRC/EPA -
Underground Injection Liaison Group
Radioactive Waste Injection and
In-Situ Mining of Uranium
Underground Injection Liaison Group
September, 1982
Not Applicable
Not Applicable
Radioactive waste injection and
in situ mining of uranium are two
areas in which there exist dual
regulatory jurisdictions between
the Nuclear Regulatory Commission
and EPA. The report indicates
that coordination between the
areas should be done at the State
or Regional level.
-------
^0ST4%
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
WASHINGTON, D.C. 20460
T
357 * 0 ^05
Mr. John Linehan, Section Leader
Operating Facilities Section
Uranium Recovery Licensing Branch
Nuclear Regulatory Commission
7915 Eastern Avenue
Silver Spring, MD 20910
Dear John,
Enclosed you will find a copy of the report of our last
meeting as well as the memos that were used to let our
Branch Chief and Office Director know about our findings.
As you will notice, the final format has been changed for
the sake of ease in processing. We hope this will not cause
any problems. If, in the process of reporting on the group
to your superiors, you see the need to modify the report,
please let us know.
faul Osborne, who is a liaison group member in our Denver
office, has requested to be kept up to date on the
negotiations with Wyoming. We formally request that you
invite him to any and all meetings that take place in the
course of negotiations with the State, and that you inform
him and/or us of any significant developments in this
matter. We would also appreciate if you follow the same
pattern in any future negotiations with States. We will
provide, at your request, the name of our Regional
Representatives. We are sure that both your agency and ours
will benefit from this arrangement. Paul's number is FTS
327-3914.
[8-36]
-------
-2-
Thank you for your cooperation, and please do not hesitate
to contact us if we can be of service.
lementation Section
Enclosure
cc: Mario Salazar
Paul Osborne, Region VIII
Ron Van Wyck, Region VI
J^ntai/^ang, Chief
[8-39]
-------
DATE
3JECT
FROM
TO
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
SEP 1 0 1932
:tion Liaison Group
Office of Drinking Water (WH-530)
Radioactive waste injection and in-situ raining of uranium
are two areas in which there exist dual regulatory
jurisdictions between the Nuclear Regulatory Commission
(NRC) and EPA. In order to minimize the regulatory burden,
representatives of this Branch and the Uranium Recovery and
High and Low Radioactive Waste Branches of NRC have met.
The main thrust of the meetings has been to find ways to
coordinate the regulatory efforts.
After our last meeting on July 8, 1982, a consensus was
developed. The group recommends the following (see attached
report) :
Since there are only two States (Wyoming and
Nebraska) that have a problem in the overlapping of
authority between EPA and NRC programs, it is
recommended that a State specific MOU can be worked
out by the two agencies' Regional offices together
with local authorities. A national MOU is not
justified.
An interagency agreement on radioactive waste
injection is premature, since we do not have any
engineering and construction standards for Class IV
and v wells and the "President's Report" on
radioactive waste is not complete.
We will assist the States and/or Regional Offices
in any coordination effort in the future.
Communication channels will be kept open.
Thomas E. Belk, Chief
Ground Water Protecti
anch (vfH-550)
Attachment
CPA Form 1320-6 (R.». 3-76)
[8-40]
-------
\ UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
WASHINGTON, D.C. 20460
isszz,
\~y
SEP 1 0 138?
MEMORANDUM
SUBJECT: NRC/EPA - Underground Injection Liaison Group
FROM: Matio S&lazar, Environmental Engineer
Ground Water Protection Branch (WH-550)
TO:
THRU:
Thomas E. Belk, Chief
Ground Water Protection Branc
Jentai Yang, Chief
Criteria & Standard
Ground Water Prote
lion
(WH-550)
'fit
Branch (WH-550)
Attached find the report narrating the final agreement which
was reached with the Nuclear Regulatory Commission (NRC) on
common jurisdictional areas.
Summary
Due to the fact that problems are foreseen in only one
State, the group feels there is no need for a MOU at the
national level. We recommend that any coordination be done
at the State or Regional level. It has also been agreed
that any coordination needed for Class IV and V wells used
for disposal of radioactive waste be delayed until
regulations are promulgated and/or the President's Report
comes out.
Attachment
-------
Report on Findings of NRC/EPA-Underground
Injection Liaison Group; Radioactive Waste
Injection and In-Situ Mining of Uranium
The second meeting of the NRC/EPA-Underground Injection
Liaison Group took place on July 8, 1982, at the offices of
the Nuclear Regulatory Commission (NRC) in Silver Spring,
Maryland. Present at the meeting were:
The first item on the agenda was to try to assess high and
low level radioactive waste responsibilities in the
Underground Injection Control (UIC) Program. Ms. Dragonette
and Mr. Fehringer were briefed on the UIC requirements for
Class IV and V wellsr and the fact that there are very few
regulations to control these facilities. They were also
given the briefing material in Attachments A, B and C. It
was assessed that at the present time, due to the lack of
regulations by EPA on radioactive waste injection, there was
no need for coordination in these areas. It was agreed that
as soon as EPA promulgates regulations and/or a general
national policy is developed (i.e., President's report on
radioactive waste), coordination meetings will take place.
John Linehan explained that bleed-off liquid from in-situ
processes comes under his jurisdiction. Mr. Fehringer
requested that EPA speak with a single voice at that time.
Soon thereafter, Mr. Fehringer and Ms. Dragonette left the
meeting.
The meeting resumed with Mr. Salazar explaining the
distributed paper titled "Considerations for NRC/EPA
Coordination." This is an option paper which indicates that
significant problem occurs when only one of the programs has
been delegated to the State (see Attachment "C"). Mr.
Linehan, at the probing of Dr. Yang, indicated that
presently this is the case in only two States, Nebraska and
Wyoming. These two States will take delegation of the UIC
Program only. Nebraska used to be an "agreement" State for
uranium recovery, but decided recently that it was cheaper
to let NRC implement the program (see Attachment "D"). In
any case, Nebraska is in the process of reaching an
John Linehan
Jentai Yang
Cindy Bryck
Frederick Ross
Mario Salazar
Kitty Dragonette
Dan Fehringer
Georgia Callahan
Ground Water Protection, EPA
Low Level Waste Licensing, NRC
High Level Waste Licensing, NRC
Permits Division, EPA
Uranium Recovery, NRC
Ground Water Protection, EPA
Uranium Recovery, NRC
Uranium Recovery, NRC
[8-42]
-------
-2-
understanding with NRC to make sure that a double
jurisdictional problem is solved in the State. NRC believes
that the State is acting in good faith and does not foresee
any problem.
The case of Wyoming is different. Mr. Linehan informed tne
group that the State is asking NRC to change its regulatory
approach and treat Wyoming differently from the other
States. The State wants a tailor-made program before it
will agree to any coordination effort. Talks are still
taking place.
Mr. Linehan also pointed out that exploration for uranium,
in which in-situ leaching may take place, will also be
occurring in seven States. These States are Michigan, North
Dakota, South Dakota, California, Nevada, Washington and
Oregon. The work group agreed that it would be premature at
this time to try to coordinate nationwide and establish an
understanding for potential States. Instead it appears
wise to wait for the resolution of the Nebraska and/or
Wyoming impasse and use any agreement as the model for
potential States.
Summary
The following points were discussed and resolved as shown:
° Any attempt for EPA to initiate talks with the High
and Low Level Waste Divisions of NRC is premature
since the UIC Program does not have complete
regulations for Class IV and V wells.
° Only two States are at a critical stage right now -
Wyoming and Nebraska.
Talks are taking place to solve the impasse
with Wyoming. No agreement is forthcoming.
- Nebraska is not seen as a problem. NRC has
reached an informal accommodation with State.
° Seven States are engaged in exploration and may use
in-situ mining (Michigan, North Dakota, South
Dakota, Californa, Nevada, Washington and Oregon).
r- The market of uranium is depressed.
- It would be premature to try coordination at
this time.
[8-43]
-------
-3-
It would be wise to wait for the results of
the negotiations between NRC and Wyoming or
Nebraska before deciding upon a national
policy.
Recommendation
Due to the very limited universe at the present time, the
work group does not recommend a national agreement. We do
recommend sending this document along with the other working
papers (Attachments A, B, C and D) to the EPA and NRC
Regions involved. The EPA and NRC Regional Offices can then
negotiate agreements to solve the double jurisdictional
problems on a case-by-case basis. The group would be
available to assist the Regional Offices and will meet as
needed.
Attachments
[8-44]
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Underground Injection Control(UIC) Requirements
for Radioactive Material Wells
Two basic areas
1. Infection of radioactive waste;
• Class V wells when injecting radioactive waste
below an USDW (§146.51(b));
0 Class IV when injecting above or into an USDW.
2. In-situ mining of Uranium:
° Class III wells;
° May be done in an USDW, after exemption
(55146.04, 122.35).
Requirements for Class V radioactive wells;
Operator has to report within one year
(5146.52(a));
- Well assessment in three years (5146.52(b));
- Financial respnsibility;
Penalties for enforcement;
Ability of regulatory agencvy to reagulate by rule
(5122.37);
Ability to require a permit when the well may
affect health and the environment (5122.37(b)).
Requirements for Class IV radioactive wells:
- Mainliners —
0 Prohibition in six months (5122.36(a);
- Non-mainliners—
* Authorized by rule until six months after
regulations are approved or promulgated
(5122.37(a)(3);
° Regulations reserved (40 CPR 146 E);
° Quarterly non-compliance reports
(5122.18(a);
° May be permitted after regulations are
approved or promulgated (5122.16(a);
• Subject to 40 CFR 5122.45, requirements
for wells injecting hazardous waste;
Wells also subject to RCRA regulations;
Requirements for Class III wells (In-situ mining of
Uranium)
-------
Authorized by rule for up to five years
(5122.37(a)(1));
Permits must be issued in the five year period
(5122.37(a)(1));
Construction requirements (§146.32)—
° Cased and cemented to prevent migration into
or between UDWs;
° Appropriate logs should be conducted during
the drilling;
• Other tests must also be performed to
test integrity;
• Parameters to be determined concerning
the injection zone are fluid pressure, fracture
pressure and physical and chemical
characteristics of formation fluids;
Demonstration of mechanical integrity at
least once in the life of the well—
0 No leaks in the casing (5146.08(b)
• No movement along the borehole (§146.08(c)
Area of Review (146.06—
0 Radious of endangerment determination by formula
(§146.06(a) or,
° Fixed radious of endangerment at least 1/4 of a
mile (5146.06(b)).
Corrective action in the area of review (§146.07);
Financial responsibility, plugging and abandonment
(§146.10) .
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SOME HELPFUL DEFINITIONS
MW/meani a bored, drilled or drives
sh. or • dug bole, whoie depth is
seter than lie largest surface
Deoaion.
Well injection mean* the subsurface
jplacement of fluidi through a bond,
tiled or driven well, or through • dug
elL where the depth of the dug wall to
eater than the largest surface
mensioo.
tadioectfvt Waste means any waste
uch contains radioactive material tn
ocentratioai which exaoed (how
ted is 10 CFR Put >0. Appendix E
ble D Z.
Underground source of drinking water
JOWJ means an aquifer or iu portion:
l)(l) Which supplies any pobbc water
itenc or
U) Which contain* a sufficient . *
entity of ground water to auppljr a
blic water system: and
[A) Currently supplies drinking water
human consumption; or
[B) Contain! fewer than 1&0B0 agfl
tal dissolved solids; and
12) Which ii oot an exempted aquifer.
(c) Class OL Weill which Infect lor
attraction pf auaerali iadwdiag-
*(I) Mining of sulfur by the Frmsch
of hfarton wafe.
njoctkm walls aw classified aa
lows:
a) Ciatt I'
fl] Weill ased bj peoeretoce of • ~
laxarJous waite ot own en or operotan
if hazardous waite management
srilnies to Infect hazardous waste
«neath (he (owermost formation
ontaining within one quarter (tt) mOe
i the well bore. «a andergrooad sown
f drinking
. pi to sfte production of anen/usa at
•®er metals Tlilt category Indadn
•aty In-eitu production from ore bodiaa
Which have sot beeo conventionally
¦ained. Solution mining of conventional
¦riaet soch as itopei laacfciaa la
fcduded to Class V. ^
OJ Solution Dining of salts orpoltA.
(d) Class IV
(1) Wetli c»ed by generator of
hazardous watte or of radioactive
waete, by owners or operators of
hazardous waste management fadliliea.
Or by owners or operators of radioactive
waste disposal sites to dispose of '
hazardous waste or radioactive waste
into a formation which within oae
quarter (W) mile of the well contains an _
•nderground source of dnnking water.
(2) Wells used by generator* of
luzardous waste or of radioactive
Waite. by owners or operators of
hazardous waste management
E*dtilies.of by owners or operators of
radioactive waste disposal sites to ...
dispose of hazardous waste or
radioactive waste above a formation
which within one quarter (V«] mile of the
well contains aa underground source of
dnnking water.
(9) Weill used by getters tors of
hazardous waste or owners or operator*
of hazardous waste management
facilities lo dispose of hazardous waste,
which cannot be dasaified under
II 14e«{sHl) or 146 0S|d) (1) and (2)
(eg. wetli used to dispose of hazardoua
wastes into or above a formation which
contains an aquifer which has been
exempted .pursuant *o I
tg) Other Industrial aad municipal
iposal walls which Inject Quids
neath the lowermost formatioc
staining, within one quarter mQe of
i well bore, aa underground source of
Inking watat.
(b) Chat B. WeOs which Inject Buids:
(lj Which are brought to amfsoe In
•onaectioo «Hth oocvcnttanal oil or
•a rural gsi production and may be
commingled with wsste waters from gas
plants which are an integral part of -
production operations, unlets those
wsters are classified aa a hazardous -
waite at the time of injection.
fe) Oats V—Injection weQs aot
foauded in Clsss L B, 01 or IV. Class V
weQs include:
(I] Ak aandtHnnlni retun Sew w»0b seed
Is rrhn to the supply aquifer fte water ased
Ib» haattag or cooling la s beat
(Z) Cesspools including maltiple
dwelling, community or region*!
cesspools, or other devices that motive
wastet which have an open bottom and
oometimes have perforated sides Hie
UlC requirements do not apply to single
family residential cenpooli nor to ooa-
fasidenlisl cesspools which receive
tolely sanitary wattei and have the
capacity lo serve fewer than 20 persons
• day.
(3) walar r»furB ftow wrOi ued lo
Inject water prevwutt) u««4 for coolioff
(41 DrtlOAgt weQs u*ed lo drew Miriace
BuJd. pruntnl) Hons mnofl. ioio a
subsurface formation.
(5) Dry wall* wed for the infection of
wastet Into a eutraurUc* formation.
(6) Recharge wetls u»ed to npleaUh the
water in an aquifer.
(f| Salt water intruiiob barrier waQj used
is infect water into a freah water aquifer is
atrvaot the iatruaiee of aalt water kilo the
Ireah water.
(8) Sand backfill and other backfill
wells used to inject a mixture of water
•ad sand mill tailu\gs or other sobds
Into sained out portions of subsurface
Bines whether what is injected is a
ndjoactive waste or aoL
(9] Septic system wells used lo inject
Ihe wsste or effluent from s multiple
dwelling, business establishment
community or regional business
establishment septic tank The UIC
requirement! do not apply lo single
fbmily residential septic system wells.
•or to non-residential septic system
wells which err used solely for the
disposal of sanitsry waste and have the
capedty (e serve fewer than 20 persons
•'day.
(HI Subatdeaoe oootrol w«S« (not asad lor
fte purpose of oil or aahir*! |*> productionj
aaed to tn^ct Quid* tnio t oon-«4l or
grodudai bom to rrduot or eliminate
aubtideooe esaocialed witii the overdraft ot
ft«h watar.
fit] Radioactive waste disposal wells
a*her than Class IV.
* m\ ?
(12) Injection avelli sssodated with
Ihe recovery of geothermal energy for
heating, aqusculture and production of
•lectric power.
(13) WeQs used for eolation of
conventional miaes such as stopes
baching.
(14) WeQs used to ioject spent brine
kto the sane formation from which it
was withdrawn after extractioa of
halogens or their salts;
(15) Injection wells used In
experimental technologies.
(IB) Injection wetli used for In situ
ternary of lignite. ooaL tar sands, aad
oil shale. .
Malnliners are class IV wells
that inject into a USDW.
NonTinainliners are class IV
wells that inject above a USDW.
[8-47]
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CQUIRFMNT
VIC PROGRAM (EPA)
URANIUM RECOVERY (NRC)
^permitting in five years " 40 CFR Sec. 122.37(a)(1) Regulatory Guide 3.46, Page VI 4th Par.
1 instruction Requirements
* 40 CFR §146.32
R.G. 3.46; Information an Geology Ground-
Water Quality, Isopachs, well logs, etc.,
can be compared with our requirements
(pp. 3.45-1, 3.46-5, 3.46-6, 3.46-10)
jquifer Exemption
* 40 CFR §§ 146.04, 122.35
No equivalent requirement could be made
part of the license/permit requirement.
/lechanical Integrity
* 40 CFR §146.08
" No leaks in casing §146.08(b);
* No movement §146.03'c);
* Once for new veils §14 r^34(b)(2)
No equivalent requirement. Oould be
understood with repermitting every 5
years.
torea of Review
* 40 CFR §146.06
R.G. 3.46; Page 3.46-3, Section 2.2(7).
It requires information on well of
public record in a 1/4 mile radius.
Iteinedial Action
• 40 CFR §146.07
No equivalent requirement; it oould be
introduced as a condition for permit ixider
ground-water protection.
Financial Responsibility— * 40 CFR §122.42(g) On page 3.46-17 (Section 6) Information on
Plugging and Abandonment * 40 CFR §146.10 Plugging In 6.I.e. No financial
responsibilities are specified. Bnphaaj.e in
restoration.
Monitoring Requirement * Nature of Injected fluids * Monitoring pressure and rates R.G. 3.46
§146.33(b) (1) Sec 3.3 (page 3.46-11)
* Pressure volune/rate * GW monitoring RG 3.46 Sec 5.7.8a
§146.33(b)(2) (pp. 3.46-16)
^ * Fluid level in injection zone * Monitoring wells guidance fMM-8102
' 146.33(b)(4)
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-2-
^EXDUIRKMEJSTT UIC PROGRAM (EPA) URANIUM RECOVERY (NRC)
* Monitoring wells in injection
zone if 10,000 TDS and USEW
5146.32(e).
* Parameters monitoring wells
§146.33(b) (4)-(5)
Restoration Requirements * Not specifically required. Required especially in R.G. 3.46
Section 6.
Reporting Requirements * Quarterly reporting §146.33 Not specified in R.G. 3.64 probably a
" Results of KIT §146.33(c)(2) condition in license.
09
I
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Considerations for NRC/EPA Coordination
draft
BACKGROUND
NCR and "EPA have been mandated to regulate overlapping areas
of responsibility. These areas are the In-situ mining of
Uranium and the disposal by injection of radioactive waste.
In order to minimize redundant permit/licensing, reporting
requirements, etc., coordination efforts must take into
consideration the following possible situations:
Case 1: A State has received or will receive delegation of
both the EPA and NRC Programs.
Case 2; The State has received or will receive delegation
of the EPA/UIC or NRC Programs.
Case 3: The State has not or will not receive delegation
for either EPA/UIC nor NRC Programs.
The situation in each of thee cases will be different, and
any "fix" nay entail different solutions depending on the
case. Another consideration is that the delegation of the
NRC Program is not the same as of the UIC program. In
general, NRC retains partial jurisdiction over some of its
progran elements wore so than the; EPA does.
-------
CASES
Case 1
In this case, the State program should, in theory, be in
compliance with the requirements for both programs. The
operator of the injection facility would be regulated
(directly) only by the State.
RECOMMENDATION
Confirm above assumption.
Case 2
This case could be the most difficult to coordinate due
to the need to coordinate with three different parties
NRC, EPA and the State. The development of the UIC
State Programs is complete or almost complete, and the
incorporation of the NRC requirements into the process
could be rather difficult. The same problem .could be
present if the situation is reversed and a (UIC) direct
implementation State has opted for the NRC program
delegation.
Operators of injection wells for In-situ mining of
Uramium and radioactive waste disposal could be subject
to two distinct regulatory processes. Under the best of
circumstances, coordination between the three parties
involved may result in the Implementation of a program
more encompassing than either program.
[8-51]
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RECOMMENDATION
An agreement be reached, on a case by case basis, in which
the State takes the lead in the regulation of these two
injection practices. The agency with the mandate for direct
implementation would be authorized concurrence veto power.
A drop dead time limit for concurrance could be set to
coincide with the State's framework. Key personnel, from
States in this category should be incorporated into the
coordination work group in order to establish direct
communication with the State.
Case 3
Where neither NRC nor EPA have been able to delegate a
program, the solution could be a simpler one. Even
though the proyrams are different, the incorporation of
some additional requirements should not represent a
problem in the implementation of the program in such a
limited universe.
RECOMMENDATION
An agreement be reached for either the NRC or EPA to take
the lead with the other Agency authorized a concurrance/veto
power, and a drop dead deadline established. The State
should be encouraged to participate in any such agreement.
[8-52]
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409.28/JJL/82/06/11/0
- 1 - JUN 1 6 1982
WMURrJJL
409.28
MEMORANDUM FOR:
FROM:
SUBJECT:
Ross A. Scarano, Chief
Uranium Recovery Licensing Branch
John J. Linehan, Section Leader
Operating Facilities Section I
JUNE 8, 1982 MEETING BETWEEN NRC AND NEBRASKA
DEPARTMENT OF ENVIRONMENTAL CONTROL (NDEC)
wn x/j.
NKSS r/f
JLlnehaa
BFisher
EPettenglll
DEMArtin
REBrowning
JBMartin
MHaisfleld
dl fenSP
u
Purpose: Develop a mechanism for coordinating revTews of uranium
solution mining operations by NRC and Nebraska.
Attendees:
NRC
John Linehan
Jim Montgomery
Nebraska
Ken Steele
langland
Dan Drain
Jay D. Ringenberg
Clark Habertnan _
Richard H. Hanson
Bob Wall
EPA
Harold Owens
Background
Uranium Recovery
Licensing Branch
Region IV
301-427-4642
817-465-8129
Dept. Of Health 402-471-2168
Policy & Research Office 402-471-2414
NDEC 402-471-4211
NDEC 402-471-2186
NDEC 402-471-2186
NDEC 402-471-4218
NDEC 402-471-2186
EPA Region VII
816-374-6514
Earlier this year, the Governor of Nebraska requested that NRC reassert
authority over that portion of Nebraska's Agreement with the NRC covering
licensing of uranium milling and solution mining operations. However,
Nebraska will still be Involved in regulating uranium'solution mining under
B2/06/14
[8-53]
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409.28/JJL/82/06/11/0
JUN \ 6 198Z
the Underground Injection Control (UIC) permit program. Nebraska Is
presently working with EPA to assume UIC permitting authority from EPA.
Because of the anticipated submittal of ar application for an R&D
uranium solution mining operation later this year, Nebraska officials want
to set up a mechanism for coordinating their review of uranium solution mining
operations with the NRC. Nebraska staff and 0. Montgomery, NRC, Region IV,
have had discussions on development of a Memorandum of Agreement (MOA)
on uranium solution mining operations that led to the subject meeting.
Discussion
The meeting-started with D. Drain discussing Nebraska's desire to
develop a MOA with the NRC for coordinating licensing/permitting reviews
of uranium solution mining operations. It was agj"eed by NRC and the state
that the main purposes of a MOA should be to develop communication
between technical staff, coordinate reviews, and avoid duplication of
effort by both, the regulatory agencies and applicants. It was agreed
that for maximum effectiveness the agreement should be signed by the
level of management directly responsible for permitting and licensing. This
would be the Chief, Uranium Recovery Licensing Branch for NRC and the
Director, Department of Environmental Control for Nebraska.
After discussion of the NRC license review process for uranium solution
mining operations end applicable regulations, regulatory guides, and branch
position papers, the attendees discussed the important points to include
In a MOA:
• Spell out State authority under UIC and NRC authority under
Atomic Energy Act and UMTRCA.
2. MOA would not place any additional responsibilities or fiscal
burdens on the State and the State may use NRC's technical
evaluation to support its permitting actions under UIC.
- 3. Coordination and communication should be maintained at the
staff level to provide for prompt and efficient licensing and
permit review and avoid -duplication of effort by the applicant
and regulatory agencies.
4. Both agencies will share all relevant information from the
applicant or other sources, as well as any technical
evaluations performed by their staff.
82/06/14
[8-54]
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409.28/JJL/82/0S/11/0
- 3 -
JUN 1 6 1982
5. Agencies will coordinate public meetings and hearings and will
provide written notice and ample time' to the other agency to
prepare for such meetings.
6. Both agencies will strive to agree on conditions of any permit
or license to be issued and the type and amount of surety to
cover groundwater restoration and surface decontamination and
reclamation.
7. If either agency concludes that a meeting between the respective
staffs of each agency is needed, both agencies will strive to
--arrange such a meeting.
The State agreed to dfevelop a simple and brief, approximately 1 page,
draft of an MOA, addressing the above points and send copies to
J. Montgomery and J. Linehan for conment.
In the afternoon; J. Linehan met with C. Haberman and his staff to
discuss the important geohydrological aspects of solution mining
licensing and the proposed Wyoming Fuels solution mining project.
Original signed by
John J. Linehan, Section Leader
Operating Facilities Section I
Uranium Recovery Licensing Branch
All attendees
-------
Items to be included in a memorandum of agreement with EPA
1. Describe EPA authority under the Safe Drinking Water Act and NRC
authority under the Atomic Energy Act and the Uranium Mill Tailings
Act emphasizing areas of overlapping authority.
2. NRC & EPA will coordinate license and permit reviews.
3. Communication will be maintained at the staff level to provide for
prompt and efficient licensing and permitting and to avoid
duplication of(effort by applicants and regu*atory_agencies.
4. The NRC agrees to make available to EPA technical evaluations and
other relevant information to support permitting actions under UIC.
5. NRC & EPA will be flexible on the format of an application provided
that all necessary information is submitted. This will allow
industry to submit the same application to each agency.
6. NRC & EPA will strive to make all applicable licensing/permit
conditions and requirements identical or at the least compatible.
7. The EPA and NRC will coordinate any public meetings and hearings.
[8-56]
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Section 8.2
Experimental Technology Wells Supporting Data
[8-57]
-------
Section 8.2.1
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Aquifer Thermal Energy Storage
Experiments at the Universicy of
Minnesota, St. Paul, Minnesota, U.S.
Marcus C. Hoyer and Mate Walton,
Minnesota Geological Survey
Not Available
University of Minnesota
St. Paul, Minnesota
USEPA Region V
Campus Steam Heating Plant
Four short-term and one long-term
aquifer thermal energy storage
experiments to examine the feasi-
bility of storing water heated to
temperatures from 100° to 150° C in
a confined aquifer were conducted.
Monitoring wells provided thermal
and hydraulic response information
about the aquifer and confining
beds. Energy recovery from the
experimental test cycles was
approximately 60 percent, close to
that predicted by a model.
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AQUIFER THERMAL 3IERGT STORAGE QCPBUKQITS AT THE UN I VERS ITT OP MINNESOTA, ST. PAUL* MINNESOTA (J.S.A*
Marcus C. Koyer and Matt Walton
Minnesota Geological Survey
University of Minnesota
2642 University Avenue
St. Paul# Minnesota 55114-1037
ABSTRACT
Pour short-tera and one long-tera aquifer thermal
energy storage (ATES) experiments to examine the feasi-
bility of storing *ater heated to teaperatures froa
100* to 1S0*C In a confined aquifer have Seen conducted
ac the University of Minnesota* St. Paul caapua field
Teat facility (3 mv theraal). The facility uaea a wall
doubiee for supplying* storing* and recovering the
he*ted ground *ater. Heat was supplied by the caapua
steam heating plane.
Wells are couple ted in the Pranconia-1 r on ton-CUlee-
villa (PIC) confined aquifer* a highly stratified
aquifer* which occurs at a depth of >.180 a* haa a
thickness of x60 a and Is under a static head of % I 25
a. The aquifer consists of sandstone with interbedded
shale and dolostone. Monitoring wella have provided
thermal and hydraulic response Inforaatlon about the
aquifer and confining beds.
Otergy recovery during the four short-eera cycles
w«s 59, 46* 62* and SO percent* respectively* of the
energy added to the ground water during each cycle.
Energy recovery during the long-tera cycle was 62 per*
cent of the energy added to the ground water during
that cyele.
TTia 7round water la a calciua-aagneslua bicarbonate
water having a hardneas of about 12 grains. For the
short-tan cycles a precipitator was successfully used
to prevent scaling In the storage well. An ion-
exchange *ater softener 'as used for the long-ten
cycle, water recovered froa storage had approximately
reached equillbnua '1th respect to calcium carbonate
and quartz.
PiaO TEST CACILITT
AQUIFER THERMAL QIOIGY STORAGE (ATES) experlaents to
exaaine the feasibility of storing water heated to ten-
peratures froa 100* to »SO#C in a confined aquifer have
been conducted at the University of Minnesota* St. Paul
caapua using heat froa the caapua steaa heating plant.
Pour short-tera experiaents and one iong-tera experi-
aent have been coapleted. In addition a series of
isothermal pumping and injecting testa and related
11 thologic and iter cheaiatry studies were aade. tforfc
was perforsed at the University of Minnesota as part of
the U.S. Department of Qiergy* Underground Shergy
Storage Progran through Sattalle Pacific Northwest
Laboratories (DE-AC06—76RLO 1830).
The University of Minnesota ATES Field Teat
facility Is a 5-mw thermal systea using a well doublet
for supply* storage* and recovery of the ground water.
The systea is desiqned to store heated *ater at a tem-
perature of as -such as i 50*C at a rate of 16.9 I sec*'*
The facility is near the center of the TVin Cities
^rapnic basin having several aajor aquifers and con-
fining beds of PsLeozoic age.
The facility consists of 1) tvo oxaping/lnjectlon
(source and storage) 'ells coapleted in the Franconia-
ironton-Galeevtlle (PIG) aquifer; 2) nine (eight for
short-tera cycles) aonltoncg walls coapleted In the
PIG aquifer* its confining beds* and the Jordan and Mt.
Siaon aquifersi 3) connecting piping* heat exchangers,
and water conditioning (precipitator or softener) be-
tvean the source and storage waller and 4) piping to
supply steaa to heat the aquifer water (fig. i). ?oc
the short-tera teat cycles a precipitator was used to
prevent scaling in the storage wall, for the long-term
test cycle an Ion-exchange waeer softener was installed
to prevent scaling la the heae exchangers and storage
well.
SOURCE AND STORAGE WELLS - The source (B) and
storage (A) wells are 2S5 a apart (Pig. 2) and
eoapleted with tvo screened Intervals in the PIG
aquifer opposite the aore permeable hydrologlc tones
(Pig. J). The upper 6-ln. (O.IS a) diaaeter* 13.7-a
section of 25-slot stainless-steel screen Is opposite
the upper portion of the Pranconia Formations the lover
22.9 s section of sereea is opposite the entire
thickness of the Lronton and Calasvtlla Sandstones* aa
wall as a small thickness of the lowermost Pranconia
and upperaost Eau Claire formation. The 6-in. (0.15 a)
diaaeter casing extends approximately 9.5 s Into the
13-3/8-in. (0.34 a) K55 well casing where a packer
adapts to the casing. The drilled hole below the
casing is 12 in. (0.30 a) in diaaeter! a quarts gravel
pack fills the annular space between the ^ellscreen and
the rock face. The wells are constructed to accoe-
aodate or restrain the theraal expansion of the veil
casing during hot water Injection. The constant-speed
turbine puaps in each well are set at a depth of 154 a.
SITE A
?••••!
"\.3
• c.J :crct
SITE B
U
*0 - . A
»C«.c
Pig. i - University of Minnesota St. Paul ATES field
test facility during ahort-tera test cycles
[8-59]
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5.1*4
\ I
\i
\
ACJH
/
08
3S)4aci
rig. 2 - Wall locations it til* University of Minnesota
ATES field esse facility
MONITORING WELLS - The nina sonitoring vails provide
lastnaantation for the full seracigraphic Interval
affected by the systsa. Temperatures and praaauraa
(water levels) are aeaaured ac sonicoring veils.
Ground-water saaplas are collected tor analysis froa
ttiaae wells. The wells are located at the storage site
(Site A), che source site (Slta a), and at a site
beyond any thernal affects of ceee cycles, site C,
which Is located 280.S a northeast of the storage well
(rig. 2).
Monitoring wells at che storage site, with the
exception of ACT which has not been used for sonitoring
because of problems In coapletion. all have suleiple-
pair, cype-T thermocouple strings for sonitoring cea-
peraturas In che FIS aquifer and confining beds
laaediately above and below (rig. 4). A 0.9-a screen
is in*called la conjunction vith each pressure crans-
ducsr for sonitoring water levels (prsssures). At che
source site, che monitoring wells have a thermocouple
at che screened Interval-of che pipe used for observing
water levels (pressures).
PIPING. HEAT EXCHANGERS AND WAT» CONDITIONING -
Piping between the wells, and froa che caapus sceaa
plant, is routed through the steaa tunnel which passes
under sltee A end 3.
Heating of the aquifer water cakes place in che
two-pass cube and sheLI subcooler and condenser. The
simulated heating load during recovery is a radiator.
Aftsr a preliminary attsapt co conduct a short-cart
cycle with no water conditioning (!•), a precipitator
was added to the systea to protect che storage wall
(2). This precipitator Is a fixed-bed reactor using
•Numbers la parentheses designate References at end of
paper.
Elevation
(ml
'00-
90 —
SO — '
40 -
FRANCONIA
FORMATION
[RONTON 3
GALESVIU.E
FORMATIONS
£AU CLAIRE
FORMATION
SOURCE r
WELL
(B)
m
P
MEAT
EXCHANGER
(RAOIATOR)
ROCK UNITS
ST LAWRENCE
FORMATION
¦heat I
exchanger
(CQNCecER)
sP
¦TTL
=^1 ncfli
—S
o-«eo -I ^—-—v
nxeo-aeo
vmroe
HEAT STORAGE
WELL •
(A)
DESCRIPTION
Ootomit* tinstone
one iiilj dolomite
Fine q*«ieo«nti< sanation*
Fine lo medium sandstone
Fine Qioucomiic sandstone
and siltstone
'mustard Bed*
tnierOoddsd tutttone
Silly dotosKne
Fine 5ioucon.nc sandstone
Medium quart tose
sandstone »tin
snale laminations
Fine ftioscom*
HYOROLOGIC
ZONES
(M/ OAT)
*M
003
*,<•00 I
!animations
Siltstane. mote ana
fine sonOstase
0.03
-------
PERFORMANCE - The systea parforsad according Co lea
design capacity. Ouring each period of Lnjection.
Clow* and cnpttacurai of injected vaear decreaaad is
haad Increased b*caua* eh* precipitator clogged and th*
condenser scalad (Flq. 6). Tsaparaeur* of tha Injected
vaear daersaaad baeausa of Eh* daeraaaad efficiency ot
eh* condanaar as scaling progressed. Oun nq cycles 2.
3, and 4. wiian a second precipitator allowing about 2
days of operation was avalLabia, an Increase In flow
Cook placs when tha switch to eh* freah precipitator
waa made.
Tha teaparature ot tha recovered water reached its
aaxlaua after about 12 hours of puaping. Secauaa of
tha si Its tone and shale intercede and eh* sliqhtly dif-
ferent artesian heads ac tha separata screened
segaants, there is a slow down-well (low durinq storaqa
froa tha upper Franconia to the Ironton-Oalasvllle pare
of tha aquifer (Fig. J). This Clow draw* the water by
tii* relatively cool rock between tha two screened
Incarvals and draws soae cooler water toward the wall
at eh* rranconia level, Following the attainment of
peak teaparature. th* eeaparaeuro declined nearly
Linearly with tiaa and cumulative withdrawal until the
end of recovery (Flq. 6). The rate* of declininq tea-
parature (or tha cycles with approuaately 10 days of
storaqe are similar. Cycle 2 with che extended storaqa
period had a lower peak teaparature and a sLower rate
of decline. ?eaX teaparature durinq recovery was a
function of tha teaparatur* of the water stored and tha
period of seoraq*.
The pracipita tor reduced th* suparsacuracion with
respect to caiciua carbonate of eh* heated 'a tar siq-
niflcantly durinq Infection. Appreciably aore caiciua
waa withdrawn froa the storaqe wall durinq recovary
than was injected with tha hoc water (3, 5).
Th* cfteaical composition of che water recovered
durinq the short-tera cycles indicated that equilibrium
with respect to silica and caLclua-aaqneslua bicar-
bonate had been attained by tha tine the 'acer was
recovered (5). Tha trends were for tha silica con-
centration to decrease as tha teaperaturs decreased,
and for hardness-related constituents, caiciua (or
exaaple, to increase as temperature decreased.
'ater reeurned to tha source well waa not cooled
back to ambient (ll*C), In order to conduce each sue—
ceadinq test cycle at hiqhor teaparaeures. The water
supplied (or the second and subsequent cycles was noe
Isothersal. Its aajor-Lon cheaistry reflected the
teaparature of the 'aeer.
Thermal responses In tha monitor wells ae tha
storaqe site redact tha layered nature of the *TC
aquifer (Fig. 7). Highest taaperatures recorded in the
wells approximately equaled tha Man teaparature of tha
injected 'ater. The the ratal (ront at the wells 7 a
(roa the storaqe wall arrived after about 1.5 days of
Injection at the more permeable parts of tha aquifer.
IN ERG Y 3SCOVERT - The (our short-term cycles
showed tnac about SO to 60 percent of the energy added
v
JC
<00
:o
r»moero"-re. *C
Flq. 7 - ^enperature profile of 'ell AS1 durinq short-
tera cycle 4
to tha water can be- recovered In a syaaaerlcai ATES
cycle. Rasules of tha fiald experiments aqreod qui te
closely with tha oodeled resoles (6). If energy re-
covered Is coapared aqainse ambient conditions, tha
recovery ratio Is aa Larq* aa 75 percent (Table i).
However, tha useful tharaal energy that can b* re-
covered In a qlvan oparaeinq syseea Is only that above
a particular specified ainiaua teaparature, which la
usually noe the aablant eeaparaeura.
IONS-TSUI ZXPERLMtKTJkL TEST CKLZ
A lonq-tera cycle consistinq of approximately 59
days of heated water Injection, 64 days of storaqe, and
98 days of recovary was conducted Croa tovoaber <984 to
Hay 1983 (Table 1 and Flq. 8). For tha lonq-tera
cycle, an lon-exchanqe water softener (riq. 5) and an
additional eonitorlnq wall, AM4 located 30.S a (roa tha
storaqe well (Flq. 2), wr« added to che systea. The
lon-exchanq* water softener was oads possible by a
cnaoqa In che parait conditions. The softener allowed
Injection eo proceed with few interruptions. Tha new
sonitor wall allowad monitoring at a point closer to
the cheraal (ront Chan would have bean possible with
che previous aomtorlnq walls.
OPERATION - problems with the water softener,
waather, sonitorinq equipment, and (lowaeter ware
encountered ac different times durinq the cycle, but
easy did not materially La pact on tha «xperlaent. Soao
pressure tranducers (ailed durinq parts of che cycle so
that It was nacassary to measure water Levels aanually
In ksy walls.
Interrupeions In Injection resulted froai 11
aalfunceloninq of tha water softenarj 2) weaeher-
related malfunctioning of aueoaacic safety shueoffsi 3)
scheduled shutdowns (or systea maintenance and repairs¦
and 4) a holiday period.
Tha eeaparatura of the stared waeer fluctuated with
the source-water teaparature. sceaa-settlnq adjustment,
weather, and tha Clnal-rlns* phase of waeer-«oftaner
reqanaracion. Steaaflow 'as a (unction of the Incoainq
steaa pressure and valve settings. The steaa control-
ler was originally sac to aaineain a teaparature of
approxiaataly 11S*C. This teaparaeura could ba main-
tained only while tha sourca-waear teaparature waa
abov* 20*C becausa of the capacity of tne systea.
Problems with tha water softener affected the eea-
paraeura capability of the systea durinq the injection
phase. Tha efface of vatar-eoftenar (allure Is clear
durinq tha firse days of Injeceion with tha decrease In
Injected waeer teaparaeura (while steaa pressure
Increased) aa the condenser lose efficiency, £ttremely
cold weather (<-20*C—noraal (or January) affected
Incoainq steaa pressure because of other caapus heating
loads. The abrupe decrease in temperature of the
Injected water beqinninq ae day 63 (Flq. 9) of injec-
tion was cauaed by low steaa pressure. Tha (lnal-rinse
phase of waeer softener regeneration briefly decreased
the (low to tha storaqa wall and Increased che tea-
parature. Tha spikaa on the flow curv* (Flq. 3) are
tha result of these regenerations.
Storaqa was extended to 64 days to rspair leaks In
tha radiator and eo replace tha Clomeeer. Recovery
was Interrupted once by a caapia power outaqe.
PQ(FQRMAMCS - The Infection pnase of tne lonq-tera
tese cycle consisted of S9.< days of injection spread
aver 74.7 days, lean (low rata was 19.03 1 sec"', aean
source-water teaparature was 19.7*C. sean Injected
nerqy added to the
stored water by tha steaa was stored. A total of 10.40
GWh (abova aabtenc conditions) 'as stored in the aqui-
fer, tha difference beinq supplied in the source water.
-------
The souree water* were not Isothermal, bat reached
* high teaperature of 30.S*C about 3 days lata eh# teat
eye la and than daclinad alovly to 13«0*C by the aad oC
the inaction period (Pig. a). Tha highest temperature
of the sourca water occurred approximately when tha
voluma puaped froa the source vail equaled the voluaa
of tha short-tara teat cyelaa. Trends of Cft and Hg
concentrations, aa veil aa alkalinity la the sourca
water *ara, however, quite cloaa to wtiat they *ould
have baan ith entirely aabient water teaperatures (200
ppa aa CaCOj). The water softener reduced hardness to
<20 ppa when It functioned properly* there was aa
Increase in sodiua la the softened water to 113 ppa
froa the aabient level of <20 ppa*
Table 1
Suaaary of Ttest Cyeles, Oniversity of
Minnesota PI eld Teat facility
Cycle
i
2
3
4
Long
Ouration (days)
Infection - Puaplng
5.2
3
7.7
7.7
59.1
Injection - Total
17
10
10.4
12
74.7
Storage
13
90
9.7
10*1
64
Recovery - Puaptng
5.2
8
7.7
7.7
58
Recovery - Total
5.2
3
8
7.7
58.8
Teaperature (*C)
Source 'atar
11.0
20.5
36.1
52.6
19.7
Injected Watar
89.4
97.4
106.1
1 14.8
108.5
Recovered rfater
59.2
55.2
ai .i
89.1
74.7
Plow Rate (1 soc~l)
Injection
18.4
17.6
18.3
17.9
18*0
Recovery
18.1
17.8
17.3
17.8
18.4
Voluae <104 a3)
Injection 0
Recovery 0«
snarqy (GWh)
Added 0.
Recovered 0*
Energy Recovery Factor
(using source
teaperature) 0.
(using aabient
temperature) 0.
• 83
81
770
453
59
59
1.22
1.23
1.084
0.495
1.22
1.19
1.19
1.19
0.989 0.867
0.617 0.503
0.46 0.62 0.58
0.52 0.71 0.75
9.21
9.22
9.47
5.86
0.62
0.65
Recovery continued for 58.0 days until 9*22 x 104
a^ of scored water was recovered* The teaperature of tha
recovered water reached a high of 93.3*C after about
2 days of puaping* the final water teaperatare wee
49«6*C. Mean teaparaeure of tha recovered water vaa
74«7*C. flow during recovery averaged l8.4 1 sec"1.
Theraal response In tha monitor wells was observed
la leee than 2 days* as during tha short-tara cyelaa.
Pigure 9 plots teaperacuree at five thersocouplee Ln
veil AS1 during Injection and recovery. Notice that
the arrival of heac Is not uiufora, and that the
response to puap shutoff Is different at different
levels. Teaparatures in tha upper Lronton-Calesville
and lowar Pranconia change quite dramatically with puap
shutoff (Plq. 9), probably because of the laterbedded
nature of the aquifer. Figure 10 plots teaperature In
X31 at six tiaas during tha cycle, there is an indica-
tion of thermal tilting in the upper rranconia portion
of the storage zone during the cycle (Pig. 10).
Teaperatures in porous and peraeable portion® of
the aquifer declined during the recovery phase (Plqs.
9* 10) • The heat filch went into the lower franconia
portion of the aquifar and confining beds reaainedj
note the teaperature Increase throuqhout recovery in
the St. Lawrence formation (Plq. 9).
The cheaistry of the recovered watar was close to
what *aa expected; silica# calciua* and -aaqneeiua ««re
at equilibria for the teaperature. However, a sig-
nificant quantity of the sodiua Added by the water sof-
tener waa not recovered during recovery* and Its
concentration decreased with tiae during recovery. The
aaaa balance of the dissolved iona for the teat cycle
Is being evaluated.
ENStGT RECOVERY - Using the energy wnich was added
to the water aa a base, 62 percent of the stored energy
was recovered* If the aabient teaperature is used, 65
percent was recovered. The teaperature curve during
recovery is notieeaoly convex (Pig. 3). Plotting tem-
perature against emulative flow aaJtas this clearer.
The significant aaounc of energy recovered ana the
relatively slow falloff in It duriiiq the first third of
the recovery period suqqest that a siqnifleant aaount
of useful thermal energy oay be recovered m seasonal
operation.
INJECTION
5 J
Uk
(3 = 180 I sec"
o «0
|
5 *c
Stored^
T 108 5 'C
-Source T -19 7 'C
flf
U ^ I y
W M
STORAGE
64
dav?
3EC0VEHY
0 : 10 4 I sa '
T : 74 7 *C
Oay* Oqt*
Tlq. 3 - Heated water flow and teaperature durlnq the long-tent test cycle at the University of Hlnnesota
ATES Sleld tast facility
-------
CONCLUSIONS
Aquifer thermal snarly storaq* (ATES) In a deep,
con CI nod aquifer Is a technically feaaibla sacliod for
* coring available anerqy on a periodic baala for use ac
a laear tin. En.rqy racovary froa the axparlsaneal
teat cyciae ae the SC. Paul eaapua of the University of
Minnesota ualnq the Traneonla-Ironton-Caieavilla (PIC)
confined aquifer for atoraqe was approximately SO per-
cent. modeled enerqy recovery waa in eloaa aqreaaant.
Characterization of die aquifer syatea La dona In
order to anticipate potential probleaa, determine Che
200
~ays Since Start
rig* ? - <*ater temperatures in the lower and upper
tronton-Calesvilie (LfC, UZG), lower and upper
Pranconia (LP, 'JP), and St* Lawrence (St») intervals in
^ell ASi during the long-tars cycle
St loirence Fm
ftancon
[ronton
Gales*
:u Claire fm
20 *0 SO 80 100
Temoerature (°C)
o Start of C/cle ^ Start ol Recovery
o Midpoint o# Injection »• Midpoint of Recovery
- £nd of Injection • Snd of C/cle
^iq. 10 - Temperature profiles of well AS 1 during cAe
long-tera cycle
well and well-field designs, plan oonltonng, and oodel
energy and eass-flows of the ays tea* The initial
characterization worfc (cores, geophysical logs* puaping
tests) revealed the highly stratified nature of the PIG
aquifer and provided Che basis for dividing the aquifer
into four hydro logic zones* The PIG is hydrsalically
wall separated froa the overlying and underlying
aquifers*
Characterization of the ground water is also of
critical iaportanee because the teaperature changes
affect tha cheaieal equilibria of tha ground water*
Tha natural ground water of tha PIG aquifer is a
calciim-aagneslua bicarbonate water* with a hardness
of 200 ppa a* CaCOj* The potential for scaling had to
be addressed* the ground water required mm con*
ditiomng in order to prevent sealing of piping and tha
storage wall* Por tha short-tera cycles a precipitator
sarved am an effectlva, but stopgap, aethod to prevent
scaling in the well* but not In trie heat exchanger
(condenser)* Par the long-ten cycle* an ion-exchange
water softener provided a sore useful solution, which
allowed nearly continuous operation by replacing the
calcium and aagnesiua during Injection of heated water
with sodiua. The change in ground-water cheaistry is
very local and easily eonitored. Stored ground water
rapidly reaches equilibriia wteh the storage condltlona
of the aquifer* After storage, the recovered water is
a sodlua-calclua-aagneslua bicarbonate water* with
repeated cycles, the sodiua level would increase by
only as such ae is necessary to reoova the hardnese
during subsequent cycles*
The highly stratified nature of tha aquifer is
reflected in the arrival pattern of the therval front
ac aonitor walls near the storage wall* The stratifi-
cation helped inhibit convection within the heat-
seorage zone* Heat loseee were to the lese-peraeable
rocic of the aquifer and to the confining beds*
REFERENCES
1* M* rfalton and M* C. Hoyer, 'University of
Minnesota Aquifer Thermal Siergy Storage PIeld Test
Facility.* DOS Physical and Cheaieal Qiergy Storage
Annual Contractors' Review "Meeting, Arlington,
Virginia* Proceedings, (J* S* Oepartaent of Qtergy Conf *
320827, p. 111-115, 19S2*
2* M* C* Hoyer and M. Walton, 'Review of Testing at
the University of Minnesota Aquifer Theraal Qiergy
Storage ^leld Test facility (FTP), St* Paul,
Minnesota** DOC Physical and Cheaieal oiergy Storage
Annual Contractors' Review seating, Arlington,
Virginia, Proceedings, U. S* Departaent of aiergy Conf*
830974, p. 240-245, 1993.
3* M* C* Hoyer, M* rfalton, R* {anivetsky, and T.
R* HoLs, 'Short-Tens Aquifer Theraal Qiergy Storage
(ATES) Test Cycles, St* Paul, Minnesota, U.S.A*"
ENntSTOCX 35, Proceedings, p* 75*79, Ottawa, Public
vorfcs Canada, 1905*
4* M* Walton and M* C* Hoyer, 'University of
Minnesota Aquifer Theraal ESiergy Storage PIeld Test
Pacllity*' STtS Newsletter, v. 6, no* 2, p* 2-4, 1984*
5* T. R* -tola, S* J* Slsenreich, H. L. Rosenberg,
and M* L* Kola, 'Ground-Water Ceocheoistry of Short-
Tsra Aquifer Theraal Energy Storage Ttest Cycles*,
water Resources Research (In prep*).
6* R* T. filler (this voliael*
-------
Section 8.2.2
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
"Mound of Water Present Following Air-
Injection Test" From The Cross
Section, Vol. 31, No. 7.
(Published by High Plains Underground
Water Conservation District No. 1.,
Lubbock, Texas)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
July, 1985
City of Wolfforth, Water District,
and Texas Department of Water
Resources, Texas
USEPA Region VI
Not Applicable
This article describes research
concerning the theory that injecting
water inco the unsaturated sands
of the Ogallala Formation induces
the release of capillary water.
Three tests were conducted in
Wolfforth. Among numerous conclu-
sions resulting from research to
date*include (1) secondary recovery
of capillary water can be accomp-
lished, (2) injection of compressed
air is the most economical and
successful mechanism for secondary
recovery, and (3) secondary
recovery is economically feasible
for municipal/industrial purposes
and marginally feasible for
agricultural purposes.
[8-64
-------
Published monthly by High Plains Underground Water Conservation District No. 1, 2930 Avenue Q, Lubbock, Texas 79405—Ph. 762-0181
Volume 31—No 7 Publication number USPS 564-920, Second Class Postage paid at Lubbock, Texas '"'v- "8S
SECONDARY RECOVERY RESEARCH CONTINUES
Mound Of Water Present Following Air-Injection Test
Continuing research into the theory
of Infecting air into (He unsaturated
sands of the Ogallala Formation lo
induce (he release of capillary water
has revealed some impressive results,
some theories that appear comical on
the surface, and an improved economic
feasibility for this innovative technique
Continuing Field Studies
In 1904, the City of Wolfforth joined
with the Water District and the Texas
Department Of Water Resources to
conduct an air-injection test in the
city's well fields In the hope that this
test would Increase the city's current
water reserves
As Mayer Don Bell explains, the test
seems to have been successful "Based
on conversations 1 have had with
farmers who have wells around town,
they tell me that they had one-third
Recent rains around the area have
provided the rainfall runoff necessary
for researchers at Texas Tech University
to continue their investigation Into
artificially recharging playa lake water
through the use of commercially avail-
able fabric underdrain materials
Dr Bill Claborn, Associate Professor
of Civil Engineering at Texas Tech
University, and Dr Uoyd Urban, Assis-
tant Director of the Texas Tech Univer-
sity Water Resources Center and Asso-
ciate Professor of Civil Engineering, in-
stalled fabric underdrain materials in
a playa take located nine miles north-
west of Lubbock In early 1984 Prior
to the recent rains received In the area,
the researchers had received a maxi-
mum of only nine Inches of runoff
water Into the playa lake during the
previous year
That runoff was received In June of
1984 and provided a "shake-down" of
the design of the field test site and
momtor/ng equipment The shake-
down went pretty well, with approxi-
mately 20 percent of the water in the
playa following that June, 1984, runoff
event, passing through the filtration/
metering system and into the recharge
well
At that time, varying flow rates
through the filtering materials ranged
from insignificant through two lines to
more water to pre-lrrigate their beds
with this year than they had in previous
years Going by that, I know in my
mmd that the city has more water
Because the city wells arc pumping
under restrictions, It is hard to say that
they are pumping more water But I
think we've got more water In the
aquifer to be used at a later date
In those terms, I believe very definitely
that the secondary recovery test has
been beneficial to the city by prolong-
ing the life of our water reserves "
Mr Lloyd Hopper, a local landowner
with land located approximately one
and three-quarters miles from the test
site, explains, "We had two wells
where the water level was raised con-
siderably One well Is here at the
house, a domestic well, and the other
Is an Irrigation well I don't remember
the actual water-level measurement,
over five gallons per minute in four
lines
As of this writing, four rainfall runoff
events have occurred where runoff
water collected In the lake Dr Claborn
notes, "The first rainfall event we had
this summer provided as much runoff
water as we had previously had in the
lake "
In this new approach to artificial
recharge, the original objectives of the
project were
• to further test the concept of using
"wick" filters, geotcxtilcs and avail-
able drainage materials to attain
water suitable for recharge,
• to test a wide range of filter mater-
ials and design configurations in
order to determine design para-
meters, and
• to examine water quality parameters
associated with the recharge opera-
tion
Water Quality
"I believe, with this test, we are now
In a position to answer the quality
questions regarding the water (hat
drains from the lake through the filter-
ing materials," notes Dr Claborn
"When all tl)e data is In, I think we
will have a reasonably good handle on
the water quality aspect "
continued on poge 3 RECHARGE
but seems to me it was raised several
feet I do know that these wells had
been pumping air I don't know
whether they are now pumptng any
more water than they did before
the atr-injcction test, but they have quit
producing air "
The Wofforth test site was located
on land owned by the Trenship Co-op
Association Cin Geologic evaluation
of this site revealed that there were
two separate unsaturated zones which
air could be injected into during the
test These two zones were separaied
by a bed of hard rock, which would
serve as a confining laye~
This secondary recovery effort was
also approached from a different per-
spective fhan previous alr-lnjectlon
tests In an effort to Improve the
economic feasibility of secondary re-
covery of ground water, this test was
designed to Inject low volumes of air
under low injection pressures to re-
lease capillary water Previous labora-
tory studies indicated that by applying
two to three pounds per square inch
of air-drive pressure, a 20 percent in-
crease In water yield can be obtained
over that available through gravity
drainage
Wolfforth Air-ln)ectlon Test One
The first test at this site was designed
to Inject air under low pressure (eight
psi) at tow air volumes (approximately
300 cubic feet per minute) into the
unsaturated zone above the hard rock
layer During this test, air was Injected
over a 61-day period
Several things happened during the
first toM First, capillary water was re-
leased from the upper unsaturated
zone Prior to the air-Injection test,
the moisture content of the formation
material in this upper section was 17
percent moisture by volume This in-
dicates a moisture content less than
field capacity In the upper section
Field capacity for the type of formation
material present in this section would
range from 23 to 27 percent by volume
Following the test, the moisture con-
tent of this zone, within 300 feet of
the air-injection well, had been re-
duced to an average of 13 percent
moisture content by volume The air
pressure front extended beyond this
300-foot area; however, no before or
alter soil moisture samples were col-
lected for analysis beyond the 300-foot
distance from the air-injection well
Additionally, the capillary water
released from this upper section
penetrated the hard rock layer and
moved Into the lower unsaturated
2one This Increased ihe moisture con-
tent of the lower zone Increased mois-
ture content in the lower zone was
evidenced when formation push-core
samples were collected tnd analyzed
The moisture content of these samples
reveals that the moisture content fo\
volume In this lower zone was in-
creased from about 28 percent before
the test to more than 40 percent aftei
the test Additionally, when the air
Injection well w«js developed Inio the
sand section below the hard rock layer,
the borehole from the top of the rock
layer to the bottom of the hole filled
with water This indicate* that gravity
water was abundant in the sand section
below the rock after the first test
Wolfforth Air-Injection Test Two
During the 36-day second test period
when air was injected at low pressures
with low air volumes below the hard
rock layer, some Interesting observa-
tions were made First, the test
achieved the release of some of the
capillary water which had been made
available In the lower sand section as
a result of the previous test
Additionally, researchers encoun-
tered a gravel tense in this zone which
appears to have "short-orcuiicd" the
secondary recovery process in terms of
actual observed water-level rises Air
pressure monitors located at the test
site indicated that for several hundred
feet away from the air-injection well,
significant air flow and pressure oc-
curred In the gravel lensc Right above
the gravel lense very little formation
pressure responses were observed This
Indicates that air flow from the air-
injection well took the path of least
resistance, flowing into and through
the gravel lense.
Contrary to initial reactions, this
occurrence was not all bad The
researchers were able to document in-
creased yields In irrigation wells during
and after the air-lnjcction test within
a two-mile radius of the test site
Researchers have several explana
tions for this occurrence One is that
during the air-m|ection test v^ater was
pushed through the gravel lense, both
the water released from the upper and
lower unsaturated zones plus the
water held in Ihe gravel lense itself
Another theory is lovingly referred to
continued on pace 2 AIR INJECTION
Rainfall Runoff Furthers Playa
Lake Recharge Research
[8-65
-------
Page 2
THE CROSS SECTION
luly, 1995
CHANCE IN WATER LEVELS 143 DAYS AFTER AIR IN|ECTION
AT THE WOLFFORTH TEST SITE
(Uncorrected For Extensive Area Pumpage) j Sc»i»—
(miles)
Within the "0** contour line Indicated on the map, a mound of water exists following
the sir Infection test which Is estimated to contain 8,677 acre feet of water that was
not present prior to this test Within the dotted line, an area of 36 square miles, three
mites in each direction from the air Injection site, the mound of water contains an
estimated 4 463 acre feet Researchers have looked al the effects of natural recharge,
and irrigation recirculation, as well as the effects of the air infection test as contributing
factors to the presence of this mound of water
AIR INJECTION . continued from page 1
by those very close to the project as
the "gas can theory "
The "Gas Can Theory"
Don Rauschuber, P E, Consultant for
the project, explains the "gas can
theory" in these terms "As we moved
air beneath the hard rock layer
through the gravel tense, we provided
a pressure relief valve far area Irrigation
wells.
"The geologic logs in the general
area of this site, as well as delayed
responses in tKe formation to almo-
spheric barometric pressure changes,
Indicate thai the Ogallala Formation
below the hard rock layer Is semi-con-
fined In a confined or semi-confined
situation, the air pressure thai exists
on (he surface of water Jn the well as
the well is being pumped and the
water level drops, does no! immedi-
ately equalize with air pressure at the
surface A partial vacuum is created,
which may increase pumping levels
and/or reduce well yields So you have
a pressure differential, sort of like the
pressure you have when you iry lo
pour gas from a gas can Into your lawn
mower or car without opening Ihe air
valve The gas pours out very slowly,
because air is trying to get Inside the
can lo relieve the vacuum
"Essentially, forcing air through this
gravel lense fn a secondary recovery
tesl In this semi-confined area provided
an air relief valve
-------
Page 4
THE CROSS SECTION
luly, 1985
AIR INJECTION .. continued from page 2
Center, Texai Tech University, Lub-
bock, Texas, » model has been devel-
oped to simulate the secondary recov-
ery process at the Idalou, Slaton and
Wolfforlh test siles However, the
model Is too large to operate on main-
frame computers available to the prot-
ect team As of this writing, time on a
"super computer" has been requested
to verify Ihe model.
The concept of a (rue physical model
of secondary recovery in the Ogallala
Formation was considered by Donald
Reddell, PhD, Texas A&M University,
College Station; however, abandoned
due to difficulties involved In scaling.
It Is extremely difficult. If not Impos-
sible, to scale down water. Therefore,
In lieu of a true physical model, con-
struction of a sand-tank model was
Initiated Once completed, (Ms model
will be capable of simulating a second-
ary recovery test In a confined or un-
conflned aquifer. Measurements of the
changes In permeability as Ihe model
Is dewalered, as well as other parame-
ters, will be available from this sand-
tank model
The wedge-shaped sand tank, which
is being constructed by Dr Reddell,
measures 24 feet In length by 12 feet
In height, with a circumierence of eight
feet Its potential, first of all, Is to
simulate field responses to air injec-
tion. Secondly, data developed from
the physical model can be used to test
Ihe mathematical model
Idalou Updated Test Results
Updated Information from Ihe Idalou
secondary recovery project, approxi-
mately 1,000 days after the air-injection
test ended, reveals that an estimated
787 acre-feet of water were made avail-
r
able w
-------
Section 8.3
Aquifer Remediation Related Wells Supporting Data
[8-68]
-------
Section 8.3.1
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
From Oklahoma Class
and Assessment
V Well Study
Oklahoma Industrial Waste Division,
State Department of Health
July, 1985
Oklahoma
USEPA Region VI
Not Applicable
The excerpt from Oklahoma's Class
V report describes geohydrology,
construction features, nature and
volume of injected fluids, and
jurisdictional considerations
associated with known remediation
projects in Oklahoma.
-------
Recovery of refined hydrocarbons that have spilled or leaked into the
subsurface has become popular in the last decade. Increased interest in
hydrocarbon recovery is due mainly to environmental concerns, but in some
situations can also be very profitable for companies. Various conditions affect
migration and recovery of a hydrocarbon spill such as hyd^jeological conditions,
the extent and volume of the spill, the type of hydrocarbon to be recovered and
the potential or immediate hazard imposed by the spill. As a result, recovery
systems must be tailored to each site.
The most popular means of hydrocarbon recovery from water table
aquifers is the recovery well. Normally, this systerti provides for an efficient
and fast recovery compared to other methods. The recovery well creates a
cone of depression in the water table that establishes a hydraulic gradient
towards the well, and hydrocarbons within this cone are directed to the well and
can be removed. Often recovery wells utilize recharge wells to direct the
water back to the aquifer that was pumped out of the recovery well. The
Division considers, these recharge wells a type of Class V well. In Oklahoma,
approximately1 60 hydrocarbon recovery recharge wells are currently known to
exist. These wetts are being utilized in aquifer rehabilitation programs initiated
by various refineries in the state. Since tne recovery of refined hydrocarbons
that are caught in soils underlying refineries, pipelines, and storage areas
becoming increasingly important both economically and environmentally, we
feel the hydrocarbon recovery recharge wells may deserve more indepth review
and consideration. We also believe in the future this type of well will be more
prevalent in Oklahoma.
It is important to note, that these recharge wells are not confined to large
scale refinery use but may be feasible in emergency clean-up operations as well
as small scale clean-ups such as leaking gas tanks at service stations.
Since the only wells we know to exist are at the refineries engaged in an
operation of larger scale, we will present the typical model well based on
material we have received from the various refineries.
Geohydrology
Before drilling a recovery well or associated recharge wells a preliminary
evaluation should be done to determine hydrogeologic conditions underlying the
facility. Soil type should be determined for drilling feasibility. The depth to
the water table is also important. The following is an example of hydrogeologic
information that should be collected.
I. Physical Characteristics of the Aquifer
a) In unconsolidated formations
1) grain size distribution
2) continuity of clay/sand layers
3) position of oil layer relative to clay layer
4) depth of permeable sands underlying the oil layer
b) In consolidated formations
1) Fracture or venting orientation
-------
2) Stratification
3) Solution cavities - orientation, size, depth
n. Hydraulic Characteristics
a) Depth to water table
b) Presence of perching layers
c) Presence of confining layers
d) Permeability within oil-bearing zone
e) Depth and permeability of the water saturated zone underlying the oil
f) Direction and rate of flow
It is characteristic for hydrocarbons in an aquifer to be retained by the
unsaturated soil and sediments above the water table. The free hydrocarbons
that eventually reach the saturated zone, accumulate on top of the capillary
fringe and migrate to the lowest points in the capillary fringe. These low points
may be due to increased grain size of the formation, discharges from the
aquifer, or excavations.
The refineries that have started hydrocarbon recovery programs have
done so on their own initiative. It is 'anticipated the more refineries in the
state will be interested in hydrocarbon recovery in the future.
Construction Features
In large scale recovery operations, such as the refineries have, a popular
recovery well design is a two-pump system utilizing one recovery well. In this
system addition of soluble hydrocarbon components to the waste water is
minimized, since the water and oil are not mixed when recovered. The intent
of this report is not to discuss recovery well design but the associated recharge
well design. However, Figure 1, a schematic drawing of a two pump - one
recovery well system, is included for clarification purposes. The water
discharged from this system is recharged back into the aquifer via the recharge
injection well.
Figure 2 is a schematic drawing of a typical recharge well. This 'model1
well is a direct recharge well that involves the use of a completely closed
system in which the produced water is never exposed to air. It was drilled with
a rotary rig using a 9 - 7/8 inch bit. Total depth of the borehole was 36 feet. A
5* sump was drilled into the bedrock to allow for any side wall collapse during
the installation of the screen and casing., No drilling fluid additives were used
throughout the completion of the recharge well, and following completion the
well was disinfected with chlorine.
Depth of the recharge well is 30 feet below ground surface. The well was
constructed with 15 feet of .065 slot, 5 inch PVC screen and schedule 00 casing.
Pitless adaptors were installed aproximately 3 feet below ground level. A IK
inch PVC discharge pipe is connected to the pitless adaptor and extends to the
bottom of the well. Centralizers were installed at the bottom and top of the
screen to insure even distribution of gravel pack around the screen. At the side
of the well is a piezometer, consisting of 20 feet of 1 inch PVC pipe with 2 feet
of .030 sJot PVC screen at the bottom. The piezometer is to monitor the well
- 10-
[8-71]
-------
without introducing oxygen to the close system.
The well was gravel packed to a level approximately 3 feet above the top
of the screen. In cumpleting the well an annulus seal was installed, comprised
of approximately 4 feet of Bentonite and 5 feet of cement grout, preventing
any type of surface contamination to the well. The rest of the hole was filled
with native material.
Figure 3 is an example of a typical well log format. The data is actually
from an existing recharge well at a refinery in Tulsa. Whenever a recharge well
is drilled a log of this nature should be submitted to the Division.
In general, any recovery recharge well should:
1. Be placed to enhance the gradients to recovery wells. This can reduce the
number of recovery wells and increase recovery rates.
2. Be adequately spaced from other recharge wells, and recharge rates
adjusted so that the water level'is maintained at an acceptable level
below ground surface.
Basic technical considerations for direct recharge wells included:
1. Clay or cement seals above the gravel pack.
2. A pressure relief system to prevent well pressure from rising above
desired levels.
3. The recharge line and drop tube in the well should always maintain a
positive pressure on the water being recharged.
4. Centrifugal pumps in the recovery wells should be avoided. The pressure
drop on the water can cause precipitation problems in the unstable
waters.
Nature and Volume of Injected Fluids
Nature of injected fluid will vary from operation to operation. In a
directed recharge system, the composition of injected fluids will depend largely
on the hydrocarbons that are being recovered. Similarly, volumes of injected
fluids will vary depending on the recovery system being utilized.
The 'model' recharge well we have previously described receives water
directly from the recovery well via an underground closed system, PVC
pipeline. Recharge rates typically range from 50 to 100 CPM of water. It is
not used continuously. The 'model' well has a gate va{\^e to control water
recharge rates.
Since hydrocarbon recovery was initiated in Oklahoma, the Oklahoma
Water Resources Board (OWRB) has showed concern with recharge wells and the
nature of injected water. Due to confidential agreements between the
- 11 -
-------
Figure 3
RECHARGE WELL NUGER
Jcb
Recharge Well
location Tulsat Oklahoma
September ,1983
Logged By
M. Howar
Drilling Canary _
9-7/8'
Winnek
Qrin»r Andy
___ Rig Straight"Rotar
P|ic^pj Hnfaiic >5^_PVC^Pipej»_6i^5^to^+2^. 21 »
Screen: 5' PVC, .(MO'slot, 16.5' to 6.5'
G. L. Elev.
m P.
2.2'
Elev. M. P.
Clay
Silt
Sand
Gravel
Native
JEiLL
LSQSNP
" «» • •
• • •
/-VVVV
mmi
V///
}en|on1te
lasinq &
>creen
fopsoil
Bedrock
Desrrirtim
C Fill dirt and ash
15, Sand, fine
Native fill, 1* to (J
Bentonite Seal, 5'-r
Gravel pack, #8,
19.5' to 5'
r 10*
Sand, fine to medium
^5,Sand,medium to coarse
Bedrock at 16.5'
h 2C'
[8-7olj
_ i i
-------
pumped into water recharge lines, it would be intercepted before it ever
reached the recharge well.
Disadvantages of treatment.
1. Capital and maintenance cost of treatment center can be high.
2. Complex problems can arise once the water has been altered by
treatment.
a. The water may no longer be compatible with aquifer water causing
precipitation in the aquifer.
b. If aeration is used in high iron waters precipitation of iron
hydroxides results, causing severe plugging of recharge wells. It
may also enhance aerobic bacteria growth.
c. Filter systems provide a good medium for bacteria growth which can
contaminate a recharge system.
d. Chemical additives for bacteria control or precipitation problems
may hot be compatible with each other or with the produced water.
Advantages of direct recharge.
1. Maintenance costs are low compared to water treatment
2. The system is extremely flexible.
Disadvantages of direct recharge.
1. Plugging problems associated with suspended particles and air bubbles.
2. An accidental discharge of hydrocarbons through the recovery system.
The emulsion formed can cause severe plugging of the formation and is
difficult to remove. Similarly, agitation can occur during recovery. "Jhe
mixing of the product and water can result in an increase in the amount of
soluble hydrocarbons retained in the waste water.
Other alternatives for handling waste water recovery systems that do not use
recharge wells include:
1. Treatment and reuse of water, such as cooling tower make up water.
2. Treatment and discharge to surface water system.
3. Discharge to existing water treatment system such as a city sewer
system.
It is apparent that the technical approach best suited for a site will
depend on the conditions of that site.
Jurisdictional Considerations
Any new regulatory program for this type of Class V /Well should lend
incentive to continue hydrocarbon recovery from aouifersli/xegistration of
recharge wells, as well as a description of construction features ana well
- 13-
[8-74]
-------
locations should be mandatory. The division should have an opportunity to
examine wen proposals and set Dermit conditioners thev see fit, including the
quality of fluid to be reinjected. Howevei<^fftderal or state roguiatnry
standards and limitations set for every well to meet, would he extremely
difficult to enforce as well as hinder recovery activity. Permit conditions
should be defined on a case by case basis. At times direct recharge may be
perfectly feasible, while at other times treatment may be required. As
technology becomes available and affordable to accomplish total and absolute
hydrocarbon recovery, water quality standards may need to be re-evaluated.
References
Blake, Steve B. and Lewis, Richard W; "Underground Oil Recovery", Ground
Water Monitoring Review, Spring 1983, pp. W-46.
Blake, Steven B and Fryberger, John S; "Containment And Recovery Of Refined
Hydrocarbons From Ground Water" presented at the Seminar on Ground Water
and Petroleum Hydrocarbons-Protection, Detection, Restoration; Toronto,
Ontario, June 26-28, 1983.
Blake, Steven B and Fryberger, John S; "Site Investigation And Legal
Considerations For The Recovery Of Hydrocarbons From Ground Water"
presented at the Seminar on Groundwater and Petroleum Hydrocarbons-
Protection, Detection, Restoration; Toronto, Ontario, June 26-28, 1983.
Blake, Steven B and Hall, Robert A; "Monitoring Petroleum Spills With Wells:
Some Problems and Solutions" presented at The Fourth National Symposium And
Exposition on Aquifer Restoration and Ground Water Monitoring; Columbus,
Ohio, May 23-25, 1984.
Hall, Robert A., Blake, Steven B. and Champlin Jr., Stephen C^ "Determination
Of Hydrocarbon Thickness In Sediments Using Borehole Data" presented at The
Fourth National Symposium and Exposition on Aquifer Restoration and Ground
Water Monitoring; Columbus, Ohio, May 23-25, 1984.
-
[8-75]
-------
Section 8.3.2
TITLE OF STUDY: From Inventory of Class V Injection
(or SOURCE OF INFORMATION) Wells in the State of Colorado
AUTHOR: SMC Martin, Inc.
(or INVESTIGATOR)
DATE: March, 19 85
FACILITY NAME AND LOCATION: Rocky Mountain Arsenal
Near Denver, Colorado
USEPA Region VIII
NATURE OF BUSINESS: Manufactured produces for use in
chemical warfare and as pesticides
BRIEF SUMMARY/NOTES: The injection wells are designed
to introduce purified water, previ-
ously pumped out of contaminated
areas back into the groundwater
system. The injected water is
intended to reverse the contamina-
tion of the ground water in the
Rocky Mountain Arsenal and to
contain existing contamination
within the site area. Possible
problems could arise from air
injection, solids carried with
water, and contaminants not removed
by the filtering processes. The
wells serve a secondary purpose
of aquifer recharge.
[8-76]
-------
3. Class VR - Wells Used for Aquifer Recharge (Howard
type 6 - see Table 1)
In general, aquifer recharge wells pose the threat of
ground-water contamination primarily by: air injection,
which may change water redox conditions; introduction of
solids that can clog aquifer pore spaces; and by chemical or
biological contamination from other impurities picked up by
injected water. For this reason, well injection is
generally viewed as an undesirable means of aquifer recharge
by the Water Resources Division of the Colorado Department
of Natural Resources.
All 81 verified wells of this type are on the grounds
of the Rocky Mountain Arsenal and are relatively similar
with respect to construction and size. These are all 10 to
12-inch diameter cased veils with stainless steel screens.
Well depths range from 40 to 60 feet and each was drilled by
the reverse rotary method. Water injection into the wells
is by gravity pressure only. Because all of these wells are
concentrated on the grounds of the Rocky Mountain Arsenal
and are in use as part of a ground-water clean-up project/, a
review of the project will serve as background for the
assessment of potential environmental impact.
20
[8-77]
-------
The Rocky Mountain Arsenal, located north-northeast of
Denver, manufactured products for use in chemical warfare
and as pesticides until 1982. Wastewater from the
manufacturing processes has been disposed of in evaporation
ponds and through a deep injection well. The latter
project, terminated in 1965, is well known because of the
occurrence of injection-related earthquakes (Evans, 1966).
However, because the deep injection well was abandoned and
plugged prior to the passage of the Safe Drinking Water Act,
it does not come under the scope of the UIC program, and
has therefore not been inventoried. However, the waste
disposal in evaporation ponds is directly relevant to this
inventory and assessment effort.
In an effort to contain and reverse the ground-water
pollution caused by seepage of wastewater from the
evaporation ponds, clean-up programs, including the use of
injection wells, in some areas of the Arsenal have been put
into effect. The wells reinject ground water that has been
extracted from contaminated zones and purified by carbon
filtering. Presently, there are three series of wells
active on the Arsenal ground. The North Boundary (21 wells)
and Northwest Boundary wells (38 wells) are operated by the
U.S. Army, while the Irondale Containment System wells
(22 wells) are operated by Shell Oil Company, which
manufactured pesticides at this location.
21
-------
All of thdse injection wells are designed to introduce
purified water, previously pumped out of contaminated areas,
back into the ground-water system. The injected water is
intended to reverse the contamination of the ground water in
the Rocky Mountain Arsenal and to contain existing contami-
nants within the site area (prevent off-site migration).
Therefore, if the project operates as designed, the injec-
tion will have a beneficial effect on the environment.
Possible problems could arise from air injection, solids
carried with the water, and contaminants not removed by the
filtering process.
A report on the North Boundary wells is due from the
U.S. Army Environmental Control office in the spring of
1985. This report should quantitatively address the
question of the environmental impact of the injection
wells. The environmental impact of Class V wells at the
Arsenal must be reviewed within the context of the clean-up
project as a whole. The technology of the RMA clean-up
project necessitates recharge by injection rather than
'natural1 recharge through ditches, trenches, etc.
Therefore, injection-related problems, as discussed above,
may occur. However, viewed on the broad scale, the aquifer
recharge wells can only have a beneficial effect on the
environment compared to the pre-cleanup/injection
contamination levels in ground-water originating from the
Arsenal.
-------
Secti
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
on 8.3.3
Cleaning up Chemical Waste" From
Engineering News Record
Not available
March 26, 1981
Rocky Mountain Arsenal
Denver area, Colorado
USEPA Region VIII
Manufactured products for use in
chemical warfare and as pesticides
This article discusses economics and
engineering plans to clean up the
contaminated aquifer. Plans included
a 5-year construction program to
consist of building a slurry wall
barrier, handling residue from an
asphalt lined chemical waste evap-
oration basin, and adding water
purification and recharge systems
(wells) and a secure disposal site
for spoil, sludges, or ash.
[8-80]
-------
EhFf
Feature
Cleaning up chemical wastes
Army moves to decontaminate Denver aquifer
£
Groundwater contaminated by mili-
tary and industrial chemical wastes
deposited since World War II at the
Rocky Mountain Arsenal near Denver
will be intercepted by a slurry wall cutoff,
pumped from shallow aquifers, treated
with activated carbon beds and recharged
in an ambitious S6-million system due on
line this August.
By doing what many environmental
engineers say needs to be done 10 reverse
the damage done to critical groundwater
supplies—and which most claim is too
costly to contemplate—the Army will be
setting the state of the art and determin-
ing the economics of decontaminating
aquifers at its Rocky Mountain Arsenal
project.
The S6-million system being installed
now is the initial phase of a comprehen-
sive solution to the arsenal's chemical
waste problem. The grand plan is being
ieced together at the Corps of Engineers
aterways Experiment Station in Vicks-
burg, Miss., which plans to make its
recommendation in October on which of
14 schemes under review should be
adopted for what is seen now as a five-
year construction program aimed at halt-
ing the contamination.
"We have a long way to go here," says
a management coordinator at the arsenal. "We've got to get
away from a site-by-site analysis and look at the whole arsenal
as a source. That means centralized treatment and disposal of
wastes in accordance with RCRA [the Resource Conservation and
Recovery Act]."
Building a barrier. In the initial phase, groundwater flows of
about 440 gpm along the arsenal's northern boundary will be
intercepted by a minimum 30-in.-wide soil-benlonite slurry
wall extending 6,740 ft between high bedrock formations. The
new barrier will be an extension of a 1,500-ft section installed as
?irt of a pilot test of the purification system being built now.
he cutoff is being excavated from 25 to 50 ft deep through
saturated alluvium and a drier underlying formation of clay
shale and claystone interhedded with sand lenses. Its base will be
keyed 3 lo 5 ft into bedrock.
Fifty-four dewatering wells, six of them from the pilot test,
will be used to selectively intercept and permit separate treat-
ment of three ideniified plumes of contamination alone; the
length of the groundwater barrier. Collection lines will feed
each of the three groundwater streams via a wel well to
dual-media fillers coupled to one of three counier-currcnt,
activated carbon adsorption columns for removal of organic
Slurry wall barrier will Intercept groundwater for treatment at Rocky Mountain Arsenal.
chemicals. Total capacity of the three columns will be about 1
mgd. Treated effluent will be combined into a single stream and
injected through 38 recharge wells into the aquifer on the north
side of the barrier.
Alvarado Construction Co., Denver, was awarded a $4.2-
million contract by the Corps in January for the slurry wall and
pumping system under a small business set-aside. Most of the
work has been subcontracted, the major portion to Engineered
Construction, Inc., a subsidiary of D'Appolonia Consulting
Engineers, Inc., Pittsburgh. Black &. Veatch, Kansas City.
designed the barrier and pumping system for the Corps with
geotechnical work done by Earth Sciences Associates, Fort
Collins, Colo.
The adsorption columns, projected to use 100,000 to 200,000
lb of carbon a year with 9 to 12 months of service before
replacement, are being supplied by the Covington, Va., division
of Westvaco Corp., using a treatment system design done for the
arsenal by Rubel and Hagcr, Inc., Tucson, Ariz.
Getting at the source. At least 10 separate sites spread out
over the arsenal where chemical wastes were stored, transported
or disposed of are being investigated as possible sources of
groundwater pollution. In addition to the cutoff and purification
26
ENR/March 26. 1981
-------
system being built along ihc northern boundary, plans are being
ftWidered for handling residue from an asphalt-lined chemical
tutste evaporation basin, for a new groundwater barrier along
northwest boundary, additional water purification and
fVeharge systems and a secure disposal site for spoil, sludges or
ft6h
Groundwater contamination at the arsenal is believed to date
¦prom 1942 when the 25-sq-mile facility in Commerce City was
fr'ffup to produce chemical and incendiary munitions. In 1946,
the war, most of the manufacturing facilities at the arsenal
leased to private companies, Shell Chemical Co. being the
largest, for use in production of herbicides and insecticides,
jaste effluents from the military and private manufacturing
plants were discharged into an unlined basin next to the
manufacturing area (see map).
The start of nerve gas production in 1953 meant a huge
increase in salt-laden wastes due to repeated scrubbing of
effluents to remove any trace of the deadly gas compounds. For
reason, three additional basins to the northwest of the
original disposal area were used to handle overflows.
In 1954, a wet year, several farmers northwest of the arsenal
boundary complained of damage to crops irrigated with water
pumped from shallow alluvial aquifers. Those complaints,
Coupled with minor crop damage observed in 1951, led to
Studies that indicated the unlined ponds on the arsenal were the
SOufce of the problem. To halt leaching, the 90-acre asphalt-
1,'nfti disposal basin was completed in 1957 north of the natural
iJosfe effluent ponds. These were breached and emptied into the
r^tu) evaporation basin. Over the years, however, as the basin
to its 250-million-gal capacity, the asphalt liner corroded
and eventually failed.
Marching order*. Trace concentrations of organic chemicals
ffOrt nerve gas and Shell's pesticide production were discovered
I Caching from a bog on the northern boundary of the arsenal
and in a well 8 miles north of the arsenal in 1974. A year later
fhtColorado Department of Health stepped in and ordered the
Aflfly to hall discharges of the chemicals, develop a cleanup plan
Cirtd monitor groundwater to assure compliance.
Subsequent waier analyses have shown that chemicals not
covered under the original order are present in trace concentra-
tions in wells to the north and northwest of the arsenal. Among
the most worrisome is a pesticide manufactured at the arsenal by
Shell under the trade name Nemagon from 1^55 to 1976. A
male sterilent and suspected carcinogen, minute concentrations
of the pesticide were discovered two months ago in 25 shallow
wells west of the arsenal.
Groundwater in the vicinity of the arsenal flows mostly
through shallow deposits of alluvium in channels between high
areas of -bedrock. A slight gradient dipping to the north and
northwest carries the slow-moving groundwater to a branch of
the South Platte River, as close as 5 miles away on the western
boundary. Land between the arsenal and the river is used
primarily for irrigated agriculture. Even before the contami-
nants were discovered, "however, the diminishing quantity and
quality of the groundwater in the alluvial
aquifers meant that most fanners and
homeowners had drilled deep wells.
The Denver office of the Environmen-
tal Protection Agency, while leaving most
of the standards-setting to the state, is
working with the Army, Shell and the
Colorado Health Department to develop
a schedule for the cleanup via a letter to
be signed by each of the parties. Although
state fish and wildlife officials are push-
ing for quick action, EPA's Paul Osborne
says, "Our dates may be a few months
ahead of the Army's, but it's not going to
mean big problems."
Duck soup. Among the most immediate
concerns of the state and EPA is the rate at
which the remaining disposal basin is
emptied. It originally held 250 million gal
of chemical wastes. That was reduced to
160 million gal by 1978 and is now down
to about 50 million gal. In addition to
leaching, one of the problems is that few
of the unsuspecting ducks that land on the
basin survive, although warning systems
and the basin's smaller size have reduced
kills from over 1,000 per year to between
300 and 400.
Once the basin is dry, the residue will
be removed and treated, incinerated or
moved to a secure disposal area. The
question at that time will be how much of
the contaminated soil will have to be treated or disposed of. Once
other areas in the arsenal are analyzed, the same question could
apply at those sites as well. Says EPa's Osborne, "If they have to
scrape 5 or 6 ft of earth off those areas, I've heard estimates that
the disposal cost could range up to a billion dollars."
One purpose of the Corps' painstaking analysis of alternative
solutions is preventing costs from snowballing into those kinds of
figures. Holding costs in check while solving the groundwater
contamination problems will be difficult, however. For example,
the Corps recently estimated it would cost S89 million to dredge
and seal a section of river at its Redstone Arsenal, near
Huntsville, Ala., where Olin Corp., Stamford, Conn., dis-
charged 835 tons of DDT over 20 years from a plant leased from
the Army (ENR 3/19 p. 56).
In any case, while most public agencies and private compa-
nies responsible for chemical waste dumps spend their time and
money in courtrooms, the Corps and Army officials are moving
to find a fix for the effects of past disposal practices. As a result,
says one technical specialist, "There are a lot of lessons being
learned by the Corps that could be applied at other sites across
the country. It could be the action agency in a national effort to
get uncontrolled chemical wastes sites straightened out." ~
'• »V" ' .
•%'. jjcaeMo ' ~
mi' onwrmwi mcus
•"* « MawmiMui
'•'H ':. uauo rncATu&tT
J i ¦ M l SLUMY CUTOfT WALL
-3" •
¦jjWOmt
' •* I • rOTttmu. fvostftd sirts
CURRENT
CLEANUP PROGRAM
" " "1
DISPOSAL BASM
NERVE GAS COMPLEX
SOUTH PLANTS AREA
OLD TOXIC
¦yaroH
RXR YARD
INDUSTRIAL LAKES
I.N *« J v*7 .i
£•• • • H-j *
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hemic*! disposal and spill sites «yed for comprehensive solution to leaching problems.
ENR/March 26, 1981
-------
opening at the flow line of the half-ring
stations helps dry-weather-flow clean
the conduit between half-ring stations
(photo). The flow area at the half-ring
station is large enough to pass any de-
bris entering the 114-inch pipe. The 30°
bevel of the leading face of a ring seg-
ment provides a radial force component
to hold the segment and facilitates de-
bris passage.
The whole design procedure began
with the use of FHWA Hydraulics Engi-
neering Circular 13. The outlet pipe,
size of ring segments, and spacing of
the ring stations are determined from
these documents. This initial design,
however, has five 5-ring stations each,
of which has four 4-ring segments. The
first model flow tests indicated this initial
design provided too much choking when
model flow simultated the 100 year
frequency storm. The excessive chok-
ing forced the model 120-inch pipe into
pressure flow. Two ring stations plus the
top two 2-ring segments were removed
to obtain the desired choking level. The
greatest turbulence with maximum en-
ergy change occurred within the 156-
inch pipe, but did not project back into
the simulated 120-inch pipe. Maximum
energy loss with no backwater was the
final design criteria for the outlet
pipe. ~ ~
AMSA makes marketing and distribution recommendations
The EPA should require less stringent
groundwater monitoring and sludge
analysis standards. This is one of sev-
eral recommendations contained in the
Association of Metropolitan Sewage
Agencies (AMSA) recent review of the
EPA's Preproposal CDraft Regulations on
the distribution and marketing of sew-
age sludge products.
The AMSA also recommended:
• Reliance on finished product lim-
itations on chemical constituents
present in the sludge to ensure protec-
tion of the public health.
• Modification of the sludge fertilizer
product definition by providing what they
call more reasonable moisture and ni-
trogen requirements.
• Adoption of a 60 ppm cadmium
limitation for distribution and marketing
of sludges.
• Elimination of all other limitations
on cadmium from the regulations.
• Adoption of a level of 30 ppm for
PCB's. The AMSA views this as a sat-
isfactory limit to ensure protection of
the public health. They feel it will allow
POTW's to beneficially use their
sludge.
• Authorization for the states to
adopt sale and give-away standards
consistent with local soil conditions.
This would include the deletion of the
10% lime requirements for soils with a
greater than 6.0.
• Adoption of a lead level of 1000
ppm for sludge products. The AMSA
stated that this would be sufficient to
protect pica children even if they in-
gested sludge directly. They cited
available scientific information.
• Deletion of the requirements for
metal and PCB content for sludges ap-
plied to government owned lands.
• Adoption of, what they termed, a
more reasonable and scientifically jus-
tified approach to Processes to Signif-
icantly Reduce Pathogens as well as
Processes to Further Reduce Patho-
gens. (The AMSA feels these should be
eliminated.)
According to the AMSA. the EPA's
marketing and distribution regulations
scheduled for proposal this December,
and promulgation in December 1981,
could have a severe economic impact
on municipal agencies with sludge
give-away and sale programs.
In addition, they feel the regulations
may make it more difficult for POTW's
to dispose of their sludge and to meet
federally mandated pretreatment
requirements.
The AMSA stated that the EPA's ini-
tial response to their recent comments
was favorable. However, they stressed
that the extent to which the Agency is
amenable to their suggestions will not
be evident until the Agency proposes
the marketing and distribution regulation
in the Federal Register. This is planned
for December.
The AMSA plans to review this pro-
posal and make recommendations to
ensure that "yet another municipal
sludge management option is not fore-
closed by the EPA".
System to treat contaminated groundwater developed
A system to contain contaminated
groundwater, remove it from the aqui-
fer, treat it, and return it to the aquifer
has been designed for use at the Rocky
Mountain Arsenal in Colorado.
Major components of the system in-
clude:
(1) 54 dewater wells valved and
manifolded to selectively intercept and
permit separate treatment of three
zones of contamination (2) a 6,740 ft.
long groundwater barrier extending into
bedrock (3) granular activated carbon
filters for organic contaminant removal
(4) activated alumina columns for fluo-
ride removal (5) 38 groundwater re-
charge wells downgradient of the barrier
to reinject treated water into the aquifer
(6) monitoring wells located throughout
the system, which will provide water
quality and water level information to
permit fine tuning of the system to its
maximum effectiveness.
The system was developed by the
Black & Veatch Special Projects and
Civil Environmental Divisions for the
U.S. Army Corps of Engineers.
34 | WATER & WASTES ENGINEERING
[8-83
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Section 8.4
Abandoned Drinking Water/Waste Disposal Wells
Supporting Data
[8-84
-------
Section 8.4.1
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
"Abandoned Wells" From Inventory
and Assessment of Class V Injection
Wells in Minnesota
Geraghty and Miller
December, 1986
Minnesota
USEPA Region V
Not Applicable
This excerpt discusses the following
topics concerning abandoned wells:
magnitude of the problem, adverse
effects of abandoned wells, reasons
for sealing abandoned wells,
priorities for sealing abandoned
wells, sealing procedures, inspec-
tion, sampling, remedial action-
clearing the well, casing removal,
sealing, zones of lost circulation,
types of grout, grout pump and
grouting procedures, and abandoned
well reports.
[8-85
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ABANDONED WELLS
Water Wells
• 2/3 of Minnesota's population (2.6 million people) consume ground water
• 800,000 residents use private wells
• Approximately 200,000-400,000 private wells exist in the State
• Approximately 10,000 new wells are drilled annually
Abandoned Water Wells
• Definition - "Abandoned water well" means a well whose use has been
permanently discontinued, oc which is in such disrepair
that its continued use for the purpose of obtaining
ground water is impractical or may be a health hazard.
• Regulatory Control - Minnesota Statutes, Chapter 1S6A.05
' Minnesota Water Well Construction Code, 7 HCAR S 1.21SC.
Number of Abandoned Wells
o Low Estimate - Houston, Wabasha, Winona, Fillmore survey, estimates
1500 to 2150 abandoned wells in the four counties;
375 to 535 per county.
• High Estimate - Using one abandoned well per active well equals
approximately 3000 abandoned wells per county.
Priorities
1. Wells located in areas of major pollutant discharge or intercepting ground
water contamination plumes. Wells near spills of chemicals or petroleum
products, waste sites, processing facilities, landfills.
2. Developments with private wells annexed by, and connected to, -unicipal
water systems. Cross-connection hazards.
3. Demolition, rehabilitation or construction areas. Problems of scheduling
proper sealing while access is available.
4. '..'ells improperly constructec, located, or -maintained. Wells with faulty
seals or casings, .-nulti-acu Lfer wells, ":ec.uarge" or disposal '.ells, wells
near contamination sources such as sectic systems.
5. Wells in geologically sensitive areas, wells completed in or through
carbonates.
6. All other abandoned wells.
[8-86]
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Abandoned Wells
Page 2
Prooer Well Abandonment
1. Inspection, surface and subsurface
2. Sampling
3. Remedial action, if necessary. Redrilling, clean out, perforation
4. Complete sealing when clear and clean
5. Evaluation if ground water contaminated
• Costs vary from nominal to $100,000+
Average domestic 4-inch wells is $500-51500
• Most cost effective abandonment at time of new well construction
or as part of large program
Abandonment Program
1. Status Quo - State program
2. Surveillance - Informal liaison with State
3. Inspection - Onsite, in conjunction with new well, septic, building
or other programs
4. County Survey - Door to door, well records, remote sensing
5. Ordinance - With or without new well inspection
6. Permits - with or without new well permits
7. Enforcement - Local ordinance, State Well Code, Minnesota Statutes,
injunction, imminent health hazard
Problems
• Location - where are the wells?
• Inspection - what is magnitude of problem?
Time, personnel, sampLing and equipment costs
• Enforcement - Inevitable
[8-87]
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ABANDONED WELLS
Magnitude of the Problem
Abandoned wells are water wells whose use has been discontinued or which are
in 3uch disrepair that continued use is impractical or may be a health hazard.
Abandoned unsealed wells can act as conduits or channels for contamination to
reach the groundwater. The threat of open holes serving as passageways for
surface or near-surface contamination poses & major problem to the ground-
water, particularly in contaminated areas.
The magnitude of the problem was demonstrated by a pilot study conducted by
the Minnesota Department of Health in 1973- The pilot study located abandoned
wells in five southeastern Minnesota townships in Winona, Fillmore, Wabasha
and Houston Counties. The 3tudy revealed a surprisingly large number of aban-
doned wells with estimates ranging from 1,200 to 2,050 abandoned wells for the
five townships or about one abandoned well for every five active wells in opera-
tion. Later information from the University of Minnesota, School of Public
Health's abandoned well survey indicated that there may be as many as one to
four abandoned wells for every active well.
The total number of abandoned wells can be visualized when it is realized that
approximately 100,000-400,000 active wells are estimated to exist in the state.
Based on the abandoned well survey, this means that approximately 100,000-
1,600,000 abandoned wells are present throughout the state threatening the
quality of the groundwater.
Adverse Effects of Abandoned Wells
Properly constructed water wells are not normally sources of groundwater con-
tamination. But when the wells are in a state of disuse or disrepair, or if
they are buried or casings are damaged and begin to deteriorate, then the wells
can become conduits through which contamination can travel vertically through
boreholes.
Since 197^, when the Minnesota Water Well Construction Code came into effect,
water wells have been drilled so that they do not pose a threat to the ground-
water if properly maintained. In some instances today, an aquifer must be
sealed off and special well construction employed, for example, in geolog-
ically sensitive areas underlain by limestone. The Code may require casing
and grouting of the limestone.
An abandoned well'3 potential for adversely affecting groundwater quality will
depend on its original use, the local geology, land use, the hydraulic
characteristics of the subsurface fluids, and the type of well construction.
When a well is improperly sealed, it is often 3imply covered by a board or a
sheet of metal in an unsuccessful attempt to insure that the well does not
become a hazard. Unfortunately, such procedures fail to take into account the
fact that the mere existence of an unsealed, abandoned well represents a great
hazard to groundwater quality either as a direct conduit for surface contamina-
tion to enter the groundwater or for inter-aquifer exchange, that is, flow
between two aquifers having different heads.
AW-1
-------
The natural quality of groundwater tends to be degraded by the activities of
man. Wastes, which are not discharged into lakes and streams are deposited on
or below the land and from there may migrate downward to contaminate the ground-
water. The problem is compounded because groundwater contamination and the
effects of contamination are not usually recognized until groundwater quality
is seriously impaired.
Reasons for Sealing Abandoned Wells
Unsealed abandoned well3 constitute a hazard to public health and a danger to
groundwater supplies. In Minnesota approximately two-thirds of the state's
population (2.6 million people) consume groundwater. Such a valuable resource
must be protected from unwarranted neglect in allowing degradation from abandoned
wells.
The principal dangers of an abandoned well are that it may transfer surface or
near-surface contamination through the well bore or through the unsealed annular
space between the casing and hole or between two casings or from a contaminated
aquifer to an uncontaminated aquifer. Many abandoned wells are burled below
the ground surface and may transfer contamination directly into the groundwater.
Groundwater normally moves very slowly, from a few feet to tens of feet per
year, and in the process is filtered and cleaned up or attenuated before it
moves into the lower water-bearing zones. An abandoned well will cause the
natural clean-up process to be circumvented and transfers large amounts of
contaminated water to be concentrated at one point.
The ability of a well to transfer large amounts of water back into the ground-
water system has been documented on many occasions. Such an example occurred
a number of years ago when a recharge well in the Twin Cities was used to dis-
pose of storm water before the practice was halted by the state. The well
drained a storm sewer holding pond into the underlying groundwater at the rate
of 2,000 gallons per minute. The well was reported to be completed in the
highly fractured Shakopee limestone, a formation known to yield and accept
large volumes of water.
A summary of the types of abandoned or unsafe wells that may transfer contami-
nation into the groundwater may be classified as follows: (1) buried wells in
which contamination may enter the well through the buried top of the casing;
(2) wells in which the casing has been corroded and surface or near-surface
water may run into the well; (3) improperly constructed wells in which the
annular space around the outside of the casing is not sealed and acts as a
channel; (4) improperly constructed well3 in which an unsealed inner casing
allows the transfer of water between formations; (5) open hole wells in which
the borehole interconnects aquifers.
Priorities for Sealing Abandoned Wells
The abandoned well program has been one of the target projects for extra effort
by the Minnesota Department of Health because of the recognition of the impor-
tance in protecting groundwater. Recognizing that a large number of abandoned
wells exist with varing hazards, an abandonment priority has been developed:
AW-2
[8-89
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1. Major well abandonment efforts have been the target for abandoned wells
located in areas of major pollutant discharge or where wells intercept
contamination plumes. This includes wells located near spills of industrial
chemicals or petroleum products, waste sites, processing facilities and
landfills.
2. Developments with private wells annexed by and connected to municipal water
systems. A cross-connection hazard exists between the water systems.
3. Demolition, rehabilitation or construction areas or where there are problems
of scheduling proper sealing while access is available.
14. Wells improperly constructed, located or maintained. Wells with faulty
seals or casings, multi-aquifer wells, "recharge" or disposal wells, wells
near contamination sources such as septic systems.
5. Wells in geologically sensitive areas, well3 completed in or through carbon-
ates (limestone).
6. All other abandoned wells.
Sealing Procedures
Sealing of abandoned wells may be classified as temporary or permanent.. A
temporary seal or temporary removal of a well from service requires written
approval from the Minnesota Department of Health. In addition to placing a
watertight cap or cover on the casing, the well oust be maintained so that it
is not a source or channel of contamination when not in service. A
permanently abandoned well requires that it be disconnected from the system
and the hole completely filled.
The statutory authorization for the sealing of abandoned wells is vested in
Minnesota Statutes, Chapter 156A. Under this statute the Minnesota Department
of Health, through the Commissioner of Health, has been granted strong
regulatory power. The Commissioner may order the owner of a well to take
remedial measures including making repairs, reconstruction or sealing of a
well. The order may be issued if the Commissioner determines, based upon
inspection of the well and site or analysis of the water from the well, that
any of the following conditions exi3t:
1. The well is contaminated.
2. The well has not been sealed and abandoned properly.
3- The well is in such a state of disrepair that its continued existence
endangers the quality of the ground water.
U. The well is located in such a place or constructed in such a manner that
its continued use or existence endangers the quality of the groundwater.
AW-3
[8-90
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The law (Chapter 156A) specifies that no contractor shall drill, construct,
repair or seal and abandon a water well unless in the possession of a valid
license issued by the State Commissioner of Health.
Inspection
Inspection of abandoned wells is the first step in proper sealing. While some
wells are easily located, others nay be buried or otherwise concealed. Location
of abandoned wells may be through contact with the present or past owners,
neighbors, or water well contractors. Regulatory officials may have information.
Historic documents may be used such as aerial photo and plat maps, insurance
company maps or photographs. Metal detectors may be of value in locating burled
casings.
The procedure for sealing abandoned wells starts with obtaining information on
the well's construction and condition. This information is best obtained from
water well drilling records. Historical well records are filed with the
Minnesota Geological Survey. Water well records for wells drilled after 197U
may be obtained from the Minnesota Department of Health. When written water
well record information is lacking, interviews with the owners or well driller
may provide information. A downhole TV camera survey can provide valuable
information and can also verify the current well depth, condition and construc-
tion. In specific circumstances, the Minnesota Department of Health may conduct
a camera survey.
After information is obtained about the well's construction, a site inspection
will be necessary to ascertain the condition of the well and to note if the
well is accessible, located in a pit, or buried, if the pump has been removed
or if the well is currently operating. Inspection should also note if the
well has been damaged or obstructed. When the well has been damaged, it is
usually very expensive and time consuming to 3eal it.
Sampling
The policy of the Minnesota Department of Health is to require water samples
from abandoned wells in industrial or commercial areas or where contamination
is present or suspected. The water analysis is usually tailored to the
specific constituents suspected, but a complete analysis may be run where a
broad range of chemicals are suspected.
The owner is responsible for the cost of sealing an abandoned well including
sampling costs. A complete laboratory analysis can consist of the following
parameters:
1. 20 inorganic chemicals - sodium chloride, nitrate, etc.
2. 10 metals - lead, mercury, etc.
3. 12 volatile non-halogenated organic chemicals, such as benzene, toluene,
etc.
4. U2 volatile halogenated organic chemicals - trichloroethylene, etc.
AW-U
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The sampling protocol is to pump the well until a water sample is obtained
that is clear of debris, and sediment. Once the water is "clear" the usual
procedure is to pump the well three to five times the calculated volume of
water in the well bore to obtain a representative sample. The object is to
purge the well of water that has been "standing" in the casing. Water samples
taken for anlaysis at the Minnesota Department of Health are only taken in
clean, specialized sample bottles provided by the Minnesota Department of Health
laboratory.
Remedial Action - Clearing the Well
Sealing of abandoned wells starts with removing the pumping equipment and
clearing any obstacles or debris that may have entered into the well.
When the well is obstructed and pumps or other equipment have been dropped
down the well, the debri3 will have to be removed or "fished" out before the
well can be sealed. A variety of fishing tools are used to remove obstructions.
Threaded taps on the end of a drill rod may be run into the hole in an attempt
to screw into the top of a pump or drop pipe. Other types of equipment used
are over shots (a casing with inner teeth that is run over the obstacle to be
removed), corkscrews, and spears used to hook the obstacle for removal.
In some instances the driller may chop or grind up the obstacle in an attempt
to clear the well. Debris or other materials such as rock, sand, clay, stones,
wood, etc., i3 usually drilled out or washed out of the hole. Fishing material
out of a borehole is very difficult and the success of the operation is depen-
dent on the experience and ability of the driller, but also somewhat subject
to luck.
Casing Removal
Multiple strings of casing in a well increase the difficulty of sealing the
well. To properly seal a well a non-grouted inner casing must be: (1) removed,
or (2) perforated or ripped to insure that the annular space is sealed through-
out its length, or (3) in rare instances a tremie line may be installed between
the casings to grout up the annular space. In older wells the annular space
is often too small to grout by use of a tremie line between the casings.
Whenever possible, the Minnesota Department of Health recommends that the casings
be removed. On shallower wells, particularly sand point wells, the casing can
usually be removed. Often the cost of casing removal and negligible salvage
value will lead to leaving the casing in place.
Sealing
Upon clearing of the well bore, the well is ready for sealing. The preferred
method of sealing is to pump neat cement through a tremie pipe from the bottom
of the well to within two feet of the surface in one continuous operation.
The casing should be cut off two feet below the surface and the hole backfilled
with native material.
AW-5
[8-92]
-------
Permanent sealing of an active unobstructed well will usually require the simple
process of removing the pumping equipment, inserting the tremie line and pumping
grout into the well. Care must be taken at this time that the grout line does
not become buried too deeply in the cement so that it cannot be pulled out.
Usually the driller will use "feel" to determine if the grout level is rising
on the tremie line, and remove one or more sections at a time, keeping the
lowest section of the tremie pipe submerged in grout.
Usually a tremie line of 1- or 1j-inch diameter galvanized steel or plastic
pipe is used to install the grout to the bottom of the well. Larger diameter
pipes may be used for larger diameter wells.
Grout and sealing materials other than neat cement may be used to seal a well
in some instances, but the filling material should be selected so as to restore
natural conditions as nearly as possible.
1. Unconsolidated deposits such as glacial drift may be sealed with a mixture
of clean sand and puddled clay or neat cement grout or concrete grout (above
the static water level) to provide a permeability no greater than the natural
condition.
2. Cavernous or creviced rock such as cavernous limestone, basalt, creviced
granite, etc., may be sealed with alternate layers of neat cement or concrete
with gravel or stone aggregrate. When alternative materials are placed in
the well they shall be installed 30 that consideration is taken to seal
the hole. For example, a large diameter well constructed through several
aquifers separated by confining beds must have cement grout placed so that
the confining beds are isolated or sealed off from the aquifers. Thus
when large diameter wells are sealed, the filling material will be selected
so that the water-bearing zones are isolated.
3. A blasted and bailed hole in which a large cavern was created may be filled
with clean sand equivalent in permeability to the aquifer.
The Well Code requires that concrete grout, cement grout, and bentonite must
be installed through a tremie line to insure the proper placement of the grout
from the bottom to the top of the well.
It should be noted that a tremie line is used because it (1) insures that grout
is placed in the bottom of the hole, (2) insures a proper cement/water ratio,
which affects the strength and permeability of the grout, (3) insures that
the sand and cement in a concrete mix do not segregate.
Zones of Lost Circulation
Zones of lost circulation are commonly encountered when sealing wells completed
through cavernous rock. Such zones may be badly fractured rock that has large
caverns or solution channels in which large volumes of grout may be lost.
The Minnesota Department of Health recommends that whenever lost circulation
zones are encountered, the grout should be pumped until it is certain that
AW-6
[8-93]
-------
cement ia being lost. Grouting should then stop and the cement be allowed to
set up. Generally three hours is sufficient time for the grout to 3et, after
which grouting can be resumed. If upon resuming the grouting operation the
grout continues to be lost, 3/3- to 1/2-inch diameter "pea rock" may be inserted
very Judiciously from the surface in an attempt to plug the zones of lost cir-
culation while simultaneously inserting grout through the tremie pipe.
The "pea rock" is U3ed to plug the cracks and crevices as it floats on the top
of the cement and acts as a plug or restriction to the cement flow through
fractures or broken rock in the zones of l03t circulation.
In all well abandonment operations, no matter what types of filling material
are used, the top 10 feet must be sealed with cement or concrete grout.
Types of Grout
Grout used to seal wells may be classified as follows:
1. Neat Ceaent Grout - A mixture of one bag (9^ pounds of Portland cement
(ASTM C150-69A)) to not more than 6 gallons of clean water. Bentonite up
to 2% by weight of cement may be added to reduce shrinkage or other admix-
tures (ASTM C457-69) to reduce permeability and/or control set time below
the water level in the well. It should be noted that one bag of cement to
6 gallons of water is a very fluid mixture, but the mixture will 3et up
like concrete after it hardens. Cement grout may be used as grout for
wells constructed in all geologic formations.
2. Concrete Grout - A mixture of cement, sand and water in the proportion of
one bag of Portland cement (9^ pounds) (AS1M C150-69a) and an equal volume
of dry sand to not more than 6 gallons of clear water. Where large volumes
are required to fill openings, gravel not larger than jr-lnch diameter may
be added. Concrete grout shall not be used below the water level.
Concrete grout may be used in all geologic formations such as drift, sand-
stone, metamorphic rock, and igneous rock but must not be placed below the
water level.
3- Heavy Drilling Fluid or Heavy Bentonite - Heavy bentonite Is a mixture
containing a minimum of 10J bentonite by weight added to clean water or
approximately 5% bentonite added to drilling mud. The fluid must be of
sufficient viscosity to require a time of at least 70 3econd3 to discharge
one quart of grout through an API (American Petroleum Institute) Marsh
funnel viscometer.
Heavy drilling fluid or heavy bentonite may be used a3 grout for glacial
drift formations comprised of sands, clays, tills, etc.
AW-7
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Grout Pump and Grouting Procedures
Grout is inserted under pressure by means of a grout pump. These pumps are
typically 3crew, rotor, piston, or diaphram-type pumps usually run by a gas
engine or an air compressor. A Moyno pump is typical of the screw-type pump.
Other common types are the Wilden diaphram and piston pumps typically called
"contractor's" pumps. The pumps are usually capable of developing 100-125 psi
or greater pressure. All pumps will clog with aggregate or bad cement. To
avoid this problem contractors will usually screen the cement before it is run
through the pump. Pumps will not allow large-sized aggregate to pass through.
A diaphram pump will usually allow aggregate not larger than one-third the
throat size to pass. The throats are usually 1/1- to 3/8-inch in diameter.
Particles larger than sand size will often clog typical pumps.
Licensed water well contractors seldom use the drilling equipment mud pump for
grouting with cement because of the difficulty in cleaning and fear of clogging
the mud pump. A separate pump is generally dedicated for grouting use.
Abandoned Well Report
The final step in sealing an abandoned well is the submission of an abandoned
well report by the licensed water well contractor. The report is the official
documentation that the well has been sealed and no longer constitutes a real
or potential pathway for contamination to enter the groundwater.
The abandoned well report should be reported to the Minnesota Department of
Health on a water well Work Copy (the water well form that does not have a
Unique Well Number printed on the upper righthand corner). The information
given should include all data that is known about the well including such infor-
mation as depth, diameter, static water level, casing schedule, geology, method
of sealing, volume and type of grout used.
AW-8
[8-95]
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TABLE 1
CAPACITIES OP WELL CASING
Cubic Yard of
Diameter of Gallons Per Sacks of Cement Linear Feet Per Grout To Fill
Holes - Inches Linear Foot Per Linear Foot Sack of Cement 100' of Hole
14"
0.06U
0.007
137.8
.03
2"
0.163
0.020
50.2
.08
3"
0.367
0.031
32.1
.18
4"
0.653
0.079
12.6
• 32
5"
1.020
0.124
8.0
.50
6"
1.468
0.178
5.6
• 73
8"
2.611
0.337
3.2
1.3
10"
4.080
0.496
2.0
2.0
12"
5.875
0.714
1.4
2.9
14"
7.996
.972
1.03
4.0
16"
10.448
1.270
0.78
5.2
18"
13-219
1.606
0.62
6.5
20"
16.320
1.983
0.50
8.1
24"
23.501
2.856
0.36
11.6
30
36.720
4.462
0.22
18.2
36
52.877
6.426
0.15
26.2
sack cement =
1.1 foot-^
TABLE 2
Typical Quantity of Grout Found Necessary
to Fill Wells in the Seven County
Metropolitan Area
Wells Completed in
Geologic Formation
Drift
Platteville Limestone
St. Peter Sandstone
Shakopee Dolomite
Jordan Sandstone
Volume (Does not include blasted
and balled sections of wells.)
1 x Calculated Borehole Volume x Depth
3 x Calculated Borehole Volume x Depth
1.2 to 1.3 x Calculated Borehole Volume x Depth
2.5 x Calculated Borehole Volume x Depth
1.2 x Calculated Borehole Volume x Depth
Useful Formula:
o Gallons per 100' = 4.08 x (Inside Hole or Casing Diameter)2
o Cubic feet of grout per 100 feet = .55 x (Inside Hole or Casing Diameter)^
o 7.48 gallons = 1 cubic foot
o 202.0 gallons = l cubic yard
AW-9
[8-96]
-------
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-------
Section 8.4.2
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE;
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
Permanent: Well and Test Hole
Abandonment
U.S. Environmental Protection
Agency, Office of Water Supply
1975
Not Applicable
Not Applicable
This excerpt Erom the Manual of
Water Well Construction Practices
discusses preparation for abandon-
ment, abandonment of several types
of wells, aquifer sealing criteria,
permanent bridges, placement of
grout, placement of fill, special
conditions, and well abandonment
records.
[8-98]
-------
PERMANENT WELL AND TEST HOLE ABANDONMENT
From: Manual of Water Well Construction Practices, U. S. Environmental
Protection Agency, Office of Water Supply, EPA-570/9-75-001
PREAMBLE
Unsealed abandoned wells constitute a hazard to public health, safety,
welfare, and to the preservation of the ground water resource. The sealing
of such wells presents a number of problems, the character of which depends
upon the construction of the well, the geological formations encountered, and
the hydrologic conditions. To seal an abandoned water well properly, several
things must be accomplished: 1) elimination of a physical hazard; 2) pre-
vention of ground water contamination; 3) conservation of yield and mainte-
nance of hydrostatic head of aquifers; and 4) prevention of the intermingling
of desirable and undesirable waters.
The basic concept governing the proper sealing of abandoned wells is
the restoration, as far as feasible, of the hydrogeologic conditions that
existed before the well was drilled and constructed, for an improperly aban-
doned well might serve as an uncontrolled invasion point for contaminated and
polluted water. Any well that is to be permanently abandoned should be com-
pletely filled in such a manner that vertical movement of water within the
well bore, including vertical movement of water within the annular space sur-
rounding the well casing, is effectively and permanently prevented and the
water is permanently confined to the specific zone in which it originally
occurred. If all these objectives can be accomplished, all the rules for
sealing wells heretofore presented will be fulfilled.
To seal an abandoned well properly, the character of the ground water
must be considered. If the ground water occurs under unconfined or water-
table conditions, the chief problem is that of sealing the well with imper-
meable material so as to prevent the percolation of surface water through the
original well opening, or along the outside of the casing, to the water table.
If the ground water occurs under confined or artesian conditions, the sealing
operation must confine the water to the aquifer in which it occurs -- thereby
preventing loss of artesian pressure by circulation of water to the surface,
to a formation containing no water, or to one containing water under a lower
head than that in the aquifer which is to be sealed.
-------
Preparation for Abandonment
Strong efforts should be made to remove all materials from a well which
may hinder its proper abandonment. This is especially important where speci-
fied zones must be sealed.
If a screen has been installed in the well by telescoping, its recovery
is usually possible by installing a string or fishing casing from the top of
the well to a sand hitch placed close to the bottom of the screen. Following
the setting of the sand hitch, a lifting force, applied either by mechanical
or hydraulic jacks, or multiple pulling lines from the casing reel of the
drilling machine, will usually withdraw the screen from the well.
In recovering steel casings extending-*to the surface, the least expen-
sive and least hazardous method is to apply a lifting force to the casing by
the use of jacks, or with the drilling machine, or with the two in combination.
Still more effective is the use of a jarring head applied at the top of the
casing string and used in combination with lifting devices.
Maximum recovery is usually obtained by using a trip-type casing spear
actuated by a fishing cable tool string and used in combination with lifting
devices. The trip spear is usually limited in its use to recently drilled
wells or to those in which the casing is known to be in sound condition. The
risk of failure associated with the use of a casing spear increases with the
age of the well and the depth at which it is to be used.
It is always good practice to probe the well with a swage of the same
diameter as the spear prior to inserting the latter.
The order of descent into the casing for a trip spear string of tools
is: 1) trip spear; 2) fishing jars; 3) sinker bar of drill stem; 4) rope
socket, which is attached to the drilling line. The swage would replace the
spear in the above string of tools.
Abandonment
Borehole Bridging --
To reduce cost of unnecessary backfilling of long sections of borehole,
it is often desirable to establish a temporary bridge in the borehole upon
which a permanent cement-based bridge can be placed. No organic materials
should be used in either the temporary or permanent bridge—except that spe-
cially manufactured devices such as cement plugging tools in which neoprene
rubber or plastics are used, are acceptable and those greatly facilitate the
work. Some of these devices permit establishing the permanent bridge without
first having to set a temporary one.
Abandonment of Flowing Artesian Wells —
The flowing artesian well with improperly sealed casing and with water
escaping around the outside of the casing either to the surface or to another
formation presents a special problem. A necessary first step in bringing the
41
[8-100]
-------
flow under control is to establish a permanent cement seal between the casing
and the point or points from which the water is escaping.
In order to place this seal effectively, the flow must be stopped and
the water level lowered in the well. This can be accomplished by several
methods. Some of these are: 1) pumping ihe problem well, thereby producing
the necessary drawdown; 2) pumping nearby wells, producing the same effect;
and 3) introducing high specific gravity fluids at the bottom of ttie borehole
and filling the hole with the fluid until all flow ceases. The method or
methods used will depend in part on the shut-in pressure of the well and the
depth to which the water level must be lowered.
The sealing of abandoned wells that have a large movement of water be-
tween aquifers or to the surface requires special attention. The movement of
water may be sufficient to make the sealing with ordinary metarials and by the
usual methods impractical. In such wells, large stone aggregates (not more
than 1/3 of the diameter of the hole), lead wool, steel shaving, a well pack-
er, or cast lead plug or bridge should be used to restrict the flow thereby
permitting the placement of appropriate sealing material. If preshaped or
precast plugs are used, they should be several times larger than the diameter
of the well to prevent tilting. The flow of artesian wells to be abandoned
can best be stopped with neat cement or sand-and-cement grout piped under pres-
sure or, in some instances, by the use of a suitable well packer or cast lead
plug placed at the bottom of the confining formation immediately overlying the
artesian water-bearing zone.
In wells in which the hydrostatic head producing the flow is low and in
which there is no escape of water below ground, the movement of water can be
arrested by extending the well casing to an elevation above the artesian pres-
sure surface. This permits the placement of sealants and fill materials, af-
ter which the casing may be cut off at or below ground level.
Abandonment of Other Borings and Holes —
Mineral exploration holes, solution or "in situ" mining wells, dewater-
ing wells, temporary service wells, construction water wells, process wells,
and/or other structures that affect the withdrawal from or quality of water
in the ground water reservoir, regardless of location or intended life of the
structure or hole, should be abandoned as described herein for water supply
wells.
Functions of Seals —
Three basic types of seals — distinguished by their functions — may
be used in a properly abandoned well. They are:
A. Permanent Bridge-Seal: The deepest cement seal to be placed
in the well, this seal serves two purposes: it forms a per-
manent bridge below which a considerable volume of unfilled
hole may remain and upon which fill material may be safely
deposited; and it seals upper aquifers from any aquifer(s) •
which may exist below the point of sealing (See Fig. 1).
42
[8-101]
-------
-p*
CO
Figure 1. Permanent Bridge Seals.
09
I
O
ro
BRIDGE SET WITH COMMERCIAL PLUGGING TOOL
CASING HIPPtO THROUGHOUT
20Nt IO Bfc St ALIO ~
NEAT CEMENT
iKIUt H" - MAUL f HOM PIPE
JAMMED INTO PLACE
COMMtHCIAL CEMENTING TOOL.
— WITH E XPANOABLE LINE A
(NOT TOSCALEI
MECHANICAL PLUG AND CEMENT BRIDGE
EXPEDIENT BRIDGE AND CEMENT SEAL
-------
B. Intermediate Seal: This seal is placed between water-bearing
formations which have, or are believed to have, different
static heads. Its function is to prevent the inter-aquifer
transfer of water (See Fig. 2).
C. Seal at Uppermost Aquifer: This seal is placed immediately
above the uppermost aquifer penetrated by the bore hole.
Its function is to seal out water from the surface and from
shallower formations. In flowing artesian wells, it is de-
signed to prevent the escape of water to the surface, or to
shallower formations (See Fig. 3).
Each abandonment effort should be considered an individual problem, and
methods and materials should be selected only after detailed study of both
construction and hydrogeology. Whenever there is doubt about either the con-
struction or the hydrogeology involved, the choices of materials and procedures
should be those affording the greatest probability for successful sealing.
AQUIFER SEALING CRITERIA
56.100-000-000 Aquifer Sealing Criteria: Aquifers shall be filled with
disinfected, dimensionall.y stable materials, compacted mechanically if neces-
sary to avoid later settlement. (Cement, cement-and-sand, and concrete do
not require disinfection.")
Disinfection of aquifer fill materials shall be accomplished by using
chlorine compounds such as sodium hypochlorite or calcium hypochlorite. Aqui-
fer fill materials shall be clean (relatively free of clays and organic mater-
ials) before placement in the well. Disinfection shall be accomplished by
dissolving sufficient chlorine compound to produce a calculated concentration
of at least 100 mg/1 available chlorine in double the volume of water in the
well. The fill material shall be placed in the well after the water in the
well has been so treated.
PERMANENT BRIDGES
56.010-000-000 Permanent Bridges: Permanent bridges may be used to avoid hav-
ing to fill very deep holes below the deepest point at which a permanent seal
is required. Permanent bridges shall be composed only of cement or cement-
bearing minerals. The cement shall be allowed to harden for at least 24 hours,
if Type I cement is used, or for at least 12 hours if Type III (highly early
strength) cement is used, before backfilling is continued. Temporary bridges
used to provide a base for the permanent bridge shall consist only of inor-
ganic materials--except those patented devices containing expandable neoprene,
plastic, and other elastomers, which are specifically designed and accepted
for use in well construction.
PLACEMENT OF GROUT
56.001-000-000 Placement Operations: Concrete, sand-and-cement grout, or cem-
ent grout used as a sealing material in abandonment operations shall be intro-
duced at the bottom of the well or interval to be sealed (or filled) and
44
[8-103]
-------
ORIGINAL MV.TIR PACK
INOT TO SCAkD
Figure 2. Intermediate Seals.
45
-------
4*
cr>
UPPERMOST AQUIFER SEALS IN WELL ABANDONMENT
Figure 3. Uppermost Aquifer.
00
i
mmX
o
cn
TOfSOIL
AND CLAY
-------
placed progressively upward to the top of the well. All such sealing materials
shall be placed by the use of grout pipe, tremie, cement bucket or dump bailer,
in such a way as to avoid segregation or dilution of the sealing materials.
Dumping grout material from the top shall not be permitted.
Seals intended to prevent vertical movement of water in the well or
bore hole shall be composed of cement, sand-and-cement, or concrete — except
that where such seals must be placed within casings or liners, only neat ce-
ment or grout may be used. The cement-water ratio shall be that specified
in Article 48.100-000-000. Cement seals shall be placed by means of pumping
through drop-pipe or by use of a dump-bailer, with placement beginning at the
bottom and continuing upward. The minimum cement seal length, wherever dimen-
sions permit, shall be 3 meters (10 feet).
56.002-000-000 Intermediate Seals: Intermediate seals of cement, sand-and-
cement, or concrete shall be placed in impermeable strata between aquifers
which are identifiable as, or are suspected of being, hydraulically separated
under natural, undisturbed conditions. Once the required cement seal has been
installed, the remainder of the impermeable zone or non-producing zone between
aquifers shall be filled with sand, sand and gravel, or cement-bearing mineral
material.
56.003-000-000 Seal at Uppermost Aquifer: A cement, sand-and-cement, or con-
crete seal shall be installed in the least permeable zone immediately above
the uppermost water-producing zone. Such seals shall be placed only in quies-
cent (non-flowing) water. [See Preamble (56.) for instructions on how to seal
flowing wells.]
56.004-000-000 Seals Placed Within Casing, Liners, Filters, etc.: Seals which
must be placed in casing, liners, or filters require special attention. The
material between the well and the face of the bore hole shall be thoroughly
perforated, ripped, or otherwise disintegrated as the necessary first step.
Neat cement only, or neat cement with a maximum of 5 percent by weight of com-
mercially processed bentonite clay, shall be used as the seal. Either of two
methods may be used.
1) The calculated amount of grout required to fill the well interval
plus the annular space outside the lining shall be placed within
the space to be cemented, running the cement through a special
cementing packer manufactured for this purpose and installed im-
mediately above the perforated or ripped zone. The cement shall
be injected at a pressure calculated to be at least 3.5 Kg/cm^
(50 psi) greater than the normal hydrostatic pressure within the
well at the point of injection.
2) The calculated amount of cement grout required to fill the casing
interval plus the annular space outside the lining, plus suffi-
cient cement grout to fill an additional 3 meters (10 feet) of
the lining, shall be introduced at the bottom of the interval
to be cemented.
47
[ 8—10 '5 ]
-------
PLACEMENT OF FILL
56.000-1-00-000 Non-Producing Zones: Non-producing zones below the top of the
uppermost aquifer shall be filled with dimensionally stable materials such as
Sand, sand-and-gravel, cement, cement-and-sand, or concrete. Non-producing
zones above the uppermost aquifer seal shall be filled with materials less
permeable than the surrounding undisturbed formations. The uppermost 1.5 me-
ers (5 feet) of the bore hole (at land surface) shall be filled with a material
appropriate to the intended use of the land.
SPECIAL CONDITIONS
56.000-010-000 Pre-Existing Contamination: An abandoned well which has already
been affected by salt water intrusion or any other contaminants shall be con-
sidered a special case, and the method of filling and sealing such wells shall
be subject to individual review and written approval by the regulatory agency
involved.
In the sealing of a double or multiple cased well, the CONTRACTOR shall
submit a drawing thereof with a description of the proposed procedure and
materials to be used, for prior approval by the regulatory agency involved.
Mineral exploration holes, solution or "in situ" mining wells, dewater-
ing wells, temporary service wells, construction water wells, process wells,
and/or other structures which affect the withdrawal or quality of ground wa-
ter, or the elevation of the water table, regardless of location or intended
length of life of the structure, shall be abandoned according to standards and
minimums as described herein for water supply wells.
WELL ABANDONMENT RECORDS
56.000-001-000 Recording Location of Abandoned Well or Bore Hole: Before
equipment is removed from the site, the exact location of the abandoned well
or hole shall be determined and recorded, "tying in" the location with per-
manent reference points, or as prescribed by the state or local regulatory
agency. All information relative to the abandonment procedures and the loca-
tion of the abandoned well shall be prepared and assembled as prescribed by
the state or local regulatory agency, with copies supplied to the respective
agency and the owner of the land.
48
[8-107]
-------
Section 8.4.3
TITLE OF STUDY:
(or SOURCE OF INFORMATION)
AUTHOR:
(or INVESTIGATOR)
DATE:
FACILITY NAME AND LOCATION:
NATURE OF BUSINESS:
BRIEF SUMMARY/NOTES:
From American Water Works Association
Standard for Deep Wells, Section
Al-13: Sealing Abandoned Wells
American Water Works Association
Not Available
Not Applicable
Not Applicable
The following excerpt discusses
abandonment procedures for general
conditions, wells in unconsolidated
formations, wells extending in
creviced rock formations, wells
extending into noncreviced rock
formations, wells extending into
more than one aquifer, wells with
artesian flow, and sealing methods.
[8-108]
-------
From: American Water Works Association Standard for Deep Wells
American Water Works Association Standard No. A100-66
Section Al-13: Sealing Abandoned Wells
Section Al-13.1 - General: Unsealed abandoned wells constitute a hazard to
public health and welfare. The sealing of such wells presents a number of
problems, the character of which depends upon the construction of the well,
the geologic formations encountered, and the hydrologic conditions. To seal
an abandoned water well properly, several factors must be considered: 1) eli-
minating physical hazard*, 2) preventing contamination of ground water; 3) con-
serving yield and hydrostatic head of aquifers; and 4) preventing intermingl-
ing of desirable and undesirable waters.
The guiding principle to be followed in the sealing of abandoned wells
is the restoration, as far as feasible, of the controlling geological condi-
tions that existed before the well was drilled or constructed. If this re-
storation can be accomplished, all the objectives of sealing wells heretofore
presented will be adequately fulfilled.
To seal an abandoned well properly, the ground water conditions at the
particular well to be sealed must be recognized and evaluated. Thus, if the
ground water occurs under water table conditions, the well must be sealed with
impermeable material to prevent the percolation of surface water through the
original well opening or along the outside of the casing to the water table.
If the ground water occurs under artesian conditions, the driller should be
equipped to remove obstructions interfering with sealing operations and to
provide for placing the sealing materials in the most effective manner. The
sealing operations must confine the water to the aquifer in which it occurs--
thereby preventing loss of artesian pressure by circulation of water to the
surface—to a formation containing no water, or to one containing water under
a lower head than that of the aquifer being sealed.
Usually a well should be checked before it is sealed, to insure freedom
from obstructions that may interfere with effective sealing operations. This
check is especially important in wells that may conduct contaminated or other-
wise objectionable water into aquifers yielding potable waters. Removal of
liner pipe from some wells may be necessary to assure placement of an effect-
ive seal. If liners or casings ODposite water-bearing zones cannot be read-
ily removed, they should be split with a casing ripper to assure the proper
sealing of water-bearing zones with the sealing material. At least the upper
portion of the casing should be removed to prevent surface water from enter-
ing the water-bearing strata by following down the casing. This operation is
not always essential if the annular space around the outside of the casing
was cemented when the well was drilled.
49
[3-109]
-------
Concrete, cement grout, or neat cement, when used as a sealing material
below the water level in the well, should be placed from the bottom up by
methods- that will avoid segregation or dilution of material. Piping cementing
materials directly to the point of application or placement by means of a dump
bailer or tremie is recommended. Other sealing materials referred to here-
after, except mud-laden or special clay fluids, can, as a rule, be gradually
introduced into the top of the well.
Employment of a competent well driller to accomplish sealing of a deep
or flowing well or one in a creviced formation is usually advisable. His
knowledge of well construction and the geologic conditions of the region will
be valuable in the proper abandonment of a well, just as it is in the construc-
tion of a new well. It may be advantageous to call in a consulting engineer
or a representative of the state health department or other department having
jurisdiction.
The recommendations contained herein pertain to wells in consolidated
and unconsolidated formations, to those of small or large diameter, to test
wells, and to so-called "stovepipe wells." Each sealing job should be con-
sidered as an individual problem, and methods and materials should be deter-
mined only after carefully considering the objectives outlined in the first
paragraph of this section.
Section Al-13.2 - Wells in Unconsolidated Formations: Normally, abandoned
wells extending only into unconsolidated formations near the surface and con-
taining water under water table conditions can be adequately sealed by filling
with concrete, grout, neat cement, clay, or clay and sand. In the event that
the water-bearing formation consists of coarse gravel, and producing wells are
located nearby, care must be taken to select sealing materials that will not
affect the producing wells. Concrete may be used if the producing wells can
be shut down for a sufficient time to allow the concrete to set. Clean, dis-
infected sand or gravel may also be used as fill material opposite the water-
bearing formation. The remainder of the well, especially the upper portion,
should be filled with clay, concrete, grout, or neat cement to exclude surface
water. The latter method, using clay as the upper sealing material, is espe-
cially applicable to large-diameter abandoned wells.
In gravel-packed, gravel envelope, or other wells in which coarse mater-
ial has been added around the inner casing to within 6-9 meters (20-30 feet)
of the surface, sealing outside the casing is very important. Sometimes this
sealing may require removal of the gravel or perforation of the casing.
Section Al-13.3 - Wells Extending Into Creviced Rock Formations: Abandoned
wells that penetrate limestone or other creviced or channelized rock forma-
tions lying immediately below the surface deposit should preferably be filled
with concrete, grout, or neat cement to assure permanence of the seal. The
use of clay or sand in such wells is not desirable because fine-grained fill
material may be displaced by flow of water through crevices of channels. Al-
ternate layers of coarse stone and concrete may be used for fill material
through the water-producing horizon if limited vertical movement of water in
the formation will not affect the quality or quantity of water in the produc-
ing wells. Only concrete, neat cement, or grout should be used in this type
50
[8-110]
-------
of well. The portion of the well between a point 3-6 meters (10-20 feet)
below and a point above the bottom of the casing should be sealed and a plug
formed of sealing material above the creviced formation. Clay or sand may be
used to fill the upper part of the well.
Section Al-13.4 - Wells Extending Into Noncreviced Rock Formations: Abandoned
wells encountering noncreviced sandstone or other water-bearing consolidated
formations below the surface deposits may be satisfactorily sealed by filling
the entire depth with clay, provided there is no movement of water in the well.
Clean sand, disinfected if other producing wells are nearby, may also be used
through the sandstone up to a point 3-6 meters (10-20 feet) below the bottom
of the casing. The upper portion of this type of well should be filled with
concrete, neat cement, grout, or clay to provide an effective seal against en-
trance of surface water. If there is an appreciable amount of upward flow,
pressure cementing or mudding may be advisable.
Section A!-13.5 - Wells Extending Into More Than One Aquifer: Some special
problems may develop in sealing wells extending into more than one aquifer.
These wells should be filled and sealed in such a way that exchange of water
from one aquifer to another is prevented. If no appreciable movement of wa-
ter is encountered, filling with concrete, neat cement, grout, or alternate
layers of these materials and sand will prove satisfactory. When velocities
are high, the procedures outlined in Sec. Al-13.6 are recommended. If alter-
nate concrete plugs or bridges are used, they should be placed in known non-
producing horizons, or, if location of the non-producing horizons is not
known, at frequent intervals. Sometimes, when the casing is not grouted or
the formation is noncaving, it may be necessary to break or slit the casing to
fill any annular space on the outside.
Section Al-13.6 - Wells With Artesian Flow: The sealing of abandoned wells
that have a large movement of water between aquifers or to the surface re-
quires special attention. Frequently the movement of water may be sufficient
to make sealing by gravity placement of concrete, cement grout, neat cement,
clay or sand impractical. In such wells, large stone aggregate (not more than
one-third of the diameter of the hole), lead wool, steel shavings, a well
packer, or a wood or cast-lead plug or bridge will be needed to restrict the
flow and thereby permit the gravity placement of sealing material above the
formation producing the flow. If preshaped or precast plugs are used, they
should be several times longer than the diameter of the well. This will pre-
vent tilting.
Inasmuch as it is very important in wells of this type to prevent cir-
culation between formations or loss of water to the surface or to the annular
space outside the casing, it is recommended that pressure cementing with neat
cement using the minimum quantity of water that will permit handling be em-
ployed. The use of pressure mudding instead of this process is sometimes per-
missible.
In wells in which the hydrostatic head-producing flow to the surface is
low, the movement of water may be arrested by extending the well casing to an
elevation above the artesian pressure surface. Previously described sealing
methods suitable to the geologic conditions can then be used.
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Section A1-13.7 - Sealing Methods: A number of materials for sealing wells
satisfactorily, including concrete, cement grout, neat cement, clay, sand,
or combinations of these materials, are mentioned herein. Each material has
certain characteristics and distinctive properties; accordingly, one material
may be especially suited for doing a particular job. The selection of the
material must therefore be based on the construction of the well, the nature
of the formations penetrated, the material and equipment available, the loca-
tion of the well with respect to possible sources of contamination, and the
cost of doing the work.
Concrete is generally used for filling the upper part of the well or
water-bearing formation, for plugging short sections of casings, or for filling
large-diameter wells. Its use is cheaper than neat cement or grout, and it
makes a stronger plug or seal. But concrete will not penetrate seams, cre-
vices, or interstices. Furthermore, if not properly placed, the aggregate is
apt to separate from the cement.
Cement grout or neat cement and water are far superior for sealing small
openings, for penetrating any annular space outside of casings, and for filling
voids in the surrounding formation. When applied under pressure, it is strong-
ly favored for sealing wells under artesian pressure or those encountering more
than one aquifer. Neat cement is generally prefereed to grout as it avoids
the danger of separation.
Clay, as a heavy mud-laden or special clay fluid applied under pressure,
particularly for sealing artesian wells, is considered adequate by many com-
petent authorities, although others feel that it may, under some conditions,
eventually be carried away into the surrounding formations.
Clay m a relatively dry state, clay and sand, or sand alone may be used
advantageously, particularly under water table conditions where diameters are
large, depths are great, formations are caving, and there is no need of achiev-
ing penetration of openings in casings, liners, or formations, or of obtaining
a watertight seal at any given spot.
Frequently combinations of these materials are necessary. The more ex-
pensive materials are used where strength, penetration, or watertightness
are needed. The less expensive materials are used for the remainder of the
well. Cement grout or neat cement is now being mixed with specially processed
clays and with various aggregates. Superior results and economies are claimed
for such mixtures.
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