&EPA
United States
Environmental Protection
Agency
Office of
Solid Waste and
Emergency Response
DIRECTIVE NUMBER:
9481,00-AD
••' LE: Alternative Concentfation Limits (ACLs) Guidance
Based on §264.94(W Criteria, part II Case
Studies E and F DRAFT.
APPROVAL DATE: -
EFFECTIVE DATE:
ORIGINATING OFFICE: osw
O FINAL
C2 DRAFT
STATUS: Draft for review and comnent
REFERENCE (other documents):
ACL Guidance Part I
OSWER OSWER OSWER
VE DIRECTIVE DIRECTIVE Dl
-------
Environment*! Protection
OH.ct o»
Sond WMI«
DIRECTIVE NUMBER:
9481,00-AD
• • • Lc: Alternative Concentration Limits (ACLs) Guidance
Based on §264.94(fcO Criteria, part II Case
Studies E and F DRAFT.
APPROVAL DATE:
EFFECTIVE DATE:
ORIGINATING OFFICE: osw
D FINAL
0 DRAFT
STATUS: Draft for review and comment
REFERENCE (other documents):
ACL Guidance Part I
fE DIRECTIVE DIRECTIVE L
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SEPA
OSWER Directive Initiation Request
0- ;
Ma,. Coo*
WH-565E
382-4665
S jr.
o«
0«:t
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Draft Alternate Concentration Limits (ACLs) Guidance Based on 8264.94(b) Criteria,
Fart II Case Studies E and F.
O* O'ftC'.iv*
;
To better describe ACL demonstrations, EPA la developing a number of case studies
that will provide site-specific examples of different types of demonstrations. The
case studies will describe the basis of each type of ACL demonstration, the general
information needed to support the demonstration, the modeling efforts needed, e.g.,
to examine contaminant transport, and the decision criteria used to evaluate the
demonstration. The case studies will provide examples of ACL demonstrations with
different vaste characteristics, exposure pathways, and health and environmental
characteristics.
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Guidance Document
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OSWER POLICY DIRECTIVE NO.
9481 -00-4D ,
ALTERNATE CONCENTRATION LIMIT GUIDANCE
BASED ON §264.94(b) CRITERIA
PART II
CASE STUDY E
DRAFT
DRAFT
Office of Solid Waste
Waste Management and Economics Division
U.S. Environmental Protection Agency
401 M. Street
Washington, D.C. 20460
June 1986
-------
>-
DISCLAIMER ; ._
This report has not been formally reviewed by the U.S.
Environmental Protection Agency (EPA), and it is not approved
as an official Agency publication. The contents do not necessarily
reflect the views and policies of the EPA. The mention of
products or computer models is not be considered as an
endorsement by EPA.
11
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PREFACE
This case study is one of a series of examples given to
demonstrate appropriate procedures for an Alternate Concentration
Limit (ACL) application under 40 CFR, Part 264.94(b). The
case studies were designed to serve as models to aid in
implementing the draft Part I ACL Guidance Document (June 1985).
This case study was developed from actual site reports prepared
with the assistance of the U.S. Department of Energy (DOE) and
have been submitted to the U.S. Nuclear Regulatory Commission
(NRC) pursuant to 40 CFR, Part 192. Some information presented
in the site reports has been changed to create more suitable case
studies, making the case studies hypothetical examples of ACL
demonstrations.
111
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CONTENTS
Figures v
Tables vi
1. Introduction . . „• 1-1
2. Site Description 2-1
Land Use 2-1
Water Use and Users 2-3
Facility Operating Characteristics 2-5
Hazardous Constituents in the Waste Pile .... 2-7
Hazardous Constituents Detected in the
Ground Water 2-7
3. Hydrogeology 3-1
Regional Geology 3-1
Site Geology 3-1
Precipitation. 3-7
Surface Water Hydrology . . 3-7
Ground Water Hydrology . 3-9
4. Exposure Pathways . 4-1
Human Exposures 4-1
Ecosystem Exposures 4-3
Endangered Species 4-5
Maximum Allowable Concentrations 4-6
5. Contaminant Transport Analysis 5-1
Transport to Existing Wells in the Unconfined
Aquifers ....... 5-3
Transport to the Deeper Confined Aquifers. . . . 5-6
Transport to River B 5-12
Conclusion 5-13
6. Alternate Concentration Limits . .6-1
Summary of ACL Determination 6-2
References 7-1
Appendices
A. Physical Properties and Toxicology of Hazardous
Constituents: radium, uranium, thorium and molybdenum. A-l
B. Documentation for Contaminant Transport Model AT123D . B-l
C. Outputs from Simulations Using AT123D .... ..,._..,. C-l
IV
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FIGURES
Number Page
2-1 Land uses and private well locations 2-2
2-2 Site layout and compliance well locations 2-6
2-3 Monitoring well locations 2-9
2-4 Isopleths for molybdenum 2-12
2-5 Isopleths for sulfate 2-13
2-6 Isopleths for uranium 2-14
3-1 Local topography •-.- . 3-2
3-2 Location of cross sections 3-4
3-3 Geologic cross section A-A' 3-5
3-4 Geologic cross section A"-A" 3-6
3-5 Water contours of unconfined aquifer 3-11
3-6 Potentiometric surface in deep confined sandstones. . . 3-13
5-1 Generalized stratigraphic column, Facility E 5-2
5-2 Schematic description of AT123D simulations ...... 5-7
5-3 Molybdenum plume simulation after 25 years
using AT123D 5-8
5-4 Molybdenum plume simulation under steady state
conditions using AT123D 5-9
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TABLES
Number I?age
2-1 Private Well Information - Facility E 2-4
2-2 Uranium Mill Tailing Contaminants 2-7
2-3 Maximum Observed Concentrations of Selected
Constituents. 2-10
3-1 Hydraulic Conductivity . 3-7
3-2 Precipitation Data 3-8
4-1 State Water Quality Criteria for Fish and Wildlife
Protection 4-5
4-2 Maximum Allowable Concentrations for Human
Exposures 4-8
5-1 Physical Parameters Used in Transport Analyses . . . 5-5
5-2 Decay Rates for Uranium and Radium 5-11
5-3 Attenuation Factors 5-14
5-4 Receptor Analysis for Uranium 5-14
6-1 Proposed ACLs 6-2
VI
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OSvVtt POLICY 0-RLOTiVE KO.
94 c> 1 -00- 4D : •
SECTION 1
INTRODUCTION
This document is an erxample application by Facility E for
Alternative Concentration Limits (ACLs) under 40 CFR 264.94 for
four contaminants which have been detected in the ground water
near the facility. The facility is regulated by the U.S. Nuclear
Regulatory Commission (NRC); however, many of the ACL arguments
are valid in this situation. The four ground water contaminants
.are uranium, radium 226 and 228, gross alpha particle radiation
and molybdenum. The concentration limits for all other hazardous
constituents will be background concentrations or, where applicable,
the maximum concentration levels specified in 40 CFR 264.94.
Facility E is located in an arid to semi-arid rangeland near
the eastern slope of the Rocky Mountains. The facility includes a
closed uranium mill tailings waste pile which covers roughly 80
acres. Contamination has leached from the site into the surficial
aquifer, forming a plume which discharges to a river two miles
downgradient from the site. Water is drawn from the surficial
aquifer upgradient of the facility for some agricultural and livestock
purposes. However, most agricultural and livestock water and all
drinking water is pumped from deeper, confined aquifers. Demonstration
of no contaminant migration to these deeper aquifers is not conclusive.
The basis for this ACL application is a demonstration that:
(a) there will be no human or environmental exposures due to pumping
from the unconfined aquifer; (b) surface water concentrations that
occur at or beyond the point of discharge to the river will be
1-1
-------
CS'A'?.R FCUCY DJ^CTiV: NO.
within state and federal drinking water and wildlife standards;
and (c) the critical exposure pathway will be human exposures due
to pumping from deeper confined aquifers. The maximum allowable
concentrations of radium 226 and 228 and gross alpha particle
radiation in this water are based on maximum contaminant levels
specified in EPA's National Primary Drinking Water Regulations.
The maximum uranium concentration is based upon state drinking
water standards. The molybdenum threshold is based upon EPA
recommended acceptable daily intakes for oral exposure.
The application is presented in five sections following this
introduction. They are site characteristics, hydrogeology, exposure
pathways, contaminant transport model, and proposed ACLs . The ACL
factors listed in 40 CFR 264.94(b) are discussed in these five
sections .
The discussion in these sections presumes a familiarity with
information in the U.S. Department of Energy (DOE) reports for this
facility. Data that appear in these documents are not reproduced
in this document unless they were deemed necessary for the sake of
clarity and continuity. The discussion also assumes a familiarity
with EPA's draft ACL guidance on information required in ACL
demonstrations .
1-2
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SECTION 2
SITE DESCRIPTION
.'
This section provides a brief description of the site
characteristics that are relevant to this application. A more
complete description of all these topics is provided in the DOE
reports. The characteristics described here include land use,
water uses, facility operating characteristics, and hazardous
constituents handled by the facility or detected in the ground
water of the facility.
LAND USE
The land uses in the vicinity of Facility E are represented in
Figure 2-1. This figure indicates that the facility is surrounded
by a mixture of agriculture, residential, industry and vacant lands.
There are 22 residences and one industrial facility within 1/2
mile of the waste pile. The nearest portion of River B is 1/2
mile from the facility, to the southeast. A private school is
situated 3/4 miles from the facility to the southwest. City A,
located 2 miles to the north (and beyond the range of Figure 2-1),
has 15,000 inhabitants.
The agriculture in this area consists primarily of cattle
ranches, and most of the land designated in Figure 2-1 as agricultural
is vacant and is used as rangeland. In the county in which Facility
E is located, 80 percent of the land is used as range, 10 percent
as cropland, and 10 percent as residential, industrial, or other
uses.
2-1
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1 MILE FROM
WASTE PILE BOUNDARY
MILE FROM
WASTE PILE BOUNDARY
HQkJSING
VELOPMENT
SCALE IN MILES
RESIDENTIAL
INDUSTRIAL
VACANT AND
AGRICULTURAL
OTHER
WELL
SURFACE WATER SAMPLE
LOCATION
Figure 2-1. Land uses and private well locations.
2-2
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CSWE3 POLICY D!?,ECT!Vc MO.
948 1 - 00- 4D •
WATER USE AND USERS __
Ground water is the principal source of drinking water and
agricultural and industrial waters in the vicinity of Facility E.
In the county in which Facility E is located, all drinking water
and industrial water is ground water and 70 percent of agricultural
(i.e., livestock watering and irrigation) waters are pumped from
the ground. Figure 5-1 shows all 25 private wells located within
1/2 mile of the waste pile and the wells lying in the general
downgradient direction between the waste pile and River B. Table
2-1 lists the depth and use of each of these wells and reveals
that most wells are drilled into the confined aquifer systems.
Only one well drawing from the unconfined aquifer is active, and
that is located 3/4 miles to the southwest and is operated by a
school for janitorial and groundskeeping purposes. The school
also operates a deeper well for drinking water.
The physical characteristics of the confined aquifer systems
are discussed in detail in Section 3. For the purposes of this
section, it is sufficient to state that the upper confined unit
lies at depths of roughly 30 to 60 feet, the second confined aquifer
is at depths of roughly 80 to 130 feet, and the other deep aquifers
lie below 160 feet. These depths indicate that the wells that draw
water from the second confined unit are Wl and W3 (to the northwest)
and W13 and W14 (to the southeast). No active wells within 1/2
mile radius pump from the upper confined unit.
2-3
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; T. pf)
i > u i . y,
TABLE 2-1. PRIVATE WELL INFORMATION - FACILITY E
Well
Wl
W2
W3
W4
W5
W6
W7
W8
W9
W10
Wll
W12
W13
W14
W15
W16
W17
W18
W19
W20
W21
W22
W23
W24
W25
W26
W27(Mission)
W28( School)
W29(School )
Depth of
well
(feet)
80
160
135
Not known
270
385
50
450
63
12*>
200
200
100
100
250
360
600
390
35b
260
400
255
390
290
25b
360
310 .
30b
260
Distance
from site
( f eet')
1,435
1,750
1,505
1,435
1,960
525
735
945
140
2,205
245
175
595
700
1,050
2,695
280
735
2,205
1,855
1,330
770
1,750
2,800
1,820
1,505
3,450
3,650
3,800
Direction
from site
NW
NW
NW
NW
NW
N
NW
NW
NW
SW
S
s
SE
SE
E
E
E
E
E
E
NE
NE .
NE
NE
N
N
SW
SW
SW
Flowa
Use of well (gpm)
Not in use
Domestic
Domestic
Domestic
Domestic
Process Water A 100, P 550
Not in use P 100
Not in use
Abandoned P 100
Abandoned
Domestic
Domestic P 10
Domestic
Domestic
Domestic A 8
Domestic
Irrigation
Irrigation
Not in use
Domestic
Domestic
Domestic A 3
Domestic
Domestic
Irrigation P 6
Domestic P 10
Domestic
Domestic
Domestic
a A = Artesian flow
P = Pumped well.
b Unconfined, alluvial aquifer.
2-4
-------
The principle source of water for City A is the deeper,
confined aquifer system. The well fields for the city's water
supply system are located from 1.5 to 9.0 miles north and northeast
from this facility and drav water from depths of 500 to 800 feet.
. The surficial ground water quality is poor, with TDS commonly
over 1,000 mg/L. The Federal and State drinking water standards
recommend 500 ppm as a maximum TDS. Ground water allocation in
this State is governed under the doctrine of prior appropriation.
Permits are required from the state engineer for all ground water
withdrawals. Under this authority, the State will not permit
wells drawing from the unconfined aquifer for use as drinking water.
(This policy is corroborated by documents provided in the DOE
reports.)
FACILITY OPERATING CHARACTERISTICS
Facility E is located on a 185 acre site dominated by an 80
acre waste pile. Figure 2-2 shows the site layout, with manufacturing
facilities lying in the northwest corner of the facility property
and the waste pile covering the southern half of the property.
The unlined waste pile is composed of uranium mill tailings.
Its recently completed closure included the following features:
0 a 6 foot thick compacted earthen cover overlain by
1 to 2 feet of crushed rock (to prevent erosion and
burrowing animals);
2-5
-------
N5
I
ON
OCSIONAIEO
31 IE OOMNOAIIV
MMOMAIC
•ME •OUNDAIIV
DRAINAtE TO
IHRI9ATION
CANAL
CWSt CW3I CW30 CWC9 CWM
CW» C*» CW» CWII CWIt CW1S CWI4 CWI8 CW16 CWIT CWI8 CWI9 CWZO
•DNAINACC OUTLET '
Figure 2-2. Site layout and compliance well location.
-------
0 a 30 foot wide riprap apron around the base to protect
against flooding and river meander;
0 a security fence around the facility; and
0 Runoff to a drainage ditch surrounding the riprap apron.
HAZARDOUS CONSTITUENTS IN THE WASTE PILE
The waste pile consists solely of uranium mill tailings.
Contaminants that have been associated with uranium mill tailings
are found in Table 2-2.
TABLE 2-2. URANIUM MILL TAILING CONTAMINANTS
Uranium Selenium
Thorium Mercury
Radium 226 and 228 Lead
Radon 220 and 222 Chromium
Lead 210 Silver
Other short lived daughters Copper
in the U-238 series Ammonium
Gross alpha particle radiation Nitrate
Molybdenum Arsenic
Zinc
Some of these contaminants are not specifically listed in
Appendix VIII, of Part 261. However, uranium mill tailings
standards designated in 40 CFR 192 specify that for these sites,
ground water standards are appropriate for several additional
constituents. The chemical characteristics of uranium, thorium,
radium and molybdenum are discussed in Appendix A.
HAZARDOUS CONSTITUENTS DETECTED IN THE GROUND WATER
Monitoring at Facility E was performed at private wells,
2-7
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ground water monitoring wells, vadose zone nests, and surface
water locations. The locations of the sampling points are shown
in Figures 2-2 (private wells, compliance wells, and surface water
r
sample points), and Figure 2-3 (other monitoring wells). The
compliance wells are screened in the the surficial aquifer. It
should be noted that the number and location of compliance wells
are determined on a site-specific basis. One sample series, conducted
in the summer of 1984, analyzed for all of the Appendix VIII
constituents plus the constituents identified in the previous
subsection. The constituents which displayed increased concentrations
or activity over background were: uranium, radium-226, molybdenum,
and gr.,.;s alpha radiation. Lead-210, a decay product of uranium-238
that is not cited in the 40 CFR 192 criteria, was also observed at
elevated concentrations. (The radiation from Pb-210 is included in
the gross alpha particle radiation.) Ml .monitoring results and
a full description of the monitoring and analytical procedures are
presented as an appendix in the DOE documents.
Table 2-3 presents the most recently measured concentrations
of hazardous constituents and other selected parameters at different
ground water, surface water, and vadose zone sampling points.
This table indicates that the background quality of the surficial
aquifer is naturally brackish with TDS and sulfate in excess of the
federal drinking water standards of 500 mg/L and 250 mg/L, respectively.
Deeper aquifers are less brackish. The table shows that there is
some background level of radiation in the ground water, and to a
lesser extent, in the surface water. Most of the private wells shown
in the table have TDS and sulfate levels exceeding Federal standards.
2-8
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rsi
osi'/ci? FOUCY DJ2ECT! ,-f
9481 -001;
MWZ3 MW23 MW2I
WELL LOCATION
VAOOSE ZONE NESTS
400 0 400 800 1200
SCALE IN FEET
Figure 2-3. Monitoring well locations.
2-9
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TABLE 2-3. MAXIMUM OBSERVED CONCENTRATIONS OF SELECTED CONSTITUENTS3
NJ
I
Sample
type
Background
Wells
Compliance
Wells
(downgradient)
Unaaturated
Wei la
( 'ft *7>e? Pile)
Monitoring
Wells
(downgradient)
Surface
Water
Sanples
Private
Wells
(downgradient)
Well
ID
HW2
HW3
W2
W24
CW5
CW9
CW14
CW17
CW20
VN1
VN2
VN3
MW10
MW12
MW11
MW15
MW16
MW19
MW21
#24
#25
#26
W12
W13
W27
W28
W29
Aquifer
unit"
u
u
c(160')
c(135')
u
u
u
u
u
V
V
V
u
u
u
u
u
u
u
a
a
a
c(200')
c(lOO')
c(310')
u
c(260')
Uranium
(ppm)
0.18
0.070
0.0013
0.0003
0.05
0.35
0.64
1.5
1.6
4.4
0.55
0.85
0.96
0.22
0.058
0.060
0.34
2.4
0.072
0.008
0.007
0.007
0.003
0.001
0.001
0.001
0.001
Ra-226 ami
Ra-228
(pCi/O
O.l+.l
0.2'+. 2
0<-0. 1
o.-iTo.:)
—
0.3»_.2
0. U. 1
—
2.0*. 2
...
—
—
—
0.1*0.1
—
—
0.1*0.1
0.3+0.2
0.2+0.2
0.4+0.2
0.25+0.25
0.35+^-0.3
0.25+0.4
1
0+0.1
0+0.1
0.2+0.2
Th-230
'nCi/D
0+0.9
0.5+0.6
0+0.0004
0+0.0004
--
0.2+.6
0+0.4
—
0.6+0.6
—
—
—
—
0+0.4
—
—
0+0.4
4.5
0+0.4
0+0.4
0.05*0.45
0.75+6.65
0.15
1
0.5+.3
0+0.2
0+0.4
Pb-210
(pCi/L)
0.2+1.9
0.8+1.3
0.2+2
0.5+1.2
—
0.2+1.9
1.4+1.2
—
0+1.5
—
—
.
—
1.4+1.2
—
—
0+1.7
6.7
1.1+1.8
—
—
—
0.35
1.6
0.0*. 1
—
•~—
Groas alpha
particle
(p Ci/L)
0.3*2.1
1.5+2.0
0.3*2.0
1.2+1.2
—
0.8+2.0
1.5*1.3
—
2.8*1.7
—
—
—
—
1.7*1.2
—
—
0.2*2.0
12.1
1.5+2.0
0.7+1.0
0,4+1.2
1.2+1.2
.75
1.6
0.5*0.5
0+0.3
0.2*0.6
Molybdenum
(pom)
0.39
0.044
0.01
0.01
—
0.42
0.31
—
—
0.03
11.8
0.044
0.26
0.24
0.031
0.060
0.13
0.038
0.029
0.01
0.01
0.01
0.01
0.001
0.01
.021
0.01
Sulfate
-------
Some also have detectable levels of hazardous constituents, but
these are well below Federal drinking water criteria (See Section 4
for a discussion of these criteria).
Contaminant plumesTare represented for molybdenum (Figure
2-4), sulfate (Figure 2-5), and uranium (Figure 2-6). These plumes
indicate movement to the southwest and, in the cases of sulfate
and uranium, the figures indicate that the peak of the plume has
passed the point of compliance. A high uranium value was detected
north of the waste pile, but at the present time this appears to
be an anomalous reading. These measurements were made prior to
closure of the waste pile, so they indicate uranium and sulfate
source depletion rather than leachate reduction due to facility
closure measures. There is no evidence of molybdenum source
depletion.
2-11
-------
I |0
^0.0361 G
On.001 X
0.013 0.012 0.029 L-:
NOTE:
MOLYBDENUM CONCENTRATIONS ARE
IN PARTS PER MILLION (ppm)
0 400 BOO 1200 1600 FEET
1 1
I I
0 200 400 METERS
Figure 2-4. Isopleths for Molybdenum
2-12
-------
NOTE:
ISOPLETHS ARE IN Ml LLI M 0 L£ S/UTER
VALUES AT WELLS ARE IN MILLIGRAMS/LITER
4Qo o ACC aco i;co
SCALs IN r££T
100 0 100 400
Figure 2-5. Isopleths for sulfate.
2-13
-------
0.50
O.*ie WASTE PILE
0.16
• • x •
0.005 0.004\0.072
O
•o
RIVER 8
NOTE:
URANIUM CONCENTRATIONS ARE IN
PARTS PER MILLION (PPM)
400 0 400 800 T200
SCALE IN FEET
400
Figure 2-6. Isopleths for Uranium.
2-14
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OSWE3 POLICY DiRK7i;E
.9 4 8 1 - 0 0 - i 0
SECTION 3
HYDROGEOLOGY
This section characterizes the geology and ground water flow
conditions about FacilityrE. It provides much of the data used in
the fate and transport analyses in Section 5.
REGIONAL GEOLOGY
Facility E lias within the basin of River A, within the Middle
Rocky Mountain physiographic province some 50 miles east of the
continental divide. The river basin is bounded to the north,
south, and west by Precambrian uplifts and to the east by broad
structural upfolds. Major topographical features are River A and
River B and nearby mountains rising up to over 13,000 feet.
The regional stratigraphy is dominated by a formation of
interbedded sandstones, siltstonos and shales with smaller amounts
of bentonit-3, tuff, and limestone. This formation extends to a
depth of nearly 2,000 feet and originates from the Eocene age.
The topography in this basin is characterized by glacial and post
glacial deposits including terrace and gravels and more recent
river alluvium.
The region has a low seismic risk; no earthquakes greater than
intensity level VI have been recorded within 200 miles of the
site, with some records dating back to the 1890's.
SITE GEOLOGY
The site is located at the junction of Rivers A and B as shown
in Figure 3-1. Most surficial deposits on this valley floor are
3-1
-------
U)
10
F '—•' \ —.'-I ^~
1000 0 1001
f_l I. H.T.I I." -•."I
Figure 3-1. Local topography.
I
O'
O
I •
hi-
' rP
7|
r.i
e ~.
-------
fluvial, and evidence of meandering is shown by thiis figure. -The
fluvial deposits consist of sandy gravel that is imbricated and
cross-bedded. Many of the meander scars are filled with fine
grained sands. Beneath the site these fluvial or alluvial materials
vary in thickness from 5 to 15 feet.
The lower strata have been characterized through a series of
over 40 borings performed at this site.- The boring logs are presented
and evaluated in the DOE reports. Figure 3-2 identifies the
boring locations that were used to prepare the geologic cross
sections shown in Figure 3-3 and.3-4.
These profiles indicate that the surficial layer beneath the
waste pile is underlain by discontinuous silty sands (0 to 3 feet
in thickness), cobbly alluvium (14 to 18 feet thick), the upper
sandstone unit (0 to 4 feet thick), and shale and sandstone (7 to
14 feet thick), followed by alternating layers or stringers of
shales, siltstones, claystones, and sandstones. As shown in
Figures 3-3 and 3-4, the upper sandstone unit pitches to zero
thickness for some distance between the southeast corner of the
site and River B. This loss of the upper sandstone unit is
shown in both the A-A' cross section (Figure 3-3), and the A"-A'
cross section (Figure 3-4). The shale underlying the upper
sandstone unit grades from 14 feet beneath the site to about 7
feet near River B.
The hydraulic conductivities of the different materials have
been measured at several points on or about the site using piezometer
tests and pump tests, and are listed in Table 3-1.
3-3
-------
400 0 400 800 1200
SCALE IN FEET
100 0 100 400
METERS
Figure 3-2. Location of cross sections.
3-4
-------
C5
LJ
UJ
NW
4940
4920
4900
4880
4860
4840
4820
4800
4780
4760
4740
WASTE PILE
- -A'-
HWY A
°. •: •
SANDSTONE
.••-- .-'
»•••.'••«•"
. .• • • *., • .•«
SANDSTONE
,•"•••• «" * o « "i
• «- O_M**^
T.D.
45 FT.
SANDSTONE
HORIZONTAL SCALE (FT.)
SANDSTONE"*
SHALES
CORED to 201.6 ft.
REAMED to 228 ft.
QEOPHYSICALLY
LOGGED to 219.0 ft.
SANDSTONE
Figure 3-3. Geologic cross section A-A'.
3-5
-------
CO
LU
UJ
4940
4920
4900
4880
4860
4840
4820 -
4800 -•
4780
4760
4740
4720
4700
N
A"
S
A'
$ SAND a GRAVEL";
l£iirt»:iJ; :»vC->j. •.«•.• »VVN»:
4
:>-I-Z: SHALE I-I-I-X
RIVER B
•> SANDSTONE
•"•„•. SAND STONE"'/'''0
«°.°o « e«°» « « ',"' ." «"o° °o" "I" •
'" 'l,'n'\' •-" "r0,,
-:-:-:-:- SHALE :-:-:->z-
->»I- SHALE -I-I-I-I
^r/.SANDSTONE '^ ^
210 FT.
•SHALE >>>>:
20
1000
VERT. SCALE HORI2. SCALE
FEET FEET
SHALE
T.D.
228 FT.
NOTE: RVT 701 CORED
TO 201.6 FT
REAMED TO
228.0 FT.
GEOPHYSICALLY
LOGGED TO
219.0 FT.
Figure 3- 4. Geologic cross section A"-A'
3-6
-------
TABLE 3-1. HYDRAULIC CONDUCTIVITY
Formation
sand and gravel
r
shale
(first and second units)
sandstone
(first and second units)
Conductivity
44.2 to 62.4 ft/day
8.03 x 10-5 to
2.74 x 10-4 ft/day
16.3 to 43.3 ft/day
PRECIPITATION
The climate observed at the site meteorological station in
City A is semi-arid to arid. The annual precipitation averages
8.8 inches per year with roughly half of this falling durina the
months of April, flay, and June. Table 3-2 presents the averaoe
monthly precipitation at the City A station. Detailed meteorolooica1
•:]--.ta =re piovi.de.'': In the \'RC .-icjcunents for Facility E.
SURFACE WATER HYDROLOGY
The site is located on a flat alluvial terrace roughly 2.5
miles upstream from the confluence of Rivers A and B. The principle
surface water characteristics are Rivers A and B, evidence of
meanders in both streams, and the 500 year floodplains which lie
near to the facility.
The River A basin is approximately 2,300 sguare miles,
contributing to a mean flow of 13,300 cfs at a point upstream
from the confluence. The mean flow in River B was 14,700 cfs.
The minimum flow of record (monthly average flows measured between
1950 and 1983) for these rivers is 132 cfs for River A, and 100 cfs
3-7
-------
TABLE 3-2. PRECIPITATION DATA
9481-00-4
Month
Precipitation (inches)
Average
Number
of days
that have
0.10 inch
January
February
March
April
May
June
July
August
September
Oc tober
Novembe r
December
0.21
0.25
0.52
1.32
1.81
1.26
0.67
0.44
0.76
0.82
0.53
0.20
1
1
2
3
5
3
2
1
2
2
2
1
Year
3.79
25
Ref. U.S. Dept. of Commerce
3-8
-------
for River B. These flows were measured upstream of the confluence
of the rivers, at the gauging stations shown in Figure 3-1.
Both rivers have a history of channel migration. Paleo-channels
r
from River A are located on or near the site and meander scars
from River B are within 0.42 miles of the site. These are evident
from Figure 3-1, and are made more explicit by the aerial photographs
presented in the DOE documents.
The 500 year floodplains for both rivers are shown in the
DOE documents. The 500 year flood levels for River A are 4,940 to
4,944.5 feet msl in the vicinity of the site boundaries, but they
are not high enough to flow above the road escarpment along the
northern boundary nor are they high enough to enter from the southwest.
These levels would reach within 2,000 feet of the tailing pile
and. within 800 feet of the northern boundary. The 500 year floodplain
for :-
-------
system lies beneath the shale and within the second sandstone
unit. The lower confined aquifer systems are the principal
source of drinking water in the region and lie at depths greater
than 80 feet.
The ground water surface in the unconfined aquifer lies
approximately 6 feet beneath the natural ground surface and
flows to the south toward River B. Recharge to this aquifer is
from precipitation, snowmelt, and irrigation. The ground water
contours of the unconfined aquifer were measured at 36 nested
piezometers located on or about the facility and are presented
in Figure 3-6. The precise direction and gradient of the ground
water flow varies seasonally. Recent water level measurements
(fully documented in the DOE documents) have shown flow moving
to the southeast in the summer and toward the south-southwest in
the late fall. Thes.2 contours, observed in November 1982 and
July 1983, revealed mean hydraulic gradients of 0.0023 and 0.0036,
respectively. Hydraulic gradients have been observed to vary
temporally between 0.002 and 0.004. The average seepage velocity
calculated for this flow is 0.43 feet per day or about 18 years
for water to travel from the point of compliance to River B.
The first confined unit is separated from the unconfined
aquifer by the 12 to 24 foot upper sandstone and shale layers.
Cores from these confining strata revealed no evidence of fracturing
Piezometric head data presented in the DOE documents indicate
a maximum horizontal hydraulic gradient of 0.0024 between the
waste pile and River B and a maximum vertical hydraulic gradient
3-10
-------
N •1501 m
'500.5 m
JULY.1983
NOVEMBER, 1982
•400 0 400 800 1200
SCAL£ IN rEET
100 0 100
Figure 3- 5. Water contours of unconfined aquifer.
3-11
-------
of 0.25 across the first confining layer. Pump tests performed
north and south of the site in the upper confined aquifer show
no interaction with the unconfined aquifer, or vice versa.
The second confined aquifer is separated from the uppermost
confined aquifer by a 25 to 45 foot thick layer of shale (interrupted
by occasional sandstone stringers). Piezometric head data reveals
a maximum vertical hydraulic gradient of 0.028 across the confining
layer and a maximum horizontal gradient of 0.0015 toward River B
within the second aquifer system. The second confined system
lies at a depth of 80 feet to 130 feet beneath the surface and
is used by several residents near the facility for domestic and
agricultural purposes.
Lower aquifer units are 500 to 800 feet below the surface and
are pumped to supply water to City A. These aquifers are separated
from the upper confined units by several thick confining layers
and the quality of this water is excellent. The city well fields
cover an area extending from 1.5 to 9.0 miles north and northeast
of the site. The potentiometric surface of these lower confined
aquifers is presented as Figure 3-7. Pumping over a period of
50 years has caused a 60 to 70 foot head drop in these wells,
and is a contributing factor to ground water from these strata
flowing toward the well fields at an average hydraulic gradient
of roughly 0.0035.
3-12
-------
N
i
U)
T
I MILE
I 1
Figure 3-6- PotentiomeI ri c. surface in deep confined sandstones.
-------
SECTION 4
EXPOSURE PATHWAYS
This section identifies the significant pathways to exoose
humans or the environment to the uranium, radium, gross alpha
radiation or molybdenum leaching from the waste pile. Section 2
has presented evidence of plume migration from the waste pile
toward River b. This section demonstrates that human exposures
may result from contamination of wells in the unconfined or the
confined aquifer systems or contamination of River B. Environmental
exposures may result in the River B ecosystem.
In terms of the different aguifer systems, the potential
receptors are as follows:
Unconfined '•" 'stert - Human or environmental receptors
at. Rive.' 3 an"; human re cent or? at
well.s which >~>av or nay not; -e in
t he pa th o " •> 1 u~>e.
First Confined System - Human receptors at wells, which are
are in the oath of the plume.
Lower Confined Systems - Human receptors at wells, includina
those serving City A.
HUMAN EXPOSURES
The possible paths of human exposure to contaminated ground
water are: oral exposure to the contaminated ground water; oral
exposure to contaminated surface water (following ground water
discharge to that surface water); dermal exposure to contaminated
ground water or surface water; and exposure through the food chain
via contaminated terrestrial or aquatic organisms.
4-1
-------
There appears to be limited current or potential likelihood for
oral exposure to contaminated ground water. Section 2 presented
an inventory of all domestic, agricultural, and industrial wells
r
within 1/2 mile of the waste pile, including all wells between
the waste pile and River B. This inventory identified only two
active wells drawing from the unconfined aquifer, and only one of
these draws ground water downgradient from the facility This well,
serving a school located to the southwest of the facility, provides
water for janitorial and grounds keeping purposes. Water quality
analyses of this, and other wells in the unconfined aquifer (shown
in Table 2-3) reveal that the water is brackish, making it
unpalatable and unsuitable for drinking water according to the'
State drinking water standards. Oral exposure is, therefore,
possible but unlikely. Furthermore, there, are efforts currently
underway to close tlv^se wells and drill new wells into the
lower confined aquifer.
Future well construction in the unconfined aquifer is
prohibited by the State under the authority of prior appropriation.
A letter provided in the DOE documents explains the commitment
of the State engineer to deny well construction permits in the
unconfined aquifer on the basis of the bracksih water quality
and on the possible risk of exposure to contaminants from Facility E
Enforcement and followup compliance surveys are also performed
by the State to ensure that well drilling restrictions are being
adhered with.'
Currently, there are no wells located downgradient from the
waste pile which draw water from the first confined aquifer.
4-2
-------
(9481 -00- ID
Wells in the second confined aquifer have not shown any contamination
as yet (see Table 2-3), but if the plume from the waste pile
does leach into this aquifer, several existing domestic wells
may become contaminated. The potential for this is addressed
further in Section 5.'
Surface water contamination has been observed along the
reach of River B where the plume discharges. Observed concentrations
(see Table 2-3) are elevated above background but they are well
below State surface water quality standards. Prior to closure
of the waste pile, several ditches on the facility property
and downgradient from the facility showed elevated levels of
radioactive materials. However, the waste pile closure was
designed and constructed in accordance with EPA standards, and
runoff from the waste pile cover that discharges to the drainage
ditches is free of contamination.
Dermal exposure 'nay occur during swimming, bathing or
showering in contaminated water. However, this type of contact
to low levels of these hazardous constituents not been demonstrated
to be a significant exposure pathway relative to ingestion (see
Appendix A) . Consequently, these exposures are not addressed
further in this application.
Food chain exposures may develop if terrestrial or aquatic
ecosystems become exposed to contaminated ground water. The
effects of exposures are addressed in the next subsection.
ECOSYSTEM EXPOSURES
Contaminated ground water discharging to River B may affect
4-3
-------
OS'.VES POLICY DIRECTIVE NO.
1 '- * 1 - 0 0- £1) ^ i
the aquatic ecosystem, however, no ecosystem damage has been
observed and no vulnerability to low concentrations of.radiation
have been identified among the local aquatic species.
Upon leaving.the vicinity of the waste pile, ground-water
contaminant plumes travel beneath the surface until they
discharge into River B. Although ground water may rise
to within 4 feet of the ground surface (in an area to the
southwest of the waste pile) no swamps or marshlands have been
identified in the area downgradient from the site.
The vegetation in the path of the plume is dominated by range
grasses such as wheat grass, sand dropseed, big sagebrush and
rabbit brush. Animal life consists mostly of reptiles, rodents,
and fowl. Although burrowing animals may potentially be affected
by the contaminated ground water, no effects have been observed
and none of the local fauna are known to be vulnerable to low level
radiation. The only large mammals are mule deer and white tailed
deer which inhabit an area near River A. Most of the fowl are
riparian species, living near the rivers or nearby marsh areas.
EPA has not set standards for the ground-water contaminants, but
the State has. The State water quality criteria for fish and
wildlife protection for these contaminants are found in Table 4-1.
The criteria for radium and gross alpha equal the state and
federal drinking water standards, but the uranium standards for
fish and wildlife are more stringent than the 5 mg/1 drinking
water standards. Neither EPA. nor the state has set environmental
4-4
-------
,..,» v">
water quality criteria for molybdenum.
TABLE 4-1. STATE WATER QUALITY CRITERIA FOR FISH AND WILDLIFE
PROTECTION
Constituent State Standard
Radium 226 and 228 5 pCi/L
Gross alpha particle activity 15 pCi/L
Uranium 1.4 mg/1
Molybdenum NA
NA - Not applicable-no standard
ENDANGERED SPECIES
Several threatened or endangered species have been observed
in the vicinity of City A an.1 the surrounding areas. These include:
bald eagle (Haliaectus leucocophalus) ; peregrine, falcon (Falco
peregrinus anatu.Ti) ; and black-footed ferret (Mustela nigripes) .
Both the bald eagle and the peregrine falcon have been known to
nest in an area some 40 miles to the northwest of Facility E, but
no nests have been reported nearer to the facility, and a reconnaissance
of the facility did not locate any nests. Furthermore, there is
no documentation of either species being sited at or near the
facility. The black-footed ferret is found only in or near prairie
dog towns. No such prairie dog towns have been sited near the
facility. Furthermore, the human activity in this area makes
future habitation by the black-footed ferret unlikely in this area.
In conclusion, no endangered or threatened species are expected
4-5
-------
to be exposed to a contaminant plume. The DOE reports provide
documents from the following sources to support this:
0 Professional Biologist, employed by Facility E.
r"
0 U.S. Fish and Wildlife Service, Endangered Species Office.
0 State Division of Wildlife Resources.
MAXIMUM ALLOWABLE CONCENTRATIONS
Uranium, radium 226, radium 228, and gross alpha radiation
are all radioactive materials which represent health risks as
acute toxins, chronic toxins, and carcinogens. Appendix h-provides
background information regarding the health hazards associated
with the different isotopes. The metabolism of these constituents
in a human body varies with the different isotopes of the contaminants
The bone is the critical organ of concern for radiotoxicity due
to jro3S alpha particle activity.
E?.^ has not developed carcinogenic potency estimates (GAG,
1934) or recommended maximum daily intakes (EPA, May 1935) for
these substances. However, the National Primary Drinking Water
Regulations (EPA, November 1985) are the basis for the maximum
concentration levels for several contaminants in Table 1 of
CFR 264.94 and they also provide drinking water standards for
these radioactive constituents. The standards recommend maximum
concentrations of 5 picoCuries/liter (pCi/L) combined radium 226
and 228 and 15 pCi/L gross alpha particle activity (excluding
radium and uranium). The Environmental Protection Agency Standards
for Protection Against Uranium Mill Tailings (40 CFR 192) contain
Standards for Management of Uranium Byproduct Materials (Subpart
4-6
-------
•'-. ••. •"-." *"• 3".'. -&-•-
D) which state that the standards for radium 226 and 228 and gross
alpha particle radiation should be added to the concentration
limits in Table 1 of 40 CFR 264.94 to establish concentration limits
for uranium mill tailings sites. EPA has recommended an acceptable
daily intake (ADI) for oral exposure to molybdenum (EPA, May 1985)
The acceptable daily intake is 0.003 mg/kg/d. Assuming a daily
intake of 2 L/day by a 70 kg adult, this intake translates to a
concentration of 0.105 mg/L. This assumes that 100 percent of the
molybdenum dose is from drinking water. Available information
suggests that food ingestion and dermal exposure pathways are
not important exposure pathways for molybdenum at this site.
The appropriate concentration limits Eor the ground-water contarninanl
are presented in ^.ble 4-?. This application will use those values -
as contaminant levels allowed at the point of human exposure to the
c o n t i < n i n a 19 •;! w a t e r -
4-7
-------
TABLE 4-2. MAXIMUM ALLOWABLE CONCENTRATIONS FOR HUMAN EXPOSURES
r
Constituent
radium 226 and 228 (pCi/L)
gross alpha particle
activityb (pCi/L)
uranium (mg/1)
molybdenum (mg/1)
EPA
maximum
contaminant
level
5a
15a
NA
0.105C
State
drinking
water
standard
5
15
5
NA
Maximum
allowable
concentration
5
15
5
0.105
NA - Not applicable.
a National Primary Drinking Water Regulation maximum contaminant
level.
'° Total radioactivity due to alpha particle emission, including
radium 22G but excluding radon and uranium.
c Based upon recommended maximum daily intake (EPA, May 1935) of
.003 mg/kg/day, and a daily intake of 2 L/day by a 70 kg adult.
4-8
-------
SECTION 5
CONTAMINANT TRANSPORT ANALYSIS
This section applies conservative transport scenarios to the
various exposure pathways to identify the most critical of these
pathways. The attenuation estimated for this critical exposure
pathway is used in Section 6 to calculate the proposed ACLs.
The ground water flow system at Facility E is complex. It
includes an unconfined aquifer, an upper confined aquifer which
appears not to be hydraulically connected to the unconfined aquifer,
and a lower confined aquifer systems which may possibly be connected
to the upper confined aquifer. The stratigraphy in the vicinity
of Facility E is described in Figures 3-3 and 3-4, and is
generalized for the purposes of this section as Figure 5-1. The
potential centaninanfc receptors are identified in Section 4 and
include human receptors to ground water contamination from wells
in the unconfined and lower confined aquifer systems, and human
or environmental receptors to contamination reaching River B.
Pumping at future wells located in the unconfined and first
confined units is not at issue here because the State exercises
a well permitting program which will prohibit local domestic or
agricultural water supply well construction in the unconfined and
upper confined aquifer systems.
The observed plume dimensions in the unconfined layer
(Figures 2-4 through 2-6) describe some important solute transport
processes involved in the release of contaminants at the site.
5-1
-------
9481-00-
°T
18'
4
f
i
3 0'
1
_I_
100 .
,_ 200
UJ
IL
Z
I
UJ
° 300
400
n
•z.
o
1-
cc
o
u_
<
UJ
—
cr
GRAVELLY
COBBLES
SANDSTONE
CLAYS'TONE
SANDSTONE
CLAYSTONE
^ SILTSTONE
HARD WHITE SS
SHA LE
SANDSTONE
SLJ A 1 C
n M L t
SANDSTONE
SHALE
SANDSTONE
SHALE
SANDSTONE
SH A 1 F
tilPl!^
;y-:;;;i-i;:-^;-ww;Hi^;^^^;^::ii^
; ~C^
:^:^:^^::/:^V-'^:^^:f:^^^^;:^^
JT^
^— • • ^— • - . - . ^^ . J
M "lUl— " ^^~ _' ^^^,^ *^^~ ' _^™^" f
^l^^l^^^i;^
:=Er=zExE>^B888Ef
p>>>>>>>>4
: 3
;_-_-_-_-_-_-_-_-_-_-A
j
jj " ... ^
: _3
4
- -~- -~-~-~-~-~-~---~---TI
__ «_ _- — i-
p^W^^^'^W^^i^
.£
PLUS AT LEAST 1500 FEET
OF RELATIVELY SIMILAR OLDER
DEPOSITS OF THE RIVER A FORMATION
Figure 5-1. Generalized stratigraphic column, Facility E,
5-2
-------
CS'flER FO'-;-,Y D1F.CT./£ i-iO.
948 1 - (; •;- J.?/ ; :
Uranium shows higher concentration levels at a downqradient
location, near River B. The uranium-238 isotope is fairly stable
with a halflife of 4.51 x 109 years. No decay products are
present in significant guantities. The plume, therefore, indicates
that the uranium releases from the source are decreasing over
time. The moybdenum concentrations are highest near the waste pile.
Therefore, the molybdenum plume is indicative of a constant mass
flux at the source.
TRANSPORT TO EXISTING WELLS IN THE UNCONFINED AQUIFER
For local downgradient wells in the unconfined or shallow
confined aquifers/ evaluation of the plume migration potential
in the unconfined aquifer is necessary to determine whether and
to what degree the receptor is at risk. The only downgradient
veil drawing fro~ t'o--? unconfined aquifer system is located at -3
school to the s o.. ; h ^ e -~ t of the waste pile. Currently that well
is not contaminated (See Table 2-2), but it is important to
evaluate whether lateral' dispersion of the plume may effect the
well's water quality in the future. Because the waste pile
has well defined contaminant plumes, a model based on present
plume definition and extrapolated until it approaches steady
state can be used to give a reliable estimate of future chanaes
in contaminant plume geometry resulting from dispersion.
Molybdenum was selected to examine the effects of lateral
dispersion because its plume is not a function of earlier accelerated
leaching. AT123D, "which is more fully described in Appendix B,
5-3
-------
was selected as an appropriate analytic model to evaluate the
fully three-dimensional contaminant transport in a simplified
one-dimensional flow system.
Values of physical parameters used in the modeling study are
listed in Table 5-1. A uniform ground water velocity field in
the southeasterly direction was assumed. Since AT123D does not
allow for spatial variability within the source, the source
concentration levels within the rectangular tailings pile were
represented by a spatially averaged mass flux of 0.82 Ib/day
over an area of 2,600 ft x 1400 ft. This mass flux is equivalent
to 1.0 mg/L of molybdenum at the source (higher than observed
concentrations shown in Table 2-2) entering the aquifer at the
rate of 0.14 ft/day (the maximum seepage velocity reported in
Section 3). The length of the source, perpendicular to the
southeasterly plume 3xis, will be no qreat-er than 3000 feet (the
diagonal length across the waste pile) and the depth will not
exceed the 30 foot saturated depth of the unconfined aquifer.
The flux is therefore presumed to pass through a cross sectional
area of 3000 feet by 30 feet. A hydraulic conductivity of 62.4
ft/day was used as the most conservative value determined from
previous pump tests at the site (see Section 3). Longitudinal
and transverse dispersivities of 30 ft and 3 ft, respectively,
were selected after simulating the plume for 25 years and matching
with the observed molybdenum plume in 1984. The simulation was
then performed under steady state conditions to examine the
effects of lateral dispersion.
5-4
-------
TABLE 5-1. PHYSICAL PARAMETERS USED IN TRANSPORT ANALYSIS
Parameter
Value
Source
Areal dimensions
Unconfined Aquifer*
Saturated thickness
Porosity
Hydraulic conductivity
Hydraulic gradient (horizontal)
Longitudinal dispersivity
Transverse dispersivity
Diffusion coefficient
First Confining Layer**
Thickness
Porosity
Hydraulic conductivity
hydraulic gradient (vertical)
First Confined Aquifer
Thickness
Porosity
Hydraulic conductivity
Hydraulic gradient (horizontal)
Second Confining Layer**
Thickness
Porosity
Hydraulic conductivity
Hydraulic gradient (vertical)
2600 ft x 1400 ft
20 to 30 ft
0.30 to 0.35
41.2 to 62.4 ft/day
.002 to .004
30 ft
3 ft
0.001487 ft2/day
7 to 14 feet
0.05 to 0.10
8.03 x 10-5 to
2.74 x 10-4 ft/day
0.25
20 to 30 feet
0.30 to 0.35
16.3 to 43.3 ft/day
0.0024
20 to 55 feet
0.05 to 0.10
8.03 x 10-5 to
2.74 x 10-4 ft/day
0.028
Unconfined aquifer consists of terrace gravel deposits/ river
valley alluvium and upper sandstone in the Wind River Formation.
The confining layers consist of interbedded layers of siltstones
and shale.
5-5
-------
The problem is schematically shown in Figure 5-2. The source
dimensions are shown as 3000 ft by 1200 ft to accurately represent
both the waste pile area and the maximum source length used in
the analysis. Results of the plume simulation after 25 years and
under steady state conditions are shown in Figure 5-3 and 5-4,
respectively. These results show that there is very little
lateral dispersion and that the school will not be affected. The
input and results of the AT123D simulations are listed in Appendix
C tables.
TRANSPORT TO THE DEEPER CONFINED AQUIFERS
Water in the deeper confined aquifers is used as drinking
water by local residents and by inhabitants of City A. In the
immediate vicinity of the waste pile, two wells are screened at
depths of 100 feet to draw their domestic water from the second
confined unit. These wells were surveyed and determined to be
properly sealed and grouted to prevent contaminant migration into
the second confined unit. These wells, shown as W13 and W14 in
Figure 2-1 are located less then 1000 feet from the waste pile in
a downgradient, southeastern direction. Deeper aquifers, .located
at depths of 500 to 800 feet are pumped to provide water to City
A. Flow in these units is toward the City A well fields located
1.5 to 9 miles to the northeast of the waste pile. This flow
direction is influenced by the significant cone of depression at
those well fields. This analysis will focus upon the wells in
the second confined unit, reasoning that if those wells are
protected then the wells in the lower units will also be protected.
5-6
-------
4800 ft
EXTENDS TO 00
1200 ft.
EXTENDS TO 00
_l Z3 O
< O —
LU — CO I—
-I H- <
— < O CC.
Q. Q. LU (—
to o z
LU O
3 3 < o
O
O
O
to
GROUNDWATER
'FLOW DIRECTION
EXTENDS TO (D
EXTENDS TO CO
SCHOOL 2400 FEET AWAY
100
3600
-1200 FEET
-800
-400
i i i t I
\
0 200 400 600 FEET
Figure 5-2. Schematic description of AT123D simulations.
5-7
-------
-1200 FEET
-800
-400
i i i i i i
CONTOUR LINE VALUES (10X »»8/l>
0 200 400 600 FEET
1 = -0.20
2 = -0.60
3 = - 1.00
4 =-2.00
5 = -3.00
6 = -4.00
7 = -5.00
\.
Figure 5-3; Molybdenum plume simulation after 25 years using AT123D.
5-8
-------
-1200 FEET
-800
-400
I I I 1 !
CONTOUR LINE VALUES (IQX mg/i)
0 200 400 600 FEET
1 =
2 =
3 =
4 =
5 =
6 =
7 =
-0.20
-0.60
-1.00
-2.00
-3.00
-4.00
-5.00
V.
\
Figure 5-4.
Molybdenum plume simulation under
steady-state conditions using AT123D,
5-9
-------
Contaminant movement to the second confined aquifer and
those units lying beneath this system must pass through relatively
impermeable shale, claystpne and siltstone layers. The potential
mechanisms for reducing the concentration of contaminants in the
lower layers include degradation and dilution.
Degradation will be a factor if the time required for
contaminant transport is large relative to the decay rate of the
constituents. Because the decay rates for uranium-238 and
radium-226 are very slow (See Table 5-2), decay is not likely
to be the major means of reducing these contaminant concentrations.
The time required to travel through the second confining layer
to the second confined aquifer can be conservatively estimated
based on a measured vertical hydraulic gradient of 0.028 between
the first confined sandstone and the second confined unit (See
the DOE documents), a hydraulic conductivity of 0.1 ft/yr (the
upper end of the observed range) and an effective porosity of
0.05 (the low end of the measured range). The resulting seepage
velocity between the upper confined aquifer and the second
confined aquifer is:
Velocity = (0.1 ft/yr) (0.028) = 0.056 ft/yr
0.05
The time required for a particle to pass through that 20
to 55 foot thick layer is therefore 350 to 1000 years. The
radioactive isotopes of uranium 238 and radium 226 will not
degrade significantly during this period. However, radium
228, with a halflife of 6.7 years, will attenuate.
5-10
-------
OSWER POUCY «C?,VE
948 1 -.00- 4D
TABLE 5-2. DECAY RATES FOR URANIUM AND RADIUM
Constituent Half-life (Years)
Uranium -238 5.51 x 109
Radium-226 1.62 x 104
Radium-228 6.7
Dilution will take place within the first confined aquifer
as the contaminants present in the unconfined aquifer enter the
first confined unit at a rate controlled by the confining layer,
mix with the flow through the first confined aquifer, and then
enter the second confining layer. This dilution can be estimated
by comparing the flux through the confined layer to flux in the
first confined aquifer system.
The volumetric flux through the first confining layer can be
calculated using the Darcy flux relationship (Freeze and Cherry,
1979):
0 = -K A dh.
dL
The parameters specified in this equation are noted in Section
3, and again in Table 5-1. The conservative (maximum) flux
estimate is achieved by assuming the maximum value for hydraulic
conductivity (K = 2.74 xlO-4 ft/day), the observed vertical
hydraulic gradient (dh/dl = 0.25), and a simplified plume area
3000 feet wide and 5600 feet long (covering the area between the
facility and the river). The vertical flux, Qv, entering the
first confined layer through the shale is therefore:
Qv = (-2.74 x 10~4 ft/day) x (16,800,000 ft2x (-0.25) = 1150.8 ft3/day.
5-11
-------
OSWER PflUGY DIRECTIVE fiQL
' 94S 1 - 00- -IB cs'i
The horizontal flux within the first confined aquifer can be
calculated in the same manner. In this case, K = 43.3 ft/day,
the horizontal hydraulic gradient dh/dl = 0.0024, and ;the area
r
is defined by the aquifer depth and the plume width as 30 x 3000
= 90,000 ft2. The horizontal flux QH is therefore:
QH = (-43.3 ft/day) x (90,000 ft2) x (-0.0024) = 9353 ft3/day
The dilution factor is estimated as follows:
dilution = Qv + QH = 1151 + 9353 = 9.13.
Qv 1151
This factor represents a worst case (minimum) dilution that
would be realized within the second confined aquifer at the edge
of River B. More significantly, this estimate assumes no additional
dilution within the second confined aquifer (i.e., the wells are
assumed to pump only the water which has traveled vertically to
this aquifer from the plume area). The actual dilution factor
at these wells is probably greater than 100.
TRANSPORT TO RIVER B
The contaminants that discharge to River B can expose human or
ecological receptors to the hazardous constituents. The concen-
trations in the river are determined by the mass flux discharging
to the river along the width of the plume, the flow rate of the
river, and the characteristics of mixing in the river. A conservative
estimate of the dilution potential can be made by comparing the
specific discharge of ground water passing beneath the waste
pile to the low flow of record in River B.
5-12
-------
nr\t"-~ rr '•'••' ~-;~rT"' :•'
*,&'')!.<••• •A.-^V/i i. !.•"- ..••••-
In the unconfined aquifer, ground water passing beneath the
waste pile flows through a saturated zone that is 20 to 30 feet
thick and 3000 feet wide along the diagonal from the southwest
•^
to the northeast corner of the waste pile. Freeze and Cherry
(1979) defines volumetric flux as:
Q = -K A dh
dL
where K is the hydraulic conductivity, A is the cross sectional
area and dh/dL is the hydraulic gradient. In this case, A = 300
feet x 300 feet = 90,000 ft^, the observed hydraulic conductivity
(discussed in Section 3) is no greater than 62.4 ft/day, and the
observed hydraulic gradient is no greater than -0.004. By
assuming maximum values for K, dh/dL and A, the volumetric flux
will be a conservatively high estimate of 22,464 ft^/day or
0.26 CFS.
River B has a minimum flow of record of 100 CFS. Therefore
the dilution with complete mixing is equal to:
dilution = Qr + Qgw = 100.26 = 386.
Qgw . 26
Even with partial mixing in River B, the dilution factor will
probably exceed 100 at all times. Therefore, a dilution factor
of 100 was assumed to be a conservative estimate.
CONCLUSION
The attenuation factors estimated for the different exposure
paths are summarized in Table 5-3.
5-13
-------
TABLE 5-3. ATTENUATION FACTORS
Exposure Pathway Attenuation Factor
Wells in unconfined aquifer Not applicable
Wells in second confined aquifer 9.13
River B 100
Human oral exposure defines the concentration thresholds for
radium, gross alpha radiation, and molybdenum. For these contaminants
the critical receptor is determined by the lowest attenuation
factor. However, the state uranium standard for protection of fish
and wildlife (1.4 mg/L) is more stringent than the drinking water
standard (5 mg/L). In order to determine the critical receptor for
uranium, the appropriate standard was multiplied by the appropriate
attenuation factor (see Table 5-4) . The critical receptor for
uranium also turned out to be wells in the second confined aquifer.
TABLE 5-4. RECEPTOR ANALYSIS FOR URANIUM
Exposure Pathway
Wells in second
confined aquifer
River B
Attenuation
Factor(A)1
9
100
Appropriate
Standard(S)2
5 mg/L
1.4 mg/L
A x S
45
140
1 Taken from TABLE 5-3
2 Taken from TABLES 4-1 and 4-2
Wells in second confined aquifer are critical receptors since
the product of A x S is less for these wells than for River B,
5-14
-------
It should be noted that no wells are currently _af.feoted"by
contamination in the unconfined aquifer and existing wells are
not expected to become affected. Furthermore, the State does
not allow new wells to ber'drilled in the unconfined and upper
confined aquifer. Enforcement of well drilling restrictions
occurs at State level. Follow-up inspections routinely occur
to ensure that restrictions are being complied with. The
critical receptors are, therefore, the existing wells (and
potential future wells) drawing water from the second confined
aquifer unit.
A cursory review of the allowable concentrations identi-
fied in Table 4-2 and the observed concentrations in Table 2-2
reveals that this attenuation factor will allow concentrations
in excess of those observed to date. Consequently, there is no
need to further refine the conservative attenuation factor of 9.
5-15
-------
SECTION 6
ALTERNATE CONCENTRATION LIMITS
The ACLS prepared for. Facility E are based upon plume flow
through the first two shale layers and into the second confined
aquifer. Contaminant attenuation will occur via dilution in the
first confined unit. The most critical exposures will occur to
users of the wells drawing water from the second confined unit.
The proposed alternate concentration limits (ACLs) are
calculated using the maximum allowable levels identified in
Section 4 and the attenuation factor calculated in Section 5.
The attenuation factor of 9 is applicable to all constituents,
since such constituent specific characteristics as degradation
and soil adsorption are not considered here.
The proposed ACLs for this site are therefore calculated
as 9 times the allowable concentrations presented in Table 4-2.
These ACLs are shown in Table 6-1. With a diminished source of
uranium and reduced leaching of contaminants following facility
closure, the chances of reaching or exceeding the proposed ACLs
at the compliance wells seems unlikely.
6-1
-------
TABLE 6-1. PROPOSED ACLs
Constituent
Allowable
concentration in
second confined
aquifera
Proposed
ACL at
compliance
point
Radium 226 and 228
Gross alpha
Uranium
Molybdenum
5 pCi/L
15 pCi/L
5 mg/1
0.105 mg/1
45 pCi/L
135 pCi/L
45 mg/L
0.95 mg/L
aFrom Table 4-1.
SUMMARY OF ACL DETERMINATION
The proposed ACLs are based upon the following assumptions,
data, and procedures:
0 Monitoring results indicate contaminant plumes
flowing south-southeast toward River B;
0 An analytical model used observed plume data
to demonstrate that no existing wells in the
unconfined or first confined aquifer systems
are in the path of the plume;
0 Exposure from future wells in the unconfined or
first confined aquifers can be ruled out because
the State will prohibit future wells in the
unconfined and first confined aquifer systems
in this area;
0 Dilution of the contaminant plume as it enters
River B is calculated using a Darcy flux equation
to reduce contaminant concentrations by at least
a factor of 100;
6-2
-------
FOUCY circrenvE
Leachate passing through the first shale layer
will be diluted as it mixes in the first confined
aquifer, reducing the concentration of any contam-
inants which pass through the second shale layer
to the second confined aquifer. Dilution is
calculated using a Darcy flux equation to equal
9.13;
The lower dilution factor for flow to the second
confined aquifer (compared to flow to River B)
identifies wells in this aquifer unit as the
critical receptors;
Maximum allowable concentrations in drinking water
are calculated using a combination of Maximum
Contaminant Levels from EPA's Primary Drinking
Water Regulations; State drinking water criteria,
and EPA acceptable daily intakes for oral exposure
(ADIs); and
The proposed ACLs are calculated using the maximum
allowable concentrations in drinking water and the
dilution factor for flow to the second confined
aquifer.
The proposed ACLs are also protective of environ-
mental receptors in River B because concentrations
remain below State standards.
6-3
-------
.
®/" <•'' . ,-
/\^ •..'..
REFERENCES
CAG (Carcinogen Assessment Group),. Relative Carcinogenic
Potencies Among 54 Chemicals Evaluated by the Carcinogen
Assessment Group as Suspect Human Carcinogens, Health
Assessment Document for polychlorinated-benzo-p-dioxins.
EPA-600/8-84-041A, May 1984.
Freeze, R. Allen and John A. Cherry, Groundwater. Prentice-Hall,
Inc., Englewood Cliffs, New Jersey. 1979.
Kulthau, and G. Faust. RCRA Permit Writer's Guidance Manual -
Ground Water Protection. U.S. Environmental Protection
Agency, Washington, DC. 1983.
U.S. Environmental Protection Agency. Environmental Protection
Agency Standards for Protection Against Uranium Mill Tailings,
40 CFR 192. April 22 1980.
U.S. Environmental Protection Agency. Summary of Current Oral
Acceptable Daily Intakes (ADIs) for Systemic Toxicants
(Draft). Environmental Criteria and Assessment Office,
Cincinnati, Ohio. May 1985.
U.S. Environmental Protection Agency. Environmental Protection
Agency National Primary Drinking Water Regulations. 40 CFR
141. November 14, 1985.
7-1
-------
APPENDIX A
PHYSICAL PROPERTIES AND TOXICOLOGY
OF HAZARDOUS CONSTITUENTS:
RADIUM, URANIUM, THORIUM, AND MOLYBDENUM
Exerpted From: Dangerous
Properties of Industrial Materials,
Sixth Edition
By N. Irving Sax
A-l
-------
RAISNOMYCIN 2357
rv.::f>s anc! may or may not be electrically charged, i.e.,
aip!is (positive) and beta (negative); also neutrons.
H-"iiis of such particles may be considered as "rays."
'I he cliarped panicles may ;ill be accelerated and high
energy imparted to "beams" in particle accelerators
such as cyclotrons, betatrons, synchrotrons and linear
accelerators.
Type of
radiation
Wavelength A
cosmic 0.0005-0.005
gamma 0.005 -1.4
X 0.1 -100
UV 100 -4000
visible 4000 -7000
infrared /UOO -2.000,000
Radiation, ionizing: Extremely short-wavelength, highly
energetic penetrating rays of the following types: (a)
camma rays emitted by radioactive elements and radio-
ibotopes (decay of atomic nucleus); (b) x-rays, generated
by sudden stoppage of fast-moving electrons; (c) sub-
atomic charged particles (electrons, protons, deuterons)
when accelerated in a cyclotron or betatron. The term
is restricted to electromagnetic radiation at least as
energetic as x-rays, and to charged particles of similar
energies. Neutrons also may induce ionization.
Such radiation is strong enough to remove electrons
frcai any atoms in its path, leading to the formation
of free radicals. These short-lived but highly reactive
particles initiate decomposition of many organic com-
pounds. Thus ionizing radiation can cause mutations
in DNA and in cell nuclei; adversely affect protein
and amino acid mechanisms; impair or destroy body
tissue; and attack bone marrow, the source of red blood
cells. Exposure to ionizing radiation for even a short
period is highly dangerous, and for an extended period
may be lethal. The study of the chemical effects of
such radiation is called radiation chemistry or (in the
case of body reactions) radiation biochemistry.
RADIUM
•••••••^•v
af: Ra; aw: 226
A radioactive earth metal. Brilliant white, tarnishes in
air. Decomp in water; mp: 700°; bp: 1737°; d: 5.5.
THR: Common air contaminant. A highly radiotoxic ele-
ment. 1 g = 3.7 X 1010 dps. Inhal, ingestion or bodily
exposure to Ra can lead to lung cancer, bone cancer,
osteitis, skin damage and blood dyscrasias.
Ra replaces calcium in the bone structure and is a
source of irradiation to the blood forming organs. The
ingestion of luminous dial paint prepared from radium
was the cause of death of many of the early dial painters
before the hazard was fully understood. The data on
these workers has been the source of many of the radia-
tion precautions and the maximum permissible levels
for internal emitters v.hich are now accepted. 22CRa
is (lie parent of radon and the precautions described
umier '--ls.il should be followed.
22sRa is a member of the thorium series. It was a
common constituent of luminous paints, and while its
low beta energy was not a hazard, its daughters in
the series may have been a causative agent in the deaths
of the radium dial painters following World War I.
Its metabolism is the same as any other radium isotope
and it is a source of thoron. The precautions recom-
mended under 220Rn should be followed.
Disaster Hazard: Highly dangerous; must be kept heavily
shielded and stored away from possible dissemination
by explosion, flood, etc.
Radiation Hazard: Natural isotope ZMRa (Actinium-X,
Actinium Series), T^ = 11.4D, decays to radioactive
219Rn via alphas of 5~5-5.7 MeV. Natural isotope S24Ra
(Thorium-X, Thorium Series), T£ = 3.6D, decays to
radioactive 220Rn via alphas of 5.7 MeV. Natural iso-
tope 2MRa (Uranium Series). T* = 1600y, decays to
radioactive 222Rn via alphas of 4.8 MeV. Natural iso-
tope 22SRa (Mesothorium = 1, Thorium Series), T$ =
6.7y, decays to radioactive **'Ac via betas of 0.05 MeV.
RADON
mf: Rn; mw: 86
Colorless, odorless, inert gas, very dense, bp: —62°; d
(gas @ 1 atm and 0°):9.73 g/L, (liq @ bp): 4.4..
THR: A common air contaminant.
Radiation Hazard: Natural isotope 220Rn (Thoron, Tho-
rium Series), T \ — 55s, decays to radioactive 2l8Po
via alphas of 6.3 MeV. Natural isotope 222Rn (Uranium
Series),'T i = 3.8d, decays to radioactive 21»Po via
alphas of 5.5 MeV. The permissible levels are given
for 222Rn in equilibrium with its daughters. The chief
hazard from this isotope is inhal of the gaseous element
and its solid daughters, which are collected on the nor-
mal dust of the air. This material is deposited in the
lungs and has been considered to be a major causative
agent in the high incidence of lung cancer found in
uranium miners. Radon and its daughters build up to
an equilibrium value in about a month from radium
compounds, while the build-up from uranium com-
pounds is negligible. Good ventilation of areas where
radium is handled or stored is recommended to prevent
accumulation of hazardous cone of Rn and its daugh-
ters.
RAISNOMYCIN
CAS RN: 1393040
N1OSH #: VE 4725000
Produced by Streptomyces Kentuckensis (ANTCAO
6,286,56)
TOXICITY DATA:
unk-rat LDLo-28 mgAg
= 28 mgAg
CODEN:
ANTICAO 6,286,56
85ERAY 1.267,78
unk-mus
THR: HIGH unk.
Disaster Hazard: When heated to decomp it emits acrid
smoke and fumes.
A-2
-------
URANIUM(III) HYDRIDE 2711
SVNS:
liM'NOH.CF.NVL ACKTA'lE
ACKTATE C-ll
10-HKNDECCN-l-VL ACETATE
CODEN:
FCTXAV 14,659,76
TOXICITY DATA: 2
skn-rijl 500 mg/24H MLD
Reported in EPA TSCA Inventory, 1980.'
THR: A skn irr.
Disaster hazard: When heated to decomp it emits acrid
:>moke and fumes.
UNDECYL ALCOHOL
CAS RN: 112425
mf: CnH^O; mw: 172.35
NIOSH #: YQ 3155000
Liquid; d: 0.822 @ 35°/4°; mp: 19°; bp: 131° @ 15
mm; sol in water, ale.
SYNS:
N-CNDECANOL
ALCOHOL C-ll
HLNDECANOIC ALCOHOL
TOXICITY DATA:
skn-rbt 10 mg/24H
skn-rbt 500 mg/24H MOD
ori-rat LD50-'3000 mgVkg
1-HENDECANOL
HENDECYL ALCOHOL
N-HENDECYLENIC ALCOHOL
CODEN:
JIHTAB 26,269,44
FCTXAV 16.637,78
JIHTAB 26,269.44
R.-ported in EPA TSCA Inventory, 1980.
7IIR: MOD orl. A skn irr.
Disaster hazard: When heated to decomp it emits acrid
smoke and fumes.
L'NOX POLYEPOXIDE S-71
TOXICITY DATA:
sfcu-rbt 500 mg open MLD
cye-rbl 50 mg MOD
orl-ral LD50:1870 mgAg
st:n-rbl LDSOOISO mgAg
NIOSH #: YQ 8575000
CODEN:
UCDS" 12/5/61
UCDS" 12/5/61
UCDS" 12/5/61
UCDS" 12/5/61
THR: MOD orl, skn. A skn, eye irr.
URANIUM
CAS RN: 7440611
af: U aw: 238.00
NIOSH #: YR 3490000
A heavy, silvery-white, malleable, ductile, softer-than-
steel metal, mp: 1132°, bp: 3818°, d: 18.95 (ca).
SYN: URANIUM METAL, PYROPHORIC (DOT)
TOXICITY DATA:
TLV: Air: 0.2 mg/m3 DTLVS* 4,423,80. Toxicology
Review: 16CZAC 36,197,73; 16CZAC 36,165,73;
AJMEAZ 38,409,65. DOT: Radioactive Material, La-
bel: Radioactive and Flammable Solid FEREAC
41,57018,76. Reported in EPA TSCA Inventory, 1980.
THR: A highly toxic element on an acute basis. The
permissible levels for soluble compounds are based on
chemical toxicity, while the permissible body level for
insol compounds is based on radiotoxicity. The high
chemical toxicity of U and its salts is largely shown
in kidney damage, and acute nccrotic arterial lesions.
The rapid passage of sol U compounds through the
body tends to allow relatively large amounts to be taken
in. The high toxicity effect of insol compounds is largely
due to lung irradiation by inhaled particles. This mate-
rial is transferred from the lungs of animals quite
slowly.
Fire hazard: Dangerous, in the form of a solid or dust
when exposed to heat or flame.
Explosion Hazard: It can react violently with air, Clj;
F2; HNO3; NO; Se; S; water; NH3; BrF3; trichloroethy-
lene, nitryl fluoride. During storage may form a pyro-
foric surface due to effects of air, moisture.
URANIUM AZIDE PENTACHLORIDE
mf: Cl5NjU; mw: 457.32
THR: No toxic data. See also uranium, azides, hydro-
chloric acid.
Explosion Hazard: An explosive.
Disaster Hazard: When heated to decomp it emits very
tox fumes of Cl~ and NO*.
URANIUM FLUORIDE (fissile)
Containing more than 0.7% U-235 (FEREAC 41,
15972.76)
CAS RN: 7783815 NIOSH #: YR 4720000
mf: F6U; mw: 352.00
SYN: URANIUM HEXAFLUORIDE, FISSILE (DOT)
TOXICITY DATA:
DOT: Radioactive Material, Label: Radioactive and Cor-
rosive FEREAC 41,57018,76.
THR: Radioactive; see also uranium. See also fluorides.
Disaster Hazard: When heated to decomp it emits tox
fumes of F~.
URANIUM FLUORIDE (low specific activity)
Containing 0.7% or less U-235 (FEREAC 41,15972,76)
CAS RN: 7783815 NIOSH #: YR 4722000
mf: F6U; mw: 352.00
SYN: URANIUM HEXAFLUORIDE, LOW SPECIFIC ACTIVITY (DOT)
TOXICITY DATA:
DOT: Radioactive Material, Label: Radioactive and Cor-
rosive FEREAC 41,57018,76
THR: Radioactivity. See also uranium and fluorides.
Disaster Hazard: When heated to decomp it emits tox
fumes of F".
URANIUM(III) HYDRIDE
mf: H3U; mw: 241.06
THR: No toxic data. See also hydrides, uranium.
Fire Hazard: Ignites in air.
A-3
-------
THORIUM CHLORIDE 2577
SYNS:
2,J-iJinvi>uo-2-THioxn-4(lH)-
!••> KI.MIDINONE
<•• H YUKON V-2-MEKCAP1 OP YKI-
MIDINI-:
2-Mi;itrAlrIO-4-HYDROXYPYRI-
MIUlNli
2-MUKCAITO-4-PVKIMIOINOI.
2-MCKCAIrrO-4-rYRIMIUONF.
2-MkHCAI'IUI'VKIMin-4-ONU
2-THIO- 1,3-P YRIMIDIN-4-ONE
THIOURACIL
6-THIOUKACIl.
TOXICITY DATA: 3
c:r!-ral TDLo: 1600 mgAg (1-16D
prc?)
orl-rai TDLo=10 gmAg/HW-C'ETA
orl-mus TDU>: 184 gmAg/73W-
C = NEO
orl-rat LD50MOOO mgAg
orl-rbt LDLo = 3700 mgAg
CODEN: '
ENDOAO 45.389,49
V
CANCAR 6,111,53
TSEUAA 113,493,63
JPETAB 90,260.47
12VXA5 8,1046.68
Carcinogenic Determination: Animal Positive IARC**
7,85,74.
Toxicology Review: ADVPA3 4,263,66. Reported in EPA
TSCA Inventory, 1980. EPA TSCA 8(a) Preliminary
Assessment Information Proposed Rule FERREAC
45.13646,80.
TliR: An exper CARC, ETA, NEO. MOD orl.
Disaster Hazard: When heated to decomp it emits very
tox fumes of NOZ and SOZ.
3-(THIOXANTHEN-9-YLMETHYL) PIPERIDINE
CAS RN: 73771843 NIOSH #: TN 4225500
mf: C,9H2,NS; mw: 295.47
SYN: N-DESMETHYL-METHfXEN (GERMAN)
TOXICITY DATA: 3-2 CODEN:
orl-mus LD50:740 mgAg ARZNAD 14{2),89,64
ivn-mus LD50'20 mgAg
ARZNAD 14<2),89.64
THR: HIGH ivn; MOD orl.
Disaster Hazard: When heated to decomp it emits very
tox fumes of NOj and SO*.
3-(TMIOXANTHEN-9-YLMETHYL) PIPERIDINE-
S-OXIDE
CAS RN: 73771854 NIOSH #: TN 4226500
mf: C19H21NOS; mw: 311.47
SYN: N-DESMETHYL-METHIXEN-SULFOXID (GERMAN)
TOXICITY DATA: 3 CODEN:
orl-mus LD50 = 370 mgAg ARZNAD I4(2),89,64
ivn-mus LD50^57 mgAfi ARZNAD 14{2),89,64
THR: HIGH orl, ivn.
Disaster Hazard: When heated to decomp it emits very
tox fumes of NOX and SOr.
7-THIOXO-6,8-DIAZASPIRO(3.5)NONANE-5,9-
DIONE
CAS RN: 878524 NIOSH #: HM 2949000
mf: C8H12N2Oa; mw: 184.22
SYNS:
3'-{HVr>ROXYMETHYL)CYCLO- SP)RO(CYCLOBUTANE-2-THIO-
PKNTANESPIRO-5' -HYDAN- BARBITURIC) ACID
TOIN
TOXICITY DATA:
orl-mus LD50=1500 mgAg
ipr-mus 1.D50-' 1250 mgAg
COD UN:
JMCMAll 8.239,65
I'CJOAU 10,460.76
THR: MOD orl, ipr.
Disaster Hazard: When heated to decomp it emits tox
fumes of NOr.
2-THIOZOLIDINETHIONE
CAS RN: 96537
SYNS:
2-MERCAPTOTHIAZOL1NE
NIOSH #: XO 2275000
2-THIOTHIAZOLI DONE
CODEN:
CURL" 21,24,56
TOXICITY DATA: 2
ipr-mus LDLo = 600 mgAg
Reported in EPA TSCA Inventory, 1980.
THR: MOD ipr.
Disaster Hazard: When heated to decomp it emits very
tox fumes of NO* and SOr.
THIURAM DISULFIDE
CAS RN: 504905
mf: C2H4N2S4; mw: 184.32
NIOSH #: JO 1600000
SYN: B1S(THIOCARBAMOYL)DISULFIDE
TOXICITY DATA: 3-2 CODEN:
ihl-rat LD50:?40 mgAg
ipr-mus LD5Q:250 mgAg
ihl-rat LD5Q:740 mgAg
unk-rat LD50'740 mgAg
EQSFAP 3,618.75
APTOA6 W29.52
EQSFAP 3,618,75
EQSFAP 3(suppl.),618,75
THR: HIGH ipr; MOD ihl. See also sulfides.
Disaster Hazard: When heated to decomp it emits very
tox fumes of NOX and SOX.
NIOSH #: XO 6400000
THORIUM
CAS RN: 7440291
af: Th; aw: 232.00
Silvery-white, air stable, soft, ductile metal, d: 11.72; mp:
1842° ± 30°. A radioactive material. :
SYN: THORIUM METAL, PY*OPHO*JC (DOT) -
TOXICITY DATA: CODEN:
DOT: Radioactive Material, Label: Radioactive and
Flammable Solid FEREAC 41,57018,76. Reported in
EPA TSCA Inventory, 1980. :
THR: On an acute basis it has caused dermatitis. How-
ever, taken internally, as ThOi, it has proven to be
CARC due to its radioactivity.
Fire Hazard: Mod, in the form of dust, when exposed
to heat or flame or by chemical reaction with oxidizers,
such as Cla, P, S, air; halogens, nitryl fluoride, Oj,
peroxyformic acid.
Disaster Hazard: A pyrophoric element.
THORIUM CHLORIDE
CAS RN: 10026081
mf: Cl4Th; mw: 373.80
NIOSH #: XO 6475000
A-4
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1952 MOLDCIDIN B
SYNS:
FLAVOMYCIN
MENOMYCIN
TOXICITY DATA: 3-2
scu-mus LD50:500 mg/kg
ivn-mus LD50:200 mgAg
THR: HIGH ivn; MOD scu.
MOLDCIDIN B
CAS RN: 11006307
MOENOMVCIN A
CODEN:
85ERAY 1,740,78
85ERAY 1,740,78
NIOSH #: QA 3710000
Produced by an actinomycete strain Streplomyces sp.
1068 (85ERAY 2,994,78)
SYN: PENTAMYCIN
TOXICITY DATA: 3-2 CODEN:
orl-mus LD50--1624 mgAg 85ERAY 2,994.78
ipr-mus LD50= 14 mg/kg 85ERAY 2.994,78
THR: HIGH ipr; MOD orl.
MOLECULAR SIEVE 13X with 14.6% Dl-n-
BUTYLAMINE
TOXICITY DATA: 2
eye-rbt 26 mg SEV
orl-rat LD5Q:2000 mgAg
ihl-pig LCLoM650 mg/m3/150M
NIOSH #: QA 3900000
CODEN:
UCDS" 6/14/60
UCDS" 6/14/60
UCDS" 6/14/60
THR: MOD orl, ihl. An eye irr. See also di-n-butyl-
amine.
MOLECULAR SIEVE 13X with 16.6% PIPERIDINE
NIOSH #: AQ 3950000
TOXICITY DATA:
eye-rbt 26 mg SEV
orl-rat LD5C):2800 mgAg
skn-rbt LD50:3800 mgAg
CODEN:
UCDS" 6/14/60
UCDS" 6/14/60
UCDS" 6/14/60
THR: HIGH orl, skn. An eye irr. See also piperidine.
MOLINDONE HYDROCHLORIDE
CAS RN: 15622658 NIOSH
mf: Ci6H24N,O2'ClH; mw: 312.88
t: NM 3325000
SYNS:
3-ETHYL-6.7-DIHYDRO-2-
METHYL-5-MORPHOLINO-
METHYLINDOLE-4(5H)-ONE
HYDROCHLORIDE
TOXICITY DATA:
orl-rat LD50:180 mg/kg
orl-mus LD50 = 670 mg/kg
ipr-mus LD50'243 mgAg
3-ETHYL-6.7-DIHYDRO-2-
METHYL-5-MORPHOUNO-
METHYLINDOL-4(5H)-ONE
DROCHLORIDE
3-2 CODEN:
TXAPA9 18.185.71
FEPKA7 26,738,67
27ZQAG -.134.72
THR: HIGH orl, ipr; MOD orl.
Disaster Hazard: When heated to decomp it emits very
' to.x fumes of NO, and HC1.
MOLLICELLIN C
TOXICITY DATA:
mmo-sat 20 up/plate
THR: MUT data.
MOLLICELLIN E
TOXICITY DATA:
mmo-sat 20 ug/plate
THR: MUT data.
MOLYBDATE ORANGE
CAS RN: 12656858
SYNS:
CHROME VERMILION
C.I. 77605
C.I. PIGMENT RED 104
CODEN:
AEMIDF 36,412.7£
NIOSH #: AQ 4250DOO
CODEN:
AEMIDF 36,412.78
NIOSH #: QA 4660000
MOLYBDATE RED
MOLYBDENUM RED
NCI-C54626
TOXICITY DATA:
Reported in EPA TSCA Inventory. 1980. EPA TSCA
8(a) Preliminary Assessment Information Proposed
Rule FERREAC 45,13646,80.
THR: No data. See also molybdenum and chromium.
NIOSH #: QA 4680000
MOLYBDENUM
CAS RN: 7439987
af: Mo; aw: 95.94
^
Cubic, silver-white metallic crystals or gray-black powder;
mp: 2622°; bp: approx 4825°; d: 10.2; vap press: 1 mm
@ 3102°.
TOXICITY DATA: 3
orl-rat TDLx>:6050 ug/fcg (35W pre)
orl-mus TDLo:44S mgAg (MGN)
ipr-rat LDLo-'l 14 rngAg
itr-rbt LDLo:70 mg/kg
CODEN:
G1SAAA 42(8).30,7
AEHLAU 23,102.71
28ZLA8 -.214.61
NTIS" PB249-458
NIOSH #: AQ 4215000
TLV: Air: 5 mg/m3 (soluble compound) DTLVS*
4,289,80. Air: 10 mg/m3 (insol. compound) DTLVS*
4,289.80. Toxicology Review: JAVMA4 164(3).277,74;
FOREAE 7,313,42; KOTTAM 1K11).1300,75.
"NIOSH Manual of Analytical Methods" VOL 5
173#. Reported in EPA TSCA Inventory, 1980.
THR: HIGH ipr, itr. See also molybodcnum com-
pounds.
Fire Hazard: MOD, in the form of dust; when exposed
to heat or flame, violent reaction with BrFj, CIF3, ¥•*,
and PbO2- See also powdered metals.
Explosive Hazard: Slight, in the form of dust, when ex-
posed to flame. See also powdered metals.
Incomp: Oxidants.
MOLYBDENUM AZIDE PENTACHLORIDE
mf: Cl5MoN3; mw: 315.22
THR: No tox data. See also azidcs, chlorides. It is y"
explosion hazard.
Disaster Hazard: When heated lo decomp it cinili vx'r-v
lox fumes of NOX and Cl~.
A-5
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APPENDIX B
DOCUMENTATION FOR CONTAMINANT TRANSPORT
MODEL AT123D
B-l
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ORNL-5602
Distribution Category UC-70
Contract No. W-7405-eng-26
AT123D: ANALYTICAL TRANSIENT ONE-, TWO-, AND THREE-DIMENSIONAL
SIMULATION OF WASTE TRANSPORT IN THE AQUIFER SYSTEM
G. T. Yen
ENVIRONMENTAL SCIENCES DIVISION
Publication No. 1439
NUCLEAR WASTE PROGRAMS
(Activity No. AR 0515150; ONL-WL09)
Date Published: March 1981
OAK RIDGE NATIONAL LABORATORY
Oak Ridge, Tennessee
operated by
UNION CARBIDE CORPORATION
for the
DEPARTMENT OF ENERGY
B-2
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ABSTRACT
YEH, G. T. 1981. AT123D: Analytical transient one-, two-,
and three-dimensional simulation of waste transport in an
aquifer system. ORNL-5602. Oak Ridge National Laboratory,
Oak Ridge, Tennessee. 88 pp.
A generalized analytical transient, one-, two-, and/or
three-dimensional (AT123D) computer code is developed for estimating
the transport of wastes in a groundwater aquifer system. It contains
450 options: 288 for the three-dimensional case, 72 for the
two-dimensional case in the x-y plane, 72 for the two-dimenional case
in the x-z plane, and 18 for the one-dimensional case in the
longitudinal direction. These are the combinations of three types of
wastes, eight sets of source configurations, three kinds of source
releases, and four variations of the aquifer dimensions. Three types
of the wastes are radioactive waste, chemicals, and heat. The eight
types of source configurations are a point source, a line source
parallel to the x-axis, a line source parallel to the y-axis, a line
source parallel to the z-axis, an area source perpendicular to the
x-axis, an area source perpendicular to the y-axis, an area source
perpendicular to the z-axis, and a volume source. Three kinds of
source releases are instantaneous, continuous, and finite duration
releases. Four variations of the aquifer dimensions are finite depth
and finite width, finite depth and infinite width, infinite depth and
finite width, and infinite depth and infinite width. The mechanisms of
transport included in the analysis are advection, hydrodynamic
dispersion, adsorption, decay/degeneration, and waste losses to the
B-3
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atmosphere. Boundary conditions included Dirichlet, Neumann, mixed
type, and/or radiation boundaries. Fifty sample cases are provided to
illustrate the application of AT123D to various situations.
B-4
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TABLE OF CONTENTS
ABSTRACT r ill
LIST OF TABLES vi.i
LIST OF FIGURES vii
I. INTRODUCTION 1
II. MATHEMATICAL STATEMENTS 4
III. ANALYTICAL SIMULATION 9
IV. PARAMETER SPECIFICATIONS V . 17
V. SAMPLE PROBLEM 20
VI. NOTATION 25
VII. REFERENCES 29
APPENDIX A. DATA INPUT GUIDE 33
APPENDIX B. INPUT AND OUTPUT OF SAMPLE CASES 39
APPENDIX C. LISTING OF FORTRAN SOURCE PROGRAMS 61
B-5
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LIST OF TABLES
Table
1 Typical values of effective porosity, hydraulic
conductivity, dispersivity, and bulk density 19
2 List of sample problems 21
LIST OF FIGURES
Figure Page
1 Spatial boundary of the region of interest 7
2 Schemati zation of source dimensions and the medium .... 23
B-6
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I. INTRODUCTION
Since the early seventies there has been an accelerating interest
in the area of groundwater pollution. In recent years, several
vigorous environmental monitoring programs have resulted in the
identification of hundreds of sites throughout the country where
groundwater resources have been polluted by hazardous wastes or are in
imminent danger of contamination. A particularly tragic example is the
Love Canal case near Niagara Falls, New York, where a variety of
discarded hazardous chemicals entered the basements of nearby homes
after traveling through the ambient groundwater (ABC News Close Up:
The Killing Ground, March 29, 1979). Many Federal EPA-sponsored
studies of hazardous waste disposal sites throughout the United States
have shown that potentially dangerous situations are not rare, as
thousands of similar sites in the United States are simply waiting for
public discovery (ABC News Close Up: The Killing Ground, March 29,
1979).
Increasing public concerns of the above problems and the legal
provisions of the Resource Conservation and Recovery Act of 1976, the
1974 Safe Drinking Water Act, and the 1972 amendments to the Federal
Pollution Control Act have compelled industry, the public sector, and
private business to carefully formulate waste management plans and
evaluate disposal sites for hazardous wastes. Adequate but less
time-consuming techniques are therefore needed to provide good initial
estimates of the dispersion, advection, and adsorption characteristics
of a specific disposal site because waste management planning is
becoming less conceptual and more quantitative as the volume of wastes
B-7
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ORNL-5602
increases and concern is expressed of their environmental compatability.
Complete analysis of a given site requires extensive investigation,
including boring, pumping tests, physical model simulations, and
sophisticated numerical models, which are considered too expensive and
impractical during the preliminary disposal site-selection stage. More
often than not, an adequate analytical model is highly desirable and
useful not only for screening alternative waste disposal sites but also
for detailed planning and design of field measurements and monitoring
programs. It must be emphasized that a considerable amount of time and
expense would undoubtedly be saved by utilizing analytical predictive
models in planning field surveys and establishing monitoring programs.
Numerous analytical models for predicting the transport and
migration of hazardous wastes in the subsurface media are available
(Lapidus and Amundson 1952, Davidson et al. 1968, Lindstrom and Boersma
1971, Lai and Jurinak 1972, Warrick et al. 1972, Cleary et al. 1973,
Lindstrom and Stone 1974, Marino 1974, Kuo 1976, Yeh and Tsai 1976, Van
Genuchten and Wierenga 1976, Selim and Mansell 1976, Wang et al.
1977). Each of these deal with a particular problem. All of them
involve more or less simplification in order to render possible
analytical simulation of the governing equation. For example the
simplification in the early analytical solution often involve the
assumption of the infinite extent of the media. Recently, progress has
been made to relax this assumption by allowing both the depth and width
of the aquifer to be finite.
This report presents a generalized analytical transient, one-,
two-, and/or three-dimensional model (AT123D) with the computer code to
B-8
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ORNL-5602
compute the spatio-temporal distribution of wastes in the aquifer
system. In the search for closed-form solution, the application of
Green's function is utilized to optimum advantage. There are
practically no limitations on the configuration and situation of source
releases and types of boundary conditions. This results from the
versatility of using Green's functions. The code in fact contains 450
options: 288 for the three-dimensional case, 72 for each of the
two-dimensional cases in the x-y and x-z planes, respectively, and 18
for the one-dimensional case in the longitudinal direction. The
attached computer program provides the engineering community a ready
tool for the preliminary assessment of waste disposal sites.
B-9
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ORNL-5602
II. MATHEMATICAL STATEMENTS
As pollutants arc released into groundwater, several factors
contribute to their migration and transport. First of all, the solutes
in the porous media will move with the mean velocity of the solvent.
This mechanism is termed advection. If this were the only mechanism
governing the transport of solutes, it would behave as an aggregated
solid particle traveling through the media without any lengthing or
spreading. In reality, the body of solute will spread because the
solution does not move uniformly in the porous media, though it does in
the average sense. The flow parcel travels slower near the walls of
the pore than in the center; it flows faster in larger pores than in
small pores; it does not travel in a particular direction but meanders
randomly. This mechanism of migration is called hydraulic dispers.ion.
Another process causing the growth in size of the solute patches is
molecular diffusion. This is caused by the random Brownian motion of
molecules in the solution and occurs whether the solution in the porous
media is stationary or has average motion. This diffusion process is
normally small compared to the hydraulic dispersion and its effects are
usually combined in the term of dispersion.
In addition to advection, hydraulic dispersicn and molecular
diffusion, the transport and concentration of the solute(s) are
affected by reversible ion exchange with the soil grains; the chemical
degeneration with other constituents; fluid compression and expansion;
and, in the case of radioactive wastes, by the radioactive decay.
Neglecting fluid compression and, expansion, the equations governing
B-10
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ORNl-5602
the distribution of contaminant is (Robertson 1974, Duguid and Reeves
1976, Yen and Ward 1981 ):
a br c d e f
C / «= N
*— = V-KD VCJ- V-Cq + M - K/he C - XngC
3(PC
x
where 9
q* = Darcy velocity vector (LT~ )
= 21
D = hydraulic dispersion coefficient tensor (L T )
C = dissolved concentration of the solute (ML" )
C = absorbed concentration in the solid (MM~ )
Ph = bulk density of the media (ML )
3 1
M = rate of release of source (ML T )
n = effective porosity (L°)
X = radioactive decay constant (T" )
K = degradation rate (T" )
Term a in Eq. (1) is the time rate of change of waste solute mass per
unit volume of the aquifer water; term b, the combined effect of
hydraulic dispersion and molecular diffusion; term c, the effects of
advective transport; term d, the contribution of waste source ; term e,
the effects of first order chemical and biological degradation; term f,
the effects of radioactive decay; and term g, the effects of reversible
ion exchange or sorption.
The initial condition of Eq. (1) is assumed to be known:
C = Ci (x.y.r.O) at t = 0 in R , (2)
B-ll
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ORNL-5602
where C- is a given function of spatial coordinates, x, y, and z; R is
a region bounded by the curve, S(x,y,z) = 0, as shown in Fig. 1. This
C- may also be obtained by simulating the steady state version of Eq.
(1) with steady boundary conditions and groundwater flow field. Three
types of boundary conditions may be specified depending on the physical
constraints. The first type is the Dirichlet boundary condition,
according to which the concentration is prescribed: .
C = G! (x,y,z,t) on Si , (3)
where S-, is a portion of S and C, is a given function of time and
the location on S,. The second type is the Neumann boundary
condition, according to which the normal gradient of the concentration
is prescribed:
- neD 'VOn = q2.(x,y,z,t) on $2 , (4)
a
where n is the unit vector normal to the S2 portion of the surface S,
q2(x,y,z,t) is the given function of time t, and space (x,y,z) on S^.
A third type or mixed type (Cauchy) boundary condition, which is
applied to the flow-through boundaries with flows into the region, can
be written as
- (neD • VC - qC) n = qs(x,y,z,t) on S3 , (5)
where q3 is a given function of time and the point (x,y,z), on the
$3 portion of S. If the pollutant to be modelled is heat, another
type of boundary condition, referred to as radiation condition, may be
specified as
B-12
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ORNL-5602
ORNL-DWG 80-11211 ESD
Fig. 1. Spatial boundary of the region of interest.
B-13
-------
ORM -
neD • VOn + neKgC = 0 on $4 , (6)
where K is the modified heat exchange coefficient (Yeh 1930), and
S. is the air-soil interface. The boundaries, S,, S0, S-,, and
4 L C -i
S,, constitute the whole boundary S(x,y,z) = 0 as shown in Fig. 1.
B-14
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ORNL-5602
III. ANALYTICAL SIMULATION
The solution of Eq. (1) for a complex groundwater system is
extremely difficult. It is the general practice to simplify Eq. (1)
before it is adopted. Depending on the physical problems, various
simplifications can be made.
Several two-dimensional groundwater mass transport models have
been developed (Bredhoft and Pinder 1973, Robertson 1974, Duguid and
Reeves 1976, Yen and Ward 1981, Yen and Strand 1981; for predicting the
movement of containment in a non-homogeneous aquifer system. The
groundwater characteristics such as seepage velocity, porosity,
permeability, dispersivities, etc., are in general not uniform in
space. Numerical simulations of groundwater dynamics and mass
transport are therefore necessary. However, for the "first pass"
estimates and the.design of a monitoring system, transport phenomena on
the local scale would be sufficient. Under such circumstances, the
assumptions of fairly uniform groundwater characteristics are
justifiable. A further assumption is made that the sorption is in a
state of instantaneous linear isothermal equilibrium. In other words,
it is assumed that the adsorption of the constituent by the solid soil
matrix is to occur at a rapid rate such that the dissolved material is
in equilibrium with the material absorbed by the solids under
isothermal conditions. With these simplifications, Eq. (1) is then
reduced to (Robertson 1974):
B-15
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ORNL-5602
where
R . = Retardation Factor = 1 + P. K./n
d ode
K = Retarded Dispersiorn Tensor = D/R .
U = Retarded Seepage Velocity - (q/ne)/Rd
K. = Distribution coefficient
The solution of Eq. 7, subject to initial and boundary conditions
of Eqs. (2) through (5), is
t '
C(x,y,z,t) = / / -Aj- G dRn di + / (G C.) dR n
o R Vd ° R 1 T = 0 °
t t G QO
K-VG-n C, dS di - /
o S: o S2 ed
t G q,
/ / -y dS dT (8)
o S neRd °
if G(x,y,z,t; £,n,C,f) satisfies the following conditions:
lim G = 6(x-0o (y-n)6 (z-r) (9a)
t -^ T
G = 0 for t < T (9b)
G = 0 on Si (10)
(ngD-VoG +qG)-fi = 0 on $2 (11)
ne"!)'VjjG.it = 0 on $3 (12)
-D*VG-n + KgG = D on $4 (13)
B-16
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ORNL-5602
and
for
where 6 is the Dirac Delta function. The subscript, "o", in Eqs. (8)
through (14) refers to the operation with respect to £, n, C rather
than x, y, z. Eq. (8) expresses the spatio-temporal distribution of
the contaminant in terms of the source/sink, M, the initial condition,
C,, the boundary conditions, C,, q-, and q^, and Green's
function, G. If G is known, the problem is solved. Thus, we have
effectively reduced the initial-boundary value problem of Eqs. (2)
through (6) to a homogeneous problem of Eqs. (9a) through (14).
It can be shown that for simple geometry such as separable
coordinate system, Green's function, G, can be expressed as:
G(x,y,z,t;r,n,;,T) = Gi(x,t;£,t) G2(y,t;n,T) G3(z,t;C,t) (15)
The derivation of G,, 62, and G3 can be found elsewhere (Yeh and
Tsai 1976). If we further assume that no waste can flow across the
impervious boundaries and the flows through open boundaries are located
at infinity, then we obtain C, = 0, q^ - 0, and q3 = 0. Under
this circumstance, Eq. (8) is reduced to:
for continuous source or finite duration release and t < T
t *
C(x,y,z,t) = / ~~ F1jk(xty,2.t;T) di (16a)
o e d
for finite duration source and t > T
T
/ fpj- Fi4lf(x,y,2.t;T) dt (I6b)
o e d
B-17
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ORNL-5602
for instantaneous source
(16c)
where F..^ is the integral of Green's function, G, over the source
space; M is the instantaneous release of total mass; and T is the
duration of waste release. F... is given by:
• J K
Fijk • XiYjZk ,
(17)
where i = 1 or 2, j = 1,2,3, or 4, and k = 1,2,3, or 4. Functions
X., Y., and Z. are given by Eqs. (18) through (27) for three-
l J K
dimensional cases as follows:
for point source in the x-direction:
X, =
T^
1 «p
Kxx(t-T)
((X-XJ - U(t-T)i2 •'
1 5 j if\
4K (t-i) W.
V V • fl
AA U
i
i
(18)
for line source in the x-direction:
x-L, - U(t-T) X-L9 - U(t-t)
erf(-7===.) - erf( ^-—«==,
(t-r) 4K (t-r)
X. XX
exp
f-
(19)
for finite width and point source in the y-direction:
Y - I + | E cos
1 B B i=1
- exp
[- 'r'2 ^(-']
for finite width and line source in the y-direction:
i*B0
cos
'
- sin(-
exp
(21)
B-18
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ORNL-5602
for infinite width and point source in the y-direction:
„ - 1
exp
(y-ys)
for infinite width and line source in the y-direction:
y-B1
- erf
y-B,
for finite depth and point source in the z-direction:
(22)
(23)
(24)
for finite depth and line source in the z-direction:
Z2 =
[cos(^H2) - cosjK.H^]) • exp [- <* KH(t-T)] (25)
for infinite depth and point source in the z-direction:
e
;—
kzz
erfc
r
exp
exp
zz
(26)
B-19
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ORNL-5602
for infinite depth and line source in the z-direction:
M
T erf
z+K,
• ..-[-^-i
L/4K2z(t-7)J
2"H
ZZ
2Z
exp
zz
z+H,
(t-t)
erfc
2Z
']
(27)
- exp
erfc
_
L/4K (t-T)
2Z
__
ZZ
erf
r z^ '
I /IK U-T)
^ Li- -"
- erf
where B and H are the width and depth of the aquifer; L,, B,, H.
and L2, Bp, H^ are the beginning x, y, z and the ending x, y, 2
coordinates of the source; x , y , and z are the x, y, and z
coordinates of the point source. In Eqs. (24) and (25), ^.(2)
denotes the function:
= a.
kzz 1
(28)
B-20
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ORNL-5602
where
-------
ORNL-5602
erf
(y-Bj)-2nB
/4KyyU-T)^
- erf
'.y-B2)-2nB~
/4Kyy(t-r)^
er
erf
y-Bj-2(n-l)B
/4Kyy(t-7)
y+B2-2(n+l)B
- err
y-B2-2(n-l)B
- erf
y*Bj-2(n+l)B
(32)
erf
y+B2-2nB
/4Kyy(t-7)
- erf
i
y+Bj-2nB
/4Kyy(t-t)
It is seen that 32 equations may be obtained for the spatial
integral of Green's function, F. .. . These are F,^, F^' ...
and Fp... Substitution of each of those 32 equations into Eqs. (16a),
(16b), and (16c) would yield 96 equations. Since each equation is
applicable to any of three wastes, there would be 288 options when all
three spatial dimensions are considered. Careful adoption of source
distribution and media size would yield 72 two-dimensional options each
in the x-y plane and x-z plane, respectively, and 18 options for the
one-dimensional along the longitudinal direction. AT123D computer code
is developed to perform the integration of Eqs. (16a), (16b) and 06c).
B-22
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ORNL-5602
VII. REFERENCES
Bear, 0. 1972. Dynamics of fluids in porous media. American Elsevier,
New York. 764 pp.
Bredehoeft, 0. D., and G. F. Pinder. 1973. Mass transport in flowing
groundwater. Water Resour. Res. 9:194-210.
Cleary. R. W., T. J. McAvary, and W. L. Short. 1973. Unsteady state
three-dimensional model of thermal pollution in rivers.
Water-1972. Amer. Inst. Chem. Eng. S'ymp. Series 129, Vol.
69:422-431.
Davidson, J. M., C. E. Rick, and P. W. Santelmann. 1968. Influence of
water flux and porous material on the movement of selected
herbicides. Soil. Sci. Soc. Am. Proc. 32:629-633.
Duguid, J. 0., and M. Reeves. 1976. Material transport through porous
media: A finite element Galerkin model. ORNL-4928. Oak Ridge
National Laboratory, Oak Ridge, Tennessee.
Eagleson, P. S. 1970. Dynamic Hydrology. McGraw-Hill Book Company,
New York. 462 pp.
Kuo, E. Y. T. 1976. Analytical solution for 3-0 diffusion model. J.
Environ. Eng. Div. ASCE 102:805-820.
Lai, S. H., and J. 0. Ourinak. 1972. The transport of cations 1n soil
columns at different pore velocity's. Soil Sci. Soc. Am. Proc.
36:730-733.
Lapidus, L., and N. R. Amundson. 1952. Mathematics of adsorption In
beds, VI. The effect of longitudinal diffusion in 1on exchange
and chromatographic columns. J. Phys. Chem. 56:984-988.
B-23
-------
ORNL-5602
Lindstrom, F. T., and 1. Boersma. 1971. A theory on the mass transport
of previously distributed chemicals in a water saturated
sorbing-porous medium. Soil Sci. 111:192-199.
r
Lindstrom, F. T., and W. M. Stone. 1974. On the start up or initial
phase of linar mass transport of chemicals in a water saturated
sorbing porous medium. I. SIAM J. Appl. Math. 26:578-591.
Marino, A. M. 1974. Distribution of contaminants in porous media flow.
Water Resour. Res. 10:1013-1018.
Robertson, J. B. 1974. Digital modeling of radioactive and chemical
waste transport in the Snake River plain aquifer at the National
Reactor Testing Station, Idaho, U.S.G.S. Open-file Report
IDO-22054.
Selim, H. M., and R. S. Mansell. 1976. Analytical solution of the
equation for transport of reactive solutes through soil. Water
Resour. Res. 12:528-532.
Van Genuchten, M. Th., and P. 0. Wiesenga. 1976. Mass transfer studies
in sorbing porous media. I. Analytical solutions. Soil Sci.
Amer. J. 40:473-480.
Wang, S. T., A. F. McMillan, and B. H. Chen. 1977. Analytical model of
dispersion in tidal fjords. J. Hydraulic Div., ASCE 103:737-751.
Warrick, A. W., 0. W. Biggar, and D. R. Nielsen. 1971. Simultaneous
solute and water transfer for an unsaturated soil. Water Resour.
Res. 7:1216-1225.
B-24
-------
OR Nt-56 02
Yeh, G. T., and Y. J. Tsai. 1976. Analytical transient three-
dimensional modeling of effluent discharges. Water Resour. Res.
12:533-540.
Yeh, G. T. 1980. Transport and dispersion of pollutants in surface
impoundments: A Finite Difference Model. ORNL-5521. Oak Ridge
National Laboratory, Oak Ridge, Tennessee.
Yeh, G. T. and R. H. Strand. FECWASTT: User's manual of a
finite-element computer code for simulating waste transport
through saUirated-unsaturated porous media. ORNL/TM-7316. Oak
Ridge National Laboratory, Oak Ridge, Tennessee (in press).
Yeh, G. T., and D. S. Ward. 1981. FEMWASTE: A finite-element model
of waste transport through saturated-unsaturated porous media.
ORNL-5601. Oak Ridge National Laboratory, Oak Ridge, Tennessee.
B-25
-------
APPENDIX C
OUTPUTS FROM SIMULATION USING AT123D
C-l
-------
Table C-l. Results of 25-year simulation using AT123D.
C-2
-------
FACILITY E - MEM. TRANSPORT PROBLEM FOR MOLYBDEW!
282512000383 10 10120 101
D 1 1 D D 0 0 1
3Q.Q)Q.Q)Q.O,12Cfl.Q,-15QO.D,150Q.Q,O.Q)3D.Q
Q.3,62.4,O.OOZ3,30.0,3.0,3.Q,D.D,0.0
0.001487,0.0.2600.0,1000.0.0.0001, 125.0.5000000.0,0.27
10D. 0.200. 0,300.0.400. 0.500. D.itm.D.TDO.D.eOQ.D
TOO. 0,1000.0, 1100.0,1200.0,1300. 0,1400.0, 1^.0,1600.0
1800. 0,2000. 0,2200. 0,24QQ.0.2iOO. 0,2800. 0,3000. 0,3200.0
3300. 0,3400.0, 3500. 0,3yi.O
, -200.0,0. 0,200. 0,400. 0,600.0
450.0,7QO.O,750.D>m.o-B5n D.innn n,i7nn.n,ieoo.o
2400.0
0.0
0.0
0
BOTTCK
C-3
-------
CCNSNTRAT1CN CF OB11CAS AT THE VALUE = 0.90DDE 04
Z = 0.00
Y
=2400
=1800
=1200
=1000
-050.
-800.
-750.
-TOO.
-6Efl.
-600.
-400.
-ZOO.
0.
200.
400.
600.
650.
700.
750.
600.
850.
1000.
1200.
1800.
2400.
=2400
=1800
=1200
=1000
-850.
-800.
-750.
-700.
-650.
-600.
-400.
-200.
0.
200.
400.
600.
650.
700.
750.
800.
850.
1000.
1200.
1800.
2400.
0
=2400
=1800
=1200
=1000
-850.
-800.
100.
0.7544E-27
0.7192E-13
0.1900E-05
0.1900E-05
0.190HB
0.19QOE-05
0.1900HB
0.1900E-45
0.1900E-05
0.1900E-05
0.1900E-05
0.1900E-Q5
D.1900E-05
0.1900E-05
0.1900HB
0.19DOE-05
0.190QE-05
0.1900E-Q5
D.190GE-05
0.1900E-05
D.1900E-05
0.190QE-05
0.1900E-«
0.7192E-13
0.7544E-27
1100.
D.73Z3E-21
0.1Q97E-OB
0.1932E-04
0.1932E-04
0.193ZE-04
Q.1932E-04
0.1932E-04
0.193ZE-04
Q.1932E-fl4
0.193ZE-04
0.193ZHJ4
0.193ZE-04
0.193ZE-04
0.1932E-04
0.1932E-04
0.1932E-04
0.193Z-04
0.1932E-04
0.1932E-04
0.1932E-04
0.1932E-04
0.193ZE-04
D.193ZE-04
0.1097E-OB
0.7323E-Z1
2600.
O.MZ9E-15
0.9114E-07
0.2QB1E-04
0.2090E-04
0.2090E-04
0.2090E-04
ZOO.
0.3923E-26
0.3Z78E-12
0.36ME-05
0.3664E-05
0.3664E-05
0.3664E-05
0.3664E-05
0.3664E-05
0.3664E-05
0.3664E-05
0.3664E-05
0.3664E-05
0.3664E-05
0.3664E-05
0.3664E-05
0.3664E-05
0.36ME-05
0.3664E-05
D.3664E-Q5
0.3664E-05
0.3664E-05
0.3664E-05
0.3664E-05
0.3Z78E-12
0.3923E-26
1200.
0.21B3E-20
0.1811-08
0.2069E-04
0.2Q69E-04
0.2069E-04
Q.2069E-04
0.2069E-04
0.2069E-Q4
0.2069t-04
0.2069E-04
D.2069E-04
0.206
-------
-750.
-TOO.
-450.
-403.
-400.
-200.
0.
200.
400.
600.
650.
700.
750.
800.
SEO.
1000.
1200.
1800.
2400.
BOTTOM
0.209QE-04
0.2090E-04
0.2D9QE-04
0.2090E-04
0.2D90E-04
0.2091-04
Q.2D90E-04
0.2090E-04
0.2090E-04
0.209QE-04
D.2D9DE-04
Q.2D90E-04
D.2D90E-04
0.2D9QE-04
0.2D90E-04
0.2D90E-04
0.2061E-04
D-flUd-fl?
0.1429E-15
0.2D90E-04
0.2090E-04
0.2D9DE-04
Q.207QE-04
0.2D90E-04
0.2D90E-04
0.2090E-04
0.207QE-04
0.2090E-04
0.2D90E-04
0.2D90E-04
0.2070E-04
0.2090E-04
0.2D70E-04
0.209H]4
0.2091-04
O.ZD7E-04
0 122faE-Q6
D.4075E-15
0.20B9E-04
0.2D99E-04
0.20BFE-04
0.20B9E-04
0.2069E-t)4
0.20B9E-04
0.20B9E-04
0.2089E-04
0.20B9E-04
0.20B9E-04
0.2DB9E-04
0.20B9E-04
0.2DB?E-{J4
0.20B7E-04
0.20B9E4J4
O.Z08E-04
0.2073E-04
0.156TE-Gi
0.1D34E-14
0.20B5E-04
0.2085E-04
0.20S5E-04
0.2095E-04
0.20B5E-04
0.2085E-04
0.20B5E-m
0.20B5E-04
0.20B6E-04
0.20B5E-04
0.20B5E-04
Q.20B5E-04
D.20EE-04
0.20B5E-04
0.20B5E-04
0.20B5E-04
0.2065E-04
0.1987E-06
O.Z334E-14
0.2081E-04
Q.20B1E-04
0.20B1E-04
0.2081E-04
0.2061E-04
0.2081E-04
0.20B1E-04
0.20B1E-04
0.20B1E-04
0.20B1E-04
0.20B1E-04
0.2081E-04
0.2DB1E-B4
0.20B1E-04
0.20B1E-04
0.2081E-04
0.2D59E-04
0.21%£H16
0.3366E-14
0.2075E-04
0.2075E-04
0.2075E-04
Q.2075E-04
0.20H-04
0.2075E-04
0.2075E-04
0.2075E-04
0.2075E-04
0.2075E-04
0.2D75E-04
0.2075E-04
0.2D75E-04
0.2075E-04
0.2075E-04
0.2D75E-04
0.2051E-04
0.24M-0<>
0.4715E-14
0.2D&-D4
0.2IM-04
D.20fctf-04
0.20^-Oi
0.2066E-04
0.20&-04
0.2066E-04
0.2066E-04
0.2D^E-04
0.206E-04
0.20UE-04
0.20&6E-04
Q.ZW-M
0.2066E-04
0.206&E-04
0.2Q65E-04
0.2IMH34
0.2il6£-0i
0.64Z5E-14
0.2D52E-04
0.205ZE-04
0.205ZE-04
0.2052E-04
0.205ZE-04
0.2052E-04
D.2052E-Q4
Q.2D52E-04
0.2D52E-04
Q.2052E-04
0.2D52E-04
0.2052E-04
D.2D52E-04
Q.2052E-04
0.205ZE-04
0.2052E-04
0.2D24E-04
0.2B1E-06
D.B51E-U
C-5
-------
Table C-2. Results of steady-state simulation using AT123D.
C-6
-------
FACILITY E - AREA. TRANSPORT PROBLEM FOR MOlYBOEmSTEADY STATE
28 25 1 2000 3 203 10 1 0 1 2 0 1 D
0 1 1 0 D 0 0 1 T-
3D.OiO.Oi0.ail2DD.O»-lSaD.Oil5QO.Oia.Oi3D.D
0.3>62.4,0.0023,30.0,3.0,3.Q>0.0>0.0
0.001487)0.0,2600.0.1000.0.0.0001)365.0,5000000.0,0.27
100.Oi200.0)300.0)400.0)500.0>600.0,700.0)600.0
TOO.0,1000.0,1100.0,1200.0,1300.0,1400.0,lEOO.O,liffl.O
1600.0)2000.0)2200.0,2400.0)2600.0)2600.0)3000.0)3200.0
33QQ.o,mo.350Q.o>mo
-2400.0,-1600.0)-1200.D)-1000.0)-6SO.O,-flOO.O,-750.0)-700.D
-650.0)-60Q.O)-401.0>-200.Q)Q.O,2QO.O,4m.Q.60a.O
650.0,7[D.O>750.Q,800,0,B50.0,1DOO.O,1200.U,1600.0
2400.0
D.O
O.D
D
BOTTOM
C-7
-------
OF QB11WJS AT Tltt WOE = D.189E05
Z= 0.00
=2400
=1800
=1200
=1000
•flffl.
-600.
-750.
-700.
-650.
-600.
100.
0.7223E-27
0.7188E-13
0.1071E-05
0.1071E-05
D.1071HB
0.1071E-05
0.1D71E-05
0.1071E-Q5
-200.
0.
200.
400.
600.
650.
700.
750.
800.
850.
1000.
1200.
1800.
2400.
=2400
=1800
=1200
=1000
-ED.
-600.
-750.
-TOO.
-650.
-400.
-400.
-200.
0.
200.
400.
600.
650.
TOO.
750.
800.
850.
1000.
1200.
1800.
2400.
Y
0.1071E-05
Q.1071E-05
0.1071E-05
0.1071E-05
0.1071E-05
0.1071E-05
0.1071E-05
0.1071E-05
0.1071E-05
0.1071E-05
0.1071E-05
0.1071E-05
0.1071E-05
D.1071E-05
0.7188E-13
0.7223E-27
200.
0.377E-26
0.3Z77E-12
0.2892E-Q5
0.2872E-05
0.2B92E-05
0.2892E-Q5
0.2B92E-05
0.2892E-05
D.2B92E-05
Q.2B92E-Q5
0.2B92E-05
Q.2872E-05
Q.2892E-05
0.2892E-05
0.2B92E-05
Q.289ZE-05
0.2B92E-Q5
0.2892E-05
O.ZES2E-05
0.2B92E-Q5
D.2B92J-05
Q.2892E-05
0.2872E-05
0.3277E-12
1100.
0.7290E-21
O.UR6E-08
0.1665E-04
0.1665E-04
0.1665E-04
Q.186SE-04
0.1B65E-Q4
0.1865E-04
0.1665E-04
0.1865E-04
Q.1B65E-04
0.1865E-04
D.1865E-4J4
0.1865E-04
0.186S-04
0.1865E-04
0.1665E-04
0.1865E-04
0.1B65E-04
0.186SE-04
0.1B65E-fl4
0.186SE-04
0.1865E-04
0.1096E-OB
0.7290E-21
2600.
12DD.
0.21B1E-20
0.1810E-06
0.2021E-04
0.2021E-04
0.2021E-04
0.2021E-04
0.2D21E-fl4
0.2021E-04
0.2DZ1E-04
0.2021E-04
0.2021E-04
0.2DZ1E-04
0.2021E-04
0.2021E-04
0.2D21E-G4
0.2D21E-04
0.2021E-04
0.2021E-04
0.2021E-04
0.2021E-04
0.2021E-m
0.2021E-04
0.2021E-04
0.1810E-08
0.21B1E-20
2800.
300.
0.1B44E-25
0.12B1E-11
0.4851-05
0.4851-05
0.4853E-05
0.4853E-05
0.4S53E-05
0.485HE
0.4851-05
0.4851-05
0.4B53E-05
0.48SE-05
0.4B53E-05
Q.4853E-05
0.4853E-05
0.4853E-05
0.4B53E-{E
0.4853E-05
0.4853£-{E
0.4853E-05
0.4853E-B5
0.4853E-05
0.4853E-Q5
0.1281R1
0.1B4/.L-25
1300.
D.6Z34E-2D
0 2B52E-Q8
0.210BE-04
0.210E-04
0.210GE-04
0.210BE-04
0.210E-04
0.2108E-04
0.210BE-04
0.210BE-04
D.210BE-D4
0.210EE-04
0.210E-04
0.21CBE-04
0.210E-04
0.210BE-04
0.210E-04
0.21QE-04
0.21CHE-04
0.210E-04
0.210E-04
Q.2108E-04
0.2B52E-08
0.6234E-2D
3000.
400.
0.8375E-25
0:4331-11
0.6516EKB
0.6516E-C5
0.6516E-05
0.6516E-05
D.6516E-05
0.6516E-05
Q.6516E-G5
Q.6516E-05
D.6514E-C
Q.6516E-03
0.65UE-05
0.6516E-05
0.6516E-05
0.6516E-05
0.651E-05
0.6516E-05
0.651E-05
0.6516E-05
0.6516E-B5
0.4333E-11
O.B375E-25
X
500.
0.35BSE-24
0.1283E-10
O.B184E-05
0.8184E-05
Q.B1B4E-05
0.8184E-05
Q.B1B&EHE
0.81B4E-Q5
O.B1B4E-05
O.B184E-05
O.B1B4E-C5
O.B1B4E-05
D.61B4E-05
O.B1B4E-05
0.81B4E-05
O.BlBiE-05
0.81B4E-Q5
O.B1B4E-05
0.8164E4B
O.B1B4E-05
O.B1B4E-05
0.8184E-05
O.B1B4E-05
0.12B3E-1Q
0.358E-24
1400.
0.1TDSE-19
0.4314E-OB
0.210DE-04
0.2100E-04
0.2100E-{)4
Q.2100E-04
Q.2100E-04
0.2100E-04
0.2100E-04
0.210HJ4
0.2100E-04
0.2100E-04
.
0.2100E-04
0.2100E-04
0.2100E-04
0.2100E-iJ4
0.2100E-04
0.210DE-fl4
0.210DE-04
0.2100E-04
Q.2100E-04
0.2100E-04
Q.4314E-QB
0.1705-19
CCNTIUE
X
1500.
0.4466E-19
0.6300E-QB
0.2076E-04
0.2078E-04
0.207E-04
0.207EE-04
D.207E-04
0.2D78E-04
0.2078E-Q4
0.207E-04
0.207BE-04
0.2D7BE-04
0.2071-04
0.2078E-C4
0.2071-04
Q.2078E-04
D.207BE-04
0.207BE-04
O.Z07BHJ4
0.207BE-04
0.2071-04
0.207BE-04
0.2078E-04
Q.6300E-OB
0.4466E-19
3200.
X
3300
600.
0.1455E-23
0.337ZE-1Q
0.9941E-05
0.9941E-05
0.9941E-05
O.W1E-05
O.W1E-05
0.9941E-05
O.W1E-05
O.miE-05
O.W1E-05
0.9941E-05
O.miE-05
0.9941E-05
0.9%1E-05
O.W1E-05
O.miE-05
O.W1E-05
D.miE-05
0.9W1E-05
D.TO1E-05
0.??41E-05
O.miE-iB
0.337Z-10
0.1455E-23
1600.
0.1123E-1B
0.8917E-OB
02D85E-04
Q.20B6E-04
0.2086E-04
0.2QB£-04
0.2DB6E-04
0.20B6E-04
0.20M-04
0.2QB4E-04
0.2DB&E-04
0.2D86E-04
0.20B6EKI4
0.20B6E-04
0.2DB6E-04
Q.20B6E-04
020BE-04
0.20Bf£-04
0.20B6E-04
02D36E-04
0.2DBE-04
0.2035E-04
0.8917E-03
0.1123E-18
3400.
700.
0.5591E-23
0.7%5E-10
0.1171E-04
0.1171E-04
0.1171E-04
0.1171E-04
0.1171E-04
0.1171E-04
0.1171E-04
0.1171E-04
0.1171EHH
C.1171E-04
0.1171E-04
0.1171E-04
0.1171E-04
0.1171E-04
0.1171E-04
Q.1171E-04
Q.1171E-04
0.1171E-04
0.1171E-fl4
0.1171E-04
0.1171E-04
0.7%5E-10
0.5591E-23
1600.
8DD
0.2D37E-22
0.1715E-09
0.134EE-04
0.1345E-04
0.1345E-04
0.134SE-04
D.134SE-04
0.1345E-04
0.134S-04
0.134SE-04
0.1345E-W
Q.13&SE-04
D. 1345-04
0.1345E-04
D.1345E-04
0.134SE-04
0.1345E-04
0.13iSE-04
0.1345E-04
0.1345E-04
0.13UE-04
0.1345E-04
900.
D.7D55E-22
0.3404E-09
0.151%-04
0.151SE-04
0.151^-04
0.1519E-04
0.151SE-04
0.1S19E-04
0.1519E-04
0.1519E-04
O.lSl'JE-Oi
0.1718E-09
0.2D37E-22
2000.
0.1519E-04
0.1S19EHI4
0.1519E-04
O.ISIKHK
0.151^-04
D.151SE-04
0.151
-------
=1200
=1000
-850.
-600.
-750.
-TOO.
-ffiO.
-400.
-400.
-200.
0.
200.
400.
600.
£G.
TDD.
750.
600.
950.
1000.
1200.
1800.
2400.
BOTTOM
D.2081E-Q4
0.2D90E-ti4
0.2D90E-04
0.2091-04
D.2Q90E-{)4
Q.2Q9QE-04
0.2090E-04
0.2090E-Q4
0.2Q90E-04
0.2Q9HJ4
Q.2D9DE-04
0.2D90E-04
D.2090E-04
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