EPA-600/4-83-048
September 1983
FINAL REPORT ON
GROUND-WATER FLOY? MODELING STUDY
OF THE LOVE CANAL AREA, NEW YORK
Prepared by
•James W. Mercer, Charles R. Faust
Lyle R. Silka
GeoTrans, Inc.
P.O. Box 2 550
Reston, VA 22090
Prepared for
GCA, Technology Division
Bedford, MA 01730
Environmental Monitoring Systems Laboratory
Office of Research and Development
U.S. Environmental Protection Agency
Research Triangle Park, NC 27711
-------
TECHNICAL REPORT DATA
(Phase read Instructions on the reverse before completing)
1. REPORT NO 2.
LPA-600/4-85-048
3 RECIPIENT'S ACCESSION NO.
m 4
4 TITLE AND SUBTITLE
Final Report on Ground-Water Flow Modeling Study
of the Love Canal Area, New York
5. REPORT DATE
: September 1983
6. PERFORMING ORGANIZATION CODE
7. AUThOR(S)
J. W. Mercer, C. R. Faust, L. R. Silka
8. PERFORMING ORGANIZATION REPORT NO.
9. PERFORMING ORGANIZATION NAME AND ADDRESS
Geo Trans, Inc.
P. 0. Box 2550
Reston, VA 22090
10. PROGRAM ELEMENT NO.
11. CONTRACT/GRANT NO.
68-02-3168
12. SPONSORING AGENCY NAME AND ADDRESS
Environmental Monitoring Systems Lab
Environmental Protection Agency
Research Triangle Park, N. C. 27711
13. TYPE OF REPORT AND PERIOD COVERED
Final
14. SPONSORING AGENCY CODE
EPA/600/09
is. SUPPLEMENTARY NOTES
\
16. ABSTRACT
y
""'"As part of the overall Love Canal monitoring effort an assessment of the
ground water hydrology of the Love Canal area, New York was performed. As part
of this assessment, ground-water flow models were used to aid in well siting, data
analysis and reduction, and prediction of ground water movement. This report
describes the model development, use of model in site selection, and use of model
to make predictions concerning spread of contamination.^Major conclusions of the
report are: (1) Primary water bearing zones are located Mn the upper zones of the
Lockport Dolomite; (2) Assuming a downward gradient through^confining beds, and
beds were not breached or fractured, it would take a pollutant hundreds to thousands
of years to reach the Dolomite; (3) The French drain system will cause most outward
ground water flow to reverse direction back toward^the drain. ,
17. KEY WORDS AND DOCUMENT ANALYSIS
a DESCRIPTORS
b' IDE NT 1 F 1E RS/OPEN ENDEDTERMS
c. cosati Field/Gioup
Release Unlimited
18. D' ST R i BUT 1 ON STATEMENT
19 SECURITY CLASS (71ns Report)
21. NO. OF PAGES
3?(p
20 SECURITY CLASS (Thispayej
22 PRICE
EPA Form 2220 — 1 (Rev. 4-77) previous lditios is orsolftf
-------
0
NOTICE
This document has been reviewed in accordance with
U.S. Environmental Protection Agency policy and
approved for publication. Mention of trade names
or commercial products does not constitute endorse-
ment or recommendation for use.
ii
-------
TABLE OF CONTENTS
Page
List of Figures vi
List of Plates xi
List of Tables xii
1.0 CONCLUSIONS AND RECOMMENDATIONS 1-1
1.1 Conclusions 1-1
1.2 Recommendations 1-5
2.0 INTRODUCTION 2-1
2.1 General 2-1
2.2 Review of Basic Concepts 2-2
2.3 Technical Approach 2-6
3.0 LITERATURE REVIEW 3-1
3.1 General 3-1
3.2 Lockport Dolomite , 3-4
3.3 Shallow--System 3-10
3.4 Remedial Actions Taken at the Site 3-15
4.0 AQUIFER TESTING ANALYSIS 4-1
4.1 General 4-1
4.2 Aquifer Testing Performed at the
Love 'Canal Site 4-2
4.3 Constant Discharge Testing 4-4
4.3.1 General 4-4
4.3.2 Analysis of Observation Well Data 4-7
4.3.3 Analysis of Pumping Well Data 4-19
4.4 Slug Test Analysis of Overburden Wells 4-2 2
4.5 Other Aquifer Testing at the Site 4-33
4.6 Summary of Aquifer Testing Results 4-34
5.0 WATER LEVEL MEASUREMENTS 5-1
5.1 General 5-1
5.2 Lockport Dolomite 5-1
5.3 Shallow System 5-3
Hi f
-------
6.0 LOCKPORT DOLOMITE MODEL
6-1
6.1 Numerical Model 6-1
6.1.1 General Information' • 6-1
6.1.2 Site-Specific Assumptions 6-4
6.2 History Matching 6-10
6.2.1 General . 6-10
6.2.2 Steady-State Flow. 6-10
6.3 Sensitivity Analysis 6-16
6.3.1 General 6-16
6.3.2 Site Specific 6-16
6.4 Predictions Assuming Remedial Action 5-25
6.5 Travel Times and Uncertainty Analysis 6-29
6.5.1 Lockport Dolomite 6-29
6.5.2 Confining Bed 6-41
6.6 Summary 6-4 3
7.0 SHALLOW SYSTEM MODEL 7-1
7.1 Numerical Model 7-1
7.1.1 General Information 7-1
7.1.2 Site-Specific Assumptions 7-4
7.1.3 Evapotranspiration and Recharge
Assumptions for Shallow System 7-6
7.2 Sensitivity Analysis for Quasi-Steady-
State Conditions Without Remedial Measures 7-19
7.2.1 Hydraulic Conductivity 7-19
7.2.2 Evapotranspiration and Recharge
• Effects 7-22
7.2.3 Swale (Sand Lens) Effects 7-25
7.3 Remedial Action Effects on Shallow System 7-29
7.3.1 French Drain Flow Rate Data and
Shallow System Hydraulic Conductivity 7-29
7.3.2 French Drain Effects 7-37
7.3.3 Clay Cap Effects 7-39
-------
7.4 Predictions for the Shallow System
7.5 Summary of the Shallow System Analysis
7-42
7-50
REFERENCES
APPENDIX A MATHEMATICAL SIMULATION OF HIGH pH WATERS
.APPENDIX B AQUIFER TEST PROCEDURES
APPENDIX C VARIABLE RATE DISCHARGE TEST ANALYSIS
APPENDIX D LISTING OF COMPUTER MODEL, DATA AND OUTPUT
ATTACHMENTS
Plates 1-6
Magnetic tape of ground-water model
v '
-------
Ficures
Legend Page
3.1 The location of the Love Canal Site in
Niagara Falls, New York [from Clement
Associates, 1980) 3-2
3.2 Typical strata -in Love Canal landfill area
(after Conestoga-Rovers and Associates,
1979) . 3-3
3.3 Hydrograph of well HY1 (well 306-902-1,
Johnston, 1964). Data from U.S.G.S 3-7
3.4 Love Canal site showing location of
creeks and rivers (after Clement
Associates, 1980) . 3-11
3.5 Homes surrounding the Love Canal Site
(from Clement Associates, 1980) 3-12
4.1 Plot of observed discharge rates and
approximate rates to analyze the data 4-11
4.2 Map showing location of observation wells
and pumping well for pumping test on
Well 72, 13-14 OCT 80. Number above line
refers to well, number below line refers
to drawdown after about 6 hours pumping 4-12
4.3 Typical semi-log time drawdown plot of
observed data (including recovery) for
13 (XT 80 pumping test on well 72 4-14
4.4 Typical plot of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from all wells. Note that the
comparison indicates that the T for this
well should be higher than that used to
compute the theoretical curve. Agreement
for Case A matches is generally poor,
indicating inhomogeneity in the aquifer 4-17
4.5 Typical plot of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from this well only. Agreement'
for Case B matches is generally very good .... 4-18
-------
Figures
Legend Page
4.6 Log-log plot of time drawdown data
for 3 OCT 80 pumping test on well 72;
showing two periods of flow - the first
few minutes dominated hy vertical flow
to bedding planes intersecting the well
and a later period dominated by radial
flow to the well 4-21
4.7 Geologic log for location of cluster
wells (after JRB, 1980) . Also shown
are the depths and position of several
intervals for each well 4-23
4.8 Analysis of slug test in soil well T2
using constant head approximation . . 4-26
4.9 Analysis of slug test in soil well T4
using constant head approximation 4-27
4.10 Analysis of slug test in soil well T3
using constant head approximation.
Note, non-ideal behavior. This can be
partially explained by the presence of
a lowly permeable skin resulting from
augering operations 4-28
4.11 Slug test results for well T3 showing
observed and computed drawdowns. Simu-
lated results include the effect of a
low-permeability 4-30
6.1 Comparison of computed heads from run 1
with measured heads. Section line is
through column 11 in Plate 4; river
head (origin) is constant at 564 feet 6-14
6.2 Comparison of computed heads from run 1
with measured heads. Section line is
A-A' through Love Canal in Plate 4r river
head (origin) is constant at 564 feet 6-15
6.3 Comparison of computed heads from runs 1
and 2. Section line is A-A1 through Love
Canal in Plate 4; river head (origin) is
constant at 564 feet. Run 2-impermeable
boundary toward west. 6-18
-------
Figures
Legend Page
6.4 Comparison of computed heads from
runs 1, 3, and 4. Section line is
A-A' (through Love Canal in Plate 4;
river head (origin) is constant at
564 feet. Run 3-high transmissivity;
run 4-low transmissivity . 6-19
6.5 Comparison of computed heads from runs 1,
5, and 6. Section line is A-A' through
Love Canal in Plate 4; river head (origin)
is constant at 564 feet. Run 5—high
confining bed K: run'6- low confining bed K . . . 6-21
6.6 Comparison of computed heads from runs 1,
7, and 3, Section line is A—A' through
Love Canal in Plate 4; river heads are
fixed at 563, 564, and 565 feet 6-23
6.7 Comparison of computed heads from run 1
and the transient simulation. Section
line is A-A' through Love Canal in Plate 4;
river head (origin is constant at 564 feet. . . . 6-28
6.8 Histogram of travel times in days of solute
from the south end of Love Canal to the
upper Niagara River through the Lockport
Dolomite. Values are computed by Monte
Carlo simulation for known porosity, uncer-
tain hydraulic conductivity and a distribu-
tion coefficient of zero 6-36
6.9 Histogram of travel times in days of solute
from the south end of Love Canal to the
upper Niagara River through the Lockport
Dolomite. Values are computed by Monte
Carlo simulation for uncertain and indepen-
dent hydraulic conductivity and porosity 6-39
7.1 Area covered by the simplified shallow system
model (stippled) of the shallow system,
Love Canal, NY, showing the spatial relations
among Swale #5, the Canal, and Cayuga Creek . . . 7-3
V11 3
-------
Figures
Legend Page
7.2 Textural classification triangle for
unconsolidated materials showing the
relation between particle size and
specific yield. SOURCE: A.I. Johnson
U.S.Geological Survey Water Supply Paper
1662-D, 1967 (from Fetter, 1980) 7-7
7.3 Well hydrographs for the shallow system
constructed from data reported by Clement
(1980) for stand pipes (SP) nos. 1,3 and 19 . . . 7-15
7.4, ET and recharge (R) rates versus depth for
the shallow system model 7-17
7.5 Idealized well hydrograph for shallow
system, Love Canal, NY 7-17
7.6 Cross-section of the shallow-system model
showing initial conditions prior to remedial
actions for land surface, water table,
aquifer base, and constant head creek 7-20
7.7 Results of sensitivity runs with varying
hydraulic conductivities for the shallow
system, Love Canal 7-21
7.8 Results of sensitivity runs with varying ET
and recharge rates for the shallow system.
Love Canal 7-23
7.9 Results of sensitivity runs with varying
maximum depth of ET for the shallow system,
Love Canal 7-24
7.10 Results of sensitivity runs with swale of
varying hydraulic conductivity 7-26
7.11 Results of sensitivity runs for estimating
hydraulic conductivity of the shallow system
by history matching flow rate data collected
for the French drain with modeled results
based on K of 3 x 10 7 ft/s and specific
yield of 15% 7-32
Ax f
-------
Figures
Legend
7.12 Results of sensitivity runs for estimating
hydraulic conductivity of the shallow
system by history matching flow rate data
collected for the French drain with modeled
results based on K of 3 x 10~6 ft/s and
specific yeild of 15%.
7.13 Results of sensitivity runs for estimating
hydraulic conductivity of the shallow
system by history matching the flow rate
data collected for the French drain with
modeled results based on K of 3 x 10~7ft/s,
medium recharge (4.9 in/yr)
7.14 Results of sensitivity runs for estimating
hydraulic conductivity of the shallow
system by history matching the flow rate
data collected for the French drain with
modeled results based on K of 3 x 10~6ft/s,
medium ET (13 in/yr) and medium recharge
(4.9 in/yr)
7.15 Test run on French drain flow rate for
shallow system with K of 3 x 10~7ft/s,
swale of 3 x 10-l>ft/s and sand lens of
3 x 10~5ft/s . .
7.16 Effects of French drain on shallow system
water table
7.17 Results of the modeling of the clay cap
with effects of high ET in the vegetated
southern sector and low ET in the barren
northern sector
7.18 Ground-water travel distance versus travel
time for earth material of various hydraulic
conductivities
7.19 Seasonal effects on water level of the
shallow system as seen in cross section . .
7.20 Trends over time for water levels in a
hypothetical well 250 ft west of drain
and flow rates in the drain
Page
7-33
7-35
7-36
7-38
7-40
7-43
7-45
7-47
7-48
-------
P I'afes
Description
1 Generalized potentiometric surface for the
Lockport Dolomite
2 Potentiometric surface for the Lockport
Dolomite in the Love Canal area
3 Potentiometric surface for the shallow system
in the Love Canal area
4 Finite-difference grid for the Lockport Dolomite
model
5 Computed potentiometric surface for the Lockport
Dolomite
6 Finite-difference grid for the shallow system
-------
Tables
Legend Page
4.1 Summary of major assumptions for the
variable rate pumping test model of
Lockport Dolomite 4-8
4.2 Summary of results for pumping and recovery
test analysis 4-15
4.3 Summary of slug test analysis for over-
burden cluster wells 4-32
6.1 Summary of major assumptions for the
Lockport Dolomite model 6-8
6.2 Summary of sensitivity runs for dolomite .... 6-26
6.3 Summary of major assumptions for the
Monte Carlo model 6-32
6.4 Value of log mean and log standard deviation
of travel times in days of solute from the
south end of Love Canal to the upper Niagara
River through the Lockport Dolomite for
several values of distribution coefficients
and varying uncertainty assumptions about
hydrologic parameters 6-37
7.1 Unified soil classification system.and
characteristics pertinent to sanitary land-
fills {from Brunner and Keller, 1972) 7-5
7.2 Summary of major assumptions for the shallow
system model, Love Canal, NY 7-8
7.3 Temperature and precipitation at Lockport
NY (USDA, 1972) 7-14
7.4 Flux rate and velocity of ground water for
various hypothetical shallow systems and
swales/sand lenses 7-28
7.5 Monthly volume of water treated by the
Treatment Plant at Love Canal 7-31
xii /
-------
1-1
SECTION 1.0 CONCLUSIONS AND RECOMMENDATIONS
The conclusions and recommendations presented in this
report are based on geohydraulic analysis of the Love Canal
site. They do not include any information resulting from
chemical analysis of the water samples taken from the
wells drilled during this project.
1.1 CONCLUSIONS
The following conclusions can be made based on the
analysis of the aquifer testing:
(1) The 22 hour discharge test in the Lockport Dolomite
provided a field average transmissivity of 0.015 ft2/s
and storage coefficient of 0.00015. These values are
consistent with other values determined for the
Lockport Dolomite in the Niagara vicinity.
(2) Because many of the observation wells were completed
only a few feet into the dolomite, and because they
responded quickly to the pumping from a much deeper
well, the upper permeable zones of the dolomite appear
to have significant vertical permeability.
(3) The Lockport Dolomite is heterogeneous but less so
than would normally be anticipated for carbonate aquifers.
(4) The packer test results for the dolomite were inconclusive.
Consequently, the regional observations of Johnston (1964)
regarding the variation of hydraulic conductivity with
depth are still assumed applicable to the site. Examin-
ation of the core description- also supports Johnston's
contention that the primary water bearing zones are
located in the upper zones of the Lockport Dolomite.
(5) The slug test in the overburden wells provided an
estimate of the hydraulic conductivity of the lacustrine
sediments and till. Both values are on the-order of
10 9 ft/s and indicate relatively impermeable material.
(6) The shallow material - tested at the slug -test site was
also relatively impermeable (on the order of 10~s ft/s).
-------
1-2
However, this unit was quite clayey. Because the
shallow silty-sandy units are highly variable, this
one estimate is probably not representative of the
shallow system at the site.
(7) No estimates of storage properties for the overburden
wells could be determined from the slug tests.
Based on modeling results, conclusions regarding the
Lockport Dolomite are:
(1) Steady-state flow in the dolomite on a regional scale
is maintained by recharge through confining beds from
the topographic high near the escarpment. Discharge
generally occurs along the Niagara Escarpment, toward
the covered conduits, and along parts of the upper
Niagara River. Locally, in the Love Canal area, the
gradient is south and southwesterly toward the upper
Niagara River.
(2) In the Love Canal area the vertical gradient through
the confining bed is very low, with flow rates on the order
of 10 3 in/yr. The direction of flow depends on the
local gradient between the shallow system and the
dolomite. It could be in either direction, and as
the heads fluctuate seasonally, the gradient may reverse.
(3) The Love Canal site is far enough from the covered
conduits of the pump-storage project that this
boundary has little effect on heads at Love Canal.
(4) Computed hydraulic heads in the Love Canal area were
relatively insensitive to changes in transmissivity of
the order 50% and less.
(5) Computed hydraulic heads in the Love Canal area were
also relatively insensitive to changes of 50% or less
in the confining bed hydraulic conductivity.
(6) Steady-state heads in the Love Canal area were most
sensitive to changes in the value used to represent
constant head at the upper Niagara River.
(7) If solute were to enter the Lockport Dolomite at the
south end of Love Canal, and if there were no adsorption,
the mean travel time to the upper Niagara River for the
solute would be 1000 days. This is dependent on
assumptions concerning the flow properties.
-------
1-3
(8) Assuming a downward gradient through the confining
bed, and that the confining bed was not breached
and does not contain fracture zones, it would take
a nonadsorbing solute on the order of hundreds to
thousands of years to reach the dolomite. If ad-
sorption occurs, travel times will be even longer.
(9) If solute is found in the dolomite and is related to
waste from the Love Canal, given the long travel times
calculated for the confining bed, the most likely
explanation would be that the confining layer had been
breached by excavation.
(10) If the confining bed were breached by excavation, downward
flow could produce a ground-water high in the dolomite.
Since the hydraulic heads in the two systems are
nearly equal, however, it is not possible, based
on hydrologic evidence alone, to determine whether
the confining bed was breached.
(11) The gradient in the dolomite toward .the river can
be reversed by placing intercept wells near the
south end of Love Canal. This can be accomplished
with a total pumpage as low as 6 gal/min or 8640 gal/day.
Modeling the shallow system provides the following
conclusions:
(1) Over the past 30 years, ground water could have migrated
about 35 ft from the canal in the less permeable material
(K of 3 x 10~s ft/s and effective porosity of 10%)
For higher permeability material (K of 3 x 10~" ft/s
and effective porosity of 15%), over the past 30 years
ground water could have migrated up to 1900 ft from
the canal. Considering the discontinuous and hetero-
geneous nature of the shallow system, the actual
distance of ground water migration will lie between
these extremes with a much lower probability of the
greater distance.
(2) Based on history matching of the French drain flow data,
the shallow system may be characterized as having
averaged hydrologic properties with a bulk hydraulic
conductivity of 3 x 10"5 to 3 x 10 7 ft/s (10 4 - 10~5
cm/s) and effective porosity of 10-15%.
-------
1-4
(3) Although the clay sediments in the shallow system
are considered to have a low¦permeability, much
smaller than the silty sands, fissured zones which
occur in the clays can impart a higher permeability
closer to that of the silty sands.
(4) The French drain is an effective remedial action to
prevent further migration of contaminants in the
shallow system away from the drain. No contaminated
groundwater in the less permeable material (K of
3 x 10 3 ft/s) would have traveled further than the
drain in the past 30 years where the drain is at
least 35 feet from the canal.
(5) The French drain will cause most ground water (which
has migrated through high permeability pathways) beyond
the drain in the past 30 years to reverse flow back
to the drain.
(6) Since ground-water movement ir. the general shallow
system is slow, migration of contaminants from the
canal to nearby residences must have occurred through
zones of higher permeability such as swales, sand
lenses or utility trench backfill, or occurred
through overland flow across ground surface or from
burial of waste much closer to residences than
previously suspected.
(7) Based on modeling results and knowledge of the shallow
system, there is a low probability of subsurface
migration of contaminants from the canal beyond the
first circle of residences except in isolated high
permeability zones, if contamination is found outside
the first circle of homes, the contamination may be
due to other than solely subsurface migration.
(8) Availability of data collected on a continuing basis
of one to three years would allow refinement of
predictions and conclusions. With the additional data
then available, more detailed ground-water flow and
solute transport models would be applicable.
-------
1-5
1.2 RECOMMENDATIONS
(1) Water-level data on wells drilled during this study
should be monitored on a continuing basis. A necessary
practice in ground-water studies is to obtain
historical data to see how the system behaves with
time. Comparisons of model results with historical
data then provide a level of credibility in predictions.
A general guideline used in the petroleum industry
for predictive simulations is: predict with confidence
for one half the period of the historical match. In
the study at Love Canal, essentially no historical
data on the scale of the problem was available. The
data collected basically- represented a point in time.
Monitoring data to be collected can be used to verify
and improve the findings of this study.
(2) A remaining question from the current study is how
well the river is connected to the Lockport Dolomite
and shallow system. We recommend that the Niagara
River be monitored along with wells near the river.
Variations in the river stage should be reflected in
the water levels in the dolomite and shallow system.
Using this information, calculations can be made to
determine the connectivity.
(3) Monitoring of wells in the shallow system nearest the
drain field should be performed to verify the effective-
ness of the drains.
(4) If significant contamination is found in the shallow
system beyond the current system of drains, transport
modeling may be used to estimate natural attenuation.
If natural dissipation is not adequate, extension of
the current drainage system may be necessary.
(5) If significant contamination is found in the dolomite,
it may be necessary to drill additional wells to the
south and west of the canal, in order to define the
extent of the contamination.
(6) Modeling techniques, in conjunction with field activities,
provided valuable insight into the hydraulic behavior
of the ground-water system at the Love Canal site. It
is recommended that techniques such as those used in
this study be used in subsequent studies of hazardous
waste sites.
-------
1-6
(7) The most effective use of ground-water models is an
iterative process, where modeling and field activities
proceed simultaneously with continuous feedback.
Because of the short time frame (three months) within
which the work had to be completed, this continuous
feedback process was limited. In future studies, we
recommend that more time be allowed for information
transfer. This will also allow sufficient time to
document all steps and thereby enhance quality assurance.
(8) Because of the short time frame of the study, work in
different areas had to proceed without any ordering of
the tasks. For example, wells had to be drilled
without knowing chemical and- hydrological results
from previous wells. This probably resulted in wells
being drilled that were not necessary, therefore,
needlessly increasing the cost of the study. In
future studies, we recommend that the following
sequence of events be followed: (i) review available
data concerning the site, (ii) drill a few wells
to obtain necessary additional data, and perform
the necessary geophysical and geochemical surveys,
Ciii) analyze data, and (iv) drill additional wells
and perform additional surveys, if necessary.
-------
2-1
SECTION 2.0 INTRODUCTION
2.1 GENERAL
The Environmental Protection Agency through its prime
contractor, GCA, identified a need to assess the ground-
water hydrology of the Love Canal Area, New York. As part
of this assessment, ground-water flow models were used to
aid in well siting, data analysis and reduction, and to
attempt prediction of ground-water movement. The modeling
portion of the assessment was subcontracted to GeoTrans,
Inc. The modeling effort was started on 20 August 1980 and
completed 1 December 1980. This report describes the work
provided by GeoTrans to GCA. The following tasks were out-
lined in the Statement of Work provided by the GCA Corporation:
(1) Develop a model (or apply an existing model)
capable of predicting the movement of ground water
in each aquifer. The model will consider the
alterations to ground-water flow that might result
f r om:
• areal hydrologic changes
• existing and potential pollution control methods
at Love Canal
» swales, pipelines, agricultural drainage pipes,
underground utility installations, and other
possible avenues of ground-water movement.
(2) Use the model to assist in the selection of drilling
sites.
(3) Use the calibrated model to make predictions
concerning the spread of contamination over the
next five years. Predictions will be limited to
the movement of conservative contaminants in the
-------
2-2
ground water under varying conditions of discharge
and recharge. Predictions will specifically consider
a range of precipitation conditions typical of
historical observations in the area.
2.2 REVIEW OP BASIC CONCEPTS
In this section a simplified overview of ground-water
hydrology is presented. Common terminology is discussed for the
benefit of those unfamiliar with ground water. For more details,
a text on ground-water hydrology should be consulted, such as
Freeze and Cherry (1979).
Ground water refers to the water below the land surface that
fills pores or cracks in soil and rock. This pore space is gener-
ally measured as a volumetric percentage of the total volume and
is labeled porosity (dimensionless). For example, water may be
added to a bucket of sand until the sand is saturated (filled with
water). If the volume of water added is 20% of the volume of the
bucket, then the porosity of the unconsolidated sand is 20% or
0.2, regardless of whether the sand is saturated or unsaturated.
Under certain conditions, such as dead-end pores or large surface
tension effects, seme of the water in the pores does not move.
To account for this immobile water the term effective porosity is
used to indicate the ratio of the void space through which flow
can occur to the total volume.
An analogy nay be made between surface water and ground water.
Just as the water level of a river can be measured and partially
determines the flow of the river, water levels in ground water can
also be measured and used to help determine flow. The water level
is generally measured relative to a datum of mean sea level elevation
-------
2-3
and is. called hydraulic- head (length.) . ¦ Unlike the river, to
obtain this measurement for ground water requires that
wells be drilled. The three-dimensional surface that
hydraulic head measurements produce is called the potentlo-
metric surface. Just as water in a river flows downhill,
that is, from a higher water level to a lower water level,
ground water also flows from higher to lower hydraulic
head.
Unlike river water, however, flowing ground water has
to overcome the resistance of the rocks or soil. An indica-
tion of this resistance or a measure of how well the pores
are connected is known as hydraulic conductivity (length per
unit tine). Hydraulic conductivity is composed of two parts,
one that is a property of the medium and the other that is
a property of the fluid. The part that is a property of
the medium is called permeability (length squared).
Whereas the direction of ground-water flow is deter-
mined by the hydraulic head gradient (changes in head with
distance), ground-water flow rates are determined by both
hydraulic conductivity and the hydraulic head gradient.
Wells are again required, along with field tests, to deter-
mine hydraulic conductivity. A common type of field test is
a pumping test. Pumping tests, as the name implies, are
tests where one well is pumped and water-level declines in
nearby observation wells or in the pumping well itself are
-------
2-4
measured. Using the pumping as the forcing function and
the water-level measurements as the response, hydraulic
conductivity may be 'backed out'. The parameters, porosity,
hydraulic gradient and hydraulic conductivity are especially
important in ground-water contamination problems, since
they determine the convective flow rates of the contaminant,
and in large part, determine travel times.
The term aquifer is used to indicate a layer of rock and/or
unconsolidated material that can transport reasonable amounts of
water, that is, the layer has a significant hydraulic conductivity.
Aquifers are generally divided into confined or unconfined
conditions. A confined aquifer is one that is overlain by
a low-permeable layer; an unconfined aquifer is one that is
also referred to as a water-table aquifer, where the water
table is simply the potentiometric surface for that aquifer.
Often an aquifer may be considered fairly uniform with depth
and the corresponding properties are averaged over the aquifer
thickness. A result of this averaging is the product of
hydraulic conductivity and the aquifer thickness, which is
called transmissivity (length squared per unit time). It
represents the ability of the entire thickness of the aquifer
to transmit water.
In addition to transmitting water, aquifers are reser-
voirs that also store water. The storage properties of
aquifers (over the entire thickness) are described by a
-------
2-5
term labeled storage coefficient (dimensionless), which
varies widely depending on whether the aquifer is confined
or unconfined. This parameter is also determined from
pumping tests and only enters into an analysis when ground-
water flow is transient, as opposed to steady-state flow,
when hydraulic head is invariant with time. Steady state
also implies that there is no change in storage, that is,
recharge, such as infiltration from rainfall, equals discharge,
such as seepage to a river.
The flow of water through the rock or unconsolidated mate-
rial is generally assumed to behave similarly to flow in porous
media, which may be described mathematically by a partial dif-
ferential equation with appropriate boundary and initial conditions.
The equation parameters are source/sink terms, transmissivity
multiplying the space derivatives, and storage coefficient
multiplying the time derivative, where the dependent variable
is hydraulic head. For steady-state flow the time derivative
is zero and the equation parameters reduce to source/sink
terms, such as recharge, and transmissivity. Boundary condi-
tions are generally of two types: specified head and speci-
fied flux. An example of a specified head boundary is the
intersection of a water-table aquifer with a large river or
lake where the water level is relatively constant. A
special case of a specified flux boundary is that where the
flux is zero. This is used to represent the contact of an
-------
2-6
aquifer with a low-permeability unit such as crystalline rock.
Given boundary conditions and equation parameters, the partial
differential equation may be solved to obtain the hydraulic
head distribution. This distribution may be used to compute
ground-water velocities. For contamination problems, these
velocities are used in an additional partial differential
equation that describes the transport of solutes. A solution
to this equation provides concentration distributions.
2.3 TECHNICAL APPROACH
In very general terms, the purpose of this work was to
apply ground-water flow models to help interpret and predict
the ground-water flow and conservative contaminate behavior
at Love Canal. The assumption of conservative contaminate
behavior ignores attenuation effects and therefore, in general,
represents a worst-case assumption. Since hydrodynamic disper-
sion is neglected, however, arrival times may be underestimated.
A ground-water flow model attempts to represent reality by
explaining certain aspects of the actual aquifer. Throughout
the study, models of varying complexity were used - conceptual
models, simple algebraic formulas, complicated mathematical
solutions, and numerical models requiring computer solutions.
However, no matter how sophisticated the model, it is always less
complex than,the real system it represents.
Although a model can never be as complex as the system it
represents, it can be more sophisticated than is necessary
or than the supporting field data warrant. The results of a
-------
2-7
model are no more meaningful than the quality the field data
permits. For example, a ground-water flow model used to describe
flow in three-dimensions would be inappropriately applied for
prediction to an aquifer with only a few observed heads.
These two observations, (1) that models can never be
as complex as reality and (2) models should not be more
sophisticated than necessary, suggest some general modeling
guidelines:
(1) Document the major assumptions of the model.
Whether this model is a simple formula or a
complex numerical model, major assumptions
should be clearly stated.
(2) Contrast model assumptions with actual field
conditions. Explain the significance of any
discrepancy between the two.
(3) Use all available data in interpreting model
results; this includes qualitative as well
as quantitative data.
(4) Use the simplest model consistent with model
objectives and data availability.
(5) Use models for purposes consistent with data.
For systems with little available data, models
can be applied to help with system conceptuali-
zation. For systems with a good data base,
models can be used for predictions.
(6) Document the uncertainty in model predictions.
This can be done by using sensitivity analysis
or by statistical techniques.
During this study these guidelines were followed.
In order to select models consistent with data availability
and project needs, a thorough literature search was under-
taken to obtain existing data. To the extent possible
-------
2-8
(limited by very tight schedules) data collection activities
and modeling needs were coordinated. As data became available
they were incorporated into decisions on model selection
and problem specification.
Part of the data that was extremely difficult to explain
by ground-water flow patterns alone was the pH data observed
in wells. Many of the well water samples had high. pH values.
A possible explanation is included in Appendix A, a memorandum
from Dr. F. J. Pearson, a quality assurance reviewer on this
project. His analysis suggested that the high pH observation
may be due to cement used in well construction. This led
to the collection of additional chemical data needed to
evaluate the source of high ph conditions. Field measurements
later verified this explanation correct when extensive purging
of the high-pH wells resulted in pH measurements that went to
neutral. This is an example of feedback that should occur
among modeling and data collection activities.
In preparation of this final report the modeling
guidelines were also considered. We have tried to emphasize
model assumptions, corresponding field conditions, and data
limitations for each model application. In most sections
this information is summarized in tabular form as well as
in the text.
-------
3-1
SECTION 3.0 LITERATURE REVIEW
3.1 GENERAL
During the early part of this study a review of the
available literature on the Love Canal site was performed.
Pertinent data from this review on the ground-water
system at Love Canal are synthesized in this section.
This information was used to provide guidance in designing
the aquifer tests, as well as in preparing preliminary
ground-water models.
The Love Canal site is located on the east side of
Niagara Falls, New York (see Figure 3.1). The landfill
at Love Canal was operated for a 25 to 30 year period. In
1953, the landfill was covered with soil, apportioned and
sold to municipal and private owners. There were no
definitive records of its dimensions, of the wastes dis-
posed in the canal, of the waste contributors, nor of the
waste locations (Fred C. Hart Associates, Inc., 1978) .
The canal occupied a surface area of approximately 16
acres with the south end \ mile from the Niagara River near
Cayuga Island. It varies from about 10 to 35 feet in
depth with the original soil cover varying from 0 to 6
feet in thickness (Leonard, et al., 1977).
Figure 3.2 shows the typical strata at the Love Canal
site reported by Conestoga-Rovers and Associates (1979).
-------
3-2
CANADA
YORK
ONTaAIO
NIAGARA
FALLS'
*1VfR
Figure 3.1 The location of the Love Canal Site
in Niagara Falls, New York
(from Clement Associates, 1980)
-------
3-3
>10 . 5 ' -11. 5
Top of Ground
Clayey Silt Fill
Silty Sand
Very Firm - Extremely Firm
Silty Clay
Transition Zone
Soft Silty Clay
Soft silty clay extends down
to tilL Limited information
indicates till at a depth of
19' to 27 ' .
Figure 3.2 Typical strata in Love Canal landfill
area, (after Conestoqa-Rovers and
Associates, 1979).
-------
3-4
Not shown but below the soil is a glacial till. This is
underlain by bedrock which consists of the Lockport
Dolomite. In very general terms, the ground-water hydrology
includes: (1) a shallow system that is seasonally saturated
and consists of the silt fill and silty sand, and is underlain
by (2) a bed of confining material composed of clay and till
that overlies (3) the Lockport Dolomite, which is underlain
by the relatively impermeable (4) Rochester Shale.
3.2 LOCKPORT. DOLOMITE
The following discussion is based on information from
Johnston (1964). As stated, the Lockport Dolomite is over-
lain by leaky confining beds and underlain by the relatively
impermeable Rochester Shale. It is fairly continuous in the
Niagara Falls area and is considered an aquifer with both
artesian and water-table conditions. It is a fractured
system, with most of the permeability occurring in the top
•10 to 15 feet. The dolomite is probably bounded hydrogeologi-
cally in the Niagara Falls area to the south by the upper
Niagara River (see Plate 1). It is bounded toward the west
by the lower Niagara River and associated channel. The
dolomite thins northward where it is bounded by the Niagara
escarpment.
Under natural conditions, recharge occurred at the
contact with the upper Niagara River near the falls and at
-------
3-5
an elevation high just south of the Niagara escarpment.
Discharge occurred as seepage faces or springs at the lower
Niagara.River, along the Niagara escarpment, and possibly
along parts of the upper Niagara River away from the falls.
Annual precipitation is approximately 30 inches.
A generalized potentiometric map for the Lockport
Dolomite is shown in Plate 1. This was constructed using
data in Johnston (1964). The contours are highly idealized
because the data were either (1) absent, (2) represented
several layers within the dolomite, or (3) collected over
a two year time span during 1961-1962.
Even with this uncertainty, much worthwhile information
can be gained from this potentiometric map. As noted, in
many locations, the highs correspond to topographic highs.
This is especially obvious near the Niagara escarpment where
a recharge area produces flow toward the north, discharging
as springs at the escarpment, and toward the south and the
Love Canal site.
The natural flow conditions have been disrupted by
discharge from wells and by a pumped-storage reservoir
(including conduits and canals). According to Johnston (1964),
"By far the greatest use of ground water in the Niagara
Falls area is by industries. Approximately 8 mgd of ground
water (80 percent of that used in the area) is used for
industrial purposes, mainly for cooling and processing by
chemical industries in the city of Niagara Falls. This water
is obtained from a few wells of exceptionally high yield in
the Lockport Dolomite."
-------
3-6
These are located in a narrow band that intercepts the upper
Niagara River about two miles east of the falls. The pumped-
storage reservoir occupies about 3 square miles northwest
of the city of Niagara Falls. An average operating reservoir
water level of 645 feet has caused significant increases in
nearby water levels in the upper part of the dolomite, and
locally artesian flow was caused to occur. The effect of
the pumped-storage reservoir is to produce a ground-water
high, whereas the conduits have produced a discharge area.
These have caused complex flow patterns; however, near the
Love Canal site the gradient is relatively uniform with flow
being toward the upper Niagara River, that is, toward the
south and southwest.
As shown in Plate 1, near Love Canal, the water level
is greater than 560 feet above mean sea level. Since
Johnston (1964) had little data in this area, the potentio-
metric surface here is extrapolated. Since the land elevation
is approximately 570 feet, depth to water in a well completed
in the dolomite should be about 10 feet. Leonard, et al. (1977)
indicated water levels in the Love Canal area that ranged from
537 to 549 feet above mean sea level. These values are lower
than those reported by Johnston (1964) and seem inconsistent.
Also indicated on Plate 1 are the locations of the major
pumping center and well HY1. Well HY1 is Johnston's well
306-902-1. A hydrograph for this well is shown in Figure 3.3
-------
580
578
576
574
580
578
576
574
580
578
576
574
3-7
1958
1959
1961
1962
1960
1963
1964
1965
K
/v
Ky
A.
AjKj
1966
1967
1968
1969
1970 | 1971
1972
1973
l I l
WW
1 l 1 I
KAP :
1974
1975
1976
1977
I " !
1978 1 1979 1 1980
1981
Figure 3.3 Kydrograph of well HYl (well 306-902-1
Johnston, 1964). Data from U.S.G.S.
-------
3-8
As may be seen, except for seasonal changes, the water level
in this well has changed very little since 1958, with the
mean being about 577 .feet. This well is located closer to
the major pumping center and to the pumped-storage project
than is the Love Canal site. Therefore, since these factors
did not affect well HY1, it is expected that they likewise
do not affect flow near Love Canal. It is expected that
flow at the Love Canal in the dolomite is quasi-steady
state. "Quasi" in that seasonal variations of about +2 feet
are believed to be imposed on the steady-state condition
in the upper part of the dolomite. According to Johnston
(1964),
"In general, water levels in the area reach their
peak during the spring of the year {March and April)
because of the large amount of recharge provided by snow
melt and precipitation. Water levels generally reach
their yearly lows near the end of the growing season
during September or October."
Thus, it is expected that the water levels measured for this
study should represent seasonal lows.
Following Johnston (1964),
"Ground-water movement as it probably existed in 1962
may be summarized as follows: (1) water moves northward in
a narrow area parallel to the Niagara escarpment, (2) water
moves southward (down dip) in the area around the reservoir
(which acts as a recharge mound and tends to deflect the
water moving from the north), (3) water moves into the canal,
conduits, and area of industrial pumping to discharge, and
(4) water moves toward the gorge in the southwestern part
of the area. The direction of ground-water movement in the
Lockport Dolomite in the eastern part of the Niagara Falls
area is not known."
-------
3-9
Flow in the dolomite is in a few horizontal hedding
planes. In addition to the bedding planes there are also
vertical joints and small solution cavities where gypsum
has been dissolved. Although most of the flow occurs in the
top 10 to 15 feet of the dolomite, seven permeable zones
have been identified. The dolomite ranges in thickness
to a maximum of approximately 150 feet thick. Geochemically,
the water in the Lockport is considered a calcium sulfate
or calcium bicarbonate water.
The most probable value of transmissivity for the
Lockport Dolomite is 2,300 gallons per day per foot where
the saturated thickness is 110 feet, although the actual
thickness of the permeable section controlling the flow
was probably much less. This value of transmissivity was
obtained using data from dewatering the conduit excavations.
Other data indicate that the hydraulic conductivity is
higher near the upper Niagara River and decreases toward
the north. The storage coefficient was determined from
aquifer tests and varies from 0.0003 to 0.00003.
-------
3-10
3.3 SHALLOW SYSTEM
The shallow system at Love Canal is located in the upper
units of silty sand and silt fill identified by Conestoga-
Rovers and Associates (1979). It is probably bounded
toward the north by Bergholtz Creek, toward the west by
Cayuga Creek, and toward the south by the Little Niagara
River (see Figure 3.4).
According to Leonard, et al. (1977), field observations
show that the direction of surface and shallow ground-water
flow (before remedial action) was from the northeast to
southwest, toward the Niagara River from about Read Avenue,
an area which includes about two-thirds of the site (see
Figure 3.5). From about Read Avenue, north, the direction
of surface water and shallow ground-water movement was
toward the northwest. This is supported by vegetation damage
to the north of the canal (Becker, 1979). Given these
observations on ground-water movement, and noting that much
of the chemical waste was placed in the southern end of the
canal, it is not surprising that the problem of contaminated
leachate movement into sumps and storm sewers was far more
serious on the 97th Street (west) side of the landfill,
and more particularly on 97th Street between Wheatfield
Avenue and Frontier Avenue (near the south end of the canal).
This conflicts with information given by Conestoga-Rovers &
Associates (1978). They show that in the southern portion
-------
3-11
BERGHOLTZ CREE!
LITTLE NIAGARA
RIVER
Figure 3.4 Love Canal site showing locations of
creeks and rivers (after Clement Associates, 19!
-------
3-12
muittm
I
I
21
I
i
I
I
I
I
(
si)
muYffn
I
z
K
xiNiAV nuiffn«
n 1~.
m
i
Figure 3.5 Homes surrounding the Love Canal Site
(from Clement Associates, 1980}
-------
3-13
of the landfill site, the water table was located immediately
below or at the land surface, with a gradient toward the
residence at 460 Ninety-Ninth Street (on the east side of
the landfill). It should be noted, however, that field data
indicate that the ground-water gradient was very low and that
a slight mounding of water within the fill could have resulted
in migration of contaminants in all directions from the fill.
Also, it is not certain what effect fill around sewers and
swales had on the flow system.
Leonard, et al. (1977) present water-level data that
indicate the water table (before remedial action) was at
higher elevation than the potentiometric surface of the
deeper aquifer. Thus, over a period of time, vertical
seepage of ground water may have occurred through the lowly
permeable clays separating the two aquifers. It is also
possible that the clays were totally breached by excavation
of the canal, thus providing ready access of contaminants
to the dolomite (Fred C. Hart Associates, Inc., 1978).
Glaubinger, et al. (1979) point out that no evidence of
contamination has been found yet in the dolomite. It is
generally thought that most contaminant movement was lateral,
in the shallow system above the clay layers.
This lateral movement was inhibited somewhat by seasonal
changes in the water level. Johnston (1964) points out that
an annual fluctuation of 5 feet is probably typical of wells
-------
3-14
in the unconsolidated deposits, with the seasonal trend
being similar to that shown in Figure 3.3. Therefore, during
parts of the year, certain locations within the shallow
system probably became unsaturated, reducing lateral flow
in those areas.
According to the U.S. Department of'Agriculture (1972),
detailed soil mapping was not conducted for the urban areas
of Niagara Falls. What is available includes the following
soil associations and characteristics:
(A) If9—Canadaigua-Raynham-Rhinebeck association? deep,
somewhat poorly drained to very poorly drained soils
having a dominantly medium-textured to fine-textured
subsoil. Silty loam to silty clay loam (ML to CL
on Unified Soil Classification) occurring generally
north of Niagara River and south of U.S. 62 in the
Love Canal area.
(B) #11—Cdessa-Lakemont-Ovid association; deep, somewhat
poorly drained to very poorly drained soils having
a fine textured or moderately fine textured subsoil
that is dominantly reddish in color. Silty loam to
silty clay loam (ML to CL) occurring generally north
of U.S. 62 and south of State Highway 31 in the
Love Canal area.
(C) #2—Hilton-Ovid-Ontario association; deep well-
drained to somewhat poorly drained soils having a
medium-textured or moderately fine textured subsoil.
Gravelly loam to silty loam to silty clay loam (SM,
SC, ML or CL) with shallow (less than 6 feet) depth
to bedrock occurring generally north of State Highway
31 and south of the escarpment. Note that this is
the area of recharge to the Lockport Dolomite.
-------
3-15
3.4 REMEDIAL ACTIONS TAKEN AT THE SITE
Remedial actions are discussed in detail in Clement
.Associates (1980). In summary, remedial action at Love
Canal consisted of installing barrier drains and a clay
cap. The barrier drains are 15 to 25 feet deep and 4 feet
across containing French drains with installed tile pipe—
ditches of about 2 feet of uniformly sized gravel, backfilled
with sand. .They were designed to intercept shallow lateral
contaminant flow; the purpose of the clay cap was to reduce
infiltration. According to information obtained from the
EPA (oral communication with Jerry Thornhill, EPA, 11/17/80),
construction of the French drain commenced in the southern
sector in October 1978 and was completed in February 1979.
The central and northern sector drains were begun June 1979
and finished December 1979.
Following the remedial action, the hydrologic units
at Love Canal now consist of the following:
(.1) Clay cap; 3 feet thick; hydraulic conductivity is
10~ cm/s or 3.28 x 10~3ft/s (Conestoga-Rovers &
Associates, 1978)
(2) Barrier drain; gradient is 0.5%; hydraulic
conductivity is 10 3cm/s or 3.28 x 10 ^ft/s
(Glaubincer, et al., 1979)
(3) Silty sand and silt fill; approximately 12 feet
thick; hydraulic conductivity is greater than or
equal to 10~5cm/s or 3.28 x 10~7ft/s
(Fred C. Hart Associates, Inc., 1978)
-------
3-16
(4) Hard clay, transition clay, soft clay; 11 feet thick;
hydraulic conductivity is 10~® to 10~9cm/s or
3.28 x 10-I° to 3.28 x 10-11 ft/s (Leonard et al.,
1977)
(5) Glacial till; 15 feet thick; hydraulic conductivity
is probably similar to that of clays (Glaubinger et al.,
1979)
(6) Lockport Dolomite; approximately 100-3,50 feet thick;
transmissivity is approximately 3.5 x lO"3 ft2/s
(Johnston, 1964)
In addition to these units, storm-sewer and sanitary-sewer
excavations as well as swales may act as conduits. Clement
Associates (1980) defines swales as
"...natural drainage ways in the soil substructure that
formerly served as low-lying pathways for the movement of
water. Over the years, the dimensions of the swales or wet
areas were altered, either by natural processes, such as
erosion or settlement of the soils, or by the building of
housing and roads in the area. In most instances, the swales
had been filled in, but they remained a preferential route
of water movement in the area."
Ebert (1979) describes the swales as old drainage ways up
to 10 feet deep and 40 feet wide in their original state.
Possible fill material used in the swales may be disturbed
soils and backfill materials that Ebert describes as
"...not homogeneous and consists of trash, surplus
soil from previous excavations, and possibly fill material
that was brought to the site from other areas in the Niagara
Falls region."
It should be noted that the swales' hydraulic behavior depends
on the material with which they are filled, and that they will
act as preferential flow routes only if they contain fill
material with a higher permeability than that of the surrounding
materia1.
-------
4-1
SECTION 4-. 0 AQUIFER TESTING ANALYSIS
4.1 GENERAL
Any predictive analysis of ground-water behavior is
limited by the accuracy and completeness of the data on
which it is based. For a small-scale problem, such as that
at the Love Canal site, data on hydrologic properties from
regional studies are often inadequate. Aquifer testing
provides a means for determining the properties of hydrologic
units on a local scale. The properties of interest are
those that characterize the ability of a unit to transmit
and store water.
There are many types and variations of aquifer tests
that are used in- practice. Most tests, however, have
several common characteristics. Normally, a complete test
and analysis involves:
(1) imposing a stress on the system — for example,
pumping from a well or maintaining a constant
pressure in ,a well;
(2) recording observations on the response of the ground-
water system to the stress — for example, water-level
changes in wells near the applied stress; and
(3) estimating hydrologic parameters by comparing the observed
response to theoretical models or formulas of ground-
water flow behavior.
All of the theoretical models are based on simplifying
assumptions and generalizations. These assumptions vary
for different formulas. Consequentlyit is important to
assure that the conditions required for the particular test
-------
4-2
analysis are consistent with the actual field situation.
Often significant deviations from theoretical conditions
occur. For these cases, -special care must be taken to
interpret the results appropriately.
Not only must the theoretical applicability of an
aquifer test be considered, but also its practicality.
For example, in lowly permeable units a constant discharge
test may be theoretically possible. However, the pumping
rates that can be maintained might be too low to control or
might require an inordinately long test. Hence, aquifer
testing design involves a large degree of technical judgment
that must address site-specific conditions. Furthermore,
it is not unusual to have to modify testing procedures during
the course of a hydrologic study. The site-specific
experience gained from early tests may indicate theoretical
or practical limitations.
4.2 AQUIFER TESTING PERFORMED AT THE LOVE CANAL SITE
The aquifer testing design for Love Canal evolved
during the course of the field data collection activities.
Indicative of this evolution is a comparison of our early
testing design and the actual testing performed. Our early
design was outlined, in a memorandum to the prime contractor
and was conceived just as the field work was beginning,
before any data were collected. It is included in this
-------
4-3
report as Appendix B. The testing performed at the site
is discussed in detail in JRB (1980); only a brief summary
will be given here.
Aquifer testing was designed, and subsequently modified,
to characterize certain aspects of the ground-Water system
at the Love Canal site. These included:
(1) determination of the horizontal hydraulic conductivity
and storage of unconsolidated glacial units and the
Lockport Dolomite;
(2) determination of the variation of hydraulic conductivity
with depth in the dolomite;
(3) determination of the hydraulic connection between the
more permeable upper zones of the shallow system and
the dolomite; that is, the vertical component of
hydraulic conductivity in the till ana tight lacustrine
sediments; and
(4) determination of the inter-connection (vertical
hydraulic conductivity) of water-bearing zones in
the Lockport Dolomite.
The tests used at the site included constant pressure
tests and constant discharge tests in the Lockport Dolomite
and a falling head test in the overburden and till units.
Except for the constant discharge test, the results of the
testing are difficult to quantify. In the remainder of this
section, the purpose and limitations of each test are
presented and followed by analysis of the data.
-------
4-4
4.3 CONSTANT DISCHARGE TESTING
4.3.1 General
The most commonly used aquifer testing method in
ground-water studies is the constant discharge pumping test.
A number of idealized analytical models are available for
describing the flow behavior under different aquifer condi-
tions (i.e., water-table, artesian, or leaky artesian).
For the Lockport Dolomite, the solution based on artesian
conditions appears appropriate as a first approximation.
Major assumptions included in the basic solution are: (1) that
the aquifer has uniform properties (homogeneous); (2) that
these properties are independent of direction (isotropic);
(3) that well bore storage can be neglected; (4) that the
aquifer is confined above and below; (5) that the well extends
from base to the top of the aquifer (fully penetrating); and
(6) that the aquifer responds as a porous media. The basic
solution for the above conditions is:
This well know solution was first applied to well hydraulics
by Theis (1935). The terms in the equation can be written
in any set of consistent units, for example, in terms of
feet and days for length and time, respectively:
(4.1)
4Tt
-------
4-5
s = drawdown in feet
r = distance from pumped well to observation well in feet
Q = discharge rate in cubic feet per day
t = time after start of pumping in days
T = transmissivity in feet squared per day
S = storage coefficient (dimensionless)
Although the long term pumping test at the site was
designed to run at a constant discharge rate, the actual
pumping rate declined during the test. An approximate solution
for these conditions can be obtained by using the principal
of superposition in conjunction with the basic solution.
The procedure involves representing the variable pumping
rate by a series of pumping periods having constant rates.
The approximate solution is then given by
s = 4^ jSi(Qj - Qj_i> W
-------
4-6
changes in water levels near the well.
In the field test, we have the opposite requirement.
From the observed water-level changes, we would like to
estimate the hydrologic parameters T and S. This is called
the inverse problem. Several approaches can be used to solve
the inverse problem:
(1) trial and error - solve the forward problem with
different values of T and S until agreement with
observed data is satisfactory;
(2) type curve methods and curve fitting - plot data in
special format and compare with standard curves;
(.3) statistical approaches - usually based on a variation
of nonlinear least squares regression.
The trial and error method is usually time consuming
but straight forward in application. For simple equations,
such as (4.1), type curve matching is more convenient. For
large times, equation (4.1) can be simplified and analyzed
by even more convenient methods based on fitting straight
lines to data plotted on semi-logarithmic paper. For a
more complicated formula such as (4.2), trial and error is
often too cumbersome, whereas type curve methods are
generally not available. In these cases, a statistical
approach is perhaps most appropriate. The statistical
approach, is normally based on a least squares minimization
of predicted and observed data. That is, find T and S
such that
-------
4-7
. H-. \(s (r . , t.) - s (r . , t. A
1=1 v o i l c 1 l J
is minimized where s is the observed drawdown, s is the
o c
calculated drawdown, i refers to a particular observation,
and n is the total number of observations. This procedure
is usually implemented in a relatively simple computer
program. The primary disadvantage of this method is that
the user can easily lose sight of the limitations of his
data. For example, obvious measurement errors that are
easily discovered by type-curve fitting are overlooked by
a computer. As a result of this limitation, it is best to
plot all observed data and compare with calculated curves
based on the statistical match.
4.3.2 Analysis of Observation Well Data
Because the long term pumping test at Love Canal was
conducted with a declining discharge rate, the data was
analyzed using equation (4.2). The statistical approach was
used to determine T and S. To further illustrate the
assumptions and limitations of this analysis Table 4.1 is
provided. This table summarizes the major assumptions of
equation (4.2), the corresponding field conditions, and
justifications for any discrepancies.between the first two.
As previously indicated by using equation (4.2), it
is assumed that the variable discharge rate can be approxi-
-------
4-8
Table 4.1 Summary of major assumptions for the variable
rate pumping test model of Lockport Dolomite.
Model
Assumption
porous media
Actual
Condition
fracture and
solution media
isotropic media
(areally)
probably isotropic
homogeneous media heterogeneous
uniform properties variable with
throughout thickness depth
confined aquifer leaky artesian
infinite aquifer bounded aquifer
no well bore
storage
negligible
Comment
most of the permeability
is along bedding planes,
for long times and far
away from the pumping
well porous media approx-
imation should hold
no evidence in literature
review suggested aniso-
tropic conditions in
areal dimensions
existing studies show
that the lockport has
properties that vary
widely from point to
point; deviations from
ideal behavior will
provide a measure of
the heterogeneity
reasonable approximation
and consistent with data
availability
because of lowly permeable
confining beds, leaky
effects will be negligible
for test period
boundary effects should
be small during test and
detectable in observed
data, if present
high transmissivity, small
radius well
-------
4-9
Table 4.1 (continued)
Mode 1
Assumption
fully penetrating
well
Actual
Condition
partially penetrating
well
Comment
well is finished in
primary water bearing
zones
step like pumping
variations
continuously variable
rates
reasonable approximation
given discharge rates
recorded for test
-------
4-10
mated by a series of pumping periods having constant rates.
This gives the appearance of a step-like function as shown
in Figure 4.1. Also shown in Figure 4.1 are the observed
rates measured during the test. It should be noted that
the observed rates are essentially point estimates, being
based on only a few to a few tens of seconds worth of
measurement. Consequently, the approximate step is con-
sistent with the accuracy of the data.
During" the pumping test, water levels were measured
in 14 observation wells and in the pumping well. Measure-
ments were taken at three observation wells for two hours
after the pump was shut down. With all this data, there are
several alternative ways to partition it for analysis.
Two obvious ways are:
(1) Match all the observations using one transmissivity
value and one storage coefficient value (Case A).
(2) Match the data for each well independently, calculating
a separate T and S for each well (Case B).
Both of the methods were used in this analysis. Comparing
the results of both cases provides a measure of validity
in the analysis.
Before matching the observed drawdowns, the pumping
test data was checked for consistency. On the basis of
this check, it was decided not to include the data from
observation wells 39 and 49 and the pumping well 72 (see
Figure 4.2 for location) in the analysis. The pumping well
-------
4-1
10
•- Measured rates
Approximated rates
>'» ~ | i * *
-f* »• • ••
1
1
5 10 15 20
rime since pumping started (Hours!
25
Figure 4.1 Plot of observed discharge rates and
approximate rates used.to analyze the data.
-------
4-12
x
Ok
cn
2.0L
1.78
. 41
i
i
1
I
I
2CO
f-0?
Figure 4.-2 Map showing location of observation wells
and pumping well for pumping test on
Well 72, 13-14 OCT 80. Number above line
refers to well, number below line refers
to drawdown after about 6 hours pumping.
-------
4-13
data were not used, because of complicating factors discussed
in the following section. Data from wells 39 and 49 were
inconsistent with the other data - both appeared to either
have an error in the static level measurement or to be
poorly connected to the water-bearing zones. The drawdowns
in both wells were very low in comparison to nearby wells.
Figure 4.2 shows the drawdowns measured in each well approxi-
mately 6 hours into the pumping test. The apparently low
drawdowns in wells 39 and 49 are evident in this figure.
Drawdown data for the remaining 12 wells were reduced
and prepared for use in an automatic inverse program.
Typical drawdown data for a single well is shown in Figure
4.3. As can be seen, the data reflects (by dips) the effects
of pumping rate variation at about 4 and 15 hours in the
pumping test. The sharp decline in drawdown shown at the
end represents the recovery period after the pump wes shut
off.
The results of matching the data are presented in
Table 4.2. Using all available data and matching all of the
wells with one T and S led to values of 0.015 ft2/s and
1.49 x 10"\ respectively. The mean deviation between
observed values and calculated values using the above T
and S was 0.39 feet. Fitting the individual well data led
to better matches of the data. For this case the transmissiv-
ity values were between 0.011 and 0.038 ft2/s and the storage
-------
4-14
LOCKPQRT PUMPING TEST..-.NELL 39.
I--*
lA
a"
t ¦ i -rrrtrr
1Q1
I I !|ll|
I I I Ml I
ltf
10°
10
TIKE, HIN
ltf
Figure 4.3 Typical semi-log time drawdown plot of observed
data (including recovery) for 13 OCT 80 pumping
test on well 72.
-------
4-15
Table 4.2 Sixranary of results for pumping and recovery
test analysis.
Matching group
Well
T
ft2/s
S x 10"*
mean
deviation (ft)
CASS A
All wells
together
All
0.015
1.490
0.390
CASE B
38
0.038
2.370
0.032
Individual
wells
44
0.033
1.650
0.045
48
0.027
0.343
0.064
50
0.019
0.483
0.105
56
0.020
0.825
0.052
67
0.018
1.750
0.083
68
0.011
1.330
0.063
71
0.020
1.500
0.067
79
0.017
0. 428
0.108
80
0.015
1.290
0.083
86
0. 018
3.120
0.162
89
0.011
2.000
0.209
Average
0.021
1. 420
-------
4-16
coefficient values, were between 0. 343 x 10_!+ and 3.12 x 10_lf.
As noted, the matches on individual wells were better — mean
deviations for each well were between 0.032 and 0.209 feet.
Typical matches for both Case A and Case B are shown in
Figures 4.4 and 4.5. Similar figures for both cases and
all 12 wells are attached as Appendix C.
As mentioned, recovery data was measured in wells
71, 86, and 89. The&e data were included in the above analysis,
and were also used to calculate T and S values. For these
results, the transmissivity values averaged 0.015 ft2/s —
the same as above. The storage coefficient values averaged
4.13 x 10-u — higher than above. Because those estimates
are based on a short period of recovery measurements, the
results are not significantly different from the complete
analysis.
The computed values for T and S resulted in a
small range (about a half and one order of magnitude
respectively). The range in values indicates that the
Lockport Dolomite is heterogeneous (properties vary from
point to point).. However, on the scale of the test,
about ^ mile, the variation is relatively small for a
carbonate aquifer. The results of this analysis show
the transmissivity values for the site are higher than the
average values reported by Johnston (1964) for the Niagara
area. However, the high values are consistent with his
-------
4-17
LOCKPORT PUMPING TEST WELL 67 CASE R
O
Ci
a
a
a
a
Figure 4.4 Typical plot of observed drawdowns and theoretical
drawdowns using T and S fitted to data from all
wells. Note that the comparison indicates that
the T for this well should be higher than that used
to compute the theoretical curve. Agreement for
Case A matches is generally poor, indicating
inhomogeneity in the aquifer.
-------
4-18
LOCKPORT PUMPING TEST NELL 68 CASE B
a
o
Q
a
a
Figure 4.5 Typical plot of observed drawdowns and theoretical
drawdowns using T and S fitted to data from this
well only. Agreement for Case B matches is
generally very good.
-------
4-19
suggestion that the Lockport Dolomite is more permeable near
the upper Niagara River. The storage coefficient values
calculated for the site are similar to those reported by-
Johnston (1964). Observations were also recorded in the
overburden well at site 72. During the test the water levels
were not affected by pumping in the dolomite well.
4.3.3 Analysis of Pumping Well Data
The analysis of the data in the pumping wells is not
as straightforward as with the observation wells. The
reason for this is that at the beginning of the test the
flow is fracture (or bedding plane) controlled. This, in
part, explains the discrepancy between the two pumping
tests conducted in well 72 (JRB, 1980). In the first
test, a constant flow rate of 5.35 ft3/min resulted in only
a few feet of drawdown. In the second test, with an initial
flow rate of 8.70 ft3/min, drawdowns of 15-20 feet occurred
within a few minutes after pumping started. For the second
test, the well was partially filled with grout, but the
main permeable section was still open. The difference in
water level responses for the two tests suggests that some
near well turbulent flow effects in the bedding planes could
have resulted in the lower apparent transmissivity for the
second test. Unfortunately, the lack of any data after the
first few hours makes this suggestion difficult to verify.
-------
4-20
The first test does exhibit typical fracture flow
behavior in the early time data. Figure 4.6 is a log-log
plot of drawdown versus time. On this graph, two flow
periods can be identified. During the first few minutes,
the data fall on a straight line having an approximate
slope of 4. This slope can occur when a well is drawing
water from a single or few parallel fractures (Gringarten
and Ramey, 1974). In this case, we suspect a few major
bedding plane zones produced flow behavior typical of
horizontal fractures. The second flow period seen on the
graph is the radial flow period, typical of flow in porous
media. The second part of the flow period can be analyzed
for T using Jacob's method (Jacob, 1950). The transmissivity
determined in this manner was 0.084 ft2/s, which is slightly
lower than any of the values previous calculated for observa-
tion wells. Because of the early time nonradial flow
behavior, the storage coefficient cannot be calculated from
this data.
-------
4-21
ladiai flow
1 10 100 1COO
Time (min)
Figure 4.6 Log-log plot of time drawdown data
for 3 OCT SO pumping test on well 72;
showing two periods of flow - the
first few minutes dominated by vertical
flow to bedding planes intersecting the
well and a later period dominated by
radial flow to the well.
-------
4-22
4.4 SLUG TEST ANALYSIS OP WELL'S IN UNCONSOLIDATED MATERIALS
Slug tests or falling head tests provide a method for
determining field hydraulic conductivities from single wells.
In general, these tests provide semi-quantitative values of
hydraulic conductivity. However, in unsaturated material "
or lowly permeable material, these tests may be the only
practical method. There are several variations of these
tests which are described by the Bureau of Reclamation
(1977), Basically, the test involves quickly injecting a
known volume of water into a well and measuring the water-
level decline.
The procedures for the slug tests conducted at the
site are described by JRB (1980). The wells were located
on the east side of the basketball court on 92nd Street in
a relatively undisturbed area- For this series of tests, a
cluster of four wells, completed at different "depths, was
drilled. Figure 4.7 shows the geologic log of the deepest
well and the zones in which each was open (after JRB, 1980).
No significant- water was observed in any of the four wells
after drilling, although at the time of the test (about nine
days later), the two intermediate wells had measurable water
levels in them. Well T2 (depth 16.6 feet) had recovered
2.2 feet and well T3 (depth 26.4 feet) had recovered 6.41
feet. Based on nearby static water levels (discussed in a
later section), we assume that the water level at full
-------
4-23
Tl
T2
T4
5 1
10
15
20
25
30
• loam - dark, brown., clayey
; loam — yellow brown, sandy
" loam - dark
clay - hrovm to gray brown
¦ • slightly moist with
- ' gray sand layers
clay - brown to gray brown
varying in moisture
— from moist to wet with
depth
(lacustrine sediments)
0 - -r CL
till - stones and pebbles
in red, silty clay
matrix
b
Qd '
35
ft 7- *
Figure 4.7 Geologic log for location of cluster wells
(after JRB, 1980). Also shown are the depths
and position of screened intervals for each well.
-------
4-24
recovery should be about 8 feet below land surface in each
well. The relatively small amount of recovery in the nine
day period is indicative of the low permeability of the
units tested.
Several alternative approaches can be used to determine
the hydraulic properties from the slug test data. For the
three deeper wells, assumed to be lower than the water table,
a general analytical solution is available (Cooper et al., 1967).
This solution assumes that the slug of water is injected
instantaneously in a well of finite diameter in a confined
aquifer. In order to use this method to determine soil
properties, data is matched with theoretical type curves. For
the data from these tests, however, the drawdown is so slight
that the type curve comparisons would be very imprecise.
In order to analyze the data, it was decided to approximate
the test as a constant head test. The head in the well does
decline (and the rate of decline is used to calculate flow
rates), but the decline is less than 15% in each case. Hence,
the approximation appears appropriate. The solution for the
constant head test is gi_yen..by equation (4.1) . All of the
assumptions previously stated for this equation still hold,
only now, Q varies with time and s is constant. For u = r S/4Tt
< 0.05, equation (4.1) simplifies to
s = (_0. 5772 - u) (4.3)
-------
4-25
which can be rearranged to determine transmissivity as
2.30
T ~ 4ttsA (1/Q) /filogi a t (4,4)
The part of the equation, A(1/Q)/Alogj 01is the slope of
the straight line portion of plot of observed inverse-flow
rates versus log time. Figures 4.8-4.10 show 1/Q versus
log time for the three deepest cluster wells, T2, T3, and T4,
In each of these cases the discharge was calculated by
(Hi-H2)r 2t
Q = 77 —7— (4.5)
(t2-ti)
where H is hydraulic head and the subscripts 1 and 2 refer
to sequential measurement numbers. As can be seen in
Figures 4.8 and 4.9, the values of 1/Q are somewhat erratic
but a general trend can be deduced. From this trend the
hydraulic conductivities in wells T2 and T4 are estimated
to be 0.32 x 10"9 and 0.25 x 10-9 ft/s. The hydraulic
conductivity is calculated by using T from equation (4.4)
and
K = T/A (4.5)
where A is the length of the open interval of the well.
For well T3 shown in Figure 4.10, the behavior is not
ideal. Qualitatively, the data show well T3 to be more
permeable than the other two wells. However, the decrease
in 1/Q and subsequent leveling of 1/Q indicate that some
of the assumptions for equation (4.1) do not hold. A
-------
4-26
200
(—T2
J '
/
uM
7f±
/
100
¦I"'-A
•- F
-h
/
...y
slope = 2401110 = 130
2.30
'X
- -0~
4ttH01/Q
= 1.8 x 10"4 ft2/day
" K = T/A = 0.28 x 10"'4 ft/day
= 0.32 x 10"9 ft/s
10
100
Time (min)
1000
Figure 4.8
Analys is
constant
of slug test in soil well
head approxination.
T2 using
-------
4-27
m
4J
UJ
\
>1
r3
"O
O
\
300
, slope
340-100
1
2 . 30
4ttH0 1/Q
9.5 x 10"
240
2 . 30
4t ^ 8 * 240
f12/day
200
X = T/A = (9.5/4.4)10"
0.22 x 10'
/
100
*
0.25 x 10"
:t/day
¦ t/s /
/ i
o iD
o
:ii::
¦/
/
t. -
_ *
i
¦ i —
i—
i —...
/
7
r
1
/
V
s
10
100
"ime (min)
10'CO
Figure 4.9. Analysis of slug test in soil well T4 using
constant head approximation.
-------
4-28
60
m
40
>1
<73
T3
a
\ 20
i:..
o
non-ideal
behavior
Q
Q
10
100
time (min)
1000
Figure 4.1
1 n
Analysis of slug test in soil well T3 using
constant head approximation. Note, non-ideal
behavior. This can be partially explained by
the presence of a lowly permeable skin resulting
from augering operations.
-------
4-29
possible explanation for the non-ideal behavior is that the
augering operation resulted in a layer of lowly permeable
material lining the well (referred to as a skin). This
could occur if a permeable zone occurs in the upper part
of the open interval of the well.
To further test this hypothesis, a numerical model
capable of simulating the well damage was used to match
the observed data. The numerical model is documented and
described by INTERCOMP (1976). A fair match was achieved
by specifying a general unit hydraulic conductivity of
1.2 x 1Q-9 ft/s and a lowly permeable (0.12 x 10-9 ft/s) zone
thick around the well bore. A comparison of observed
simulated drawdowns is shown in Figure 4.11.
For the shallow well none of the above methods of
analysis can be used. For this well, almost certainly, is
completed above the water table. An equation for this type
of test conducted above the water table is provided by BLM
(1977). The equation for X may be determined from
where K = average hydraulic conductivity of open interval
A = length of open interval
r .
— A
2 sinh —
r
2AAt
e
(4.
2
r^= inside radius of the open interval
re= effective radius of the open interval
-------
4-30
0 E
4J
O
y
44
c
o
T3
3
:0
ri rawdVvuTF
¦—i—-ou^a
g arawc-o
IrirS
1.2
10
100
1000
10000
Time (min)
Figure 4.11 Slug test results for well T3 showing observed
and computed drawdowns. Simulated results
-------
4-31
and other terms are as. previously defined. Again, any
consistent set of units can be used in calculations.
Depending upon the interval At chosen for calculation of K,
the values ranged from 0.7 4 x 10~9 to 2.5 x 10-9 ft/s.
Unfortunately, the original reference for equation (4.7)
is an internal 1949 BLM memorandum and the basic assumptions
of the equation are not described in BLM (1977) .
The estimated values of hydraulic conductivity based
on the above analysis for the four soil cluster wells are
listed in Table 4.3 together with the method of analysis
and its major assumptions. With the limitations of the
methods used to determine these values, the estimates should
be considered semi-quantitative. Basically, all of the
unconsolidated materials tested had hydraulic conductivity
values on the order of 10~9 ft/s. The glacial till and upper
zone of the lacustrine sediments had the lower values of K,
whereas the lower portion of the lacustrine sediments ana the
shallow well had the higher values. Each of the four units
would have to be classified as very lowly permeable. Only
the low permeability of the shallow well was unanticipated.
It had been planned to be finished in the upper silty
material, but from the log shown in Figure 4.7 it was clearly
finished in the more clayey material.
-------
4-32
Table 4.3 Summary of slug test analyses for cluster wells
in unconsolidated materials.
Well #
Unit
5<(ft/s)
Method of
Analysis
Assumptions
Tl
Silty Clay
>0.7 4xl0~9
< 2.5x10 9
BLM (1977)
p. 284-235
Above water table,
isotropic material,
homogeneous material;
assumption not well
documented in reference.
T2
Lacustrine
sediments
0.32xl0~9
constant
head
Isotropic, homogeneous
material, horizontal
flow, drawdown very
small water table 8 ft
below land surface
T3
Lacustrine
sediments
1.2xl0~9
numerical
s imulation
of slug
test
Well bore storage,
thick skin (K=0.12xl0~9
ft/s), isotropic,
homogeneous aquifer,
open interval at 10.7-
26.2 ft and water table
at 8 ft below land
surface.
T4
Till
0. 25xl0~9
constant
head
(same as for T2)
-------
4-33
4.5 OTHER AQUIFER TESTING AT THE SITE
The tests described in the preceding sections were the
only ones that provided quantitative or semi-quantitative
estimates of hydraulic properties at the site. A series of
slug, constant discharge, and constant head tests was con-
ducted on zones in the Lockport Dolomite. The tests involved
the use of inflatable packers to isolate sections of the
deep dolomite wells for testing. The wells involved in
the tests were 56, 77, 86.
The objectives of the packer tests were to determine
the variability of horizontal hydraulic conductivity with
depth and the degree of hydraulic connection among the
permeable zones. Unfortunately, the tests were generally
inconclusive. Several factors contributed to ambiguous
results:
(.1) during some of the tests, proper seals were not
maintained by the packers;
(2) some of the tests were conducted during the drilling
and pumping of nearby wells;
(3) no replicate tests were conducted; and
(4) field records of necessary data such as flow rates
were incomplete.
Because of these limitations, the data are not interpreted.
-------
4-34
4.6 SUMMARY OF AQUIFER TESTING RESULTS
The results of the aquifer testing partially fulfilled
the original test objectives. The following conclusions
can be drawn from the analysis:
Cl) The 22 hour discharge test in the Lockport Dolomite
provided a field average transmissivity of 0.015 ft2/s
and storage doefficient of 0.00015. These values are
consistent with other values determined for the Lockport
Dolomite in the Niagara vicinity.
(2) Because many of the observation wells were completed
only a few feet into the dolomite, and because they
responded quickly to the pumping from a much deeper
well, the upper permeable zones of the dolomite appear
to have significant vertical permeability.
(3) The Lockport Dolomite is heterogeneous but less so than
would normally be anticipated for carbonate aquifers.
(4) The packer test results for the dolomite were inconclusive.
Consequently, the regional observations of Johnston (1964)
regarding the variation of hydraulic conductivity with
depth are still assumed applicable to the site. Examin-
ation of the core description also supports Johnston's
contention that the primary water bearing zones are
located in the upper zones of the Lockport Dolomite.
(5) The slug tests in the overburden wells provided an
estimate of the hydraulic conductivity of the lacustrine
sediments and till. Both values are on the order of
10~9ft/s and indicate relatively impermeable material.
(6) The shallow material tested at the slug test site was
also relatively impermeable (on the order of 10~9ft/s).
However, this unit was quite clayey. Because the shallow
silty-sandy units.are highly variable, this one estimate
is probably not representative of the shallow system at
the site.
(7) No estimates of storage properties for the overburden
wells could be determined from the slug tests.
-------
5-1
SECTION 5.0 WATER LEVEL MEASUREMENTS
5.1 GENERAL
As indicated in the literature review section,
insufficient data were available to construct detailed
potentiometric maps for the Love Canal area. As part of
the current study, 178 wells were drilled, with about half
in the shallow system and the other half into the Lockport
Dolomite. During the period 23 Oct 1980 to 24 Oct 1980 a
well inventory was performed. The results of these water-
level measurements are presented in Plates 2 and 3. For
reference, the study area is indicated on Plate 1, with
the dashed boarder approximately enclosing the same area
as Plates 2 and 3.
5.2 LOCKPORT DOLOMITE
Plate 2 shows the potentiometric surface for the
Lockport Dolomite in the Love Canal area. Also indicated
are the values of the data points. The precision of the
water-level measurements was within one tenth of a foot.
However, for confined aquifers, barometric and earth
tide effects can cause water-level variations of several
tenths of a foot (Walton, 1970). Because these potential
variations were not removed from the field data, a contour
interval of 0.5 feet was used.
As may be seen, the water levels generally vary
between 564 to 565 feet with a small gradient toward the
-------
5-2
south and southwest. This is in agreement with the
potentiometric surface given in Plate 1, with more detailed
flow features shown in Plate 2. It is very difficult to
interpret such a flat potentiometric surface on a local
scale. The steeper contours to the southeast could be due
to a local low-permeability zone in the Lockport Dolomite.
The slight bending of the 564 ft. contour to the south
probably results from the combined influences of the
Lockport Dolomite discharging to the Niagara River and the
bending of the river to the south as one goes up river.
During drilling operations and in conjunction with
packer testing, water levels were measured to assess
variations in head with depth. The water levels measured
during coring showed variations of one to two feet. Because
the water levels were affected by drilling operations, no
recognizable trend can be deduced. Likewise, water levels
recorded using packers were inconclusive. Only a few zones
were measured in well 72 and no replicate measurements
were made. Consequently, the data collected in this study
were insufficient to determine the variation of head with
depth in the Lockport Dolomite in the Love Canal site.
It should be noted that during packer testing, Johnston (1964)
observed a decrease in head with depth in the dolomite.
The wells he tested were located near the pump-storage
reservoir and the Niagara escarpment, which is a recharge area.
-------
5-3
Love Canal is located in a probable discharge area, for which
heads would more likely increase slightly with depth.
5.3 SHALLOW SYSTEM
The potentiometric (water-table) surface for the shallow
system is shown in Plate 3. For several reasons this
surface should be interpreted with a great deal of caution.
This does not represent a steady-state or annually averaged
surface. As indicated in the literature review section,
these water levels were taken during a seasonally low
recharge period. The water levels are probably seasonally
low and in some places the upper silty unit may be unsaturated.
Furthermore, because of the extremely low permeability
of parts of the shallow system, some of the wells may not
have reached quasi-equilibrimn water levels. The shallow
wells are screened at different elevations. Although there
is no apparent trend in head changes with depth, this is also
another factor that makes interpretation difficult.
With the above limitations considered, some general
trends may be discerned. As may be seen, there is a south-
westerly gradient. Superimposed on this is a possible ground-
water mound at the north end of the canal and a slight depres-
sion at the south end of the canal. In most locations, the
heads are nearly equal to those in the dolomite. The heads
in the shallow system are probably controlled by local varia-
tions in permeability, in recharge, and in evapotranspiration
-------
5-4
and discharge to the creeks and river. The mound is most
likely a result of some combination of these factors.
However, one set- of water-level measurements for one time
is insufficient to determine a unique combination.
-------
6-1
SECTION 6.0 LOCKPORT DOLOMITE MODEL
6.1 NUMERICAL MODEL
6.1.1 General Information
A numerical model is most appropriate for general
problems involving aquifers having irregular boundaries,
heterogeneities, or highly variable pumping and recharge
rates. For these problems, simplified analytical models
no longer describe the physics of the situation, and the
partial differential equation describing flow is approxi-
mated numerically, for example, with finite-difference
techniques. In so doing, one replaces continuous variables
with discrete variables that are defined at grid blocks
(or nodes). Therefore, the continuous differential equation,
defining hydraulic head everywhere in an aquifer, is replaced
by a finite number of algebraic equations that defines
hydraulic head at specific points. This system of algebraic
equations is generally solved using matrix techniques. Thus,
the model computes hydraulic heads as they change with time
throughout an aquifer in response to applied hydrologic
stresses. This approach constitutes a numerical model, and
generally, a computer program is written to solve the
equations on a digital computer.
There are several numerical models that are appropriate
for simulating flow in the Lockport Dolomite. One approach
is to vertically average the flow and aquifer parameters
-------
6-2
through the aquifer thickness. The boundary condition at the
bottom is probably no-flow, since below the first 15 feet,
parts of the Lockport Dolomite are relatively impermeable.
Also, the Rochester Shale is impermeable. At the top, the
boundary condition is probably head-controlled flux to repre-
sent leakage through the confining bed. A ground-water flow
model that handles these areal flow conditions is the U.S.
Geological Survey model presented by Trescott, et al. (1976).
In addition, this model has been thoroughly tested and is
well documented.
The following partial differential equation for ground-
water flow in a confined aquifer in two dimensions, developed
and discussed in Pinder and Bredehoeft (1968), is in Trescott,
et al. (1976) :
J_(T |£) + ^-(t |£) = S 4J + W(x,y,t) (5.1)
3xv xx ox 3y yy ay 9t 1
where
T , ? are the orinciple components of the trans-
xx yy *
missivity tensor (L2/T);
h is the hydraulic head in the aquifer (L)?
t is time (T);
S is the storage coefficient (dimensionless); and
W(x,y,t) is the volumetric flux per unit surface area (L/T).
In equation (6.1), it is assumed that the coordinate axes
x and y are co-linear with the principal components of the
transmissivity tensor, T and T
1 xx yy
-------
5-3
Equation (6.1) is solved by finite-difference methods
in the simulation model by Trescott, et al. (1976) . In
this model, the source term W(x,y,t) can include well dis-
charge or recharge, transient leakage from a confining bed
and steady leakage through a confining bed, recharge from
precipitation, and evapotranspiration.
To solve equation (6.1) for a heterogeneous aquifer
with irregular boundaries, the continuous derivatives are
replaced by finite-difference approximations for the deriva-
tives at the node in the center of a block of aquifer whose
properties are assumed to be uniform. The following implicit
finite-difference equation is written for each node composing
the finite-difference grid:
1 T (hi,i+l,k~hi.i,k} _ T (hi,i,k~hi,i-l,k)
Ax. xx (i, j+Jj) Ax. i xx (i, j -^) Ax. ,
J J 3
, 1 T (hi+l.i,k"hi,i,k} _ (hi.i,k~hi-l,i,k)
yyU+^j) yyU-^j)
S. . Q , . . . . K' .
= ~Tt1 (h' • T-h- YU' -3* ; - u ¦1 (h .« -h. . . ) (6.2)
At i,j,k i,j,k-l Ax, Ay b'. . o(i,j) i,j,k
j 1 x, j
where
i,j,k are indices of the x-, y-, and time-dimensions, respectively;
Ax, Ay, At are the increments in the x-, y—, and time-dimensions,
respectively; K". . and b'. . are the confining bed hydraulic
/ J X t J
-------
6-4
conductivity and thickness, respectively; and Q ,
w(i, j , k)
is the well discharge (L3/T). Writing equation (6.2) for
each node in the region at which the head is unknown results
in a system of simultaneous linear equations. The system of
equations generated by equation (6.2) is solved directly
using D4 or alternating diagonal ordering (Price and Coats,
1974). A discussion of this procedure and its incorporation
into the model is given in Larson (1978).
6.1.2 Site-Specific Assumptions
The system we are modeling in this section is assumed
to consist of a confined aquifer, the permeable part of the
dolomite. It is underlain by relatively impermeable rock
and overlain by leaky, but lowly permeable clays and till.
It is connected hydrologically through the clays and till
to a shallow system composed of silty sand and silt fill.
Important assumptions determined in part from the literature
review section include:
(1) Ground-water flow and aquifer parameters in the Lockport
Dolomite are vertically averaged.
(2) Quasi-steady-state flow is assumed; that is, although
there are seasonal variations, the system over an
extended period of time does not change hydrologically *
from some seasonally averaged surface. This assumption
is based on the few well hydrographs available in the
Niagara Falls area.
-------
6-5
(3) The aquifer in the Lockport Dolomite is assumed to be
leaky artesian everywhere. Evidence in Johnston (1964)
generally supports this assumption.
(4) The aquifer transmissivity near the escarpment is
assumed equal to 4,92.x 10-" ft2/s. Because of the
analysis of pumping tests at the Love Canal site, and
because of the higher transmissivity reported by Johnston
(1964) near the river, a zone bordering the upper
Niagara River was assumed to have a transmissivity of
4.92 x 10~3 ftz/s. This value is about three times
less than that obtained from the aquifer test analysis,
yet slightly greater than Johnston's 'best' value.
This value was selected because the aquifer test
yielded a local value, whereas the lower value used
in the model is more representative of a larger area.
Thus, transmissivity is assumed isotropic, but non-
homogeneous .
(5) Water moves vertically into or out of the Lockport
Dolomite through the confining layer.
(.6) The confining bed is assumed to be 25 feet thick and
is composed of clay and till.
(7) The confining bed hydraulic conductivity is assumed
to be 10~8cm/s (Leonard et al., 1977) or 3.28 x 10~10ft/s.
.Because of the better drained soils near the Niagara
Escarpment (U.S. Department of Agriculture, 1972), this
value was increased in that area to 3.28 x 10~3 ft/s.
Confining bed hydraulic conductivity is therefore isotropic,
but nonhomogeneous.
(8) There are not enough wells in Johnston (1964) to construct
a potentiometric surface for the silty sand and silt
fill, that is, the shallow system; wells that are in
Johnston (1964) indicate that water levels are approxi-
mately 10 feet below land surface; therefore, values
determined from a topographic map were used and 10 feet
subtracted to produce a shallow system potentiometric
surface. In the Love Canal area, this resulted in heads
that were 565 feet.
(9) The heads in the shallow system represent an average
value and neglect seasonal variations or imposed stresses.
(10) The rock underlying the permeable part of the dolomite
is considered impermeable.
-------
6-6
(11) The scale of the Lockport Dolomite model is regional.
These assumptions are also summarized in Table 6.1.
The area of interest was subdivided into rectangular
blocks composing the finite-difference grid and is shown in
Plate 4. The grid consists of 21 columns and 23 rows. Note
that the first and last rows and columns contain blocks with
zero transmissivity as required by the U.S.G.S. two-dimensional
model. The northern boundary is considered no-flow because
it is located along the middle of a recharge area, i.e., a
ground-water divide. Recharge is through the confining bed.
The eastern boundary is approximated as no-flow because it
follows a flow line. The southern boundary is treated as
constant head and corresponds approximately with the upper
Niagara River. The western boundary follows approximately
the covered conduits of the pump-storage project and is
considered constant head. The head values are indicated on
the finite-difference grid. How they were determined is
discussed in the next paragraph.
According to PASNY (1965), the headwater at the river
intake for the pump-storage project averages an elevation of
563 feet above sea level. The twin water conduits extend
generally northerly from the intake to the southwest corner
of the reservoir, a distance of about four miles. The
canal bottom is approximately 100 feet below land surface,
so it is well within the dolomite. The conduits drop 11 feet
-------
6-7
between their upstream and downstream ends, with backfill
averaging greater than 40 feet in thickness. Based on this
and the data in Johnston (1964) , as stated, the western boundary
is treated as constant head with the river block fixed at
563 feet. The block near the reservoir is fixed at an average
value of 55 5 feet. The blocks between vary in an approximate
linear fashion between these two values.
-------
Table 6.1 Summary of major assumptions for the Lockport Dolomite model.
Model Assumption
porous
steady-state flow
vertically-averaged
prooerties
leaky artesian
everywhere
vertical flow through
confining bed
time-invariant heads
in shallow system
impermeable bottom
Actual Condition
fracture media and
bedding plane solution
quasi-steady-state flow
with seasonal varia-
tions superimposed
variable permeability
in the vertical
leaky artesian, but may
have water-table condi-
tions near escarpment
uncertain
heads in the shallow
system do change with
time on a seasonal basis
lowly permeable zones
exist among the perme-
able zones
Comment
On a regional scale, this assumption
is generally valid, especially for
ground-water flow.
none
For the permeable zone on a regional
scale, this assumption is generally
valid.
The escarpment is far enough away
from the Love Canal site that this
assumption should not affect results.
For the contrast in hydraulic conduc-
tivities in the confining bed and
dolomite, this assumption is valid.
For modeling steady-state conditions
in the dolomite, this assumption is
reasonable, but will perform sensi-
tivity analysis.
none
0%
00
(continued on next page)
-------
Table 6.1 (Continued)
Model Assump_tion
Actual Condition
Comment
higher transmissivity
near upper Niagara
River
higher transmissivity
from pumping tests
near upper Niagara River
none
higher confining bed
hydraulic conductivity
near escarpment
better drained soils
near the escarpment
none
constant head for
upper Niagara River
river is probably
hydraulically con-
nected to dolomite
none
constant head for
covered conduits
uncertain
perform sensitivity analysis
impermeable flow at
escarpment
dolomite is absent;
cut off by erosion
none
impermeable flow to
the east
regional heterogeneous
transmissivity
isotropic transmissivity
flow line
heterogeneous
transmissivity
a flow line is approximated as
no-flow boundary
none
bedding plane controlled none
permeability with minor
vertical fractures; areal
anisotropy is probably
slight
o>
i
-------
6-10
6 . 2 HTSTORY -MATCHING
6.2.1 General
To demonstrate that a ground-water model of a flow
system is realistic, field observations of the aquifer should
be compared to computed values from the model. The objective
of this history matching procedure is to minimize differences
between the observed data and the computed values.
6.2.2 Steady-State Flow
Calibration of the Lockport Dolomite model consists of
matching the steady-state potentiometric surface in Plate 1.
For steady-state flow conditions, the storage term in the
flow equation (6.1) can be eliminated during model calibra-
tion. Also, leakage through the confining bed is considered
to be under steady-state conditions.
During steady-state calibration, the aquifer transmissiv-
ity, confining bed hydraulic conductivity, and potentiometric
surface for the shallow system were adjusted until the computer-
generated output compared favorably with the observed potentio-
metric surface. The final values for these parameters are
those given in section 6.1.2. The process of adjusting
parameters is a subjective one, and a given combination of
parameters that produces an acceptable match is usually not a
unique one.
-------
6-11
The computed potentiometric surface is shown in Plate 5.
As may be seen, the match, is good on a regional scale, with
the gradient in the Love Canal area being toward the south
and southwest. For this simulation, referred to as run 1,
flow into and out of the aquifer occurred through the con-
fining bed (leakage) and constant head nodes. Total sources
over the entire modeled area consisted of 0.063 ft3/s from
constant head nodes and 0.095 ft3/s from leakage. Total
discharges over the entire modeled area consisted of
0.104 ft3/s through constant head nodes and 0.052 ft3/s
through leakage. Since the problem is steady state, total
sources should equal total sinks, which is the case, within
the limits of the rounded numbers. In terms of spatial
distribution, leakage into the Lockport occurred near the
topographic high in the northern part of the study area.
Leakage out occurred toward the escarpment and down gradient
toward the upper Niagara River. Just north of the canal, the
gradient reversed and leakage was generally into the Lockport
down to the upper Niagara River. Thus, in the Love Canal
area, the gradient is downward (on an annual average), using
the value of 565 feet for the heads in the shallow system at
the Love Canal site. The downward flow in the blocks
representing the canal area, however, is very low with rates
ranging from 5.6 x 10~3 to 2.6 x 10~3in/yr. The head dif-
ference between the dolomite and shallow system is very small,
-------
6-12
especially near the south end of the canal, and as will be
discussed in the sensitivity section, this gradient can
easily be reversed. As for constant head nodes, flow was
into the dolomite at the pump-storage reservoir and, in
general, was out through the western boundary. For the
southern boundary, the upper Niagara River was gaining
from the dolomite near Love Canal and east; toward the west
and near the pump-storage intakes, the upper Niagara River
was generally losing to the dolomite.
A cross section through column 11 (see Plate 4) from
the escarpment to the upper Niagara River is shown in
Figure 6.1. This is compared with the observed hydraulic
head from Plate 1. Again, the match is good on a regional
scale. On a more local scale, consider Figure 6.2, which
compares the hydraulic head computed from run 1 with the
measured values from this study; that is, in just the Love
Canal area (section A-A' on Plate 4, with observed data from
Plate 2). As may be seen, even on a local scale, this match
is good with, the computed values being slightly lower
than the observed. This difference may be the result of
the constant head value of 564 feet that was used for the
upper Niagara River near Love Canal. As may be seen, the
observed line near the river is dashed indicating that limited
data were available there. This also indicates our uncertainty
in using 564 feet as the constant-head value. The effect of
-------
6-13
the constant head boundary at the upper Niagara River is
discussed in more detail in the section on sensitivity
analysis.
-------
6-14
LOVE CflNRL - LOCKPOKT DOLOMITE
1.0
S.a
SOUTH - NORTH 1 MILES FROM RIVER1
7.0
Figure 6.1 Comparison of computed heads from run 1 with
measured heads. Section line is through
column 11 in Plate 4; river head (origin) is
constant at 564 feet.
-------
6-15
*1
LOVE CANAL - LOCKPORT 0OLOHIIE
l£Q£NO
a-ftUN S£
• - «CftSlR£fl
:i1
S2-
—1—
0.1
-1—
a. a
i
a. j
1
J. 4
SOUTH - NORTH
—i 1 1—
s.i o.b o.;
(MILES FRdfl RIVER)
i
O.B
"1
i.a
a.a
o.»
Figure 6.2 Comparison of computed heads from run 1 with
measured heads. Section line is A-A' through
Love Canal in Plate 4; river head (origin) is
constant at 564 feet.
-------
6-16
6.3 SENSITIVITY ANALYSIS
6.3.1 General
Sensitivity analysis may be defined as the systematic
variation of selected model parameters to investigate the
effects on model responses. Given a specific model response
of interest, which hydrologic parameters or conditions affect
the response most strongly? This is the information that
sensitivity analysis provides.
6.3.2 Site Specific
A sensitivity analysis was made on the steady-state
model of the Lockport Dolomite. The following were
considered:
• the condition at the western boundary
• aquifer transraissivity
• confining bed hydraulic conductivity
• river stage at the southern boundary
• water level in the shallow system
The western boundary of the modeled area was assumed
to be the pump-storage reservoir and the covered conduits.
Based on the description of these engineered structures and
on data in Johnston (1964), this boundary was treated as
constant head, with the heads varying spatially according
to the observed data. Because this boundary is outside the
Love Canal area, no data were collected near it during the
current study. There is, therefore, uncertainty in our
treatment of this boundary as constant head. To test the
effect of the constant head boundary condition, a sensitivity
-------
6-17
simulation was made treating the western boundary as imperme-
able. This simulation is called run 2. The main change in
the computed hydraulic heads occurred near the western
boundary, where the hydraulic gradient was reduced. Figure
6.3 shows the effect of this change on the hydraulic heads
in the Love Canal area. This is the same section shown in
Figure 6.2; that is, section A-A' in Plate 4. As may be
seen by comparing runs 1 and 2, changing the condition at
the western boundary caused little change in the hydraulic
heads in the Love Canal area. Based on this sensitivity
run, the model appeared insensitive to this boundary condition,
and the constant head boundary condition was used.
Next the sensitivity of the model to changes in trans-
missivity was tested. In run 3, the aquifer transmissivity
was increased 50% to 7.38 x 10-1*and 7.38 x 10~3ft2/s in the
respective areas. In run 4, the transmissivity was decreased
50% to 2.46 x 10-l4and 2.46 x lO^ft^/s in the respective
areas. The results of these simulations are compared to
run 1 in Figure 6.4. As may be seen, increasing trans-
missivity caused the heads to increase in the Love Canal
area, and decreasing the transmissivity caused the heads to
decrease. The maximum change occurred toward the north end
of the Love Canal area, and was only 0.3 feet for run 4.
An increase in transmissivity allows more flow from the
north causing an increase in heads in the Love Canal area
-------
LOVE CANAL - LOCKPORT OOLOM3TE - BOUNDARY SENSITIVITY
9
t»1
*
a
I*
h
&
(w
a
18"
C o
H
LEBfM)
a- RIM CMC
• - RU4 TWO
a
P
l
o.t
—i—
0.1
(U
(J. 3
«.*
SOUTH - NORTH
0.S O.fi
(MISS PROM RIVER)
0.7
O.B
O.fi
Figure 6.3 Comparison of computed heads from runs 1 and 2,
Section line is A-A1 through Love Canal in
Plate 4; river head (origin) is constant at
5o4 reet. Run 2 - impermeable boundary toward
west
-------
6-19
LOVE OflNflL - LDCKPDRT DOLOMITE - TRflNSMISSIVm SENSITIVITY
d_
LEGEND
a-RIM 9€.
¦ - RtN MEE
A- RIM fOJR
0.8
a.i
«.a
a.i
o.t
SOUTH - NORTH IfllLES FRU1 RIVERJ
a.s
Figure 6.4 Comparison of computed heads from runs 1, 3,
and.4. Section line is A-A1 through Love Canal
in Plate 4; river head (origin) is constant at
564 feet. Run 3 — high transmissivity; run 4 -
low transmissivity.
-------
6-20
and a decrease in head in the northern part of the modeled
area (not shown in Figure 6.4). Since the river is held
constant at 564 feet, there is little effect on the heads
near the south end of Love Canal. Based on these runs, the
system, as modeled, is relatively insensitive to these changes
in transmissivity.
For runs 5 and 6, the confining bed hydraulic conductiv-
ity was increased and decreased by 50%, respectively. This
resulted in hydraulic conductivities of 4.92 x 10"10 and
4.92 x 10~9 ft/s for run 5, and 1.64 x 10~lc and 1.64 x 10~?
ft/x for run 6. These are compared to run 1 for the Love
Canal area in Figure 6.5. Results are similar to those in
Figure 6.4, except that an increase in confining bed
hydraulic conductivity produced a decrease in hydraulic head
in the Love Canal area and an increase in the northern part
of the modeled area (not shown in Figure 6.5). All changes
are very slight indicating that the model is relatively
insensitive to chances in confining bed hydraulic conductivity
of the magnitude discussed.
Although the confining bed thickness was not varied,
for steady-state flow conditions, the ratio of K'/b1
(referred to as leakance) controls leakage. Therefore,
by varying the hydraulic conductivity, K', we have varied
this ratio. We could have varied confining bed thickness, bV,
inversely to the way we varied K' and obtained the same
-------
6-21
LOVE CflNfiL - LDCKPQRT DOLOMITE - CONFINING BED K SENSITIVITY
O.Q
O.i
0.6
0.7
0.8
SOUTH - NORTH WILES FKOI RIVER)
figure 6.5 Comparison of computed heads from runs 1 , 5,
and 6. Section line is A~A' through Love Canal
in Plate 4: river head (origin) is constant at
564 feet. Run 5 — high confining bed :<; Run 6 -
low confining bed K.
-------
6-22
results for computed hydraulic head.
Other sensitivity runs on the dolomite model were made
by changing the stage of the upper Niagara River. In run 7
the stage was increased by one foot to 565 feet, whereas in
run 8, the river elevation was decreased a foot to 563 feet.
Results are compared in Figure 6.6 with those from run 1.
As may be seen, these runs caused the most change in the
hydraulic heads in the Love Canal area. The value used in
run 1 for the constant head nodes near the upper Niagara River
may be inappropriate. By comparing Figures 6.2 and 6.6, it
may be seen that by increasing the constant head value by
approximately 0.5 ft, the match between the calculated and
observed heads would be very close.
Note that: the lines in Figure 6.6 represent new steady-
state locations, and that all three gradients are toward the
river. As will be seen in the prediction section, system
parameters are such that the dolomite would reequilibrate to
a new steady state relatively quickly. Therefore, although
an increase in river stage would cause an initial gradient
away from the river into the dolomite, as the steady-state
position were reached, the gradient would reverse and would
end as shown, with the gradient toward the river.
Additional sensitivity runs were made, however, no
figures are presented. In the first run, run 9, the hydraulic
head in the shallow system was lowered by one foot in the
Love Canal area. This produced a reversal in the direction
-------
LOVE DRNfll - LOCKPORT DOLOMITE - RIVER SIRSE SENSIIIV]
0.8
-------
6-24
of flow through the confining bed; that is, flow was out of
the Lockport Dolomite. The heads in the two systems (shallow
and dolomite) are nearly equal, and it is possible that local
gradients can be in either direction. In addition, as the
heads fluctuate seasonally, the gradient may reverse. In
either case, because of the low permeability of the confining
bed, the vertical rates are small, assuming the confining
bed is present everywhere.
In the final sensitivity simulation, run 10, it was
assumed that the confining bed was breached. This was
simulated in the model by assigning the grid block (17,11),
representing the south end of the canal, a confining bed
hydraulic conductivity equal to that in the aquifer, that
is 3.28 x 10"" ft/s. For this run, the heads in the dolomite
were increased, since the breached area acted as a source.
In effect, a ground-water high* was produced around grid block
(17,11), with this block having a head equal to that in the
shallow system, 565 feet. This is partly the result of
holding the shallow system head constant. In the field,
there would be a cone of depression in the shallow system
overlying the mound in the dolomite. Since the hydraulic
heads in the two systems are nearly equal, it is not possible,
based on hydrologic evidence alone, to determine whether the
confining bed was breached.
-------
6-25
The sensitivity runs are summarized in Table 6.2. The
modeled area, especially in the vicinity of Love Canal,
appears to be most sensitive to the stage of the upper
Niagara River. In all sensitivity runs, the gradient is
generally toward the upper Niagara River, so that any solute
that entered the Lockport Dolomite would flow toward the
south and southwest.
6.4 PREDICTTONS ASSUMING REMEDIAL ACTION
Under natural conditions, flow in the Lockport Dolomite
appears to be at steady state. If remedial action for the
dolomite is deemed necessary at some point in the future,
the flow field will undoubtedly be disrupted. This will
cause transient flow in the dolomite, which can also be
simulated.
The steady-state model described in the previous section
was modified by reading in values for the confining bed
specific storage and the aquifer storage coefficient. For
the storage coefficient, a value of 1.5 x 10-u was used as
determined from the pumping test analysis (see section 4.3).
A value of 7.8 x 10-'4 ft'1 was estimated for the specific
storage from Domenico (197 2, p. 231). This is the value given
for a plastic to stiff clay. In addition to the parameters,
the steady-state hydraulic head distribution was used as
the initial conditions in the transient model.
-------
6-26
Table 6.2 Summary of sensitivity runs for dolomite.
RUN DESCRIPTION EFFECT
1 Lockport Dolomite steady state 1 Best' comparison with
using constant head boundary observed data
toward the west and best esti-
mate of parameters
2 Same as run 1 except with
impermeable boundary toward
the west
3 Same as run 1 with aquifer
transmissivity increased 50%
4 Same as run 1 with confining
bed hydraulic conductivity
increased by 50%
5 Same as run 1 with confining
bed hydraulic conductivity
increased by 50%
6 Same as run 1 with confining
bed hydraulic conductivity
increased by 50%
7 Same as run 1 with river stage
increased one foot
8 Same as run 1 with river stage
decreased one foot
9 Same as run 1 with heads in
the shallow system in the Love
Canal area lowered by one foot
10 Same as run 1 with confining
bed hydraulic conductivity
increased to that of the dolo-
mite in the grid block repre-
senting the south end of Love
Canal
Minor changes in heads
at Love Canal site
Slight increase in heads
at Love Canal site
Slight decrease in heads
at Love Canal site
Slight decrease in heads
at Love Canal site
Slight increase in heads
at Love Canal site
About one foot increase in
heads at Love Canal site
About one foot decrease in
heads at Love Canal site
Gradients through the con-
fining bed were reversed;
flow was out of the dolomite
Created ground-water mound
in the dolomite
-------
6-27
Remedial action, if necessary, will probably consist
of intercept wells in the dolomite. To test the effective-
ness of intercept wells, sinks were incorporated into the
Lockport Dolomite model at the south end of Love Canal.
That is, pumping well blocks were placed in blocks (18,10),
(18,11). and (.18,12) in the finite-difference grid in Plate 4.
These were placed at the southwest, south, and southeast
end of the canal, since the flow gradient in the Lockport
Dolomite is toward the south and southwest; therefore, wells
in this location would intercept any solute that entered
the dolomite from the canal.
The pumping rates of the three well blocks were each
2.0 gal/min. This amounts to a total of 6 gal/min or 8640
gal/day. The treatment facility at Love Canal should be
able to handle this additional amount of liquid.
The transient simulation lasted only about 6.7 days,
after which time, the hydraulic heads in the dolomite came
to a new steady state. The results of this simulation after
6.7 days are shown in Figure 6.7. As may be seen, these
low pumpages are sufficient to cause a reversal in the
hydraulic head gradient. That is, the flow is no longer
toward the upper Niagara River, which means the wells
would successfully intercept flow from under the canal in
the dolomite. Although the grid block heads are plotted in
Figure 6.7, the maximum drawdown computed at the well face
-------
6-28
LOVE CflNRL - LOCKPORT DOLOMITE - INTERCEPT WELLS
l£B£N)
a- KIN CUE
¦ - TRfiNSIEHX RUN
u.
an
o.i
t.3
0.1
0.8
O.B
SOUTH - NQRtH (H1L£S FROM RIVER)
0.7
Figure 6.7 Comparison of computed heads from run 1 and the
transient simulation.. Section line is A-A 1 through
Love Canal in Plate 4; river head (origin) is
constant at 564 feet.
-------
6-29
(assuming a veil radius of 0.25 feet) would be approximately
2.7 feet, so that the assumption of confined, artesian
conditions in the dolomite are still valid.
This new steady-state solution is dependent on the
assumption of a constant head boundary to represent the
upper Niagara River. The hydraulic connection of the river
and the Lockport Dolomite is uncertain. If the connection
is less than direct as treated in the model, then the gradient
would still be reversed by this pumpage; however, steady
state may not be reached as quickly.
6.5 TRAVEL TIMES AND UNCERTAINTY ANALYSIS
6.5.1 Lockport Dolomite
In this section, we assume that solute has entered the
Lockport Dolomite, and using the gradient and other hydraulic
parameters from the history-matching section, travel times
are computed for the solute to reach the upper Niagara River.
The travel times vary depending on the assumptions of the hydraulic
properties of the dolomite and the behavior of solute.
The interstitial velocity of flowing ground water can
be written
v = * &
i $ 3s
where v^ = interstitial velocity (ft/s)
K = hydraulic conductivity (ft/s)
$ = porosity (dimensionless), and
= hydraulic gradient (dimensionless).
-------
6-30
Travel time, t(s), is simply distance, L(ft), divided by
interstitial velocity, v^. The amount of solute present
on the rock is assumed to be directly proportional to the
amount of solute present in the fluid. This proportionality
constant is called the distribution coefficient, k^ (ml/gm),
and from it one can calculate the rate of movement of solute
in a flowing ground-water system relative to the rate of
flow of the transporting water itself according to the expression
water velocity = n + £ k )
solute velocity d
where
p = aquifer bulk density and d = effective porosity.
Adjusting velocities and travel times for this retardation
effect results in a complete expression for solute travel
times
t = (1 + £ k,) (6.3)
Although this is a relatively simple equation, there are
considerable uncertainties associated with K, and k^, which
lead to uncertainties in the resulting calculated travel times.
In this section, best estimated travel times for solute with
various sorption properties to reach surface water are
-------
6-31
calculated. These calculations are made without any regard
to the scenario fay which the solute entered the ground-
water system. The uncertainty of this estimate is evaluated
using Monte Carlo simulation techniques.
The following best estimates are selected for evaluating
equation (6.3)
L - 660 feet, distance from the south end of Love
Canal to the river
K = 0.001 ft/s (from pumping test match, that is,
0.015 ft2/s * 15 ft, where a permeable
thickness of 15 feet is assumed)
Sh. 0 1
Ts ~ "660 = 000152 (from measured hydraulic head)
p = 2.5 gm/ml, common limestone density (Clark, 1966)
6 = 0.02, effective porosity (estimated for fractured
limestone from Winograd and Thordarson, 1975)
k^ = 0 to 10 ml/gm (estimated from Apps, et al., 1979).
These values are best estimates from observed data,
the pumping test simulation, and our judgment. The
major assumptions are also summarized in Table 6.3. With
them, equation (6.3) gives a travel time for a perfect
tracer (k^ = 0) or for the water itself of 1,005 days. That
is, if the clays were breached or if solute were transported
through the clays, upon entering the Lockport Dolomite, it
would take 1,005 days to reach the river.
In order to assess the statistical properties in the
predicted results, it is first necessary to specify the
statistical properties of the uncertain parameters. In
-------
Table 6.3 Summary of major assumptions for the
Model Assumption
porous media
flow length is from
south end of canal
to river
uniform gradient
low effective
porosity
only chemical reaction
is adsorption
local hydraulic
conductivity
aquifer thickness is
15 feet
Actual Condition
fractured media
direction of flow is
toward south
low, fairly uniform
gradient
unknown
unknown
hydraulic conductivity
from pump tests
unknown
Carlo model.
Comment
the effect of this assumption
on travel times is accounted fox-
in the uncertainty analysis
none
none
fracture porosity are generally low;
the uncertainty of this assumption
is accounted for in this analysis
this probably has the major effect
on travel times
local travel times; the uncertainty
of this assumption is accounted for
in this analysis
this factor enters into the determin-
ation of K from T/b; the uncertainty
in b is thus incorporated into the
uncertainty in K
cr>
i
u>
K>
-------
6-33
this case the parameters in (6.3) which have the greatest
uncertainty are the hydraulic conductivity, the porosity,
and the distribution coefficient. In the analysis that
follows, we will assume statistical properties for $ and K.
To evaluate the uncertainty in we will perform a
sensitivity analysis.
Freeze (1975) presents a large body of both direct and
indirect evidence that provides support for a log normal
frequency distribution for hydraulic conductivity. If it
is assumed that hydraulic conductivity is log normally
distributed, a new parameter y = log K can be defined that
is normally distributed and can be described by a mean value,
y , and a standard deviation, a , that is,
Y Y
N
u , o
_y yj
For this application, y = 1.9365 and = 0.5, that is,
K = 10^-936^ i °-5) ft/day,
which is approximately the value obtained from the pumping
test match, with the standard deviation assumed to be one-
half log unit. Freeze (1975) gives a range of hydraulic
conductivity data for fractured rock with standard deviations
ranging from 0.20 to 1.56, with a mean of 0.6785. These
values of standard deviations indicate a larger spread of
values for hydraulic conductivity than that shown in Table 4.2.
Because the values in Freeze (1975) are more comprehensive,
our value of one-half log unit was estimated from his data.
-------
6-34
We. us.e feet per day to compute travel times in terms' of days.
For the first simulation, case 1, we estimated
porosity to be 2 percent, that is $ = 0.02. Although in
theory, a value for porosity may be calculated from the
storage coefficient.obtained in the aquifer testing section,
in this case, it was not possible. The storage coefficient
determined from the aquifer test indicates that the aquifer
compressibility is more important than the water compressi-
bility. Consequently, the storage coefficient is relatively
insensitive to porosity and the porosity could not be determined.
Values of K were chosen from a log normal probability distribu-
tion. This was done by recognizing that the values of y^ =
log K come from a normal probability distribution. The
normal generator is
y = tr S + p (6.4)
y n y
where S is a random number taken from a normal distribution
n
with a zero mean and a standard deviation of one, N [o.O.
To obtain S , we use a random number, R*, uniformly distri-
n n
buted on the interval (0,1). R* is used to compute S (also
n n
called the random normal deviate) by
S = (-2 In R*)^ sin 2itR* (6.5)
n n n+1
(see Ralston and Wilf, 1967). Using the value of y from
equation (6.4), hydraulic conductivity is computed from
K = 10y
-------
6-35
and used in equation (6.3) to compute the travel time to
the upper Niagara River. To check convergence, we ran the
Monte Carlo simulations for 3200 and 6400 events. No
significant difference appeared to exist and the 6400 event
distribution was used.
A plot of the fraction of events in each interval
versus the logarithm of travel time for a perfect tracer
(k^ =0) is shown in Figure 6.8. Case 1 refers to the case
where the 'best estimate' for porosity is used. Note that
if porosity were decreased by an order of magnitude, the
plot would shift one log1 unit to the left.
The spread of the plotted travel times reflects the
confidence with which we are able to specify them, given the
precision of our estimate of the hydraulic conductivity, K.
A range of 2c on each side of the mean encompasses the 95%
confidence interval. Based on the tabulated mean and standard
deviation in Table 6.4, this means that there is a probability
of less than 0.05 that the travel time of a tracer (non-
retarded element) will be greater than 9727 days (103+2*°'"94)
or less than 103 days (10J~z*°* *aM.
In the next case, 2, we try to account for the uncertainty
in both hydraulic conductivity and porosity, but assume they
are uncorrelated. We keep the same log normal distribution
for hydraulic conductivity, but now assume that porosity is
-------
6-36
CASE 1
« 0.0
I
10
log travel time (days)
10' 103 10*
travel time (days]
10-
i. n °
Figure 6 .8 Histogram of travel times in days of solute from the
south end of Love Canal-to the upper Niagara River
through the Lockport Dolomite. Values are computed
by Monte Carlo simulation for known porosity, uncertain
hydraulic conductivity and a distribution coefficient
of zero.
-------
6-37
also log normally distributed with a standard deviation of
0.5 log units. That is, x = log where Njyx,0^jand ux = -1.70
and a=0.5. This corresponds to a mean porosity of 0.02.
The values of porosity are thus chosen from a log normal
probability distribution which is done by recognizing that
the values of x^ = log $ come from a normal probability
Table 6.4 Value of log mean and log standard deviation of
travel times in days of solute from the south
end of Love Canal to the upper Niagara River
through the Lockport Dolomite for several values
of distribution coefficients and varying uncer-
tainty assumptions about hydrologic parameters.
Distribution
Coefficient
tml/gm)
o
«
o
1.0
10.0
Mean
Sigma
Mean
Sigma
Mean
Sigma
CASE 1
CASE 2
3.00
3.00
0. 494
0.719
5.11
5.10
0. 507
0.502
6.11
6.10
0. 504
0. 500
-------
6-38
where S
x = a
n+1
S , + p
x n+1 x
is a random number taken from N
Sn+1 is
determined from Ralston and Wilf (1967) as
n+1
1,
(-2 In R*) cos 2ttR*
n n+1
(6.6)
Equations (6.5) and (6.6) provide a corresponding pair of
for R* and R* . .
n n+1
Monte Carlo simulations for case 2 produce the results
shown in Figure 6.9. For case 2, the most probable travel
time again is 3.00 log days, but the standard deviation in
log units now is 0.719. For this case, the probability is
less than 0.05 that the travel time of a tracer will be
greater than 27,416 days or less than 38 days. This broad
spread in travel times in case 2 (a = 10c*719) is a result
of our assumption that porosity and hydraulic conductivity
are completely uncorrelated. There is unquestionably some
correlation between porosity and conductivity at Love Canal,
as there is everywhere. However, the amount of correlation
is unknown, as is, therefore, whether the appropriate travel
time standard deviation is closer to 10° '1494 or to 10° "7l3.
We will assume that the travel time standard deviation is
adequately represented by that resulting from uncertainty
in the conductivity alone, 10c'9;*9, as for case 1.
The preceding discussion and the results displayed in
Figure 6.8 and 6.9 were restricted to solutes that are not
random normal deviates with zero mean and unit variance
-------
6-39
% °-2
fO
V
log travel time (daysI
10
102 103 10u
travel time (days)
10"
10'
Figure 6.5 Histogram of travel times in days of solute from the
south end of Love Canal to the upper Niagara River
through the Lockpcrt Dolomite. Values are computed
by Monte Carlo simulation for uncertain and independent
hydraulic conductivity and porosity.
-------
6-40
retarded; that is, to tracers. Such solutes have k, values
a
of zero, so that the parenthetic expression within equation
(6.3) equals one. Many of the solutes at Love Canal are
likely to be retarded with non-zero k^ values.
To account for retardation, additional sets of Monte
Carlo simulations were made using equation (6.3) and fixed
k, values of 1.0 and 10.0. Two runs were made for each k
d a
value, corresponding to the conductivity and porosity choices
of the two cases described above. The results are given in
the form of tabulated log means and standard deviations of
travel time in Table 6.4.
The mean values of Table 6.4 show how retardation
increases travel time from mean values of 10"'co(1000 days)
for a tracer to 10s * 1 1 (1,288,250 days) for a solute with
a k^ = 10. Of particular interest, though, is that the
standard deviation associated with all retarded travel times
are the same and approximately equal to 10°*5.
The Monte Carlo calculations confirm what could have
been deduced from consideration of equation (6.3). The
difference between cases 1 and 2 that lead to the different
standard deviations of tracer travel times result from
different assumptions about the uncertainty associated with
the porosity estimates. In equation (6.3), when k^ is non-
zero, porosity is important in the denominator of the paren-
thetic term, as well as in the numerator of the other part
-------
6-41
of the equation. The uncertainties in the porosity values
therefore tend to cancel,, leaving as the residual travel time
•uncertainty only the input standard deviation associated
with the conductivity Estimate. This is 0.5 log units, the
value produced by the Monte Carlo calculations.
6.5.2 Confining Bed
The travel times from the bottom of the canal through
the confining bed to the Lockport Dolomite are also of
interest. In the calibration of the dolomite model, run 1,
the leakage rate for a typical block representing the canal
-12
was approximately 3.5 x ID ft/s. This value can be
used as a basis for estimating travel times through the
confining bed by using the formula
t =
where b1 is the thickness of the confining bed below the
canal, $' is the confining bed oorosity, and q is the
z
leakage rate given above.
If it is assumed that the confining bed was not breached
during excavation of the canal, then there are two extreme
possibilities for flow through the confining bed. In the
first case, we assume a thickness of 10 feet for the confining
material. This is less than the 25 feet used in the dolomite
model; however, because we are concerned with directly under
the canal, it is anticipated that the thickness of the confining
-------
6-42
bed has been reduced somewhat, by excavation. In addition,
we assume that the confining bed has an effective porosity
of 0.1. Since we do not know what the effective porosity
actually is, the effect of this parameter on the travel
time will be demonstrated in the next case. Using these
values and the above formula, the travel time for a tracer
to reach the dolomite would be about 9,000 years.
Although travel times on the order of thousands of
years are highly likely, a possibility that should not be
overlooked is that fracture zones exist in the confining
bed. Therefore, in the second case, we assume that the
flow through the confining layer is mainly through fractures.
This is a clear possibility because fissured clay in the
upper shallow sediments in the Love Canal area were described
by Owens (1979). For flow in fissures, an effective porosity
of 0.0001 would be appropriate. Using this value and the
10-foot thickness, the travel time for a tracer through
the confining bed would be about 9 years. Note that
adsorption would increase this value.
Of these two extreme cases, the one leading to a
longer travel time is more likely. This is because the
sediments comprising the confining bed are generally observed
to be very moist. The moisture is expected to cause the clay
to swell, hence causing the fractures to heal or close. This
is supported by Owens (1979), who observed that in the Love
-------
6-43
Canal area, the fissured clays grade to soft moist clays
at about 9 to 11 feet depth. In addition, Freeze and
Cherry (1979) point out that fracture zones in till and
glacial lacustrine clay tend to be less permeable with
depth and that highly fractured zones usually occur
within several meters of the ground surface.
The implication of an expected long travel time
through the confining bed is significant. If contamina-
tion is found in the Lockport Dolomite, based on the
above discussion, three possible explanations, in order
of plausibility, are:
(1) the confining bed was breached during original
construction or during modification for disposal,
(2) contamination was caused by leakage from an upper
zone due to a poorly sealed well, or
(3) the confining bed is significantly fractured.
6.6 SUMMARY
The following conclusions are based on the Lockport
Dolomite model:
(1) Steady-state flow in the dolomite on a regional scale
is maintained by recharge through confining beds from
the topographic high near the escarpment. Discharge
generally occurs along the Niagara Escarpment, toward
the covered conduits, and along parts of the upper
Niagara River. Locally, in the Love Canal area, the
gradient is south and southwesterly toward the upper
Niagara River.
(2) In the Love Canal area the vertical gradient through
the confining bed is very low, with rates on the order
-------
6-44
of 10 in/yr. The direction of flow depends on
the local gradient between the shallow system and
the dolomite. It could be in either direction,
and as the heads fluctuate seasonally, the gradient
may reverse.
(3) The Love Canal site is far enough from the covered
conduits of the pump-storage project that this
boundary has little effect on heads at Love Canal.
(4) Hydraulic heads in the Love Canal area were relatively
insensitive to changes in transmissivity of the order
50% and less.
(5) Hydraulic heads in the Love Canal area were also
relatively insensitive to changes of 50% or less
in the confining bed hydraulic conductivity.
(6) Steady-state heads in the Love Canal area were most
sensitive to changes in the value used to represent
constant head at the upper Niagara River.
(7) If solute were to enter the Lockport Dolomite at the
south end of Love Canal, and if there were no adsorption,
the mean travel time to the upper Niagara River for the
solute would be 1000 days. This is dependent on
assumptions concerning the flow properties.
(8) Assuming a downward gradient through the confining
bed, and that the confining bed was not breached and
does not contain fracture zones, it would take a
nonadsorbing solute on the order of hundreds to
thousands of years to reach the dolomite. If adsorption
occurs, travel times will be even longer.
(9) if solute is found in the dolomite and is related to waste
from the Love Canal, given the long travel times calculated
for the confining bed, the most likely explanation would be
that the confining layer had been breached by excavation.
(10) if the confining bed were breached by excavation, downward
flow could produce a ground-water high in the dolomite.
Since the hydraulic "heads, in the two systems are nearly
equal, however, it is not possible, based on hydrologic
evidence alone, to determine whether the confining bed
was breached.
(11) The gradient in the dolomite toward the river can be
reversed by placing intercept wells near the south end
of Love Canal. This can be accomplished with a total
pumpage as low as 6 gal/min or 86 40 gal/day.
-------
7-1
SECTION 7.0 SHALLOW SYSTEM MODEL
7.1 NUMERICAL MODEL
7.1.1 General Information
Whereas the Lockport Dolomite was modeled as a confined
aquifer, the shallow system is treated as a water-table
aquifer. In water-table aquifers, transmissivity is a func-
tion of head. Making similar assumptions to those made in
the last section concerning areal flow, and assuming that
the coordinate axes are co-linear with the principal compo-
nents of the hydraulic conductivity tensor, the flow equation
may be expressed as
3x~ (Kxxb Tx* + 3y (KyyD 3y^ = Sy Tt + • (7-1)
In equation (7.1),
K , K are the principal components of the hydraulic
xx yY conductivity tensor (Lt-1)
S is the specific yield of the aquifer
(dimensionless),
b is the aquifer saturated thickness (L).
Equation (7.1) is also solved in Trescott, et al. (1976)
using finite-difference approximations. The resulting finite-
difference equation is similar to equation (6.2). The main
differences are (1) specific yield is used in the storage
term and (2) the spatial-derivative coefficients are functions,
of hydraulic head. This results in a nonlinear problem that
usually requires iteration. The system of simultaneous
-------
7-2
equations is again solved directly using D4 or alternating
diagonal ordering. This procedure and the nonlinear .iteration
scheme .are discussed in Larson (1978).
Simulations were conducted to help determine the possible
hydrologic regime in the shallow system. A simplified
shallow system model was constructed as shown in Plate 6
using a 24 by 12 grid. The Cayuga Creek was treated as a
constant head boundary on the west. Swale No. 5, as identified
by Clement {August 20, 1980), was assumed to form a no-flow
boundary on the north since it approximately parallels the
ground-water flow lines. The southern boundary is approx-
imated as no-flow and was placed far enough from the swale
so as not to affect the results of computed heads close to
the swale. For the eastern boundary, the canal was assumed
to be a no-flow boundary due to the apparent ground-water
mounding in its north end, creating a ground-water divide
at the location. Figure 7.1 shows the approximate grid area
in relation to Swale No. 5, Love Canal, and Cayuga Creek.
The shallow system is very complex, being unsaturated
in some locations and containing fill areas and swales that
have permeabilities, which differ from the surrounding
material. The model used to simulate flow in the shallow
system is a highly idealized representation of this system.
However, through its use, insight into how the flow regime
-------
7-3
jnjfeAtmua Avt.
Figure 7.1 Area covered bv the simplified shallow system model
(stippled) of the shallow system, Love
Canal, NY, showing the spatial relations among
Swale 35, the Canal, and Cayuga Creek.
-------
7-4
behaves can be gained. In an attempt to account for the
major features of the shallow system, the model was used
under three general hydrologic conditions: (1) homogeneous
flow parameters, (2) heterogeneous parameters where a zone
containing a higher hydraulic conductivity is used to repre-
sent a swale or sand lens, and (3) heterogeneous parameters
where the remedial drainage system is represented by a
zone of high hydraulic conductivity. These and other
simulations are discussed in this section.
7.1.2 Site-Specific Assumptions
Important assumptions used in the shallow system model
determined, in part, from the literature review section
include:
(1) The shallow system is unconfined, porous, isotropic
and heterogeneous.
(2) Ground-water flow and parameters in the shallow
system can be vertically averaged.
(3) Both quasi-steady-state (annually averaged conditions)
and unsteady-state flow are meaningful.
(4) The shallow system is about 12 feet thick, i.e., bottom
elevation at 562 feet above mean sea level (MSL).
(5) The shallow system is composed of silty sand and clayey
silt fill. The soil association of this area is
described as silty loam to silty clay loam (ML to CL
in Unified Soil Classification System). Table 7.1
shows that typical values of hydraulic conductivity
(K) for ML to CL soil classes range from 10"3 to
10~8 cm/s (3 x 10-3 to_3 x 10_1C ft/s) and silty sands
range from 10 3 to 10 3 cm/s (Brunner and Keller, 1972).
Hart and Associates (1978) estimated K to be equal to or
-------
Table 7.1 Unified soil classificntion system and characteristics
pertinent to sanitary landfills (from Drunner and Keller, 1972).
ILijoi Division
nH8lt
NtiC
fa Until)
f fast
ACtlOll
fti linage
OiaiacUriftics*
ValiM lai bAanXiiBiti
Ptraeilihtj
ca per tee
CamactiiMi UitracUfistiu 1
Sid USHD Mii 1
Unit Orfleiu/il
Ifi pei eu ijfl
leiiyifsaieats lei
let lei
staichins
CotQ(
Seepago Cofttiol
t«
o
0
0
o
aravala or afaval-aaod
•lalaraa. llllla t( Aft linai
Maui ii iati
¦ 11|h |
i 18 J
0uo4, Iratl^i, iakk«<-1 I0'1
ftjod.-Itai1ji. rubUar-l1rtl
tlael-*Jkealatf rallai
ll%-I2£
Pwi.ll.a culolf
Mmu*
ions
ut
¦
Silly (Uttll, |(^«tl-HA^-illt
alil«iat
SlifM la
fair i«
pa at
Foot lo
prttlUtllf
l*tar«lu>a
IvaiaiMblf ttic| (iii
l*06/VI4
tlo^a feltcilan ii^iiirei
k > IO"1
Goud, Iraclot
110-130
U|iittaia kltolvl and
toa dralnat* or -alia
iuut
UD
ir
*
d
•
J
•
.
.
roorif ptajad i«M< »«" jra.allj
•inli, llllla or as licit
"ED? \9 M»f
slifhi
• I |«mI
ltai»Aill| alalia a«f to ktU4
la dlko aailiort ¦! ia iial alu)>«*
».> ID 3
Adod, tractof
lOQ'ITO
blai'kol and
toa dralaaga or m|U
UIOl
tons
SM
o
Sill; undi, nai-illl ai>lapar
COMfOl
' - "'j
!• 10 '
Aood lo clwia tuMral
tuinllil, r«btli-lire4
(dllei, ih9i|tfaot foliar
•6-120
Ion treavk to nana
CUTS
LI IS
Itfct
MA« W
CI
\
Uw»*r>u (Krt of low lo mJUb
plattiilty, ir aval It cl«ft, ttnif
tla>», altlf clafi.leaii clarf
leriium |G
t)i|b
Fi 4c 11ca'l ii
l«p HHj
lallt, altilic ti 1 la
Icdiua io
w iif ht|b
f«M 1*
Piiiit
t&»< tlakilitf, <.ara ol bjd-
kuIic dM, not rfatlrjbla
In ««1la0 liil roniligclloA
• • 10
la t0*®
fk»u» la varj pooi, tkaaaatoot
7y-e%
Noaa
CM
/
:
|Ao;«aaic clayt oi High
iclty, lal clt|t
Stdiga
la»or«<04t
r«if »labiliir Mtie Hat aiopct.
l»lfi COtaa, blankola w4
diki itwltoai
u io •
lal* lo |iooi . »heepil«ol
iollor
7b-l0i
Mono
OM
t
i
,A
Oigunic cla*a •( aridiua l<»
fc>Bh ^l*kUc)l|, 01941*1'. illl»
ICtilUB
rr«<.ucal!<
l«per«liui
Nut tMi(abl« lot
k » i« •+
a io"*
fauor, tftaafafool
lolltt
bb 100
Moaa
Hit
Otbikl
uuv
SOiiS
*»
M.*
*1
Oi »iiyo
fpil and etkar hlyhl) oiy*ni<' tuilt
Myi ifCMMfNoco fit stiJian usuf
III PMSIBUCII
M
~Values are loi guidance only, design should he based
•n test itiulu
*Tha ci|u»|ifljEiU 11 s | en «111 u sua 11 y pfoiiyca tin desired
flensitiij iMei a feasoeabie iu*bei ol pa^Ui *h«n
¦At s lui s . Condi 11 ftii s and lliicfciieiS el lilt aie inajjeily
contiollefl
~ luo-.pucteiJ soil at uitliGiifl dohIuic content lui
StamUcd USliO (Staatiaid Piocloc) coapactive
elicit.
-------
7-6
greater than 10~s cm/s (3 x 10~7 ft/s)The probable
range of K for the shallow system is 10 3 to 10 5
cm/s (3 x 10~5 to 3 x 10~7 ft/s).
(6) Specific yield for silty sand and clayey silt fill
ranges from 3 - 30% (see Figure 7.2) with silt
averaging 18% with a range of 3 - 19% (Johnson, 1967).
With silt dominating and clay modifying the particle
sizes, a specific yield value of 15% with a range of
10 - 20% is assumed. The specific yield can be
assumed equivalent to the effective porosity in the
unconfined case.
(7) The shallow system has a constant head boundary of
56 3 feet above MSL on the west. The location of this
boundary corresponds approximately with the Cayuga Creek
(8) The middle of the canal (parallel to its length) is
approximated as a no-flow (symmetry) condition (see
Plate 3).
(9) Major evapotranspiration (ET) occurs for 180 days,
May through October (i.e., the growing season), at an
average annual rate of 13 in/yr, varying from 11 to
15.3 in/yr. Maximum depth to which ET occurs is
6-10 feet with 8 foot average (see section 7.1.3 for
full discussion).
(10) Recharge occurs at an annual rate of 2.7 to 7.2 in/yr
with an average of 4.9 in/yr. Recharge occurs in two
approximately equal surges in November-December and
March-April (see section 7.1.3 for full discussion).
These assumptions are presented in Table 7.2, and those
regarding evapotranspiration and recharge are discussed below
7.1.3 Evapotranspiration and Recharge Assumptions for
Shallow System
To arrive at the shallow system model, the calculations
of mass balance and inflow-outflow requires estimation of
the evapotranspiration (ET) and recharge(R):
(Inflow - Outflow) + R - ET + AS = 0 (7.2)
where AS is the change in storage.
-------
7-7
EXPLANATION
Line cX equal specific yield
.'nrpfva/ I and 5 Defter*
Particle siee Imrn]
Sand .'-0.0623
Siil 0.0625-0.00*
Clav <0.004
ao
CLAY
SANDY CLAY
SILTY CLAY
CLAY-SILT
SANOY
SILTY SAND \
SILT
SILT
Figure 7.2 Textural classification triangle for unconsolidated
materials showing- the relation between particle
size and specific yield. SOURCE: A.I. Johnson,
U.S. Geological Survey Water Supply Paper 1662-D,
1967 (from Fetter, 1980) .
-------
Table 7.2 Summary of major assumptions for the shallow system
model, Love Canal, NY.
Model Assumption
Unconfined with no
capillary fringe
Porous
Isotropic
Heterogeneous
Aquifer properties can be
vertically averaged
Base of shallow system at
562 ft above MSL, thickness
therefore ranges from 8 to
14 feet
No-flow eastern boundary
Actual Conditions
Unconfined with signifi-
cant capillary fringe
Porous
Probably isotropic in
horizontal plane
Heterogeneous
Properties vary with
depth
Aquifer base and thickness
variable due to lenticular
form of deposits
Ground-water moundi ng
in north end of canal
Comment
Unsaturated zone is neglected
because data lacking
None
None
Two zone approach attempts to
account for effects of hetero-
geneity
Assumption consistent with
available data
Assumption consistent with
available data
Mound forms a divide to
ground-water flow creating
no-flow (symmetry) condition
in middle of mound
-j
i
00
-------
Table 7.2 (continued)
Model Assumption
No-flow northern boundary
along Swale #5
Constant head western
boundary
No-flow southern boundary
Actual Conditions
Flow line parallels
boundary and Swale #5
Cayuga Creek with relative-
ly constant water level
Uncertain
ET averages 13 in/y with Uncertain
range of 11-15.3 in/y
Recharge averages 4.9 in/y Uncertain
with range of 2.7-7.2 in/y
Constant hydraulic
conductivity (K) ranges
10"3-10"5 cm/s
Constant specific yield
(or effective porosity)
averages 15% with range
of 10-20%
>10 5 cm/s
(Hart and Assoc.,1978)
Uncertain
Comment
No flow across boundary parallel
to flow line.
None
The simplified, model does not go
far enough south to meet Niagara
River. Boundary is placed far
away from Swale #5 to have no
effect.
ET varies annually and occurs
mostly in May-October.
Recharge varies annually with
precipitation and varies over
region with soil and vegetation
conditions.
See comment for heterogeneous
Specific yield varies throughout
aquifer but assume constant speci-
fic yield over larger scale.
i
VD
-------
7-10
To accurately determine evapotranspiration, estimates
of ET were obtained by two methods. The first approach is
to consult a general reference. Miller (1977) provides
estimates calculated over broad regions of the U.S. and
gives 450 mm (17.7 inches) for annual ET for the region
between the Great Lakes and the St. Lawrence River.
Another method to estimate ET on a local scale is by
using pan evaporation data. Correlating ET to pan evapora-
tion requires that a correction factor be applied to account
for the physical differences between the pan and the ground.
Bouwer (1978) summarizes the use of pan evaporation for
estimating ET. To select the appropriate correction factor,
wind speed, upwind fetch and relative humidity are required.
For the Love Canal area, these parameters are estimated as
(NOAA, 1978-1979):
Wind (km/day) = 75 km/day
Upwind fetch (m) = 10 m
Relative Humidity (%) = 40-70%
The pan correction factor for the above values is 0.80
for wet green grass and 0.65 for dry-surface ground. Since
the surface conditions approach the dry-surface ground more
often than the wet surface, the correction factor should be
weighted towards the lower value; thus, a value of 0.7 is
taken as the pan correction factor.
-------
7-11
Additionally, vegetation has differing moisture demands
during the course of the growing season with lower demands
in the early spring when leaf area is still small and in
the fall when growth has slowed. The ratios of actual ET at
partial cover to that at full cover is the crop coefficient.
Bouwer (1978) cites values for various vegetation, for
instance:
citrus orchards = 0.5-0.6
pasture = 0.87 (constant throughout growing season)
corn = 0.20 early, increasing to 0.99 in middle and
decreasing to 0.17 at the end of the growing
season.
A crop coefficient for trees may be assumed to be about 0.5
in the spring, 1.0 in the summer, and declining to 0.1 in
the fall, giving a weighted average of 0.7. Grass' crop
coefficient can be assumed to be slightly less than pasture
since grass is kept mowed, e.g., less leaf area, and
grass' value is taken to be 0.8.
A weighted crop coefficient for the study area of
mixed trees and grass is obtained with an estimated 20%
tree and 80% grass coverage. This provides an overall crop
coefficient of 0.78.
The National Oceanic and Atmospheric Administration
maintains a class A evaporation pan in Lockport, NY close
to Love Canal. Data obtained for 1978 and 1979 show 29.43
and 27.57 inches, respectively. Assuming an annual pan
-------
7-12
evaporation rate of 28 inches, the ET would be calculated
as:
ET = (Pan Evaporation)(Correction Factor)(Crop Coefficient)
= (28 inches) (0.70) (0.78)
= 15.3 inches, or
4.0 x 10"6 ft/s averaged over the year.
Note the comparison between the two methods of determining
ET, that is, 17.7 inches for the region versus 15.3 inches
for the local area. Dr. C.H.V. Ebert of the Department of
Geography, SUNY, Buffalo (oral communication, 11/10/80)
believes the ET in the Love Canal area to be significantly
less than that measured at Lockport due to microclimate
differences in temperature and humidity. This may reduce
ET by possibly an additional 15%, or to about 13 in/yr.
Due to the surface area of pavement, an additional
reduction in ET may be assumed. Over the shallow system
model area, approximately 15% of the land surface is paved,
resulting in inhibition of ET. Since the degree of pavement
is relatively consistent over the area, an additional constant
reduction factor of 0.15 for ET has been applied, reducing
ET to about 11 in/yr. See Table 7.1 for final values used.
The computation of ET in the model requires a maximum
depth to which ET occurs. When the water table falls below
this maximum depth, ET ceases. ET increases linearly in
the model as the water table rises to a maximum ET rate
-------
7-13
when the water table is at ground surface. The maximum
depth at which ET occurs is controlled mainly by maximum
rooting depth. In the Love Canal area, maximum rooting
depth is 6-10 feet due to the relatively tight clays occuring
at those depths and the s.hallow water tables (oral communica-
tion with Dr. C.'H.V. Ebert, SUNY at Buffalo, 11/10/80) .
One method to estimate recharge is by equation (7.3).
Recharge = Precipitation - Runoff - ET (7.3)
Precipitation averages 32.6 in/yr as reported in Table 7.3,
and McGuiness (1963, Plate 1) indicates runoff in the
Niagara Falls area to be 15-20 in/yr. Since this area is
well vegetated and relatively flat, runoff would be decreased,
probably to 15 inches or less. Taking the ET range of
11-15.3 in/yr calculated in the previous section, substitution
into equation (7.3) provides a value of recharge 2.3 to 6.6 in/yr.
A more site-specific estimation of recharge is by
analysis of well hydrographs such as shown in Figure 7.3.
Clement and Associates (1980) provided the water level data
for standpipes installed at Love Canal, although for only
the time interval of November 1978 through June 1979.
Figure 7.3 clearly illustrates seasonal fluctuations of the
water levels. Total changes in head range from 1.5 to 4 ft.
Assuming a porosity of 1S% enables conversion of the well
head changes into inches of recharge, resulting in a recharge
rate of 2.7 to 7.2 in/yr, with an average of 4.9 in/yr. (
I
-------
Tabic 7.3 Temperature and Precipitation at Lockport, NY (USDA, 1972)
[Based on a 30-year period of record]
Temperature
Precipitation
7 years in 10
3 years
in 10
Snow
Month
Average
Average
will have—
Average
will nave--
daily
daily
Maximum
Minimum
total
7 years
maximum
oanimin
temperature
temperature
More
Less
Average
in 10 will
equal to or
equal to or
than--
. than--
total
have more
higher than--
lower than--
than--
0 F.
0 F.
• F.
' F.
In.
In.
In.
In.
In.
January
32
17
46
1
2.5
2.7
1.7
15
10
February
34
18
47
3
2.S
2.8
2.0
13
9
March
41
24
57
14
2.4
3.0
1.9
10
4
April
5S
3S
72
24
3.0
3.5
2.4
2
(1/)
May
67
4S
80
32
3.1
3.7
2.2
(I/)
(2/)
June
77
SS
88
44
2.4
3.1
1.5
--
--
July
82
60
90
50
2.9
3.4
2.2
--
--
August
80
59
88
48
3.2
4.4
2.4
--
--
September
73
51
85
37
2.7
3.5
2.2
--
--
October
62
42
78
30
2.7
3.4
1.2
(1/)
(2/)
November
48
33
65
20
2.8
3.4
2.1
5
2
December
36
22
51
6
2.4
2.0
1.9
11
6
Year
57
38
91
-2
32.6
35.0
30.4
56
46
y
Trace.
II
One year in 10 will have more than a trace.
-------
7-15
LOVE CANAL - HXOROGRflPHS FOR SHHLLOW AQUIFER (AFTER CLEMENT,L9803
4.
P
!i
d o
§B
eo
i
LESOO
n-SP-l
•- sr-3
a - SP-19
>
u
Z
c
K
(V
>i
s
o
u
<
a
<
s
£3
z
Q
2
<
a
u>
3JJ
1
ve
uj
6.0
1
BUI
i
7J)
t
CO
1
a.s
a o
r«)«H - 1879-1379
Figure 7.3'
Well hydrographs for the shallow system
constructed from data reported by Clement
(1980) for stand pipes (SP) nos.. 1, 3 and 19.
-------
7-16
This range compares favorably with the estimates derived
in equation (7.3) above. The locally estimated values
for recharge of 2.7 to 7.2 in/yr are used in the shallow
system model. Figure 7.4 graphically summarizes the ET
and recharge values utilized in the shallow system model.
ST is the controlling factor on amount of recharge,
to the shallow system. Figure 7.5 provides an idealized
well hydrograph incorporating the hydrographs of Figure 7.3.
With fairly constant precipitation per month throughout
the year (see Table 7.3), the seasons act as a switch,
turning ET on in the spring and off in the fall, greatly
reducing recharge from late spring to fall and allowing
recharge in the late fall and early spring.
-------
7-17
EI - DEPTH RELATIONSHIP FOR SHALLOW SYSTEM MOOEL - LOVE CflNflL
LQ&O
a-n
O- RECMWBE (R")
HISHR
x
MS.D R
ui
LOW R -
i
Lfl
u
u
CERH TO WREX tlCLC tFGSZ]
Figure 7.4 ST and recharge (R) rates versus depth for
the shallow system model.
— 8
High ET is 15.3 in/yr (4.0 x lOg ft/s)
Med ET is 13.0 in/yr (3.4 x 10_a ft/s)
Low ET is 11.0 in/yr (2.9 x 10 ft/s)
Maximum depth of ET is 8 feet.
High R is 7.2 in/yr (1.9 x 10l8 ft/s)
Med R is 4.9 in/yr (1.3 x 10_g ft/s)
Low R is 2.7 in/yr (0.7 x 10 ft/s)
-------
7-18
IDEALIZED WELL HYDROGRRPH
&
s'
LE5EC
~ - UfflZX 7PBLZ E2£V
Ir
s-
li
w *
q
• •.
: B
9
%
i
>
u
z
33
>•
Z
a
a,
a
u
c
a
<
a
<
s
<
D
D
D
w
o
z
a
hi
Ct,
s
<
s
hn
>"3
<
en
u
j'.a
¦
-u
W
1
«.o
1
7J
u
i
9.3
mj
11.0
tio
js.a
H.O
JEW
ft) NTH
Figure 7.5 Idealized well hydrograph for shallow
system, Love Canal, NY.
-------
7-19
7.2. SENSITIVITY ANALYSIS FOR QUASI-STEADY-STATE CONDITIONS
WITHOUT REMEDIAL MEASURES
Figure 7.6 shows a cross-section of initial, or starting
conditions prior to remedial actions for the shallow system
model with land surface, location of constant head creek,
and aquifer base.
7.2.1 Hydraulic Conductivity
The hydraulic conductivity (K) of the shallow system
has been estimated to be between 10"^ and 10 cm/s
-5 -7
(3 x 10 and 3 x 10 ft/s). Since a more definitive
shallow system K cannot be arrived at through aquifer tests,
what are the effects of different K values on the interpre-
tations of the shallow hydrologic regime? Sensitivity runs
were conducted for which only K was systematically varied
as follows:
Varied Parameter:
K1 = 3
x 10"5 ft/s
K2 = 3
x 10 ^ ft/s
K3 = 3
x 10 7 ft/s
Constant
Parameters:
Medium ET = 13 in/yr
Medium Recharge - 4.9 in/yr
Depth of ET = 8 ft
Figure 7.7 shows the resulting variation of head in
the- shallow system for the three values of K. The three
water tables differ very little with average gradients in
-------
7-20
INITIAL CONDITIONS - SWALE MODEL
IESDC
o-LftO SUKFRCE
• - STRKTTNS HERDS
u
CJ
,CREEK
00
IMMJS
OCT - MCS7 CTIZT PTOPI 0»WJ
Figure 7.6 Cross-section of the shallow-system model
showing initial conditions prior to
remedial actions for land surface, aquifer
base, and constant head creeK.
-------
7-21
SENSITIVITY RUN FOR K
a
a iginja
ERST ~ WEST CfSET FTOT1 CMU
aj
Figure 7.7 Results of sensitivity runs with varyinq
hydraulic conductivities for the shallow
system, Love Canal. Top curve represents
K of 3 X 1C" ft/s; middlR curve, 3 x 10"s ft/s :
and bottom curve, 3 x 10-5 ft/s. Average
gradient over 0 - 1776 ft from canal is
0.0C1 - 0.0013. ST is 13 in/yr with 8 ft
depth ana recharge is 4.9 in/yr.
-------
7-22
the upper half of the curves (0-1776 ft from canal) ranging
from 0.0010 for K of 3 x 10~5 ft/s to 0.0013 for K of
_7
3 x 10 ft/s. For the range of hydraulic conductivities
considered, the water-table position is insensitive to K.
As will be seen, the position is controlled by ET-recharge
relationships.
7.2.2 Evapotranspiration and Recharge Effects
Uncertainty in ET and recharge may have considerable
effects on the analysis of the shallow system. Combining
ET and recharge parameters in high-low, medium-medium, and
low-high pairs produced the resultant shallow system heads
shown in Figure 7.8. Increasing ET and decreasing recharge
will cause a lower water table, while decreasing ET and
increasing recharge will raise the water table. With the
ranges in ET and recharge utilized here, i.e., ET ranges
11-15.3 in/yr, averages 13 in/yr.; Recharge ranges 2.7-7.2
in/yr, averages 4.9 in/yr., the water table may vary by
four feet. This will affect the flow rate to the creek
and to the French drain, but the gradient in the area of
concern nearer the canal is not affected.
Likewise, varying the maximum depth to which ET occurs
will cause changes in head. A shallower depth for eliminati
ET will raise the heads, while a deeper ET depth will lower
the heads. This is illustrated in Figure 1.9..
-------
7-23
SENSITIVITY RUN FOR EI-RECHfiRGE
LEGDO
a-LOW ET, HISH R
o-rsj a, ?€D R
a-HISH ES, UW R
O
a
ISOLD
EflST - tCST IFEEX FROM CfiNRU
Figure 7.8 Results of sensitivity runs with varying
ET and recharge rates for the shallow system,
Love Canal. Increasing ET and decreasing
recharge (R) causes decreased heads. Top
curve represents low ET (11 in/yr) and
high R (7.2 in/yr). Middle curve results
from medium ET (13 in/yr) and medium R
(4.9 in/yr). Bottom curve represents high ET
(15.3 in/yr). and low R (2.7 in/yr).
K = 3 x 10"° ft/s,
-------
7-24
SENSITIVITY RUN FOR MRX DEPTH FOR ET
U3DC
~ -IMDC ET CEFTH - S FT
o- finx cr arm -an
A- flfiX EX OH*TH -ID FT
a
I
4.
USObO
EQLS
LSBLO
ERST " HESI CFEET FWW OWHU
Figure 7.9 Results of sensitivity runs with varying
maximum depth of ET for the shallow system.
Love Canal. Top curve represents 6 ft
maximum ET depth; middle curve, 8ft; and
bottom curve, 10 ft. K = 3 x 10"^ ft/s,
ET is 13 in/yr and recharge is 4.9 in/yr.
-------
7-25
These effects will occur over the seasonal cycles
operating in the region. Spring through fall brings high
ET and low recharge while fall through spring brings low
ET and high recharge, as outlined in section 7.1.3 and
Figure 7.4.
7.2.3 Swale (or Sand Lens) Effects
Swales in the Love Canal area have been described by
various sources as reported in the literature review of
section 3.3. A possible effect of importance to this study,
which the swales may produce, is pathways of increased
hydraulic conductivity. Actual values of K for the swales
•are unknown. If they do have a higher K than the surrounding
material, then are the swales of significant importance?
Freeze and Cherry (1979) provide typical ranges of K for
various earth materials and give silty sand a K value of
-3 -7
3 x 10 to 3 x 10 ft/s while clean sand has a K between
— 2 -6
3 x 10* and 3 x 10 ft/s. Utilizing the simplified model
of the shallow system, several sensitivity run's were conducted
to provide insight into the possible magnitude of the swale
effects. This section also applies to sand lenses which
would have effects similar to those of a swale.
First, we examine what changes occur in shallow system
hydraulics by a higher K swale. Figure 7.10 (east-west
cross-section from Love Canal to Cayuga Creek) illustrates
the different water tables associated with a shallow system
-------
SENSITIVITY RUN FOR SWALE
vl,
al
5^
13
¦a
t£SOtfl
c-ftQJira, K-BE-7
o-SifLf, X-2£-5
A-siwu, K-se-t
•¦n*i <} 'on n ynfr «
ERST - «C5T CFES7 fWJI ORMtU
SSCfirO
Figure 7.10 Results of sensitivity runs with swale of
varying hydraulic conductivity. Top curve
represents head in the shallow system with
K of 3 x 10"7 ft/s. Middle and bottom
curves represent heads in the center of swales
with K of 3 x 10_s or 3 x 10~* ft/s, respective^
Specific yield is 15%, ET is 13 in/yr and
recharge is 4.9 in/yr.
-------
7-27
having a K of 3 x 10 ^ ft/s and a swale of either 3 x 10 ^
or 3 x 10 " ft/s. The swale produces a significant change
in gradient only for swale hydraulic conductivities that
are greater than that of the surrounding material by at
least two orders of magnitude. The gradient of the shallow
-7
system (with K of 3 x 10 ft/s) is 0.0013, while both
-5 -4
swales with K of 3 x 10 and 3 x 10 ft/s have gradients
of 0.001. While these gradients are basically the same,
the hypothetical swales will have higher flow rates and
higher velocities by the factor of the difference in K.
-7
Thus, while a shallow system with a K of 3 x 10 ft/s and
— 10
a gradient of .0013 has a flux of 3.9 x 10 ft/s per
square foot of cross-sectional area of flow, the swale with a
K of 3 x 10 ^ ft/s would have a flux of 3 x 10 ^ ft/s per
square foot. Assuming an effective porosity of 15%, the velocity
_7
associated with the material having a K of 3 x 10 ft/s
will be 0.08 ft/yr while the velocity in the hypothetical
swale with a K of 3 x 10 A~ ft/s will be 63 ft/yr - three
orders of magnitude higher.
Table 7.4 lists ground-water flux rates per unit cross-
sectional area and velocities for various hypothetical
shallow systems and swales/sand lenses. For example, a
case where the shallow system had a K of 3 x 10 ft/s and
_4
a swale had a K of 3 x 10 ft/s, the ground water would move
0.08 ft/yr in the shallow system and would move 63 ft/yr ir.
-------
Table 7.4 Flux rate and velocity of ground water for various hypothetical
shallow systems and swales/sand lenses.*
Hydraulic Conductivity
K(ft/s)
Effective Porosity
4>
Gradient
i(ft/ft)
2
Flux Rate per ft
-2-(ft/s) - Ki
Velocity
v(ft/yr) = Ki
4>
Shallow Systems:
A. 3 x 10-7
0 .15
0 .0013
4 x 10~10
0 .08
B. 3 x 1(T6
0 . 15
0 .0012
_g
4 x 10
0 .76
Swales/Sand Lenses:
A. 3 x 10-5
0.15
0 .001
3 x 10~8
6.3
13. 3 x 10~4
0. 15
0.001
3 x 10~7
63
* * _Q
Derived from: — = Ki and v = Ki
A r
Q 3 2
where - flux rate per unit cross-sectional area (ft /s/ft )
v = velocity (ft/s)
K = hydraulic conductivity (ft/s)
i = gradient (ft/ft)
~ - effective porosity (dimensionless) ^
K)
CX>
-------
7-29
the swale. Flux rates through equal cross-sectional areas
of the shallow system and swale would be 4 x 10 ^ and
3 x lO"7 ft3/s/ft2, respectively. About 3800 ft3/yr of
ground water would flow through a swale of 10 ft depth
and 40 ft width.
7.3 REMEDIAL ACTION EFFECTS ON SHALLOW SYSTEM
As briefly reviewed in section 3.4, remedial actions
at Love Canal have consisted of a clay cap to retard
infiltration of precipitation into the canal and a French
drain around the canal to intercept any lateral migration
of fluids out of the canal. Both remedial actions affect
the shallow system hydrology to varying degrees. As
described below, the shallow system model has been modified
to assist in the investigation of the possible effects of
the remedial actions. Here unsteady flow conditions are
assumed in the model.
7.3.1 French Drain Flow Rate Data and Shallow System
Hydraulic Conductivity
The French drain is modeled as a row of cells four
feet wide in row 22 of the model. This places the hypotheti-
cal trench about 50 ft from the canal edge. Since the trench
was constructed approximately 15 ft in depth, the French drain
acts as a constant head sink and was set at a constant head
elevation of 562.1 ft, one-tenth foot above the base of
the shallow system model. The computer code utilized for
-------
7-30
the shallow system provides a printout of constant head
flux rates for each cell, i.e., the volume of ground-
water discharged (or recharged) at constant head cells
per time. Data on volume of treated water collected by
the drain has been recorded at the Love Canal treatment
plant. Dr. Nick Kolak, New York State Department of
Environmental Conservation, provided data for the months of
Jan.; March, June and Sept., 1980, as shown in Table 7.5.
These data enable the estimation of the overall hydraulic
\
conductivity of the shallow system by varying certain
parameters and holding others constant until a match is
obtained between the modelled flux rate in the constant
head drain cells and the measured flux rate in Table 7.5.
Figures 7.11 and 7.12 show results of sensitivity runs
—7 —6
for shallow system K's of 3 x 10" and 3 x 10 ft/s,
respectively, and specific yields of 15% for various combina-
tions of ST and recharge. ET and recharge values used for
these runs are the minimum, maximum, ana average values
reported in Table 7.2. The brackets on the figures indicate
the data for treated volumes as reported by Dr. Kolak in
Table 7.5. These reported flow rates range across time
within the brackets since the French drain construction
occurred over approximately a 6 month time interval. Since
it is uncertain when the French drain and associated construc-
tion began discharging, the field data has a certain amount
-------
7-31
Table 7.5 Monthly volume of water treated by the
Treatment Plant at Love Canal.
Month
Total Volume'
gal
Average Daily Average Flux Rate
Volume ft3/s per Lineal Foot
of Drain2 ft3/s
January 1980
474,660
2047
2.6
X
10
March 1980
390,650
1685
2.2
X
10
June 1980
318,740
1420
1.8
X
10
September 19 80
235,050
1047
1.4
X
10
1 Provided by Dr. Nick Kolak, New York State Department of
Environmental Conservation.
2
Dr. Kolak gave 8958 ft for the total length of French drain.
This includes the main drains and laterals.
-------
7-32
FRENCH DRAIN SENSITIVITY RUN, K-3E-7FPS, SPEC YIELD-L5/1
LEEEJC
o- Lflfcl EI, HIGH R
o-«ED EZ, fCD R
a- HIGH ET, LOW R
4-
O.i
2.S
3.8
2.0
U3B gLflPSCD TH-E CC«S) S1M5E OWIH CflNSIflXTlCN
Figure 7.11 Results of sensitivity runs for estimating
¦ hydraulic conductivity of the shallow system by
history matching flow rate data collected for the
French drain with modeled results based on K of
3 x 10 7 ft/s and specific yield of 15%; top curve
represents low ET (11 in/yr) and high recharge
(7.2 in/yr)) middle curve represents medium ET
(13 in/yr) and medium recharge (4.9 in/yr), and
bottom curve represents high ET (15.3 in/yr)
and low recharge (2.7 in/yr). 3rackets represent
actual field data collected at Love Canal treatment
plant with uncertainty in elapsed time.
-------
7-33
FRENCH DRAIN SENSITIVITY RUN, K-3E-6FPS, SPEC HELD -L5Z
C d'
d
22-
fc'
",
(f »¦-
u
X I
z l<"-
§3-
sc a
a-"
LEEEJC
a- LCW EI, HIGH R
o- HED ET, rED It
a - HIBH ET, wCM R
o
-r
l.S To It 3.0 is
US ELAPSES ;sc CDfttSl SINCE OWIN CONSTRUCTION
—i—
3.0
0.J
o.c
4.0
».s
S.4
Figure 7.12 Results of sensitivity runs for estimating
hydraulic conductivity of the shallow system by
history matching the flow rate data collected for
the French drain with modeled results based on R
of 3 x 10 5 ft/s and specific yield of 15%; top
curve represents low ET (11 in/yr) and high
recharge (7.2 in/yr); middle curve, medium ET
(13 in/yr) and medium recharge (4.9 in/yr); and
bottom curve, high ET (15.3 in/yr) and low recharge
(2.7 in/yr)". Brackets represent actual field
data collected at Love Canal treatment plant with
elapsed time uncertainty.
-------
7-34
of uncertainty in the elapsed time since the drain began
operating.
Effective porosity, or specific yield, will affect
the rate of drainage until steady state is achieved.
Figures 7.13 and 7.14 show the effects of various specific
yields on the shape of the curves, illustrating the effects
of specific yield on drain flow rates prior to steady state.
Definite conclusions can be drawn from Figures 7.11 -
7.14. An averaged hydraulic conductivity for the shallow
—6 — 7
system is between 3 x 10" and 3 x 10" ft/s with a
specific yield of 10-15%. The observed flow rates are
completely bracketed by the modeled flow rate curves.
Since the season over which the observed data were collected
is characterized by high ET and low recharge, the modeled
curves in Figures 7.13 and 7.14 provide the closest
match of the observed data.
The average value of hydraulic conductivity of
approximately 10"^ ft/s estimated in this analysis is
significantly higher than the value obtained from analysis
of the slug test in the overburden cluster wells (section
4.4). This discrepancy is not unexpected. The value
estimated by analysis of the drain system represents an
average hydraulic conductivity for an area on the scale of
the drain system. The slug test, on the other hand,
-------
7-35
FRENCH DRHIN SENSITIVITY RUN, K-3E-7FPS, HEO EI, HED R
O
E 9
Cd-
d
g-J
Sfl
LESE3I0
o- SPEC riELD- 20/f
o-SPEC HELD- 152
a - SPEC XIEUJ- 10Z
a
-------
7-36
1
I
I
FRENCH DRAIN SENSITIVITY RUN, K-3E-6FP5, HIGH EI, LOW R
LESD40
o- SPED HELD- 2CZ
o-srtr i:eld- is:
a - spec WEU- ion
1.8 S.0 IS 3.0 J.S
LOS ELfTSED IDC CORES] SINCE OWIN CCNSTKUCTIGN
Figure 7.14 Results of sensitivity runs for estimating
hydraulic conductivity of the shallow system
by history matching the flow rate data collected
for the French drain with modeled results based
on K of 3 x 10 5 ft/s, medium ET (13 ft/s) and
medium recharge (4.9 ft/s). Top curve represents
20% specific yield; middle curve, 15%; and
bottom curve, 10%. Brackets represent actual
field data collected at Love Canal treatment
plant with uncertainty in elapsed time.
-------
7-37
represents essentially a point estimate- Because of
the highly variable nature of the shallow system, it
would be very fortuitous if the two estimates agreed.
The shallow system is recognized as a heterogeneous
regime. Earth materials of various hydraulic conduc-
tivities intersected by the drain could provide results
which match the observed data as well as the simplified
assumptions represented by Figures 7.11 - 7.14. Thus,
Figure 7.15, for example, shows the results of a simula-
-4
tion with not only a drain, but a swale (K of 3 x 10 ft/s)
-5
and a sand lens (K of 3 x 10 ft/s). The shallow
_7
system in Figure 7.15 has a K of 3 x 10 ft/s just as
in Figure 7.11, but the addition of the swale and
sand lens effectively increase the flow rate in the drain
to a fairly close fit to the observed flow rates. A
better match could probably be obtained by adjusting the
parameters. However, the information gained from this
would be of little value. Without data on flow rates at
various points in the drain, any match to observed total
flow is nonunique.
7.3.2 French Drain Effects
Section 7.3.1 introduced the design of the French
drain model. In that section, analysis of drain flow rates
-------
7-38
COMBINED DRRIN, SWRLE CK-3E-4] RNO SRND LEN5. CK-3E-53
l.i 3.0 2.E 3.0 3.S
LOS ELAPSED TIKI CDfiWJ SINCE ORfllH CONSTRUCTION
Figure 7.15 Test run on French drain^flow rate for shallow
system with K of 3 x 10 ' ft/s, swale of
3 x 10-4 ft/s and sand lens of 3 x 10-5 ft/s.
Brackets indicate actual field data collected
at the Love Canal treatment plant.
-------
7-39
to estimate the hydraulic conductivity of the shallow system
(Figures 7.11 - 7.15) indicate that the drain should achieve
a steady-state condition in about three years, reaching 90%
of the steady-state value in about one year. Thus, the
shallow system at Love Canal is basically at equilibrium
with respect to the French drain, ignoring the seasonal
fluctuations in head.
The effects created by the French drain on the shallow
system water table are seen in Figure 7.16. The top curve
represents the head distribution in the shallow system with
a K of 3 x 10"6 ft/s. For comparison, the lower curve
represents material with a value of K at 3 x 10 ft/s.
In the areas where hydraulic conductivity is 3 x 10"^ ft/s,
the cone of influence of the drain extends about 180 ft
from the drain in a direction perpendicular away from the canal.
-4
In those areas where material with a K of 3 x 10 ft/s
occurs, the cone of influence would extend about 1700 ft from
the drain, if highly permeable material extended that far.
Thus, in these cones of influence, the French drain would
cause a reversal of flow direction back toward the drain.
7.3.3 Clay Cap Effects
A clay cap was incorporated into the shallow system
model by specifying higher land elevations in the area
above the drains and canal, rows 20 through 27. The
thickness of the cap was estimated from the report by
-------
7-40
LOVE CRNflL - FRENCH DRAIN SENSITIVITY MODEL
LEGEND
jewn q
ERST - WEST Cf EST FROM CfMBU
OA
Drain
Figure 7.16 Effects of French drain on shallow system
water table. Hydraulic conductivity of drain
is 3 x 10~5ft/s. Top curv<=» represents a shallow
system with a K of 3 x 10~*ft/s, and lower curve
represents 3 x 10-1,ft/s for comparison.
-------
7-41
Clement and Associates (1980). Over the drain, the cap
thickness was set at two feet, increasing to five feet
at the edge of the canal. The shallow system was assigned
a K of 3 x 10"6 ft/s, drain K of 3 x 10"^ ft/s and specific
yield of 15%. Two conditions were created for the cap.
It was noted during an on-site visit that the southern
sector of the canal had a cap with established vegetation
cover, while the northern sector cap was barren of vegetation.
Although this section now has vegetation (D. Cogley, oral comm.,
1980), this information was not known at the time of this
modeling study.
It is hypothesized that the presence of vegetation will
increase ET and decrease recharge. Cn the other hand, the
cap devoid of vegetation will have lower ET and potentially
higher recharge. Placing these two conditions in the model
for the cells containing the clay cap was achieved by increasing
recharge by an amount equivalent to the decrease in ET. This
was necessary since the model code utilized for this study
does not provide for varying ET over the cells, while recharge
can be varied. The whole model grid for the shallow system
was assigned a high ST of 15.3 in/yr. For the northern part,
where ET is theorized to be lower, a recharge of 6.6 in/yr
was assigned to effectively decrease ET by approximately 50%.
The vegetated southern part of the cap was assigned the same
high ET, but was not allowed any increased recharge, being
assigned a low value of 2.7 in/yr.
-------
7.-42
Figure 7.17 displays the results for the clay-cap
model. The upper curve in the clay-cap region represents a
cross-section through the northern sector while the lower
curve is the southern sector. West of the cap, the two
sectors have identical water table elevations. This figure
illustrates that the clay cap without vegetation conceivably
could cause higher water levels inside the drains.
7.4 PREDICTIONS FOR THE SHALLOW SYSTEM
Predictions for the behavior of the shallow system can
be made on the basis of results presented in this section.
The credibility of these predictions is limited by the lack of
sufficient historical data on water levels in the vicinity of
the canal. Consequently, the predictions presented here are
posed in terms of ranges of likely conditions for assumed ranges
in important hydrologic parameters. If a continuing monitoring
program is maintained for wells drilled during this and former
projects, improved estimates of important hydrologic properties
can be obtained. This, in turn, can result in refinement of
predictions with less associated uncertainty. Conservative
assumptions are used in making these predictions; therefore,
attenuation effects (dispersion and sorption), of contaminant
concentrations are neglected. Note that neglecting dispersion
is conservative with respect to peak height, but not with respect
to arrival time. If a less than 50% concentration is a danger,
neglecting dispersion actually gives travel times that are too
long. The predictions are based on the equation
-------
7-43
CLFt CRP EFFECTS ON SHRLLCU SXSIEM
LEBQC
a - NORTHERN E-VI X-aOTGN
• - samoH s-w x-secxicn
CLAY
CAP
ACUlFER 9A3B
BX.0
[SQQJ
ERST - west CFEET FW#1 MNBU
miin n
Figure 7.17 Results of the modeling of the clay cap with
effects of high ET in the vegetated southern
sector and lew ET in the barren northern section.
Top curve on left represents northern cross
sector, while bottom curve represents southern
section.
-------
7-44
K dh
6 dx
(7.4)
where v = interstitial velocity
K - estimated hydraulic conductivity
dh/dx = head gradient provided by the models
= effective porosity (specific yield) .
Equation (7.4) shows that these predictions are sensitive
to effective porosity assumptions. For material with K of
3 x 10"* ft/s, effective porosity is assumed 1595, while for K
3 x 10~6 ft/s, effective porosity is assumed 10%. The
predictions for the shallow system are:
(1) Figure 7.18 provides a graphical representation of
travel time versus travel distance for materials of
varying hydraulic conductivity. For simplification
and ease of comparison, a single effective porosity
of 15% was used. These travel times are subsequently
discussed in more detail.
(2) The French drain will reverse the ground-water gradient
and flow direction out to about 130 ft for material with
a K of 3 x 10"5 ft/s and to about 1800 ft for material
with a K of 3 x lO-* ft/s (see Figure 7.16). These
values represent the general shallow system and the
higher permeability swales, sand lenses or utility
trench backfill respectively. Since the drain is
approximately 50 ft from the canal, the drain's
influence will extend out about 230 and 1850 ft,
respectively» from the canal.
(3) In the general shallow system, the area of influence of
the French drain will encompass the major portion of
ground water which may have been contaminated by sub-
surface migration over the past 30 years. For example,
the area of influence for X of 3 x 10~s ft/s extends
out 230 ft from the canal (see no. 2 above) while the
ground water traveled about 3 4 ft from the canal
(assuming an effective porosity of 10%). (See Table 7.4
for ground-water velocities).
-------
7-45
LOVE CRNfll - GROUND-WATER MOVEMENT - OISTRNGE VS TIME
rl"
C3
¦U
wnva. rine tsawsj
Figure 7.18 Ground—water travel distance versus travel time
for earth material of various hydraulic conduc-
tivities. Effective porosity is assumed 15%.
Top two curves for K of 3 x 10 1 and 3 x 10"3 ft/s
may represent swales or sand lens. Bottom two
curves for K of 3 x 10-s and 3 x 1Q~7 ft/s may
represent overall shallow system at Love Canal.
-------
7-46
C41 In swales, sand lenses, utility trench, backfill or
other higher permeability zones, the drain's area of
influence could extend out 1850 ft (K of 3 x lO-" ft/s)
while ground water could have traveled about 1900 ft
during the' past 30 years (assuming effective porosity
of 15%3. The drain should cause most of the ground
water in these higher permeability zones which could
have been contaminated during the past 30 years to
begin flowing back toward the drain.
(5) Without the remedial actions taken to date, the- grourid
water in the general shallow system would have migrated
up to an additional 6 ft away from the canal in the
next 5 years.
(6) With the remedial actions installed to date, the French
drain will cause all ground.water presently existing
between the Canal and drain to be discharged to the
drain during the next 5 years. Outside the drain,
ground water will flow back to the drain from as far
as about 230 ft from the canal during the next 5 years.
These predictions assume a general shallow system K of
3 x 10~sft/s, effective porosity of 10% and gradient
of 0.036 obtained from Figure 7.16.
(7) Without the remedial actions, the ground water in
material with a K of 3 x 10~" ft/s (effective porosity
of 15%) would travel up to an additional 315 feet to
a maximum distance of 2215 feet from the canal. The
probability of this occuring is unknown, but most likely
low because of the discontinuous, heterogeneous nature
of the shallow system.
(8) With the remedial actions taken to date, all the ground
water in material with K of 3 x 10~4 ft/s and effective
porosity of 15% between the drain and canal will be
discharged to the drain in the next five years. Outside
of the drain, all ground water out to a distance of
about 900 feet from the canal will be discharged to
the drain during the next five years.
(9) Less than 11 years will be required for ground water
which originated at the canal 30 years ago to be drawn
back to the French drain in material with K of 3 x 10"*
ft/s and effective porosity of 15%. This disregards
attenuation effects on contaminants and assumes
maximum travel distance of 1900 feet from the canal
over 3 0 years.
-------
7-47
SERSONRL EFFECTS CN SHBLLOU SISIEM
USDC
D- UH) SURFHCE
o-nflRCH HfilES TfBLE
a — SEPT WfllER TPBLC
AQUIFER 3ASH
a.6
DRAIN
I fljw
DOT - WEST tFEET FROM CfiNflU
mnn n
Figure 7.19 Seasonal effects on water level of the shallow
system as seen in cross section.
-------
7-48
IIME TKENO FUK FRENCH CHAIN EFFECTS
LESENO
3- U£LL HYCROCRFPH SO FT a OF CRfilH
¦r. *
mlj
arcs since ocxcae* 1, 1379
Figure 7.20 Trends over time for water levels in a
hypothetical well 250 ft west of drain
and flow rates in the drain. Upper flow
rate curve represents a K for shallow
system of 3 x 10 0 ft/s and 10% specific
yield. Lower flow rate curve represents
K of 5 x 10 7 ft/s and 15% specific yield.
Middle flow rate curve (x) represents
observed data.
-------
7-49
(10) Establishing vegetation on the northern-sector clay
cap should cause lowering of the water table by
increasing evapotranspiration (see section 7.3.3) as
has probably occurred in the southern section.
CIII Seasonal effects on the shallow system and remedial
actions will cause a lowering of the water table over
the summer and raise the water table during the late
fall and early spring. Figure 7.19 represents a cross-
section showing the low September and high March water-
table levels, with variation of about 4 feet.
Figure 7.20 shows a hypothetical well hydrograph and
associated French drain flow rates over time, beginning
October 1, 1979 and extending into 1981. With a
simplified two season model, the "hydrograph illustrates
the water table highs that occur in early spring and
the lows in late summer. Paralleling the water-table
level changes, the drain flow rates have declined over
tTie past summer and closely match the observed values.
Drain flow rates are expected to increase^again in
early spring to a high of between 2 x 10"5 and
4.5 x 10"?ft/s/lineal ft.
-------
7-50
7.5 SUMMARY OF THE SHALLOK SYSTEM ANALYSIS
Based on the assumptions and simplified models
presented in this chapter on the analysis of the shallow system
at Love Canal, the following general conclusions are made:
CD Over the past 30 years, ground water could have migrated
about 35 ft from the canal in the less permeable material
CK of 3 x 10~5 ft/s and effective porosity of 10%). For
higher permeability material (K of 3 x 10_li ft/s
and effective porosity of 15%), over the past 30 years
ground water could have migrated up to 1900 ft from the
canal. Considering the discontinuous and heterogeneous
nature of the shallow system, the actual distance of
ground water migration will lie between these extremes
with a much lower probability of the greater distance.
(2) Based on history matching of the French drain flow data,
the shallow system may be characterized as having
averaged hydrologic properties with a bulk hydraulic
conductivity of 3 x 10~s to 3 x 10~7 ft/s (10"*-
10"5 cm/s) and effective porosity of 10-15%.
(3) Although the clay sediments in the shallow system
are considered to have a low permeability, much smaller
than the silty sands, fissured zones which occur in the
clays can impart a higher permeability closer to that
of the silty sands.
(4) The French drain is an effective remedial action to
prevent further migration of contaminants in the shallow
system away from the drain. No contamineted ground
water in the less permeable material (K of 3 x 10~6 ft/s)
would have traveled further than the drain in the past
30 years where the drain is at least 3 5 feet from the
canal.
(5) The French drain will cause most ground water(which has
migrated through high permeability pathways) beyond the
drain in the past 30 years to reverse flow back to the
drain.
(6) Since ground-water movement in the general shallow
system is slow, migration of contaminants from the canal
to nearby residences must hcve occurred through zones
-------
7-51
of higher permeability such as swales, sand lenses or
utility trench, backfill, or occurred through overland
flow across ground surface or from burial of waste much
closer to residences than previously suspected.
C7L Based on modeling"results and knowledge of the shallow
system, there is a low. probability of subsurface
migration of contaminants from the canal beyond the first
circle of residences except in isolated high permeability
zones. If contamination is found outside the first circle
of homes, the contamination may be due to other than
solely subsurface migration.
(8). Availability of data collected on a continuing basis of
one to three years would allow refinement of predictions
and conclusions. With the additional data then
available, more detailed ground—water flow and solute
transport models would be applicable.
-------
7o"a
References
Apps, J.A., Lucas J., Mathur, A.K. and Tsao, L., 1977,
Theoretical and experimental evaluation of waste
transport in selected rocks: 1977 annual report of
LBL Contract No. 45901 AK: Lawrence Berkeley Laboratory,
Berkeley, CA., Report LBL-6022, 139 pp.
Becker, P,L., 1979, Aerial survey toxic chemcial disposal
site, Niagara Falls, New York, area, June 27, 1979
Volume I, Lockheed Electronics Company, Inc., EPA
Contract EPA68-03-2536.
Bouwer, H., 1978, Groundwater Hydrology, McGraw-Hill Book
Company, New York, 480 p.
Brunner, D.R. and D.J. Keller, 1972, Sanitary Landfill
Design and Operation, U.S. EPA Report SW-65ts, 59 p.
Bureau of Reclamation, 1949, Theory of falling head perme-
ameter in unsaturated material, memorandum to C.W. Jones
from D.H. Jarvis.
Bureau of Reclamation, U.S. Dept. of Interior, Ground Water
Manual, 480 p., 1977, U.S. G.P.O.
Clark, S.P., Jr., 1966, Handbook of Phsysical Constants,
revised edition, Geological Society of America Memoir 97,
587 pp.
Clement Associates, Inc., 1980, The remedial construction
project at Love Canal, Niagara Falls, New York:
Finding and comments, prepared for Department of
Transportation, State of New York, 115 p.
Conestoga-Rovers & Associates, 1978, Project Statement Love
Canal Remedial Action Project, City of Niagara Falls.
Conestoga-Rovers, 1979, Love Canal monitoring well data,
preliminary hydrogeological data. In letters to S.
Lester, October 12, 1979.
Cooper, H.H., J.D. Bredehoeft, and I.S. Papadopulos, 1967,
Response of a finite diameter well to an instantaneous
change of water, Water Resources Res., vol. 3, no. 1,
pp. 263-269.
Domenico, P.A., 1972, Concepts and models in groundwater
hydrology, McGraw-Hill, New York, 405 p.
-------
7-.5a
Earlougher, R.C., Jr., 1977, Advances in well test analysis,
Soc. of Pet. Eng. Monograph, vol. 5, Henry L. Doherty
series, 264 p.
Ebert, C.H.W., March 7, 1979, unpublished memo dated 3/7/79
entitled: Comments on the Love Canal Pollution
Abatement Plan (no. 3), Department of Geography,
SUMY at Buffalo.
Ferris, J.G., and D.B. Knowles, 1954, The slug test for
estimating transmissibility, U.S. Geol. Survey Ground
Water Note 26.
Fetter, C.W. , Jr., 1930, Applied Hydroqeology, Merrill
Publishing Company, Columbus, 488 p.
Freeze, R.A., 1975, A stochastic conceptual analysis of one-
dimensional ground-water flow in nonuniform homogeneous
media, Water Resources Research, v. 11, p. 725-741.
Freeze, R.A. and J.A. Cherry, 1979, Groundwater, Prentice-
Hall, Englewood Cliffs, N.J., 604 p.
Glaubinger, R.S., P.M. Kohn, and R. Remirez, 1979, Love Canal
aftermath, Chemical Engineering, p. 86-92.
Gringarten, A.C. and H. J. Ramey, Jr., 1974, Unsteady-state
pressure distributions created by a well with a single
horizontal fracture, partial penetration, or restricted
entry, Soc. Pet. Eng. J., 413-426, AIME, p.257.
Hantush, M.S., 1964, Hydraulics of wells: in Advances in
Hydroscience, V.T. Chow, ed., New York, Academic Press,
p. 281-432.
Fred C. Hart Associates, Inc., 1978, Draft Report: Analysis
of a ground-water contamination incident in Niagara
Falls, New York, Prepared for: U.S. SPA, Contract No.
68-01-3897.
INTERCOMP, 1976, A model for calculating effects of liquid
waste disposal in deep saline aquifers, Part I —
development., U.S. Geol. Surv. Water-Resources Investiga-
tions 76-61.
Jacob, C.E., 1950, Flow of ground water, in H. Rouse (ed.),
Engineering Hydraulics. John Wiley & Sons, Inc., New
York, pp. 325-386.
-------
7-^y
Johnson, A.I., 1967, Specific Yield - Compilation of
Specific Yields for Various Materials, U.S.G.S. Water
Supply Paper 1662-D, 74 p.
Johnston, R.H., 1964, Ground WAter in the Niagara Falls
area, New York, State of New York Conservation Depart-
ment Water Resources Commission Bulletin GW-53, 93 p.
JRB Associates, 1980, Hydrogeology of the Love Canal area,
draft: final report, submitted to GCA Corp.
Larson, S.P., 1978, Direct solution algorithm for the two-
dimensional ground-water flow model. U.S. Geol. Surv.
Open-File Report 79-202, 22 p.
Leonard, R.P., P.H. Werthman and R.C. Ziegler, 1977.,
Characterization and abatement of ground-water
pollution from Love Canal chemical land fill, Niagara
Falls, N.Y., Calspan Report No. ND-6097-M-1.
McGuinness, C.L., 1963, The Role of Ground Water in the
National Water Situation, U.S.G.S. Water Supply
Paper 1800, 1121 p., 4 plates.
Miller, D.H., 1977, Water at the Surface of the Earth,
International Geophysics Series, Vol. 21, Academic
Press, New York, 557 p.
National Oceanic and Atmospheric Admin. (NOAA), 1978-1979,
Climatological Data -- Annual Summary, New York,
Vol. 90, no. 13, 1978, Vol 91, no. 13, 1979.
Owens, D.W., 1979, Soils report, northern and southern
sections - Love Canal, Attachment VIII to Earth
Dimensions Report.
Pinder, G.F., and J.D. Bredehoeft, 1968, Application of the
digital computer for aquifer evaluation: Water Resources
Research, v. 4, no. 5, p. 1069-1093.
Power Authority of the State of N.Y. (PASNY), 1965, Niagara
Power Project Data Statistics, 48 p.
Price, H.S.,and K.H. Coats, 1974, Direct methods in reservoir
simulation: Soc. Petrol. Eng. Jour., June 1974, p. 295-
308.
-------
7_iS~
Ralston, A., and H.S. Wilf. 1967, Mathematical methods for
digital computers. Volume II, John Wiley 5c Sons, Inc.,
New York, 287 p.
Theis, C.V., 1935, The relation between the lowering of the
piezometric surface and the rate and duration of dis-
charge of a well using ground-water storage, Trans.
Amer. Geophys.. Union, vol. 2, pp. 519-524.
Trescott, P.C., G.F.- Pinder, and S.P. Larson, 1976, Finite-
difference model for aquifer simulation in two dimensions
with results of numerical experiments, Techniques of
Water-Resources Investigations of the United States
Geological Survey, Book 7, Chapter CI, 116 p.
U.S. Department of Agriculture, 1972, Soil Survey of Niagara
County, New York, U.S. Government Printing Office
1972 0-459-901.
Walton, W.C., 1970, Groundwater resource evaluation. McGraw-
Hill Book Co., New York, 664 p.
Winograd, I.J., and W. Thordarson, 1975, Hydrogeologic and
hydrochemical framework, South-Central Great Basin,
Nevada-California, with special reference to the
Nevada Test Site: U.S. Geol. Survey Professional
Paper 712-C, pp. C1-C126.
-------
PINAL REPORT ON
GROUND-WATER FLOW MODELING STUDY
OF THE LOVE CANAL AREA, NEW YORK
APPENDICES A-D
Prepared by
GeoTrans, Inc.
P.O. Box 2550
Reston, VA 22090
Prepared for
GCA, Technology Division
Bedford, MA 01730
A
-------
TA3LE OF CONTENTS
pages
APPENDIX A. MATHEMATICAL SIMULATION OF
HIGH PH WATERS ' A1-A7
APPENDIX B. AQUIFER TEST PROCEDURES - - B1-B13
APPENDIX C. VARIABLE RATE DISCHARGE TEST
ANALYSIS C1-C28
APPENDIX D. LISTING OF COMPUTER MODEL,
DATA, AND OUTPUT D1-D95
-------
-------
A—1
APPENDIX A. MATHEMATICAL SIMULATION OF HIGH PH WATERS
While at the Love Canal site, Charles Faust contacted
Dr. F. J. Pearson, a geochemist on our external QA team,
to explain anomalously high pH readings reported in some
of the wells. He suggested that the high pH readings
could be the result of cement in the wells. To further
verify this conclusion, Dr. Pearson made a series of
computer simulations using geochemical reaction models.
His results show that pH conditions as high as 12.4 can
occur in wells containing curing cement. A memorandum
from him on this topic in included as Appendix A.
Dr. Pearson simulated the behavior of the water if
potassium hydroxide (KOH) were to dissolve in it as well
as cement. His simulation shows that KOR solution increases
the pH to values higher than possible from cement solution
alone. As his figure shows, though, dissolved potassium
measurements would be more sensitive indicators of KOH
solution than would pH measurements. Completed chemical
analysis is necessary before conclusive determinations can
be made. If the high pH is a result of the cement, the
length that the effect would persist is a mass balance
problem, which was not addressed in this memorandum, and
cannot be addressed without additional data.
-------
A-2
MEMO
TO: C. R. Faust, GeoTrans
FROM: F. J. Pearson, INTERA
DATE: October 15, 1980
RE: Love Canal: Mathematical Simulation of High pH Waters
BACKGROUND
On Monday, October 13th, we discussed by telephone the high
pH waters found in some of the Love Canal test wells. You
mentioned that KOH was reported to have been in some of the
barrels disposed of in Love Canal, and that the high pH values
were being taken as evidence of the presence of this KOH in the
water at the several wells. You said that you were not happy with
this explanation because the presence of waste material in some of
the high pH wells would violate your concept of the ground-water
flow pattern in the area. You therefore wanted to explore what
other mechanism might be responsible for waters with pH values of
11 and above.
My reply was that, in the absence of certain unusual mineral
deposits or types of hot spring activity, ground-water pH values
above about 10 generally result from the presence of fresh cement.
You responded that because all the samples in question were taken
from freshly cemented wells, this could well be the case. You
questioned, though, whether cement could account for pH values of
greater than 13. Based on a rough hand calculation, I guessed
that cement solution should not lead to pH values much greater
than 11 or 12, agreeing with a value of 12 which you said had been
measured in fresh cement. The question then became one of esti-
mating as closely as possible what the highest cement-caused pH
-------
A-3
was likely to be, so that samples of higher pH values could be
accepted as containing some stronger base such as KOH. I offered
to mathematically simulate the composition of a water reacted with
fresh cement, and to simulate further the compositions resulting
from the addition of varying amounts of KOH to such a water. This
memorandum reports the results of these simulations.
SIMULATION MODELING
The simulations were made using INTERA's version of the code
PHREEQE, which' was developed by Parkhurst, Plummer and
Thorstenson, U. S. Geo 1. Survey, Reston. The aqueous speciation
routine of PHREEQE uses an ion association model, and arbitrary
reaction steps can be taken and/or phase boundaries solved for
directly, using a combination of charge and mass balance
equations. The thermodynamic data base used was that suggested by
Parkhurst, ert £l_. , except that data for solid Ca(0H)2> the
mineral portlandite, and solid KOH taken from Robie e_t aj_. , ( 1978,
U. S. Geol. Survey Bull. 1452) were added for these simulations.
The component of fresh cement with greatest effect on pH is
C"a(OH)2 which dissolves in water according to the reaction:
Ca(0H)2 = Ca+2 + 20H"
The cement reaction simulated was an idealized one in which only
the effect of Ca(0H)2 dissolution was considered. The remaining
components of cement are complex alumno-si1icate materials which
are unlikely to modify the effect of the Ca(0H)2 reaction by
more than a 1/10 pH unit, at least on the time scale of interest
{weeks).
I have no data on representative background water composi-
tions in the Canal region, so I assumed as a starting composition
that of a pure water in equilibrium with Ca CO3 (calcite) at a
CO2 pressure P^g ) of 10"^ atmospheres. Such a com-
position is common in water at shallow depths in sedimentary
format ions.
-------
A-4
This water was (mathematically) brought to equilibrium with
C a(OH)2 to simulate the reaction between background water and
fresh cement. Then to this Ca(0H)2 saturated water, KOH was
(mathematically) added in increasing amounts, and the increase in
pH and dissolved K+ content and the decrease in Ca+2 noted.
(The CA+2 decrease results from the driving to the left of the
reaction above as OH" from KOH is added to the solution.)
RESULTS
The simulation results are displayed in the attached figure,
in which pH on the lower horizontal axis is plotted against
molality (moles/kg H2O) of dissolved cation on the left vertical
axis. The right vertical axis gives, solute cation concentrations
in parts per million (mg/kg). The moles to mass conversion
factors for both cations are nearly the same because of the
similarity of their atomic weights (K+ = 39.10; Ca+^ =
40.08).
The composition at Point A on the figure is that of Ca(0H)2
saturated water, and represents the maximum effect of fresh cement
alone on the water. The pH calculated in this simulation was 12.4
and the dissolved Ca+2 concentration 0.02 molal (800 ppm).
Points to the right of Point A show the K+ (squares) and
Ca+2 (circles) contents and pH's of solutions resulting from
the addition of the amounts of KOH shown along the top to solution
A.
The smallest amount of KOH (mathematically) added to the
Ca(0H)2 saturated solution A was 0.56 gm/kg H^O ( 10"*2
moles KOH). This addition raises the pH only marginally (to 12.5
from the solution A value of 12.4), but the resulting 10 ~ 2
moles (390 ppm) of K+ in solution is far above that usually
found in ground waters in regions like that of Love Canal. Normal
ground-water K + contents in such regions are less than 10 pom.
Thus the presence of small amounts of KOH in the Love Canal area
ground-waters are likely to be most easily detected by
observations of elevated K+ contents.
-------
A-5
The addition of larger amounts of KOH will continue to
increase the K + content, but will also noticeably increase the
pH. A solution which contains 28.0 gm KOH per kg H2O, for
example, will have a pH of 13.5, but will also contain 0.5 moles
(20,000 ppm) of K+.
In using these results and communicating them to others,
remember and stress that they are idealized and that while the
general trends shown are correct, the details in the field may be
different. For example, the pH of cement-containing water may be
anywhere between the ambient pH and that of a Ca(0H)2 saturated
solution, depending on the mixing ratio. The pH of the Ca(0H)2
saturated solution itself may be several tenths to perhaps 0.5 pH
units different from the 12.4 units calculated depending on the
presence of other minerals and possibly on the availability of
C02 in any gaseous phase prsent as well. The relationship
between K+ and pH resulting from KOH addition may not be exactly
as simulated, either. If sufficient gas phase CO2 is present,
the pH may be decreased by reaction between dissolved CO2 and
0H~. This would shift K* v_s pH points to the upper left of
the theoretical line of the figure. On the other hand, exchange
reactions between K* and other cations held on the solid aquifer
matrix could occur. This would lower the K+ content and produce
field K+ v^ pH values to the lower right of the line of the
figures. Neither the possible CO2 or exchange reactions would
be likely to obscure the essential correspondence between pH
values of 13 and above with high K+ contents, if KOH is indeed
present in the: high pH waters sampled.
SUGGESTED ADDITIONAL WORK
The simulation modeling described here is based on highly
idealized water and solute compositions, and it would be well to
repeat it using chemistries more representative of actual Love
Canal area ground waters. I should like to have analyses to be
used as the basis of geochemical simu1 ation mode 1ing of the Love
Canal region include:
-------
A-6
Temperature
Field arid laboratory pH
Titrated a 1ka 1inity
Total organic carbon and total inorganic carbon. (Total
organic carbon is most probably determined as the
difference between measured total carbon and measure-d
total inorganic carbon, so the latter value should be
available and not require additional analysis.)
Common cations, at a minimum Na + , K+, Ca+^, and
Mg + 2.
Common anions, at a minimum CI" and SO4", in addition
to the alkalinity, above.
The analyses should balance in charge to within better than
5-10%. A larger imbalance suggests either an analytical
error or the presence of some important but unanalyzed
dissolved species.
Analyses of the full range of water types should be
available. It is extremely important that there be included
several anlyses of waters which in your best hydrologic
judgement represent the ambient typical area! ground-water
chemistry. This ambient water is the base on which
representative simulations are based, so the importance of
good background analyses, cannot be overstressed.
-------
;
M *» J fiflH av 5.
ve k>jk
-------
B-l
APPENDIX B. AQUIFER TEST PROCEDURES
As part of a memorandum dated 2 September 1980,
GeoTrans outlined aquifer test procedures based"on our
limited knowledge of the Love Canal hydrology. These
procedures were suggested at the beginning of the drilling
program before any tests had been performed. This discussion
is included as Appendix B.
-------
B-2
Well Test Sensitivity Analysis and Discussion of Results.
Three types of well tests are considered in this analysis:
• slug tests
• constant discharge tests in fully penetrating wells
• constant discharge tests in partially penetrating
wells in an anisotropic aquifer
Slug tests: Slug tests or falling-head tests provide
a method for determining field transmissivities from single
wells. The test involves quickly injeering a known volume
of water into a well and measuring the water-level responses.
A critical factor in. performing these tests is the timing of
water-level measurements. This timing is controlled
primarily by the type of material tested. Highly permeable
units will approach static (pre-slug) levels quickly (in a
few seconds) while lowly permeable units will respond slowly
(in terms of days or months). To provide an estimate of test
duration, a sensitivity analysis for the geological units at
the Love Canal site was conducted.
The analytical solution that describes the response of
a finite-diameter well, to an instantaneous charge of water
is given by Cooper et al. (19675. The solution for a line
source (infinitely small diameter) is given by Ferris and
Knowles (1954) . The line source;' solution is valid only for
relatively large times (after the slug is applied). So, in
this analysis the finite-diameter solution was used. The-
solution is described in detail in the cited reference, a
copy of which is enclosed with this memorandum.
Typical values of important parameters were used for
the analysis of the unconsolidated sediments. Extreme
values (high and low) were chosen for the water-beari unl^s
of the Lockport dolomite. These values are given in table 1.
The results of the calculations are shown in figures 1 and 2.
As may be seen in figure 1, the wells in the sand are antici-
pated to respond in terms of minutes and.the wells in the
clay and till will respond in terms of days. Actually, the
response in the wells in clay or till may be even slower, as
relatively high values of hydraulic conductivity were used
in the calculations. For determining field parameters, water-
level measurements should be timed in a logarithmic sequence,
e.g., 2 sec., 4 sec., 8 sec., 16 sec., 30 sec., 1 min.,
2 min., 4 min., 8 min., 16 min., 30 min., 1 hr., etc. For
the bedrock wells, we expect that the lowly permeable water-
bearing zones will respond in a range of a few minutes to-
hours. The more permeable dolomite zones will respond in
terms of seconds. For these zones slug tests may not provide
estimates of transmissivity. Results for the dolomite are
given in figure 2.
-------
B-3
Table 1. Data used in slug test calculations, T = transmissivity,
S = storage coefficient, K = Hydraulic conductivity,
b = thickness, and r * well radius.
T
S ! K
i
b
r
Sands
a ft 2/d
. 1
1 ft/d
(3.5xlO-Acm/s)
3 ft
. 167' ft
Clays and Tills
.02 ft2/d
.001
.00133 ft/d
(4.7xlQ-?cm/s)
15 ft
.167 ft
Low-T Dolomite
10 ft2/d
. 10-*
1 ft/d
(3.SxlQ-^cm/s}
10 ft
.167 ft
High-T Dolomite
1000 ft2/d
10-*
100 ft /d
(3.5xl0-2cm/s)
10 ft
.167 ft
-------
B-4
l.Q
•8
6
r
i -
• 0
000|
• OO J
¦G/
. /
i.
id.
Time t'n -cUy>s
Figure 1. Response of vater levels to slug tests for
typical sands, clay3 and tills-; -6H = head at time
t minus the head before slug injected/ &H =
slug
head at time slug is injected minus the head before
slug is injected.
-------
B-5
I.
8
• G
<3 -H
.2
i i
1 mm
1 hr
\
\ LowT
-
\ s
\*
\ High"T
V
i \
I
I0-5 NT11
I0'1 )0"'
\0"' I
Time
In
Figure 2. Response of water levels to slug tests for high
and low transm^ssivity water-bearing zones in
the dolomite; AH, AH , are defined in figure 1.
slug
-------
B-6
Fully penetrating wells in dolomite: Constant dis-
charge tests in wells completed in the Lockport Dolomite
could provide estimates of transmissivity aid storage
coefficients. A single well test would involve pumping
the well at a constant rate; observing the water-level
decline in the well during the period of the test (one
to two days) ; shutting the pump off,- and observing the
water-level recovery in the well. Important considera-
tions for designing this test are anticipated water-level
declines and pumping rates. One does not want water-level
declines to be too small to measure, nor does one want to
cause excessive declines. A simple analysis using the Theis
equation (see, for example, Hantush, 1964) was used to
determine pumping rates required for a given desired
drawdown at the end of one day of pumping. Using this
equation, it was. possible to estimate required pumping
rates for different values of transmissivity. If slug tests
are used to obtain an initial estimate of transmissivity,
the appropriate pumping rates can be determined from the
equation described in the next paragraph.
The solution for drawdown at a distance r from a
constant discharge line source which is fully penetrating
a homogeneous aquifer is given by the Theis equation.
r 2g
For. u = < .05 where S is the storage coefficient, T is
transmissivity and t is time, Theis' equation may be approxi-
mated by s = (-.5772-ln u) , in which s is the drawdown
and Q is the discharge rate (Hantush, 1964). This equation
s4ttt
may be rearranged so that Q = —5772^1n u) " ^ we ^es;i-re
to know the required discharge rate to attain a. specified
drawdown at a given time after pumping starts, the above
equation provides the estimate. Figure 3 shows the required
pumping rates to achieve a drawdown of 10 feet in a 4 inch
well after 1 day of pumping where the storage coefficient
is assumed to be 10"*. These calculations show that for
the higher transmissivities, pumping rates on the order
of 10,000 ft3/day will be required. A four inch well
with a typical submersible pump may not be able to provide
these rates.
Partially penetrating wells in dolomite: The previous
tests considered are useful in determining transmissivity
and the horizontal component of the hydraulic conductivity.
To characterize the vertical connectivity of the water-
bearing zones in the dolomite, it is necessary to use
different types of well tests. In these tests a vertical
-------
B-7
TO 0
too teo
toeo \too
Figure 3. Pumping rate required to attain drawdown of iO feet
in a 4 inch well after one day of pumping as a
function of transmissivity (S = .0001).
-------
3-8
head gradient is imposed by withdrawing water from one
layer of the bedrock. The response in other layers can
then provide a basis* for estimating the vertical component
of hydraulic conductivity. In the Lockport Dolomite it is
anticipated that this component will be small in comparison
with the horizontal component. Johnston, (1964) documents
a great deal of field evidence to support this contention.
An analytical solution that describes the response of
water levels in an aquifer to constant discharge from a
partially penetrating well is given by Hantush (1964). A
copy of the relevant, pages from this article is enclosed
with this memorandum. The final equation is quite complicated
and, in general, requires a computer solution. We have
written a program to solve the equation described in section
2, page 353 of the article.
This program can be used to analyze pumping tests con-
ducted on partially penetrating wells if the condition of
aquifer homogeneity applies. From Johnston's report (1964),
we must assume that homogeneity (relatively uniform proper-
ties) is not a good approximation. According to Johnston
the top zone of the dolomite is more permeable than the
lower zones. In spite of this obvious shortcoming, the
analytical solution can provide an idealized model for
comparison with field data. Further, it can serve as a
point of departure for more realistic simulation of the
well tests with numerical models.
The analytical solution provides two generalizations
that are useful in designing well tests:
• the largest vertical gradients will occur nearest
the well
3b
• at radial distances r > -r—/K/K , vertical-head
Z z
gradients will be negligible.
Consequently, if observation- wells are drilled, they should
be relatively close to the pumping well. To demonstrate this
effect more clearly, the results of a few computer runs are
shown in figures 4 and 5. The physical problem considered
is shown on the inset in figure 4, which shows the drawdowns
at the various elevations at the well face after one day of
pumping from a thin zone at the base of the well. Figure 5
shows the drawdowns at an observation well 50 feet from the
pumping well. As can be readily seen, the rapid changes in
drawdown occur near the base of the pumping well. These
changes are much less only 50 feet away. Further, x;he
gradients are larger for the higher contrasts in horizontal
to vertical permeability. What these results also show, is
that it will be important to measure the heads at several
elevations in the pumping or observation wells.
-------
B-9
Dfavudou/n
s
T
JO
T
15
r
IS
f#
o
7r
M*
#00
-------
B-10
1
Figure 5. Results of calculations for a. partially penetrating
well discharging at a constant rate in an anisotropic
homogeneous aquifer — drawdown at a radial distance
of 5Q feet from pumping well.
-------
B-ll
Conclusions. Based on our review of the literature
and our analysis, we draw the following tentative conclusions:
1) Slug tests in the sandy unit will require measurements
for a period on the order of minutes.
2) Slug tests in the clay and till units will require
measurements for a period on the order of hours to days.
3) Wells completed in the clay and till may require-
several days to reequilibrate after construction.
4) Slug tests in the dolomite will generally require
short periods of observations, less than a few tens of
minutes. For the highly permeable zones, the heads may
decline too fast to measure.
5) Pumping tests on fully penetrating bedrock wells may
require excessive pumping rates to achieve easily measured
drawdowns.
6) Slug tests and fully penetrating well tests will not
provide any estimate of the vertical hydraulic conductivity
(i.e., the degree of connection between water-bearing layers).
7) Pumping tests on partially penetrating wells can
provide estimates of vertical hydraulic conductivity. This
requires that heads be measured at several elevations in the
pumping or observation wells..
8) The top zones of the dolomite are more permeable
than the lower zones.
9) Numerical models will be necessary to analyze the
pumping test data for partially penetrating wells, but an
analytical solution for homogeneous conditions can provide
an initial analysis.
10) For a partially penetrating well test, the most rapid
vertical changes in. head will occur near the zone of pumping,
while at distances much greater than a few hundred feet,
vertical-head gradients caused by the pumping may not be
large. Therefore, if observation wells are drilled, they
should be relatively close to the pumping well.
11) In order to attain useful information from the well
tests, it is important that they be properly designed and
carefully conducted. In designing the tests it is necessary
to consider the types of geological units to be encountered,
the information to be gained, and the capabilities of the
equipment to be used in the tests.
-------
B-12
12) The credibility of the modeling analysis and pre-
dictions that-are made for the Love Canal site can be no
higher than the quality and completeness of the field data
permit.
Recommendations. We recommend the following:
1) Written protocols should be prepared for each type
of well test before it is used.
2) Well test protocols should recognize that actual
field conditions will dictate appropriate timing of water-
level observations.
3) For the slug tests, the calculations provided in
this memorandum can provide a guide to anticipated observa-
tion periods.
4) Water-level measurements should be taken at logarithmic
intervals for all of the tests considered.
5) Because well tests in the dolomite are important in
determining contamination potentials of a ground-water'
resource, it is necessary that these tests be conducted to
maximize information obtained. Therefore, rather than
drilling six bedrock wells to the Rochester Shale, we suggest
drilling those six wells only through the top 20 feet of the
Lockport. Then, based on the slug tests conducted on these
wells (and contamination), select three sites for detailed
testing. At each of the three sites, an additional well
should be drilled to the base of the Lockport Dolomite. The
new well should be located about 20 feet from the original,
well. A combination of' slug tests and pumping tests using
packers should then be performed on each well pair.
6) The majority of these bedrock wells should be drilled
to the west of the landfill in order to optimize success of
determining any contamination of the Lockport. Care should
be exercised to prevent contamination of the Lockport from
above during drilling.
Additional Data Needs. Additional data needs include:
1) The USGS has 13 wells on record in Niagara County —
can water levels in these wells be measured? These would be
helpful in constructing a potentiometric surface for the
Lockport Dolomite.
2) Row much water is processed weekly at the treatment
facility?
3) When were the drains installed and operational?
-------
B-1
References
Cooper, H.H.» J.D. Bredehoeft, and X.S. Papadopulos, 1967,
Response of a finite-diameter well to an instantaneous
charge of water, Water Resources Research, pp. 263-269.
Ferris, J.G., and D.B. Knowles, 1954, The slug test for
estimating transsibility, U.S. Geol. Survey Ground
Water Note 26.
Hantush, M.S., 1964, Hydraulics of wells: in Advances in
Hydroscience, V.T. Chow, ed.„ New York, Academic Press,
p. 281-432.
-------
C-l
APPENDIX C. VARIABLE RATE DISCHARGE TEST ANALYSIS
This appendix includes the results of the analysis
of the declining discharge test conducted on well 72 at
the Love Canal site on 13-14 October 1980. The analysis
involves matching the observed data to the theoretical
solution for variable rate discharge tests. The procedure
for matching the data is based on least squares minimization.
Both the theoretical model and computational approach are
discussed in Section 4.3.1 of this report.
The available data is matched in three different sets:
(1) Case A - All the data are matched simultaneously with
one set of hydrologic parameters (T and S). This leads
to a field average value of these parameters but com-
parison between observed and calculated data in indivi-
dual wells is only fair.
(2) Case B - Data on individual observation wells is matched
independently of other wells. This leads to a different
value of T and S for each well. In this case, good
agreement is achieved between observed and calculated
data.
(3) In the third category recovery data is matched. After
the pumping stopped, recovery was measured in three
wells. Comparisons of observed data for these wells
are very good.
-------
C-2
LOCKPORT PUMPING TEST....WELL 38 CASE a
O
0.015 ft/s
0 .000149
o
a n
Figure C.l Plot of Well 38 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from all wells.
-------
C-3
LOCKPORT PUMPING TEST WELL li CRSE R
0.015 ft/s
0.000149
a
a
a a
lrf'
TIME. flJN
Figure C.2 Plot of Well 44 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from all wells.
-------
C-4
LOGKPORT PUMPING TEST....WELL 18 CRSE fl
a
0.015 ft/s
0.000149
a
Figure C.3 Plot of Well 48 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from all wells.
-------
C-5
LOCKPORT PUMPING TEST HELL 50 CASE B
0.015 ft/s
0.000149
a a
a
a
a.
Figure C.4 Plot of Well 50 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from all wells.
-------
C-6
LOCKPORT PUMPIMG TEST WELL 56 CASE fl
a
n
0.015 ft/s
0.000149
*w
a
a
a
a
lrf
Figure C.5 Plot of Well 56 of observed drawdowns and
theoretical drawdowns using T ana S fitted
to data from all wells.
-------
C-7
LOCKPORT PUMPING'TEST NELL 57 CflSE.R
a
0.015 ft/s
0.000149
W1
O &
a
a"
Figure C.6
Plot of Well 67 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from all wells.
-------
C-8
r
LQCKPORT PUMPING TEST HELL 58 CASE fl
a
0.015 ft/s
0.000149
~ a
i->
u.
Z
5
a
o
Figure C.7 Plot of Well 68 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from all wells.
-------
C-9
LOCKPORT PUMPIMG TEST WELL 71 CASE fl
0.015 ft/s
0.000149
Figure C.8 Plot of Well 71 of observed drawdowns and
theoretical drawdowns using T and 3 fitted
to data fron all wells.
-------
C-10
LOCKPORT PUMPIMG TEST WELL 7S CPSE fl
a
0.015 ft/s
0.000149
ui
D a a
c
CI.
Figure C.9 Plot of Well 79 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from all wells.
-------
C-11
LOCKPGRT PUMPIMG TEST HELL 80 CRSE fl
Q
0.015 ft/s
0.000149
V
o
a
a
Figure C.10 Plot of Well 80 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from all wells.
-------
C-12
LQCKPORT PUMP IMS TEST HcLL 06 CfiSE B
a
r*
0.000149
c
a
a
a
a-
a
Figure C.ll Plot of Well 86 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from all wells.
-------
C-13
LOCKPORT PUMPING TEST
Figure C.12 Plot of Well 89 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from all wells.
-------
C-14
LOCKPORT PUMPING TEST....WELL 38 CfiSE B
a
T = 0.038 ft/s
S =0.000237
a
a
Figure C.13 Plot of V7ell 38 of observed drawdowns ana
theoretical drawdowns using T and S fitted
to data from this well only.
-------
C-15
r~
LOCKPORT PUMPING TEST NELL li CASE B
Q
0.033 ft/s
0.000165
5
a
a
a
Figure C.14 Plot of Well 44 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from this well only.
-------
C-16
LOCKPORT PUMPING TEST WELL 18 CBSE 8
a
0.027 ft/s
0.0000343
o
IS
Figure C.15 Plot of Well 48 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from this well only.
-------
C-17
LOCKPORT PUMPING TEST WELL SO CASE 3
<3
0.019 ft/s
0.0000483
a
a
a
Q
T
,1
iimci, hin
Figure C.15 Plot of Well 50 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from this well only.
-------
C-l 3
LOCKPQRT PUMPING TEST NELL 50 CASE B
a
T = 0.02 ft/s
S = 0.0000825
ft"
a
line, min
Figure C.17 Plot of Well 56 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from this well only.
-------
C-19
LOCKPORT PUMPING TEST-...WELL 67 CASE B
r4->
0.018 ft/s
0.000175
"\
a
a
a
Figure C.18 Plot of Well 67 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from this well only.
I
-------
C-20
LOCKPORT PUMPING TEST.... WELL 68 CASE B
a
0 .000133
a
a
Figure C.19 Plot of Well 68 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from this well only.
-------
C-21
LOCKPORT PUMPING TEST NELL 71 CASE B
a
u%
0.02 ft/s
0.00015
a
a
a
a
Figure C.20
Plot of Well 71 of observed drawdowns and
theoretical drawdowns using T. and S fitted
to data from this well only.
-------
C-22
LOCKPORT PUMPING TEST WELL 79 CASE B
a
0.017 ft/s
0.0000428
Q.
! I 1 M I
1 I" 1 \ f \
T
1 I I I 1 1 I |
Tine, fllN
Figure C.21 Plot of Well 79 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from this well only.
-------
C-23
LOCKPORT PUMPING TEST HELL 80 CASE B
a
0.015 ft/s
0.000129
a
a
a
a
Figure C.22 Plot of Well 80 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from this well only.
-------
C-24
LOCKPQRT PUMPING TEST NELL. 06 CASE: S
a
0.018 ft/s
0.000312
5 a
a
Figure C.23
Plot of Well 86 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from this well only.
-------
C-25
LOCKPQRT PUMPING TEST HELL 89D CASE B
O.Oll ft/s
0.0002
TTTTT
T
r ittt
I' I I I I I 11
T
T
T
IIME» fllN
Figure C.24 Plot of Well 89 of observed drawdowns and
theoretical drawdowns using T and S fitted
to data from this well only.
-------
C—26
LOCKPORT RECOVERY TEST ..... WELL 71
0.000228
Figure C.25 Plot of Well 71 of observed drawdowns and
theoretical drawdowns using T and S fitted
to the recovery portion of the data for
this well only.
-------
C-27
LOCKPQRT RECOVERY TEST
WELL 86
a
ri T
I
t-
U.
a,
a
T = 0.017 ft/s
S = 0.000577
i i'i i i i i i ¦
irf
r r-") 1
iirt. HIN
I-I I '11-1
I I 1 ! 1 I I I |
id
it?
tcf
Figure C.26 Plot of Well 86 of observed drawdowns and
theoretical drawdowns using T and S fitted
to the recovery portion of the data for
this well only.
-------
C-28
LQCKPORT RECOVERY TEST NELL 83
cs
O.000432
%
¦1
a
a
a
Figure C.27 Plot of Well 89 of observed drawdowns and
theoretical drawdowns using T and S fitted
to the recovery portion of the data for
this well only.
-------
D-1
APPENDIX D. LISTING OF COMPUTER iMODEL, DATA, AND OUTPUT
As part of our contract, we are to provide the prime
contractor listings of the program used, input data and
computed results. The program selected for this study is
that in Trescott, et al. (1976). The model is described
in detail in the original reference. The code was developed
on an IBM machine, so it was necessary to make the required
changes to allow compilation on a CDC machine, which is
what was used in this study.
In addition, there is a direct solution scheme
described in Larson (1978) which is designed to replace
one of the subroutines in the original program described
in Trescott, et al. (1976). We felt this solution scheme
would be helpful since it solves nonlinear problems (such
as water-table conditions) better than the original program.
Therefore, we merged this subroutine with the original
program and converted the code to run on a CDC machine.
To aid in the use of the program, several input/output
modifications were also performed. The first involved
using free format for all two-dimensional (I,J) array data
(see Trescott, et al., 1976, pp. 53-54). Input data- for
these arrays, therefore, consists of a string of values
separated by one or more blanks, or by a comma. To repeat
a value, an integer repeat constant is followed by an
asterisk and the constant to be repeated. A slash is used
-------
D-2
to indicate "next card". Finally, to allow the determination
of spatially distributed leakage, evapotranspiration and
constant head fluxes, values for these were allowed to be
printed on a node by node basis.
Included in this appendix are (1) a listing of the
two-dimensional ground-water flow code used in this study,
(2) input data in free format for run 1 of the Lockport
Dolomite model, (3) output from run 1 of the Lockport
Dolomite model, (4) input in free format for a typical
run from the shallow system model, and (5) the corresponding
output from the shallow system model.
-------
D-3
D.1 Listing of Two-Dimensional Flow Model
puOSHAm -qgelC l^-jr.uu'HuT.P'j.'ic^. riP-2, ta=E4, 3S2* 2
1 TiPESsMPiJT. UP£«i = 0UTPw.r,TAPE7=Pi>:CH) GS2" 3
; .*•«••*•••**»••«•*«****«*•»*»»«••**••*»****»*•*»***•••***••***•«•* (J32M a
C rINITE-CiFFESENCE '•'00-L 3S2* 5
; r 0 W 0 3 2 6
C SI «,M.,fi£Ai)MJ(32; G52M 13
I . TEGE3 ¦?.-»,PU,0I«U/^IMw,Cf-K,vi4TER,CCNVWT,EvflP,C-iC<.P^C:-,lNU«,rtE40, G32* 1 R3 1
C GS2M 23
/Sashay/ vFa (1; J .CnK (1S) ,IH G52* 2u
CJ«*OM /SPArtAM/ nAr£-»,CONVHr.e»4P,C>,CK,PNCH,^UM,M£AO»CJ»4ra,ERO»#iE GS2* 25
lA*,a£C.-.SI'.li.SS,TT.T*ii:<,£rDIS:,OET,£Pfl, rvA*,CGCr.'-MAX,''0t«,«I0T«, GS2M 2o
2'i'J<<5,LSgS» AO I , OElT , SU*, Su . SUSS < STORE , T E S T , E "CB > E *GD . K AC T X » F AC T Y , GS2" 27
ilS'iflf KOOMf# IPlN4L#MU,'T,(«1M , . an5x,1. 4h«F9.,an5) ) 522* 35
l,a>« / G52M 36
ijAfA NAi*£/2»an 1 "1 5 TO. umr age 1 JH CCE . 4mff [ c , an 1 = i\j r . «»4m , aw GS2M 37
1 T,4rtH4NS#4i«!*l3S#artIvIT,Ui-!r , 2*4H ,uh a, d-iUL I F . an£ 9 H,4hYD GS2* J8
2^A,4MUL;C,^H CON.4H0UCT. 4HIvIT.4HY .uh ,«h A.4HQuiF,4 HER d. GS2^ 3"
3^na5E .UHELtViMHAriO.iMN . 3 *4rt , aw S.^hPECIi^hFIC »4m*IEL.4 G32*,( 40
4r>0 ,4*4M . a«A Qu I r 4HFE A ,4nTCP . 4 h£ U\l , u H A T I Q , a«N , 4H , 4H G32^ 41
5C j^F . 4n [ >i In , 4HG « 4HO t , 4HDPi&U t 4H1_ ; C . ^r
ITE (3,350) GS2M o0
STOP GS2W ol
20 -SEA0 (ii. 320) DI>»L, 0 N«. I Tvtx G32y 6 2
-------
D-4
•s*ir£ CP,}ao; o!'v,L.O;.,'n.NA» ir^Ax
US2«
63
GS2*
b9
i5rz=oi.«L*o:.vw
GS2*
70
ISuMs ISIZ * 1
GS2V
71
IwxisITxttXfl
US 21"
72
lCU = 1
GS2*
73
JO 30 :=2,
3O
OJ 70 !=17,19
GS2'*
67
u c I; = t5b«
GS2*
66
73
13l<*=ISU'*-»-1
GS2M
39
;p=i
G32M
90
J?si
3S2"
9 1
ao
IP (LEoK.Mt.C.-tKCfl) ) s: TO 100
GS2M
92
OG 90 1=20, 22
G32*
93
t.cn = tsu*
GS2M
9«
'¦JO
i 3U^= I SU^+13IZ
GS2*
95
HsOPL
GS2M
90
J? 50 I Mi*
'JS2^
97
Go ra 120
GS2M
94
103
OJ 110 1=20.22
G32M
<39
Li n = isu*
GS2*
1 00
UC
tSUM=[Su«+1
GS2M
lot
H = l
;$z*
132
J* = l
U32H
103
120
If (CQNyRT.nE.CM C 7 > ) 30 F Q ISO
G32M
1»<*
LC23i=iSu*
' GS2M
105
[S«J*=ISU**ISiZ
GS2*
I Ob
ICsOIMt
GS2M
10 7
JC=0[Mi1
GS2"
108
go ro uo
GS2*
109
1 JO
L(23)»ISU«
G32*
1 10
ISU*s|SU*M
GS2M
1 1 1
IC = l
GS2"<
1 12
JC = 1
US 2xt
1 1 3
tuo
If (EvAP.NE.CHKCb); GO to 150
GS2M
lia
l:2
-------
obi
h2S0
,![9i;i)A'((St)1)^'t(01)l)A'(C£ll"l)A'tC?miA'f(6)1)A';(£J~i)/il
561
W?S?
'((^nn'Ksnu'ituD.'di )*n amhsi: no (: n) hhd^gs'Skpm -i
2bl
w?ss
——SS313wvH*d NClJV«3i: 31 CiskOD
lb 1
N2S3
061
*?B3
(c(/£)"iii'((Stn)A';fo£)Tu'{c?f)n)Ao
69 i
*es$
' c (o£)T)a • c (6?n^•; (oz)i) a ' (t£?)T)a ' c • t::?:i) a?
88 1
I-.2S3
'(!0c)T)A'((6n")>A'C(ei)1)A,C(il)l)i'C(91)DA'CC51)DA'(Cf!l!"!)»?
Z 6 1
*?S3
901
w?B3
'KsnjAMIiniDSNH! Tit: ( (?) ) J)
981
*2 Si
0= J ><
08 1
*?st
-—rt3*lflnhd 31S?i N] £3m?A Ai 1 AISSlhSMtfcii 3?I"irIHM---
5 8!
W?S3
281
W?SC
(HMinr'ii'jr'31 'nr'ai 'cT'di 'zr'ji'usm)*?
iei
*2S3
<(C>£)l)A'{(E£)n)A,C(b2n>A,C(22)lU'(Cl2)*l)*'tC0?n)AE
081
N?S3
¦ c c l in) a ¦; 191) i j k • {(£ i) i) * * c c n m> *11 c ? i n> r.
bit
*2S3
'(cim>A'[ccm)A'[C6)*i)A'([8)T)A'((in)A't c m> a) ivo* "no
9£l
w2£3
CMKlO'lf.lC 1
LI 1
H2B3
'21 ' Clfc) 3*»r." )1a:1 ' ( (£1 >D A) ASdfcur ~"IO (C 0 1) >M3"S3*i03fc) J1
111
w?S3
(Mfc]0'"t*10 1
S>L\
K2B3
'i i' c?s)3^»n'2i«ji ¦ ((02n: A)Av«av "no < (9)*w:r o-'d^B) j:
092
tlL 1
W?SC
(MrtlO'lwIO'Cl ' (tZ)3w**'2i.*iI '< (FS > -13 A)A»dttt *l"IO
ZL 1
w?et
(MwIC'lwlO'b ' hO*3a.'* xrgU jj
0Z1
*?S3
C^tsIQ'lMO 1
fill
*2S3
•i' t9n) 3wsn 'einsi' c (tsn) a ) Avsav no (cz)xH:'03'itANo:! jt
05?
891
*2S3
( *m;C'"l*I0'9' U£)3wV»v'£i.KJI ' ( Cbl )">) A) f.v#bK "no
Z91
fJ?S9
c«*:c'i«wa's' (62)3*™'2 j*ji * ((en-.) a) a* as? "no
9") I
w?se
(m*1 C'"I«n1C'o ' (61 )3wtn' UKdl ' ( (l !)D A) AS*BT "HO
Oi?
591
W?S3
OS? OJ Df
091
H?se
( Min 10 ' "IinI 0 ' £ ' ( 0 0 3KVN'£l> J! ' ( C6)1)A)A»«MT "n?D
£9 1
*?bc
on? Oi C9 C(?1)fH3,03*K3Xti«) il
291
N2S3
tmsIC'lhJO'J'n )SwrK'£lKJI' ((?V)1) * >A5bt0 I
*2S3
lXnI-»-«riSI=ftPSI
so i
h2SC
K0Bis(zm
ZM
*2S3
xtwl +*1nsi=^nsi
90 1
W?St
NPISI s C 9£ ) "1
0£2
st>:
K2S3
Hi»?4Rnsi=«nsi
00 1
*2S3
*n61 = (S£n
£1?1
*2S3
w 1 <*-Mns l j
801
w?SO
kDSI=(of 51
10.1
is?B5
"lwl04hnsisW>si
02?
ooi
*2S3
KnsJstm
t>£ 1
K2S5
£ £'2£ sI 02? 00
9£ 1
W?SS
MNlO+tvOSISlNPfil
012
Z£1
K2SS
i»nsi = (ni
9£I
K2S3
ir'62e: oi? oc
CO?
S£ 1
K?S3
usr
o£1
k?S3
15 S ]
££ 1
*2S3
l*Knsi=M.r)si
061
?£t
k2S3
V»nSleCI5T
1 £ I
*2S3
9? ' 5?= 1 061 C.'O
091
0£ "
W2S3
002 Di 03
601
*25!)
""•¦ttlOssr
s-a
-------
D-6
2Y UC25) ) , 1CL(26) ) , r U(27 ) ! . Y CLC2S) ) , r CL C2«») ) , r (L<32) ) , YC_ C37; ), GS2* 195
3f tL( 10 J ! »Y (U! 1) ) . Y UC2«) ) » *UC 19) ) , * CL(23) ) , Y (L(20 ) ) , YCi_C223 ) » GS2^ 1"6
"r(Lt2m,f(l.CS]).YC.Cin),Y(L 201
4r(LU9)),Y(L(23))»YY(L£8))»Y(L(l7)). GS2* 20 2
5Y CUC13) ), YCLC 30) J , y (LC3a) J , f C1.C35) 1 ! GS2M 203
IF tMUMS.£Q.CHK(t3)) CALL t'ERJ 332* 20"
l£YCLCl])fY(L(2)).Y(L(3)).Y(L(4)),Y(LC5))»Y(L(6)).YtL(7))»Y(L£9)), 332* 205
2Y(LC12)),YCLC13)),Y(Ltia)),y(L(15)),Y(LCU)),Y(L(2>?)),Y{L(32))» 3S2M 20 6
3r(H3o)),YtL(37)),Y(LCian»Y(u(r. )1.Y CL(24)),Y(l(19)),y C_£231), GS2* 20 7
ar(LC20)).Y(LC22)).Y(tl2l)),Y(L(8)).Y(L, 3S2* 225
3IZ.JZ.I'.JP.IR.JR.IC.JC.IL.JL.Ihh) GS2M 22b
; GS2* 227
Y(L£5))iY(L(7)).Y(L(3!)«Y(Ll9);)» GS2« 256
St(lC30)).y(lC3
-------
D-7
3'£LC36)),r(L(37)),T(LC10j;,r(_Cll))fr(L(5a)),v(LC-. 9)),?U(23)),.
^jS2m
2b 1
:.v(LC2a)),Y(.L(22);.YCL(21)).YCL(an,Y(L::7;).YCL(13)).YCLC3Q)).
GS2M
2b2
5r (L(i« ) ) . Y CL( 35m
GS2M
263
c
GS2M
2au
c
"•-C.iSCX FUR 5 TEAO Y STATE 4^0 PRINT OUT»UT K DESIGNATED
GS2M
2o3
c
•[*£ STEPS-
GS2M
26b
CALL 3T£aOy(t(wCI)1.Y(LCS)).Y(L(7)).Y(L(8)),Y(LC9) J.Y(l( 10)).
GS2M
267
i*(L:rn).v(L(i2)}«'»(LCi3))ii'Cu(i'.))/Y(L(i5)j»r(LC;7)),y(L(:8))»
GS2M
266
2Y(i.n9)),Y(L(20)),Y(LC21)).Y(L!:22)>.Y(wC23)),Y(L(2.'-in,YCLt29)),
GS2M
269
3Y(l(30) ). y U132) ; , y (LC3u)) . Y (1(35)). Y («_(37) ) )
GS2M
270
c
GS2M
27 1
/•
u
— -last ' CME STEP IN PUMPIMG PERIOD d—-
GS2M
272
IF i IFI'NAL.NE. 1 J GO TO sao
GS2M
273
z
GS2M
27a
c
• --CrtECx FOP NErt IMPING PERICD---
G52^
275
IK (KU5) ) GO TO 290
GS2M
279
C Al_ OIS<(YCL(|]),Y(LC5n.Y(L(7n.Y(L(an.Y(l.(9)5»Y(LC10)),
jo 2 M
230
i'[wClU]fr(L(12)),Ya!'.3))(Y(L(H)),Y(l.(|5)),»(L(l7)),r!L(18}),
G3 2M
281
2y(l(19)),y(L(20)).Y(L(21)).v(LC22))> Y(LC22}),Y(L(23)),Y(i.(2<0),
GS2N
282
3Y (t(29) ) , Y (L(30) ). y (LC32) ) . '(L(3<») ) . Y(L(35) > . Y(L(37) ) )
3S2M
233
z
3S2M
2SU
c
—punOEO Output if 3ESIREC
GS2M
.285
290
IF (PNCH..M£.CH«( m GO TO 300
GS2M
28b
C Al_ PU\Cpf ( Y (L ( 1 )),Y(i_(5)).YCL(7)).Y(LC9)).YaC9);,Y(L(lO)).
GS2M
287
1Y ClCH J). Y(L( l2))»Y(L(l3;),Y(Ltl'J)),Y(L(15)),Y(L(l7n,Y(u(ia))/
5S2m
238
2flLll9)),Y(L(20)),YtLC2l)J,Y(L:22)),Y(L(23)),YiD
GS2M
315
SUBROUTINE DATAI(PH1,STRT,SURI,T/TR.TC, TR£.«£LL. 'L.SL.PERm.
GS2M
31b
1 rfATE.RIVER,*». ' OELX»OELv'.rtR/N/(S
GS2M
317
2 . 11, JZ, IP. JP. IR. JR. IC. JC. IL.-".» I**)
GS2M
313
1
1
1
•
1
1
1
•
1
1
1
(
(
1
J
1
1
1
1
1
1
1
1
1
i
1
1
1
1
1
1
I
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
i
i
i
i
i
1
<
i
i
i
i
i
i
i
i
i
i
3S2M
319
-
RE AO AND iRITE I^PUT 3ATA
GS2^
320
GS2M
321
GS2M
322
z
SPECIFICATIONS:
GS2M
323
*EAl m
33 2M
32«
IMT£GER R.P.PU.OIML.DI^rt.CHK.«4T£R.C0NVRT,EvAP,CfCK.PNCH-. NU*,h£aQ,
G32M
325
-------
D-8
lC0MTR,LEAK,flECH,3It»»A0l.*U4deu,ru4Se'. GS2-* 326
C GS2* 327
0K£*3ICH SNICIZ.J2). STRTUZ.JZ), SUPICIZ.JZ). TUZ.-'Z). TRdZ.JZ GS2 M 328
I). TCCIZ.JZ). QSE GS2M 331
u, vnR( I-m,2) GS2M 332
C GS2^ 333
CJ^ON /SASHAY/ vFa( 1L) ,OK ( IS), IN GS2* 33"
CJ*MQN /SPARAM/ HATES.CONvRT,EYAP,C*CK,PMCH,NU'',HEAO,CO'*TR,ERCW.I_i GS2m 335
lA«,R£CH,SiP.U.SS.TT,TMIN.ETOIST,QET,ERR,TMAX,CDLT,NMAX,YOlM,*iOTH, GS2* 336
2%UMS»t5UR , AQI , DELT , SUM, S'JMP , SudS . STORE , T-EST,cTQ0.ETQO.rACTX,F AC Tv, GS2f 337
3I£R*,*QUNT, IFINal.numT.kT.kP.nPER.kTH, IT^ax ,(.£NGT-i,Nwfc;./N*,OTm..O t GS2M 338
4-»«, jnoi, lYOi.a^/Pu,j» io«i. [ck2.u«p« L*Pfl 8
/CMESU»rOIMC" G32* 351
t .FACTt,FACT2 GS2« 352
REaQ (R.491) NPER,* 356
C GS2M 357
C -.-READ CUMULATIVE «A3S BALANCE PARAMETERS — GS2* 358
¦?£AO CR.600) SU^«, SUMP, pumbt, CFuw,»ljMPT,CFLJXT,QflET»CHST,CHDT,FI.UXT,3TORT,ETFL GS2M 373
-------
D-9
50
s r.R r 11, j)sF4CT
GS2*
391
SO
5lRICI,J)=STRT(I,J)
GS2M
392
r CI< J)sO.
GS2*
393
rt(lP«7
2
IF UVAR.EQ.O.ANC>.IRECS.£fJ.O.Q*.IPRN.£3.l) 50 TO 35
L«PR7
3
00 34 IsWOIMU
L«PR7
4
3u
«rtITECP.530>¦I,CST3TCI,J),Jst,01^*)
L.KPR7
5
85
CONTINUE
L, STRT
GS2*
405
w = rukn
GS2M
4 0 d
G52M
407
—-jNseai zero values i* the r oh perm matrix arouno the
GS2M
4108
dOROER OF The model —
GS2M
409
*»»**•«***»**•
GS2M
410
ENTRY -tOAf
GS2f
41 1
Hi
GS2M
412
00 180 I=1,0I"L
GS2M
413
00 180 J31.0IMW
GS2M
4 1 4
IF MATES.EQ.CH*(2)) GO TO 170
GS2M
415
IF Cl.EQ.l.OH.I.EQ.OIML.OR.J.EC.l.aR.J.EQ.ai'"'") TCI,J)=0.
GS2M
416
GO TO 180
GS2M
417
1 70
IF CI.eg.l.GH.I.£0.01*1..3*.J.£3.1.OR.J.EG.DIM*) PERMCt,J)=0.
GS2M
4 18
;ao
CO-mTIMUE
as if*
419
OELX.OELY
420
*£Atf CR.J92) FACVIVAR, iPftN, IRECS. IRECD
GS2M
421
IF UVAR.E3.U -i£AO CP.490) DE_X
G32M
422
00 200 J=1,0I*«
GS2*
423
I - (IVAS.NE.n 30 TO 190
GS2M
424
Os.LX(-)=D£lxCJ)«pacT
G32M
42-j
GO TO 200
GS2*
426
190
OELX C J ) sF AC T
GS2M
427
200
CONTINUE
GS2H
428
ao TO 220
GS2M
429
510
WE AO C 2 ) DEL*
GS2M
430
220
IF(IRECS.E3.1) ARITEC2) OELX
GS2M
431
IF CIVAfl.EQ.l.OR.IRECS.EQ.l.ANO.rPR^.NE.l) «R ITE (P.550) OELX
GS2M
432
IF CIVAR.nE.1.Ap«0.IRECS.nE.1) «iS ITE CP.450) FACT
GS2*
433
REAO (3,492) Fact,IvAQ,IPRN,IR-C5.ISECO
GS2M
43a
IF CIRECS.E3.1) GC TO 250
GS2M
435
IF CIVAfl.EQ.l) READ CR/490) OE'.Y
GS2«
436
00 240 131,DIR.
GS2*
437
IF ClVAH.NE.l) GO TO 230
GS2M
438
0ELr(I)30ELYCI)«FACT
G52*
439
GO TO 240
G32*
440
230
DEL*t I)=FACT
GS2M
414 t
240
CONTINUE
332M
442
GO T3 260
352*
44 3
250
READ C2 ) DELY
G52M
4ua
260
I r lIRECD.EG.l) «RIT£ (2 ) DULY
GS2M
445
IF aVArf.EQ.l.OR.IRECS.Ea.l.AND.lPRN.NE.l) aR I Tt (P,5»0) DEly
GS2*
4 a 6
IF ( IVAR.nE. i. AND. IfiECS .NE. 11 .iRITE (P.-tsO) FACT
iiS2*
4a 7
G32*
au8
— I-NlTIALUi VARIASLES-"
G52M
449
J.'OlsDlNirt-l
GS2*
450
IM0l=0l*L-l
GS2"
451
IF CLEAK.NE.CHKC9).0R.SS.NE.3.> GO TO 28Q
GS2*
452
00 270 I»2»INU 1
GS2*
453
OU 270 J=2,JNui
GS2^
454
-------
D-10
If- (vi( I, J) .EO.O. ) 30 TO 270 GS2M 455
SScM «Sb
270 CQNTIMOE SS2H 457
aao eryijso.o gs2m 45a
£ T30 = 0.0 GS2* <*59
;U b S = 3.Q GS2M "60
js 1 ,0 332M #/fa( J)sOI3ITCIM) GS2* «65
jPaC3)aDIGlTCIN*5) GS2H 466
iIOf^sQ. GS2C <467
JO 290 J=2,JN01 G32N ¦ _ LKPS3 3
00 342 J=UDI** 1.KPR3 a
NsIt(J-l)«OIML LKPH3 5
342 J«EIN)3C0m»CH L.«PR3 Sj
»RITE (P r 6 501 CONRCH L
-------
D-ll
JO 35C ist.OIWL
5S2«
501
DO 350 J=1,0IM"
GS2M
502
1= <*P.EU.0
format :im-,4
-------
D-12
580 F u R M A T (•-*,6iX,la,* aELLS * / 65X , 9 ( *-* ) //50 X . » I » » 3x , » J PULPING R GS2M S©7
1 ATE /iElL RAOIUS*/) 568
590 FORMAT (au,2X10,2F 15.23 SS2m 569
oOO FQRwat (JG20.-10) GS2* 570
al0 FjR*AT («0»,30X,»On al?hAM£RIC ^AP: */aox , urMULTIPLICATION FiCTCR FO G32M 571
H x IJI'IENSION =*,Gi5.7/aOX,.MULTIPLICATION FACTOR cqr V DIMENSION GS2M 572
2=*,G15.7/55* ,"MAP SCALE IN UNITS OF *,4i I/SOx,•NU«6ER OF *,A8,» P GS2M 573
3£R INCH =¦», G15. 7/U3X, **ULT IPLICAT ION FACTOR FOR DRAwOOwN =«,Gl5.7/ GS2M 5730 FJSMATC/1OX,*«0w»,X5) LKPR2 15
oUQ F0SMATC2X,I2G10.3) LKPR2 16
(»5a FJSMATC/1 ox,•UNIFGB* kEChARGE*,10X,G12.5) lKPR3 It
£^0 GS2* 576
SjdROUTINE SULVEKPHI , T£«P , KEEP , PH£ , STR-T , T, S . CUE , *ELL » TL , SL» 0 232* 577
lc;.,£TA,v, x t ,OELx ,J£LY ,•EST3,TR,TC,GRNC,SY,TQP,RATE,RIvER GS2M 578
2 > 3URI , PERM,BC T FO",OQN, *W,M«fl J GS2* 579
r — GS2* 580
C SOLUTION riY The STRONGLY IMPLICIT PROCEDURE GS2* 581
r .......... J32« 582
C GS2M 583
C SPECIFICATIONS: GS2* 58a
Rt*L <££?,*> GS2M 585
i i TEGER R.PfPU.OIML.OI^w.CHK.rfATER.CONVRT.EvAP.CHCK.PNCH.NUM.HEAO, GS2* 586
ICuNTR,LEAK,RECH,SIP.I0R0ERC21) ,AOI GS2* 537
C GS2«* 588
0I"EN3tQN PNiCD, TE*P(1). k E EP ( I j . phEU), 3TRH1), GS2* 589
lfCl). 5(1), UHEll), >tELL (1} , TLC1J. SL CI ), OElCU. ETA(l). v (1J . x GS2^ 590
2i:n, OELXCl), OEL'(l), TS S T 3 (1) , TR(U, iCCl), GR GS2*< 591
JNOU), ST ( 1 ) . TOP ( 1 ) , SATE(l). M(l), S I VER(t), RhOP (20) GS2^ 592
a ,3ortia).PER«(U,a0TTQM(l).00N(l),/(RCl),^ARCl) GS2M 593
C GS2* 59a
CCM*QN /SARRAT/ vF«( 11), CHK C15)» IM SS2* 595
CO^ON /SPARAM/ *aTER,CONVRT,£vAP,CHC*,P^C",num.HE AO,CONTR,SROR,LE GS21* 596
H*,RECH,3IP.u,SS,TT, TM:,-J,ET3IST,3ET, = RR, TMAx,CDLT,hM4X, y3:«,^IDTh, GS2'j 597
2 ^<3. L30R.AU I. OELT.SU.", SUMP, SUBS, STOSE, TEST, ET38.£TaO,F AC TX, FACT r, GS2* 598
3 I £?S , KDUN T , Ir INA'L, NUMT,KT,*P,NPER,KTH, I T«A x , lE Nfi T H , N wEL / M w . 0 I ML , 0 I GS2M 599
UiAn, JMOl , £ NO I, R,P,PU, I, J, ID* 1, 1D*2,LKPR LrfP" 9
c GS2M 601
; GS2M o02
; —COMPUTE AND PRINT T TE-iA " ION PARAMETERS-- GS2H 603
* *+#*#******«*#**#*•« GS2^ 60^
t^TRY I'ERl GS2.M 605
^ «*#««•**«*•*****#*** GS2H 906
r ---INITIALIZE ORDER OF ITERATION PARAMETERS (OR REPLACE aITH A GS2«t 607
C R£AO STATEMENT)— GS2M 608
JATA IOHd£R/l,2,3,a,5,l,2,3,a,5.li*l/ GS2* 609
I2SINQ1-1 GS2M 810
J2=JN01-l GS2m on
L2=LENGTH/2 GS2w 612
RL2=L2-l. GS2v> oli
,^sO. GS2M oia
PIsO, GS2* ol5
C GS2M o 16
C ---COMPUTE AVERAGE MAXIMUM PARAMETER- FQR OROBLE^-" GS2M ol7
JU 10 1=2,IVOl GS2M 618
:C 10 J=2,JN0t GS2m 619
-------
D-13'
GS2M
629
---compute ^4M4.viere«s seaMtrrtic sequemce—
352*
630
PJs«1.
G32M
631
oo ao 1=1,12
GS2M
632
?j=pj*i.
352M
633
20
TE (I) = 11."«)»«(PJ/pL2)
3S2M
634
£
3S2M
635
£
---0S0E9 SEQUENCE OF Pa«Am£TERS---
55 2M
6 3o
00 JO J = 1 , LENGTH
3S2M
o37
30
*MOP(J)=TE*P(ICROE*CJ))
3S2M
533
Art 1 T£ CP, 370 1 hmax
3S2M
639
ifllTE CP, 360 J LENGTH, ;WmGP (J) ,J=*.,LENGTH)
GS2M
640
¦*£ T JRN
3S2M
bn 1
6«2
r
552m
6 i 7
call re«Miiphi.keep,srs»T,su«:»t,tp,rc,s.QH£,<«eLu»tl/Perm,
GS2M
6«3
1 -jOTTOM.Sy.RATc,RIVER,*, rOP,GHNO. DELXrODN,3£LY,*S,NwH, TEST 3)
332M
b«9
50
Ir CQDt52
C
G52M
653
60
«jTh=0
3S2M
651
ro
mThsnTH+I
332M
655
A=p-iUP(.MrM}
332*
o56
TE3 r3(KOun T +1)=0,
3S2M
657
TEST=0.
3S2M
658
\iaO[ML*OI->»7»
G32*
a59
00 30 111 / iM
3S2*
660
Ph£(IJ=P«I(IJ
3S2M
661
oEL.cn =0.
3S2M
662
ETACIJsO.
3S2M
663
V(I)50.
3S2*
sou
dO
*itn=o.
332M
665
OIGISO.O
332M-
66o
;
G32M
60 7
f*
V
COMPUTE TPANSMISSIVITV 4N0 T COEFFICIENTS IN «ATE3 TABLE
3S2M
666
r
OH DATES' rA0LE"AHTESIAiY SITUATION
3S2M
669
IF C«ATE^.NE.:hK(2)) 03 TO 90
3S2M
670
CALL THA..M3(PHI/KttP,STST,SU3I. T. TP, TC,3,UP£,rtEL'./ TL,SL,?E**,
332M
671
: 30TT0m,Sy,PATE,^IV£k,^,top,SSNO,OELX, DDN.OELr,rtS,***,TEST3)
33 2M
672
C-
3S2*
673
c
.—CHOOSE SIP MCSMAi. or 3EVE9SE ALGORITHM—
352M
t>7 (i
90
IF MQD(
-------
D-14
rsMU)/OEL*(-J
GS2M
o95
i = TC(N4)/0£LUi)
GS2M
696
•-sTCCM/DELrtl)
GS2M
697
If CEv4P.\e.C-i* GO TO 120
GS2M
o98
GS2M
b99
compute EXPLICIT 4V)D implicit 3»Hrs C-F £T RAT? —
GS2M
700
£T33=0.
GS2M
70 1
ET9D=0.0
GS2M
702
IF CPHetN).LE.GHNDC'«5-ETDISr) GO TO UO
GS2M
70 3
IF (PmE(N) .GT.GSnQ(n3 ) GC ra 110
GS2M
70U
£Tj3=Q£T/£T0IST
G52M
705
ET3Q=ETQd«(£T0IST-GSfiQ(N))
GS2M
706
GO TO 120
GS2M
707
no
irao=oeT
GS2M
70 3
GS2M
709
.--COMPUTE STORAGE *Erm- —
GS2M
710
120
if ;CCN^-?r.EU.-hK(7) ) GO TO 13 3
GS2M
711
¦tr.O = S(M)/OELr
GS2M
7 1 e
IF C*ATE*.E3.CHK(2)0 Rr»asS*-CM)/OfcLT
GS2M
. 713
GJ TO 200
GS2M
7iu
GS2M
715
—COMPUTE STORAGE COEFFICIENT FOR CONVERSION PROBLEM—
GS2«
716
130
5 J d S - 0 • 0
G32M
717
IF KEEPCNj .Gc.TOPCN) .ANO.PHtCN) .SE.TOP(N) ). GO TQ 1 70
GS2M
718
IF (.O .A,NO.PH£(n) .Lt.rOPINJ ) GO TO leO
3S2*
719
IF CKEEPtN)-PH£(N)) 140,150,150
GS2M
720
1«0
3U0S=C5T (NJ-3(,mJ )/Q£uT*Ci"PUT; met leakage term for conversion simulation-—
GS2M
729
IF (a*rEC.\t).£a.0..3a.M(N).EQ.0.) GO TO 200
GS2M
730
.-,601=4*1 ax • (3TRT(N) , TQPC*) )
GS2M
731
•J = l.
GS2M
732
-IEJ2S0.
GS2M
733
IF (9*ec>4).GE.TOPCN)) GO TO 190
GS2M
73«
-»t02 = TQP(M
GS2M
735
JSO.
GS2M
736
190
3LCN)=RATE(N)/m(n)»(RIvcH(^I-iEDI)~TLCM)*(*EOI-HEC2-STRT(N))
GS2M
737
eOO
CONTINUE
GS2M
73a
GS2M
739
--SIP ' formal ' ALGORITHM—-
GS2M
740
.--POHiARO SUBSTITUTE. COMPUTING INTE'MEOI ATE VECTOR V-—
GS2M
7a I
E = -9-0—F —n-HHO-TL(^)*U-STQ0
GS2M
782
Ch»0£L(NA>«8/(l.ta»OELCNA))
GS2M
7a j
Ghs£T4(^L)*0/(l.+rt*ETA(iNL! )
GS2M
7au
3r>=8-n*C.1
GS2M
7aS
OnsO-«i»Gn
GS2M
7ab
E '•sE + rt »GH
GS2M
• 7a7
- p-zf -n *C H
GS2M
7au
»»2H««tGrl
3S2M
749
»LF A =8m
GS2M
750
i£ T a:Ch
GS2M
751
5AMA=£H-ALFA*£rACNA3-aETA*OEw(^L;
3S2M
752
3El:m)sF1/GAM4
GS2M
753
E r a i o sh.h/Gama
GS2*
754
^fcS3-0»P-tI(NLJ-f«P-I(NP)-H«aKltN83-a*?NiCMA)-E«PHI{>j)-fiHO*l
-------
D-15
JO 220 1 = 1# 12 G32* 7 6 I
ii=0l^L»I GS2M 762
00 220 J»1,J2 GS2* 763
J 3 = 01 *w-j GS2M 7 64
M=l3»0l^L*(J3-i) GS2« 765
IF ( T (^) . Ei2. 0 « , OP . S t N) . IT . J , ) GO TO 220 GS2M 76o
* I(N)=V(MJ-Utl(N)*xI(N»DI*L)-ETA(N)»xICN + t) GS2M 7o7
C GS2M 768
C —COMPARE MAGNITUDE OK CHANGE "ITh CLOSURE CRITERION— GS2* 769
rcnKs«as(xIcn)) 0S2^ 770
IF (TCHK.3T.dIGI) 9IGI=TCHK GS2« 771
PMI (N)=P»« 787
\|= I+OI*L« (J-l) GS2* 7«a
NL=N-Di*L SS2M 789
n<*sn*0IML GS2m 790
.„45,N-1 GS2m 791
d = M ~ I G 3 2 M 792
C 5S2* 793
r -_.3K£P COMPUTATIONS IF NQOE IS GUTSIOE iQiJIFER 3QJNOAWY—G52" 79a
ir CT(N).EU.O..aH.S(M).LT.O.) GO TO Ju0 G32" 795
r GS2* 796
C —-CQmpijTE COEFFICIENTS— GS2M 797
OsTRCMU/CELXCJ) GS2* 798
f STR(M)/OEM (J ) SS2" 799
dsrci^Aj/OEli'C) 'jS2* 800
*=rC{M)/OELf(I) '¦;32M 001
IF (EVAP.NE.CH<(b)) GO to 250 GS2M 802
c GS2M 803
C ...CCM°UTE £*pl-ICIT ibO IMPLICIT PARTS OF ET RATE-- GS2M 804
srad=o, 3S2* 805
£TQD=0.a GS2M 806
IF CPhECN).lE.GR^OCn)-ETOIST) go to 250 GS2M 807
IF CPMECN).GT.GHNOCN)) GO TO 240 GS2m 808
ET38SQET/ETDIST GS2« 809
E rao=ETf}d« CETDIST-GSMD(N)) SS2M 810
GO TO 250 - GS2M 811
2aJ ETQOSQE" 3S2M 812
C 3S2N 813
C ---COMPUTE STORAGE -£;<*— SS2i« 8ia
250 IF CCONvRT.EQ.Chk(7)j GO TO 2b0 3S2M 8i5
•inQ=S (N)/OELT SS2*1 dlo
Ir C*AT£R.EQ.CHK(2)) RhOsSY (N)/OEi.T 3S2* 817
SO TO 330 GS2« 818
C SS2" 819
C ---C'JMMgTE STORAGE COE = FIC:ENT fOR CONVERSION PROSLfcM— GS2" 820
260 3uaS=0.0 GS2M 821
IF (KEEP(M) .GE.TOP(N).ANO.RHE(N) .GE.TCPCM) GO "C 300 3S2" 822
IF (KEER('M) .lT. TOP(N) .ai*(0..3h£(nj . l f . t OP ( n ) ! GO rO 290 3S2m 823
I? (<£Ep(n)-Rh£(N)) 270,280.260 3S2« 82a
2 70 Su3S= ( 5Y CM)-S t -M ) i/OELT * (*£EP (N)-TOP ( \i) ) . GS2" 325
SO TO 300 GS2M 926
-------
D-16
230
suassC5("4)-srOi) j/del r«cheep cm-top )
GS2M
827
290
-
-------
D-17
t \0
GS2*
3? 3
S^drtOUfl^E 3ULVfc3(PiI»3£/&fr£'^P,iPHt,3Ti:_c i) .sl< i ),
GS2>"
907
20tL<( i) »oeut( i), *i i ( u , rtsri( i j, thu )>
GS2M
908'
3 rccn. GSNocu, 3Ytn, rj?u), ^atecd, * SHOP (20 )
GS2*
9 10'
c
GS2-
911
CJ'^ON /3AK9AT/ vFttfM)»CHK(IS)»In
GS2M
912
COMMON /SPA*AW/ /»« TES/CONVRT.EVAH,CMCK,PNCh,NUM,"ISAO,Ca\rR(ESGR,L£
GS2M
913
U<,j,.: , j # i;ki, i jk£,l.5=di«l-2
GS2«
92b
xv4L-J.14l5**2/C2.*i;,«4*l\4)
GS2^
927
Y\/AL = 3.14i5<»*2/(2.>»IN5«I*i5)
GS2«
923
":u to i=a.iNOi
GS2M
929
;c 10 J=2,JN01
G32M
930
:4 -1 *o l *l ~ c j - n
GS2M
931
IF (TClM).EQ.O.) GO 7G 10
GS2M
932
XP4rtT = <'MC«(l/Cl»0£LX(JJ»*2«F^CTY/0ELr(I)«»2*FiCTX} )
GS2M
<*33
YPA9TsrvAi.«(l/C l*0ELY(n»*2«FACTX/DELX( J) **2*FACTY ) )
GS2^
9 3«
•1 «t I i'MsA M { m l (rtMI^/XPAST i YP4R T 1
GS2M
935
10 C'J'MTInuE .
G32M
936
4<.?HAa£XP< ACOG(HMAX/NMIN)/(LE'»GTH-l j )
G32M
937
H«aP(IJSHMIN
G32M
933
50 20 N T I E = 2 / L E n G'T h
532M
939
20 *MOP(Nri<£7U3N
GS2M
9a5
c
G32M
9Uo
c
GS2^
947
z
- —INITIALIZE OATA fop A NE.v I TE^AT ION"""
GS2M
940
30 fsnQj.N r» I
GS2M
9a9
IF CKOUNf .LE.iTviAX) GO *C -0
G32M
950
«*ITE (0» 390)
532m
95 1
CAL- TESm (Pm:,*EEP.5TST,SUSI, T. TR, TC,S.3fiE.«ELL» TW/PEPN',dOT7C!«,
GS2f
952
iSr,^4TE,3IvE.«,M, r js , GWNC ,OELX , OON . OEL r , *9, -m*» . "EST3)
G32M
953
«0 IF C^OOCKOUNT,lEMGTh)J 50,50,60
G32"
954
z
GS20<
"55
ENT3Y nEhETC
GS2V
95b
V
»*****»»«*»»*•*«**•»***>
GS2«
957
so jr,-t=o
GS2M-
953
-------
D-18
60
m r tn*i
GS2M
959
P4RAMsrtM0P(foTH)
GS2M
960
rcSTluouNfn )=o.
G32m
961
test=o.
GS2M
962
^=01UL *0 I
GS2M
963
00 70 IS I,M
352*
96<4
70
PHECI)sPHI(I)
GS2M
965
315IS3.0
3S2M
966
332*
967
—COMPUTE T»»NSMISSIvirv 4.MO T CC£F-ICIEMTS IN «4TER TABLE
GS2M
968
Qfl *4 TE* TABlE-ASTcsiAM SITUATION—--
3S2M
969
IF (4ATE9.NE-.ChK(2) ) GO TO iO
3S2M
970
C&L- THAnS^PnI , K££?/ ST-i T , SU^I . T , TR . rC . 5 . QR£ . rtELL , T |_ , S L .
3S2*
971
^ERw. dO T"0tt,3Y,rt4T = ,RIVEN,*,T CP. GKN0>0ELX<0DN,0£i.T..<*.N*H,TEST3)
3S2M
972
. GS2.M
=>73
GS2!m
97a
- — SOLUTION B* 401---
GS2«
975
3S2*
976
cQMpgrg r^uICITLr 4i.cNG acv»s —
GS2M
977
80
NQJsO I**-2
3S2M
978
00 90 J=l,Oi^«
352*
979
¦M«l *0 I*L« (J-1)
3S2*
930
90
T£mP(J)=phI(n)
GS2«
981
00 230 I»2.0lML
GS2M
982
JU 200 Js2,JN0l
GS2*
983
,3[»0IML* (J-U
GS2"
98u
'.ASM-I
GS2*
985
•~(N)-ETOlsr) GO *0 110
3S2M
10 05
IF :ph€C^>.GT.GRCjDCN] ) GQ TO 100
352*
1006
ETQ8=QET/ET0IST
3S2M
1007
c rGD=ETQ6»(£FD XST-G •iNO (M H
3S2M
1008
GO TO na
GS2M
10 09
100
ETaOsQET
GS2M
1010
GS2M
101 1
-COMPUTE STOWAGE TE*«---
GS2M
1012
110
if ;:c.Mv^r.tij.CHKC7); go to i<:o
GS2M
1013
-i«U=SCN)/OELT
GS2M
1014
IF C«atE9.EQ.ChM2) ) SHOsSr(n;/OELT
GS2M
1015
-»C TO 190
G S2M
1016
GS2'J
1317
...COMPUTE ST034GE COEFFICIENT FOB CONVERSION P«03LEM---
332m
1018
120
SUBS = 0 .0
GS2M
1019
IF («EEP(N) .GE.TOP!M).ANC.PHfc.CN3 .Gc. TOP(N)) GO TO lbO
GS2M
1020
£=¦ (KtEPCN).LT,-QP(,.).A.MO.PHE(Nl..r.TOP(M)) GO To 150
GS2M
1 021
Ir (>
-------
D-19
i«o
suas=(s(M) - sy c\); oelf *c«.eep('J) - np(N))
GS2U
1 025
150
-*.io=syc;o/d£l r
G52M
t 02 S
au ro i7o
GS2M
1027
16(7
HhOsS(MJ/OELT
GS2H
1029
1 70
IF (L£4K.M£.C.iK(9)J UO "G 190
GS2M
IC29
GS2M
1030
COMPUTE *£T LEAKAGE term riDH CONVERSION SIMULATION —
GS2m
1031
if cs»rec.M) .eu.j,«3!».mcmj .eq.o. j -so ro 190
GS2P*
1032
-EOisftMixl{STSTINJ»TUP(N) )
GS2H
1033
•J=l.
GS2«
!03«
"ED2=0.
GS2M
10 35
1? (Ph£C><3 .Gfc. TOPO) ) GO TO- XrtO
GS2M
103a
*Eo2=roPCN)
GS2M
1037
OS0.
032^
1033
180
SLCN J =P« TE'CN) /*(N) »((T ImER (m I -HED 1 ) + TL (N 3 * (i-EO 1 ->-£D2-S TRT (M ) ) -
GS2M
1039
190
CON TInuE
GS2*
10 4 0
GS2M
tOu;
CALCULATE VALUES rU9 PAPAMET£PS USED IN 'NOMAS ALGORITHM
GS2M
10 42
AfcO FORWARD SUBSTITUTE TO COMPUTE INTERMEDIATE VECTOR G —
G32M
1043
I •)* = < 84-D*F+H) «M AWA*1
GS2M
1044
ts-O-f-^HO-iwK-TLC^J*U-£ TQ0
GS2M
1045
«=E-0«8E(J-t)
GS2M
1046
8£(J)sf//i
G32m
1047
¦js-g*PHl.(.>i4 ) ~ (o+H-I »K-£ ) «PHls(fi) -H*PHI c"iS J -3*G«KEEP(N J -SL (N J-ORE (N )
GS2M
1048
1
•¦>£LL(N)»ETQD-3Ubb-rLCfO»Sr»T(Ki)-C*PHUNC)-P»-PMl C«fi)
GS2M
IC49
i C J)- (Q-0 *G(J * 133 / *
GS2M
1050
200
continue
G52i*
1051
G52M
1052
—-0ACK SUBSTITUTE = CR h£AD v=0.0
3S2*
1 030
•iCIJ sO. 3
US2M
1081
GS2*
1082
- — SKI? COMPUTATIONS IF ->iCOE 13 OUTSIDE AQUIFER 3CUNDAHY
GS2M
10 8 3
If (TCN! .£2.0. .OH.SCO.Lf.J.) GO TO 550
GS2M
1 C8«
G32M
1085
—COMPUTE COEFFICIENTS
3S2M
1086
OsTSC^-OI^L)/D£L*I JJ
GS2M
1087
:s TP C ^ 3/OELX(J)
GS2N
1088
-JsTCCN-1 J/DELY ( I)
GS2M
108"
-=rC(N)/OELY(n
GS2M
1090
-------
D-20
IF CEV4P.NE,CHK(o)) GO TU 2su
GS2M
i OR 1
GS2M
10R2
—compute e*Hi.ic:r i.\io implicit parts of et rat?-.-
SS2M
10RS
c TTdsQ.
G52M
1 Q^a
craoso.o
3S2M
I 0R5
IF CPHECm) .Ld.GRNO( Mj-ETOtSP, GO TO 260
GS2*
I3"(j
IF (PhECN) .GT.GHND(iM) ) GO ro
GS2M
1 OR 7
E rQdsQET/£ fOIST
GS2M
: o*8
£Tao3ET3a»(£r;isT-GSNO(,«))
GS2"<
i ORR
GO ro 260
3S2M
1 100
250
EF3Q=QET
GS2M
1101
G32H
I 1 02
¦.--COMPUTE SI0R4(i£ rEH«—
G32M
U03
260
IF CCONV3T.EO.CnKC?)3 GO TO 270
GS2H
I 104
rfHQ=s(N)/oEi.r
GS2*
\ : os
IF C«4TER.£Q.Ch*l2n SiO=SY (N.i/OeLT
GSdM
1 lOh
3«J r3 340
G32M
1107
GS2M
i ioa
.—compute. storage coefficient for conversion rrqhle*
...
GS2*
11 OR
270
SUdS=0.0
Gsa^
1110
IF CKEE? (¦•O .GE. TOP (n ) , A<\.0 . PiE CN ) .GE . TOP (N) ) GO *0.3:3
GS2M
uu
IF Ci
GS2M
1138
j3«D»PH(CMLJ*(DtF-lMK-E)*PHl(N)-F»PHICNp)-RhO*kEEPCn)
-SLCN)-QRE(N)
GS2M
1139
I-^ELLCN)+£TQO-Slj0S-TLCN).STRTCN)-3.pm(NA).^.PH:(Na)
GS2M
1 140
GU 3 = ca-e *G 11 -13 )/A
G32H
1141
350
CONTINUE
GS2M
1142
GS2"*
1143
—-sack Substitute >cr *<£ao values ano place t-i£« !>.
T£MP---
GS2^
1144
-------
D-21
f£-P(NOtt)Sf»MICMJt*II(NO«»)
GS2<*
1157
c
GS2M
t 158
c
••-C0MOAR£ MAGNITUDE OF CHANGE 'iITh CLOSLHE CRITERION
GS2H
I 159
rCHKssast TE'
GS2*
1 182
c
SPECIFICATIONS:
GS2M
1 183
*££?,."«, i* I ~ J *0 IXL M
GS2M
1210
PhC(M)=STRT(.%/
GS2M
1215
13
IM(I,J)=0
3S2M
1216
4 s0
SS2M
1217
c*«..«oroer--lEft tq right, aoTTQM ra top
GS2M
1213
)g 30 lsi,.\xP,2
GS2M
1219
JO 20 Js1,Jm
332M
1220
[<=I-J-l
G32M
1221
1= CIK.LT. 1 ) GO TO 20
GS2M
1222
-------
D- 22
IF (K.GT.IM) GO *0
ac
GS2M
1223
N = I<~J «0I*L *i
G32*
1224
iFCT(^).LE.O..JR.S(.M).wT.Q.)
GO
TQ
ac
332M
1225
< = < ' 1
G32M
1 226
INCIK.J3SK
3S2M
1227
20 CONTINUE
GS2M
1228
IC*=K*t
3S2M
122''
00 JO I =2,MX?,2
G32M
1230
00 30 J=1.JM
GS2H
1231
[Kil-Jrl
GS2*
1232
IF (IK.lt.1) 3C T3
JO
GS2M
1233
If (IK.GT.IM) GO TO
30
G321*
123J
*0 I "L+I
GS2M
1235
i* c r<
-------
D- 23
A*If£ (P,520) IC(?1 ,Lnl , IBi . ICS: ,Mt j. IM, JM
GS2*
1259
.-<£ Tu#N
GS2*
1290
GS 2V
1291
N6-H.I ra .
G32M
1292
GS2e
1293
«jlnT= 0
GS2M
129«
IT f P£sO
GS2M
1 295
I? (CDLT.£3.l.,4N0.*r.GT.1.AND.LENGTH,£1.
O.AND.EVAP.NE.CHKCe)I ITY
ssaM
I29fc
1 P£s I
GS2*
1297
If (^4TEH,,V£.CHK(2) J GO TO too
GS2*
1298
iryp£=2
GS2V
1299
jo 90
GS2M
1300
00 90 J = l ,J"
GS2-
1301
¦Jil fj.OIML M
GS2M
1302
ir '4*=o.i»i3fiE»iELL>TL
i SL t
G52*
1310
2PES«,aOTTQ*,5Y ,<< a T£, RIVES', ft. TQPfCRNO.OEL*
,DON«OEly,rtR,NwS,TEST3)
GS2*
1311
130 *IGI=U.
GS2M
1312
C** LUAl} *AT$IX A ANQ vECTjfi ft ECfl Dfl
GS2M
1313
IF CITYPE.EQ.l) SC ro 130
GS2M
13U
oo no m.icai
GS2*
1315
oo no jsi.s
GS2M
1316
113 AU(I,J)=0.
GS2M
1317
oa 120 ist.Lhl
GS2«
1318
00 120 J=l, 161 •
GS2M
1319
123 ALCl,J)si>.
332m
1320
150 OU NO lal.fMfe'j
GS2*
1321
NO 3ll)!0.
GS2M
1 322
-JO 310 isi.I*
G52M
1323
00 310 J = t,w'M
GS2*<
132"
[P t I'K I, J ) . EQ . 0 ) GO T3 510
GS2M
1325
HslM(I,J)
GS2"
1326
¦M2i*l»0L^L»J
GS2*
1327
mA tN"I
GS2M
1328
\d=:M4> I
GS2M
1329
A|L = N-0IPL
GS2*
1330
'1-iSN»0 i^L
GS2*
1331
OX3sO£wx( J*l)
GS2M
1332
^T3=0£L"Cl + n
GS2*
1333
S T S TN=3 TR T C!%")
GS2M
133"
^EEPNsrtEEP(^)
GS2M
1335
Pl£N*PHl(N)
GS2M
1336
IF (IfYPE.Ea.l) ?H£MsPHfc(,N)
GS2*
1337
c
GS2M
1 338
c
GS2M
1339
c — CQ«Pur£ COEFFICIENTS —
GS2M
13"0
IF (EVAP.NE.CHKCo)J GO TO laO
GS2P
13" 1
r
GS2*
13U2
~ ---CU^P'JT£ EXPLICIT AfvC IMPLICIT PASTS 3C
£T SATE —
GS2m
I 3 "3
(iPNOiaGSNOCfJ
GS2"
13""
ET2B«0.
GS2M
1 3"5
£f30=0.0
GS2M
1 3«fe
IF (PH£^,Lt.GR'iON-£TO:5T) jC TO laO
GS2M
1 3U7
IF (PHEM.GT.GPNDNJ GO tq lso
GS2"
t 3U8
c T30sO£T/£ TO I ST
GS2M
1 3"9
£f30=£TGB*(£TUlST-G-
-------
D-24
1oO IP (CONV*T.£3.CHK(73) GC TO 170
(in j /0£l T
IF UArSS.EQ.Ch* (2J) *-C=SY (NJ/D£LT
50 TO 2u0
r
I ---COMPUTE STCHAGc CO£;fiCIc^T FCR CO'.vERSION PftOBLEf---
1 70 .5udS = 0.0
roPMsro?(N)
IF (K£EPN.GE.T0PN.AN0.P*EN.5E.rQPN} GO TO 210
IF (KEE^N.WT.TQPN.ANU.SKtN.LT.ra?N) GO TO 200
IF (KEEPN-PHEN) 180, 190, 19Q
180 SuaS=(SY(N)-SCN))/QELT•(*££=*-TJPN)
GO '0-213
ho suas=(S(-M)-3T(.M) )/delt«(keeun-roPM
20 0 .-(HQssrC'Mj /PELT
GO TO 220
210 *hO=S(iNJ/CELT
220 IF (LEA><.n£.Ok(9)) GO TC 2u0
Z -—COMPUTE ME T LEAKAGE tESM sqP CONVERSION SIMULATION
IF C«ATEC.N).Ea.O..OS..M(,O.EO.:.) 50 to 2«0
«EOlsAMAXl(3T«rN,TQPN)
u=t .
h£02=0.
IF' CPhgfc.GE.TQPN) GC T0n230
.1E023T0PN
U30 .
2 30 31, t N)=RAT£(NJ ZM(NJ *(RJVCH(N)-r£01)~TLCN3 *t*ED1-HED2-STHTMJ
2U0 COnTZ.muE
C
art£A:QX8*0Y9
t = (^'<0*T(_CN)*i;''ETrjb)»4R£4
;»»«*«(.OAi) COEFFICIENTS i N TU a (j Arvto a l
CL = CTR(.nc) ) *Ora
C»s(ra cn))«oy3
CA = (TC tNA)}*0X8
Cds(TCCN))»OXs
IF (ITYPS.EQ.l) GO *0 300
IF CIK.GE.I.C*) GO TO 290
JU*1
IF C(J-l).Lr.l) GO >0 250
IF CINCI,J-l).EO.O) GO *0 250
Ju=JU»l
AU(I',JUJ = -CL
250 iF {(I-t).LT.lJ GO TC 260
i F CNU-WJ) .EQ.O) GO TC 260
JU=JU*1
AU CIP »JU)5-CA
260 IF CU+1J.GT.I*) GO TO 270
IF CiN(I*UJJ.£Q.O) GO "0 270
JUSJlH-1
au(I*,JU)5-C6
270 IF CUMJ.GT.J") GO TO 230
.IF C IN( I, J* U .EQ.'J ) GO "Q 2 30
JU=Ju~1
AUCIS,JUJs-CH
280 £i£+CA»Ci*Cl>C!5
Aucn,n=t
3C IR J s(RhO"aEEPn*SL(N) + ii«E ('< J«*t€Li.(N)-ETOO + SubS» TU tN ) *ST5TN)*aSEA»
ICA.PhI CNA ) »ca*BHi I \js; ~Cw'P"! C-^L) +CR«P^I (N«) -E«P-I (N)
:rcr.gt.o.) go to 310
AU(l9,l)=l.
3UHJSQ.
GC TO 310
290 i«R=I3-ICRl
£ = £+C a tC8*CL»CR
GS2M
GS2"
GS2M
GS2*
GS2"
GS2-M
GS2M
GS2M
GS2*
352*
G32M
GS2M
GS2M
GS2M
GS2"
G32M
GS2M
GS2"<
G52M
5S2M
GS2M
GS2W
GS2*
G32M
G32M
GS2M
GS2*
G32M
GS2*
G32M
332m
GS2M
GS2*
GS2W
G32m
G32M
GS2M
GS2M
G32f*
G32M
3S2*
G32M
G32M
GS2M
GS2M
G32M
G32M
3S2*
3S2*
GS2M
3S2M
GS2M
GS2M
GS2*
GS2M
GS2M
GS2*
G32M
GS2M
5S2*
GS2M
3S2M
3S2M
5S2M
3S2y
GS2M
1355
1356
'.35 7
1358
1 359
1 360
1 3b 1
1 3o2
1 3b3
136«
1 3b5
1366
1 367
1 368,
1369
1370
1371
1372
1373
137 U
1375
1376
1377
1373
1379
1330
1 381
1382
1383
138"
1385
1 38o
1387
1386
1389
1 390
1391
1392
1393
139U
1395
1396
1397
1398
1399
laoo
1
-------
D-25
4L(IRri,U=E
G32M
laal
i( IS) = C.;HiC\L)»CH«PHICNR)-e«PHHN)
GS2*
142 3
IF(T(N).GT.0.J GO T j 310
GS2*
1 a2u
AL
-------
D-26
KuSK-tCHl
GS2m
1487
L = <
G32*
1 438
00 aJO J = 2, IbI
GS2W
1409
„ = L»l
GSeM
1 490
Ir CALUL/Ji.^c.O.J 3U)=B(k >-4LCKL» J) «BCL)
GS2M
1 49 1
430 CONTINUE
GS2M
14alf
GS2K
1 494
00 4oO 1 = 1. ICS 1
GS2M
1 u95
*=ICR-I
GS2M
1496
JJ=ICCK,1)
S32M
1497
ou 45a j=2.jj
GS2*
1498
w=ICC<.J)
GS2M
1499
d(KJ=6(K)-4U(K,J)»S(l)
G52*
1500
aso-co-MriNoe.
3S2M
150 1
460 CONTINUE
GS2i«
1502
C*««»*CO*»UTE ~'HI i/ALUES
532*
1501
¦ja a7o
GS2M
1504
00 a 7 0 J=l,JM
GS2M
1505
If-. UNCI,J) .EU.OJ GO TO 470
GS2H
iSOfo
1 = I * t + 0 I Xl_ * J
GS2("
1507
IF CITyPE.NE.I) »h£(fOSKE= = CN)
GS2*
150 S
-SINCI.4)
GS2«
1509
rC.iK = AB3CStL) J
GS2*
1510
if crcHK.Gr.Bisn 3igi = tci-k
G32M
1511
Phi (M) =PK I (N) ~M<»4X »3 CL)
GS2M
1512
470 CONTI'iyE
GS2M
1513
C*««.»ChSCK termination CONDITIONS-
GS2M
1514
TtS T i C xQUNT * 1)=6IG1
GS2M
151 5
If (LENGTH.GT.0.anO.WATER.ME.CHK<2) ) GO TO 490
GS2M
151b
1= (*ATES.Nj£-Ch* C2) J RETURN
GS2M
1517
IF (kOunT.C-E.LENGTH.AND.bIGI .IE.ERR) RETURN
GS2m
1519
«UUNT ;kQ(JM r * 1
GS2M
1519
if CKOUMT,i.c.iTMa)u go ro aao
GS2M
1S20
rfMITE CP,500)
GS2M
1521
CALL TRawS
GS2M
1522
1 CJHl,3»3SE»rt£LL» ri_,P£RM,
GS2M
1538
aaOT TO^/Sf.RA TE,R[v£S,M,TOP.GRNO.DELX,DON,DELv, "H,mw«.TEST
3)
GS2M
153'
HtTijRN
GS2M
1540
c
GS2m
1541
r
G32M
1542
503 FORMAT C»QE*C£tDED PERMTTEO f..U"B£R OF ITERATIONS FOR NQN
-Uneah
S
G32M
1543
IOLjT lQ.N«/» *,o3(*i*))
GS2M
1544
5 1 J FJRiAr UH--.UIX, "SOLUTION 9Y LOU FACTORIZATION ASSUMING 04 QPOERIN
GS2M
1545
lG«,/«42x»50Cih»),//.ftlx.«6ETA =«.FS.2.//,45x,'ITERATIONS:
« INI^UM
GS2M
: 546
2 « * » IS. /> 56 * » •mAxI"Um s*. 15./.60X, *THET.4 =»,F5.2)
G32M
1547
520 Fg^ar (] M-. asx . • i I 1 M WARN [NG 1 1 M 1 M IM^UM 01«ENS IONS »CR
ARRAYS
US
G32M
1543
lEO 3T THIS ^ETHUC iS£ A3 FOLLOWS:*,//,64X,*AU15,* BY
5*,/.
64
GS2M
1549
2X,»»l:».I5.' 8t*.I5,/,(i4X,»[C:*rl5»* 3Y 5*./,a5x,*a:-»,
15,
GS2«
1550
3/, 64X , * I ¦vl ! * . 15 , * 8l*,I5)
GS2M
1551
5 50 PORwAT CSF10.4)
GS2M
1552
-------
D-27
i ^0
GS2M
1553
S'.j3#guri.Jt sr = p(PHi ,kee?-STa r,susi, t, r*. tc.s,qpe,iEll# tl.pesm,
GS2M
155u
1 iO T TC« , S Y , ft 4 T £ # * I v ER , ;•« # TOP , SRNO. DEIX , 00N. OSl Y > *R . nwR » TEs T 3)
GS2M
1555
_
G52M
GS2M
1 556
1557
c
c
initialize data fo* time step, check for steady state,
c
P*I\T AnO punch RESULTS
G32M
1553
/¦»
GS2M
G32M
1 559
1560
c
c
c
SPECIFICATIONS:
GS2M
1561
REAL Mlf,3,M,K£EP
GS2M
1 562
I %J TEGER R,P,PU,OIML»OIM*,CHK,wAT£R,CONvRT,EvAP.ChCKfPNCM»NUM,HEAO.
G32M
1563
lC'JNH,l.EAi<,SECH,SI?, AO I, xlaBEl. YLABEL
GS2M
156U
c
GS2M
1565
..DIMENSION PHIi t J, KEEP( i 3# STRTC 1 ), SURIC I ), TC 1
GS2M
1566
I ), a 0 T T Q .VI { ; j, * t L L ( 1 ). ?£RM( -1 )> TO? ( 1 3, DELX C U
GS2"<
1567
2# OO-MC 1), OELYC 1), .1«( 1), N'wst 1 ), ITTOC200), TEST3 C 1 )
GS2M
1566
3 ,TH( 1 ) , TCCI J#S< 13 , i«E(13 , TLC 13,Si CI).RATE(i).
GS2M
1569
4 * I *ER CI),«C1), GRNOC1 3
GS2M
1570
c
GS2M
1571
CJMMQn /SARRay/ vFa( 11) ,CHK (15), H
GS2M
1572
COMMQty /SP AH AM/ A ATES , CONVST, EVAP,CHCK,PNCH,NUP.m£AO#CCNTR,EROR. Lf
GS2M
1573
1A*,RECH,SIP.U,S3,TT,TViIS,cTOIST,QET,EPS,TMAX,CDLT.MMAX,YOIM.^IOTH,
G32M
157a
2nJMS.LSOR,AO I,OECT.SUM.SUMP.SUBS.STORE, TEST,ETGB#ETQD#rACT X,FACTY,
GS2M
1575
3I£.:Cl
G32M
1612
00 20 J = 2# iMC1
G32M
lol3
"i= I *0 I'ML « (J -1)
G32M
161 a
20 I£3T2=AMAXiCTESii,ASSISEtP(N)-PMiCN)))
lkprb
2
I? CTEST2.it.EROS) GO TO 30
G32M
1617
j<« T T£ CP, 330 3 kT
3S2M
1618
IFIM4LS1
GS2M
1619
-------
D-28
go ro «o
30 1= (Kr.EO.MgMT) IF I l
....£NT3t FOR TERMINATING COMMUTATIONS IF MAXIMUM ITERATIONS
EXCEEDED —
e^TSi- TERM 1
UQ IF (KF.Gr.200) wilTE CP.«00)
itto(kt) =SQ
100 15=15*40
I 4sMI'N0 ( K T , 15)
ArflTE (P.390) (I,1=13,1")
ri I T E CP, 380 )
I T£ CP, i 7 0) CITTOC I.) , 1 = 13, 14)
•nITE CP, 330 )
IF CK T.Lc.I 5) GO TO 110
I is I 3*40
GO TO 100
---PRINT ALPHAMERIC MAPS
110 IF CC0NTR.NE.CnM3) ) GO TQ 120
IF(FACT 1.NE.0.) CAUL P9NTA(OhI,SOS!,T,5,*EuL,D£LX,OElf,1)
IF(FACT2..n£.0. ) CALL PRNTA(PH I,SURI,T,S.n£LL,OELX,DELY,2)
120 IF CHEAO.NE.CnM8)) GQ "0' 140
-—RRXNT *£AD MATRIX—-
*20
nssw
1621
GS2M
1622
GS2M
1623
GS2M
1 624
GS2M
1625
GS2M
lo26
GS2*
1627
GS2M
1626
GS2M
162-9
GS2V
1630
GS2M
1631
G32M
1632
GS2M
1633
GS2M
16S4
GS2-M
1635
GS2M
'.bits
GS2M
1637
GS2*
1638
GS2*
1639
GS2M
1640
GS2*
1 0*1 1
GS2M
16 a 2
GS2M
1643
G32*
1644
GS2M
1645
332M
164o
GS2M
1647
3S2M
1648
GS2M
1049
GS2M
1650
GS2M
I 65 1
GS2M
1652
GS2M
lo53
GS2M
1654
GS2M
1655
GS2M
1 656
GS2M
1657
GS2H
1653
GS2-M
1659
GS2*
1 660
G32M
1661
3S2M
1 6&2
GS2*
1 60 3
G32m
1 6o4
G32M
1 665
GS2*
1 066
5S2M
1667
GS2*
1663
GS2M
1669
GS2M
1670
3S2*
1 e>7 1
GS2M
1672
GS2M
1673
GS2-M
•67a
GS2M
lo75
GS2M
16 7 6
GS2*
1677
GS2M
1678
GS2*
1079
GS2M
1680
GS2M
1681
GS2M
1682
GS2M
I o8 3
G32M
1 0 8 4
GS2M
I 685
-------
D- 29
oo lio : s i. o i:-«u
130 .s«IT£(P, vFc) I , ;=HI( I-OIMt* ( J-i j ) <~ = i .oi^m
laa IF C-tgM.Nt.C-iKC")) GO Trj i?o
VHIViT 0S4«00n^-—*
¦i*it e cp.aao)
** #*#*#•»**•*«•*•***
E.vfDROH
•#*•***»*»**********
DiU I oQ I " 1 i D IN*L
JO 150 'jsi.OI**.
150 00* U)=suaiC N )-PHI C M )
I a 0 i * I T E l/CiJONCJ>»j = l/ OtM'«)
1'70 IF (Nrt.EQ.O,JR.lcHS.E3.il 30 TQ 230
---COMPUTE APPROXIMATE HEAO FOP DUMPING *ElLS-—
s^ire [»,2tj0)
30 220 <.i= l.\«
1? CflKCK.O .£0.9.) GO TO 220
isN*aiK«»j
Js.N/iS (<*¦* IH)
'»sI»Ot!«U«-(J-l)
COMPUTE EFFECTIVE RADIUS OF n€U'- IN mOOEL---
rft = (0£lXU)*0Ei.YC:i !/9.o2
IF (.yaTES.NE.CHHC2) } GO-TO 130
IP CC:JNVN ).LT.T3?( N )) GO TO 190
COMPUTATION FOH ,f£UL IN aPTESZiN AGUIFE3---
ISO .M )1-»£LLC ^ )*AC0GCH£j'.i*U*))/<2.*PIE«T( H ) ) »OELX (J ) *OEL^
1(1)
GO TO 21Q
—computation fop a£Lw in «ater table aquifer
190 rtEOsPHtC H J-aQTTOM H )
ahg=h£Q*m£0+*ELL C M J*AlGG15E/iH(**))/
-------
D-30
lFLxT,FH'NT
30 2*0 ISUOIML
2OI«L« (J-13 J » J = I .DIM*)
RETURN
FORMATS!
250
260
270
280
290
300
3ld
320
330
340
FORMAT (» »,u3x,2I5,3Fu .2)
rdrt.MAf l»-*,S0X. «n£40 4N0 QRArtOQrtN IN PULPING *tLLS «/5 1 X , 3U ( *-« J //.
J «£LL RACIyS HEAD DRAwOOflN*//3
FORMAT (« ».U3X.2I5.* rttUL IS 0Rt»)
FORMAT (l-U,eOX,*OR&wOCnN*/olX,8(*-*)3
FORfAT C»OmaxI*ium CHANCfc IN M6.A0 FOR THI5 TI*E STEP =*»rl0.3/« *.5
i3;»-*))
format {»0,maxImu» HE-AO CHANCE FQR EACH I TERA T ION : * / « *,39(*-*)/C*0
1*. I OF 12. a J 3
FORMAT (»l*>60X,«n£AQ MATWIX*/61X, 1 1 ( »-*3 )
F09maT (*00I«£nSIQNl£SS TI«£ FOR TiIS STEP RANGES ?ROM«,G15.7,* T
U*,Gl3. 7]
FORMAT (*-SSSiiSTEAOY STATE AT TIME 5TE°* , I u , • SSiSS* 3
FORMAT IE/ 3 . 1 4 1 593/
GS2«
1752
GS2M
1 753
GS2M
1 75a
GS2M
1755
GS2M
: 750
GS2M
1757
532M
175a
GS2M
1759
GS2M
1 760
GS2M
1" b 1
GS2M
1762
GS2-M
17&3
GS2«
1 76a
GS2M
1 7o5
GS2N< -
i 760
GS2M
1 7 b 7
GS2M
I 7b3
GS2M
1769
GS2M
1770
GS2M
1 771
GS2M
1772
GS2^
1773
GS2M
1 77a
GS2M
1 775
GS2*
1 7 7e
GS2M
1777
GS2M
1 778
GS2M
1779
G32M
1 7 SO
GS2*
178".
GS2M
1782
GS2M
1733
332M
173a
GS2M
1705
GS2M
1 796
GS2M
1737
G52M
1738
GS2M
1789
GS2M
1790
GS2M
1 791
GS2M
1792
GS2M
1793
GS2M
179a
3S2M
1795
GS2M
1 79b
GS2M
1797
GS2"
1798
GS2M
1 799
GS2M
1800
GS2M
180 1
GS2M
1802
GS2M
1803
GS2^
1 801
GS2«
1805
G32*
1806
GS2M
1807
GS2W
1908
GS2M
1309
GS2^
1810
352*
1811
GS2M
1812
liS 2*
1813
GS2<<
•31 a
l,
-------
D-31
c
G.S2M
1*18
c
GS2M
18 19
c
--COMPUTE COEFFICIENTS FQS TRANSIENT PART QF
-Eakag £ TERM —
GS2M
13 20
c
A********************
GS2M
i da i
ENTRY clay
GS2M
1322
c
GS2M
ld23
r*i*3i.£30
G52M
t daa
II
o
o
GS2M
1325
pxateso.
GS2M
1326
OU 50 Isi,0I*H.
GS2M
1327
00 50 ¦ JS1,DIM"
GS2M
1823
f»s I *01 * (J" 1J
GS2M
1329
c
GS2m
1830
c
---skip computation if r, rate or m = o, or
Is CONSTANT
GS2*
1331
c
-EA0 BOtHOartr--- .r
G32M
13 32
IF CRATEOl) ,i.£.0 . .;r,T C,n3 .EC.0. .OR.^CN! .EG. :,
¦".OR.SCN3.LT.3.) 3C TO
3S2*
'.3 33
150
GS2SI
:33u
t
GS2«
1335
c
---IF *41UE * CR TlCN 3 ."ILL EQUAL VALUE. 1
PREVIOUS NC30E,
GS2*
1336
r
skip part of computations—-
GS2*
1337
IF CRATECN)»M(N) .cG.PRATE) GO TO 10
GS2M
:33«
0I*T=rtATE(N)*3UMP/C ^ t N >-MI^)«SS*3)
GS2M
'.a 3
-------
D-32
i" CC0NVi*r.£(J«C-»KC7) > n£0s4MtNl (PHI (M) # "C»(-N) ) GS2M 188U
r c -M 5 sPEi^Cm ) »(n£0-d3 rTO^CN ) J GS2H 1865
IF (TC>).GT.i>.) 50 T~ oO GS2« 1086
IF UELLCN) .LT .0, ) GU fO 7a GS2M 1687
c gs2m t saa
Q ... THE FOLLOWING STATEMENTS APPL1 v»h£w .nCJOES (EXCEPT «£lL NQOES) GS2H 1389
C GJ OS*--- • GS2M 1890
= -iI tmJ = 0.01 «(SURI (N)-aOTTQM(N)) ~aQTTQM(N) LKPH« i
• -> IT E CP,IJQ) GS2* 190S
l^Ots
CAcL U«ONCPHi#K£-:P. STST,Sw*I « T * TR , TC / S , Q3E , .itLL # TL/PEW*,80TTQm„ 1907
1ST ,*ATE,*Iv£K,*»TUP,G«NO,QELX,DDN,CELY,«R,N«*.TESTi) GS2M 1908
OJ 30 I s2« t NQ1 GS2* 1909
JQ 80 J=2, g MO 1 GS2* 19»0
iU*( J"1 ) GS2M 1911
30 f«£(N)=K£EP(M GS2* 1*12
Sw*=SUf-OELT . GS2M 1913
SUMP=SgwP-OELT S GS2m 1914
*rsxr»i GS2M i9is
t- UT.EQ.O) STUP G!i2M i9[6
IstIOK2.EO.CHK(15)) Call 01SK(phI,KEEP,ST9T, GS2* 1^17
1 SURI#T,TH,TC.S.a»E,neLt,TL,PEP^»90TTCM,SY,RATE,SEVEN, GS2* l^lB
2 ¦«,TOP,GRNO,OEUX.ODN.DELY,/ii»..Mif»a, TEST3) GS2M 1919
IFCPNCH.EQ.OKll)) CALL PLNCHCPMI,HEEP.STRT,SU*I,T,TR,rC,3,QRE, G32M 1920
1 .iELL#TL,PEWf,3UT:QM,SY,«ATE,^IVES.M,TOP,GPNO,DELX,OON,OELY, 3S2M 1921
2 TEST3) GS2M 1922
IF (•"•QOCkT.kTh) .£3.0) STOP GS2M 1923
• ** I T£ (=, 140) KT,3UM GS2M 192<»
CALL ORON(PHl,KEEP,STST.SgHl, V, T9,TC,S,QPE,'/(ELL, TL,^ERm.oOTTOm. GS2m 1925
13Y ,-^ATE, * IVES, M, rQP.GRNC.OELX, DON, OElY>*H» N*R , TEST'i ) GS2M 192o
IF CCHC* .EQ.OKC5)) CALLCi*ITE GS2«* 1927
5T0B GS2M 1929
r GS2M 1929
C —CGNPUTE T COEFFICIENTS—- G32M 1930
GS2M 1931
£^T9Y TCQF GS2M 1932
C GS2M 1933
90 00 110 :si,lNOi GS2M 193a
03 lio J 31 / J NO 1 GS2M 1935
MS I*01^L*(J"1) GS2* 1936
iS=n*0I*L GS2M 1937
Md*N»| GS2M 1933
IF (T(N).EQ.O.} G3 TO 110 GS2M 1939
IF C T (N*) .EQ.D.) 3C TO 100 GS2* 19(10
r ¦»< \) = (2. «T t ) » r C* ) ) / ( " (N) «CEL* (J* t) »T cns ) »OElX (J))*PACTX GS2^ 1 9u 1
100 IF (T(!Mb).EQ.O.; GO TG 110 GS2M 19« S
C — ........... —... GS2M 19U9
q G32M 1950
C GS2^ 1951
120 s0rtM4T (.-iliifiSS!JISS.vELL*-t3.«,», 13,* 3QES :RY$$i$S$$5$$$S$$») GS2* 1952
130 -QRM4T (*l«,50x, «D"*4wQ0an j)H£n *ELL iE^T 3HY*) GS2* ' 1953
1 ao SQP*AT ci..i2x,*0S4^03i«N- FOR time ST£P*,:3,»; SIMULATION TI«E , GS2M 195a
I 1PE15.7,» 3eCU\0S«) GS2M 1955
-------
D-33
150
FORMAT NOOt *, IUu, * GOES OHf »,20(1H»))
GS2M
l"5b
£-\0
GS2M
19S7
SuStfQUTlNt CHtC*I(PHl,<££a, S TM T , T , T5 , TC . S , QPE , *tLL , T!_ ,
GS 2*
1^53
1 SY.PATE,«lv£B,TOP,SUMO.DELX.OELY !
GS2M
1959
c
GS2M
GS2H
1960
1961
c
c
Cj«pyr£ 4 w#SS sttL-iMCt
_
GS2M
GS2M
1962
1963
c
c
c
SPECIFICATIONS;
GS2M
196"
HEAL *E£P,M
GS2M
1965
INTEGER a.Pf PU#OI^L/3I«w,ChK ,*4T£R.CQNVRT,EVap,CHC*.PNCH,NuM, N£AO ,
GS2M
1966
1 CCNTR,t£AK,RECH,3 IP,ADI
GS2«
1967
c
GS2*
1968
¦3 HENS ION PHIC 1 ), *EEP( 1 ), PH£C 1 ), 3 T ? T ( 1 ), T( ;
GS21*
1969
i }, :«( : ). ret l j. sc i ), spec l ), *£llc l ), th
G52M
1970
21 ). P£R*C 1 )- 30TTOMC 1 ), SY< 1 !, RATE C 1 )• RIVfcRC
GS2M
1971
31 ), »( 1 i, TUP C t ). SRNQ ( i ), OEt x ( n, uEl * < I)
GS2*
1972
c
GS2*
1973
CC^mON /SARRAf/ vF«(I1),C>*k(i5)02*j.o
GS2*
1990
S*£Fi_X = 0 .
G52^
19<> <
CF'LUXso .
GS2"
1992
PLJXaQ.
GS2«
1993
£TF|_UX=0.
GS2M
1 99u
PUXNSO.'J
GS2M
1995
c
GS2M
1 ^96
c
GS2M
1997
c
---COMPUTE RATES,STORAGE »N0 =I,MPAG£ FOR THIS ST£3---
GS2M
1998
JLASTsQH*-!
LKPR
16
00 2«5 1=2,01*1.
LKPR
1 7
00 2«0 Ja2,DIM*
GS2M
2000
0jMlC J ) sO « 0
LXPR2
18
og,
-------
D-34
*: s * i ~ x
LX««
20
IF (X) u0,o0,50
3S2"
2015
<•0
C-»01»ChD'.»X
GS2M
2016
GO TO aO •
GS2*
2017
50
C-02=CH02+X
GS2M
2013
SO
if CSC N-l ) .1.T .0. ,0». T c N-t ,i. EQ. 0 . ) GO T3
90
GS2M '
2019
x=20. 150, 140
GS2*
2035
I 30
?U.MPsPgMP»«ELL! N )«Ak£A
GS2M
2036
GO rj 150
GS2^
20 37
[ ao
CrUUX=CFUJX+wEULC N )»A*E&
GS2"
2038
150
IF ( = '/4P.ie.Chi< (6)) GO TO -.90
GS2"
2039
GS2H
20*0
---COMPUTE ET >JATE — -
G52M
2041
IF (PHK N ).5E.GtfMK 'V )-erOI3T) GO TO 160
GS2"
2042
£T3sO .0
GS2*
2043
GO TO 180
GS2^
2044
160
IF CPHtC N ).L£.GSNO( X )) GO TO 170
GS2M
2045
srassEr
GS2M
2046
Su T3 180
GS2M
204?
170
= rasO£T/ETOIST*(PHl ( N ) ~£ TO IST»GSND( H ))
GS2«
2048
GU*J(J)=£TQ*a«fcA
LKPR2
21
180
ErFLJ*=£TFLUX-£T0»4«£A
GS2M
20410
-EQtsxEEPC N )
G32M
206 1
¦iE02=P*t( n t
G32M
2062
520
S fi3Sj£ =S C M )
GS2M
2063
if ;-i€Di-roP( m i.le.o.j sto»essy< n )
GS2M
206"
IF (CNEOl-TOPC M ) ) * ( wfcD2-TUP< N Jl.LT.O.O)
ST0»E=(HE01-T0P(
- ))/ GS2M
2065
ix«sc N )>[TOP( N J-1E02)/X*SV( N )
GS2M
2066
230
Sros=STO«tSTCHE«(KEEPC N )-PhI( \ ))*AP£A
GS2M
2067
G32»<
2068
COMPUTE LEAKAGE 9ATE —
GS2^
2069
Oo*2CJ)=0.0
LXP9
25
IF C I.E A< . n£ . CH* C^) ) GO TO 240
GS2M
2070
IF (¦<( M ] .E'J.O. :• GO TO 2"0
G32M
2071
•ifcO 1 sST^T( M ;
G32M
2072
-------
D-3 5
IF (CONvRT.EG.CMKC71) wEDl=OMAxi>Nl( \ ) GS2*> 20 71
If (CONV3T.EU.CHK(7)) HED2 = iMaxi( P*[( M ) ,TQP< N )) GS2M 2075
XX=RATE( N )»csiv£9( N J-HEOl)*AREA/m( N : • GS2M 2076
. * Y s TU( M )*(nfc;)l-*E02)*AM£A GS2M 2077
?LUX=FLUX»XX GS2M 2078
x^£r=XX»YY . GS2m 2079-
0U'-*2( JJsxMET LKPW 26
FLUXSsFLUXS*XN£T • GS2M 2080
IF (XNET.LT.O.) FLXN=FLXN-XNE7 GS2f 2081
240 CONTINUE GS2I* 2082
[F'C I .cQ.3I"U 30 TO 245 L*PR 27
i F(L< P*.£3.0) 3D TQ 245 LKPR 20
;f.(*00(*T.LKPR) ,NE.0.AND.IFIN4L.NE.l i GO' TQ 2U5 ¦ L>< I T£ (P ¦ 2?0) LKPR 32
.'>Rir£(P,2SQJ (DUM2( J) , J=2, JLAS7) LKPR 33
242 CONTINUE LKPR2 23
;F(£v4P.'\)£.CHn.(b) ). GO- TO 245 LKPR2 2a
•'.RITE (P» 300 ) LKPR2 25
•'HITE (P.230) COU*3CJ) , J = 2,JLAST) LKPR2 26
2"5 CONTINUE LKPR 3«
C GS2M 2083
C GS2,M 208CH02*CHQ1 ~PUMP*ETFl_UX+F|_jXS*STG9 GS2M 2099
DIFF5TOTL2-TCTL1 GS2* 2100
aEHC"«T=0.0 GS2M 2101
IF CT0TL2.EQ.G.) GO TQ 2S0 GS2M 2102
U£3CNT=OIFF/TOTL2»100. GS2m 2103
250 ^ETURN GS2M 210«
C GS2H 2105
C GS2M 2106
C —PRINT RESULTS G52M 2107
C »*###****#•*¦*•**»*»••*** GS2* 2108
£ \i TRY :,vRI7E GS2M 2109
C **«»*#*«***»*#**»*»*»»»* GS2M 2110
C GS2M 2111
•'RITE (P.260) STCR,aW£FLX/3TO»T,CFl.UX,.3RET,P'JMp,cfLUXT,£TFLUX,CHST GS2" 2112
1 »-LXPT,C.-i02/ TOTL1 .CHOI ,FL-JX.FL-XS,£tFLXT,CHOT,SU^S,PUMPT,FlXMT, TCT GS2u 2113
2L2(DIFr,P£RCNr GS2M 2114
RETjUN GS2M 2115
C GS2" 2116
Q pQ^Mirs--- GS2M 2117
c GS2N" 2118
C ................. ...... ..... .... GS2M 2119
C GS2M 2120
C GS2M 2121
260 FORMAT (*Q»,10X,»cJ^ULAT IVE MASS 3ALANCE:16X,UHt**3.23X,«ftAT£3 F GS2M 2122
ICR T-IS TIME STEP: • , lox »6HL«*3/T/•. 1 X ,2a( *-» ) , «3x , 25( «-») Z/20X , *SOU GS2"* 2123
2RCES:«.69x,'STCRiGE =»,F20.u/20X,
-------
D- 36
3.»5TQRAGE s»,F20 .2, 35* » »CU'ir HEAD s*, F 20 .2 , JUX , *C CNST AN T HE A
GS2M
2127
oO : «/27*,*lEAKAGE =*,r20.2,46A.»IN =«,F20.4/2 I X,* TOTAL SOURCES = »,F
GS2y
2128
720.2,JSX/»UUT = *
SPREV ICUS PULPING PERIOD =*,r20.4/20X,n(«-*),68X,»TOfAt =*.F20.u/l
GS2M
21 30
<»6*« »6viP0T»AMSPI»A.riCN =». F20.2/2 1 X , »CQNSTA,nt ^E AD =* , F 20 . 2 < 36X , » S
GS2M
2131
SU* OF SATES =»,F20.i4/l9X*QUAN'TrTY PUMPED =« . F20 . 2/27 X , »lE AK AGE =*-
GS2M
2132
JF20.2/19X, «TUTAL OISCHAHGE = * , F2Q . 2 / / I 7 X, «Q I SCNARGE-SQURCE S a».F20
GS2M
2133
S .2/ 15x, *PE* CENT DIFFERENCE = «•. F20.2//)
GS2M
2134
270
FOftM4T.(/10X,»rtQv»», L5/20*. •CONSTANT hEAO FLjX SATES ... LLu/T*)
LKPR
35
260
FQR*4.T(2X,12Gli).3)
LHPR
36
290
FORMAT (20X , 'LEAKAGE 3 ATE S ... LLL/T-!
LK PR
37
300
f C'H«a r (2 0 x > *ET rates ... LLw/T»)
LK»H2
27
i^O
GS2M
2135
SUA ROUTINE PHNTAl(P«l,SwHI»T,5,*ElL,OEIX,DELY,NG)
G52M
2136
GS2M
GS2M
2137
2138
PRINT MflPS 0=- 0RAwOOv»k AND ifOfiAULlC hEAO
GS2M
GS2M
213"
2140
specifications:
GS2M
2141
«Eal k
GS2M
2142
INTEGER DlML»OIV*.CH«,/UTER»CONVBT,sVAP#CHCK.PNCH».\ijM,NEAD»
GS2M
2143
iC5NT3,LEAK,S£CH,SIP.AO!,XLA3EL,YLA3EL
GS2M
GS2^
214U
2145
01'"ENS ION PHI ( 1 ), SUNK 1 ). SC t ), wELLC I ). OELx ( 1)
GS2M
2146
i, oely( '.)¦ u i >
GS2M
GS2M
2147
2148
COUPON /SARRAY/ JFll( 11 ) ,CMK( IS) . IH
GS2M
21 49
Ca.«j2,.mJ,ySCAlE#FaCTI#FACT2
GS2^
GS2M
2157
2158
GS2M
2159
---INITIALIZE VARIABLES for 'lot—
GS2«
2160
GS2H
2161
E >#*»*#******#»***#
GS2^
2163
10
jsf=oi;>.c;-"«*scale
GS2M
2164
tSFsOIMCh»YSCALE
GS2M
2165
myOsyqim/YSF
GS2M
2166
[r t^YO*YSF.LE.YOI«-OELY(niOf!/2.) NYO=NYO>l
GS2«
2167
I? CNyo.Lc.12J 30 TC 20
GS2M
2168
OlNCM=YOIM/(l2.«YSCAL£)
GS2M
2169
I TE CP-310) Olf.CH
GS2M
2170
Is CySCAUE.uT.1.0! «RITE (P,320)
332m
2171
GO TO 10
•3S2M
2172
20
•jXO=iIOT-/XSF
G32M
2173
£ F C\JXO»XSF .Lt . A IDTW-OELX ( JN01)/2. ) NXD = NXD«-t
GS2M
217a
4 4SNX 0 »M I «• I
GS2-<
2175
O3NX0 + 1
GS2H
2176
\i6=NY0»1
GS2H
2177
s3=n2«ny3»1
GS2M
2173
yA(lJ SNU/2-1
GS2*
21 79
A ( 2 ) =N4/ 2
3S2m
2180
viA ( J ) smu/2+3
¦3S2M
2181
•iC - ( \ 3-*l8- 10 ) / 2
G32M
2182
3S2M
2183
3S2M
2186
-------
D-37
ve-3 ( 3 ) =01GI T (fJC )
GS2"
2147
XuAflEu (3)sMtSU'
GS2*
2188
ruA6£i.C6)=*ESUW
GS2"
2139
;g uo i = i ,ne
G32f
2 1 90
\.\<=N5-l
GS2M
219 1
X-MYSl-l
GS2M
2192
IF CxNY.GE.NoJ GO fO 10
GS2H
2193
"N( [)sYSF"NNY/Y5CiLE
GS2M
219U
IF (.VJX.tr. 3 J GO TO UO
GS2m
2195
XMI)=XSF»NNX/YSCALE
GS2M
2196
continue
GS2^
2197
-f-ru>*N
G5 2M
2190
GS2*
2199
GS2M
2200
GS2M
220 I
£NMY -WNT 4
GS2H
2202
#**#**«#**»***•##***~
G32^
2203
— -vaaiafltES INITIALIZED EACH T t^E A
PLOT IS SEOJESTEO —
G52H
220«
0I3T=*IDTM-DELx[JNOl)/2.
GS2M
2205
JJ=JNQ1
GS2*
2206
LL = i
GS2*
2207
Z=NXD**SF
GS2M
2208
IF (MG.E3.1) «OITE CP,280 ) (TITtE(I)
.:=i,2)
GS2*
2209
if (NG.sa.a) *«ite c = ,a9o
-------
D-38
lio i*o'xi=*oc(n. 10;
if niDxi.eo.a) in3xi = to
-TO CYCLE SYMBOLS FOR OXAaOQaN, 'EmqvE C FSOM COL. 1 OF >NEXT CARD-
I" (NG.EO.l) GO T3 150
t\u*a=N/io
IF (I NO x 2.GT.0) 30 TO 160
1x0X2=10
IF ( [nOx 5 ,£Q. 0) INDX2=15
50 TQ 160
140 I.gOxisIS
150 I n o x 2 = 15
1 60 IF CJ-l.GT.O) PRNT(J-l )=SY*C IN0X2)
?*NT( J)sSY>M I.\dx 1J
GO ro 200
170 00 130 I : = !/3
180 IF (JI.GT.O) PRNrun=SY*Cil) .
J90 IF CSC N -J.LT.O.) =RNTCJ)=SymCis)
200 YLENsYlEN-CDELY CL) +OELY CL+1) ) '2.
210 GISTs0tST-(DELXCJJ)*0£LX(JJ-l))/2.
JJsJJ-1
IF CJJ.E3.0) GO TO 220
IF (OIST.GT.Z-XMl «XSF) GO TO 210
220 CONTINUE
>a«INT a xfc.5, L48EL3 . anO 5y«30LS—-
IF (1-NACi.L),£Q.O) GO. TO 2^0
If' C(I-1)/N1»n1-(I»1 )) 250.233.250
230 -irt I 7E (f.vFl) (BL4NK („ ) , jsi ,,\C) . (PRNT (J) . Jsl ,N6), XN( 1 t(I-l )/t>)
GO *0 2Q0
2^0 *R I TE £ = .
-------
D-39
GS2M
2319
GS2M
2520
S=5
GS2M
2321
3=6
GS2M
2322
»i£ AO (S.490) f&CT, IV4R, IPRN, TRECS, IRECD
GS2M
2323
I<24*I9£C3+2»!V4h*IPRN-M
GS2M
232"
GU TO (90,90,110,110,1-0,140), I<
GS2M
2325
90
00 100 1=1,01*1
GS2M
2326
00 100 J = 1,01x*
GS2M
2327
100
l(t,J)=F4CT
GS2M
2329
**ITE CP , «30 3 INrFftCT
GS2«
2329
GO TO 160
GS2*
2330
1 i 0
If (tK.E3.3J wHITE tP,-4U01 IN
SS2*
2331
>0 150 I = l,OI«t.
GS2M
2332
><£40 Ca , * J (4(1, J) , J = 1,31**1)
_KPR J
12
>0 120 J=1/DI«W
GS2M
233a
120
4C;,J)-4(t,J)»F4CT
GS2M
2335
1 JO
CONTINUE
U»
GS2M
2 344
4 30
F' J M 4 f ( lH0,4lX,94tt,lM=,GlS.7)
GS2M
2 345
440
F(5R.m4T (|nl ,u9x,94 4, /., 65* r «m4TPIx*./.S0X,36(:h-);
GS2M
23«6
490
FOR*AT(F10.0,4110)
r,s2!-
2 54 7
510
FQR-4TC20F4.Q)
GS2M
2348
£N0
GS2^
2349
3U3CK 04 r 4
GS2M
2350
INTEGER -?,P,Pg,OIMU,DI^«,CHK ,.»4T£R,C0NVBT,EV4P,CHCX,PNCH,NgM,»e40r
GS2M
2351
1 ;0NTR,1_£4*,RECH,SIP,4 0 I,XI_4 0£L, VUABEL
GS2M
2352
CO^-KIM /S4HW4Y/ vFa (11) , CHK ( IS) , IH
GS2M
2351
COMMON /SP4H4M/ r«4Te3,CONV»T,eV4P,CViCK,P*)CM,NUW.HEADrCONTH,ERaH,LE
GS2M
235"
UK,^ECh,SIP,U.SS,TT,TyiN,£T0I3T,QlT,£RR,TM4*,CDurrHM4x,T0[M,wIOTh,
3S2M
2355
2NJ«S,LSUT,401,OELT,SUM,SUMP,3UbS,STORE/TEST,tTGa.cTQO,FACTX.P4CTY,
3S2'4
2356
JIE^B.kOUNT.IFINAL.NUMTIKT.^P.NPER.KTH, ITM4X,LE^GTu,,^''<£L,Ni'<,DIHl.,0I
GS2M
2357
«(*»», JN01, tMOl,R,P»»U. I, Jr I OKI , I0k2,L) , T ITLE (5) , XN 1 , mESUR,PRNT (122),HL4^K
GS2M
2359
1 (60) ,OIGIT( 122), VFl (6) , VF2(6) , VF 3(7), XSCAU ,D!NCH,SYM( 17) ,SN( 1.00) .
GS2M
23e0
2**(13),N4(U),N1,N2,N3,TSC4LE,F4CT1,F4CT2
GS2M
2361
|j 4 T 4 CHK/IOHPUNC ,10Hw4T£ .10NCONT ,10HNUM£ ,
3S2M
2362
1 10HCHEC ,1OhEvAP ,10 HCQNV ,10hh£aO
3S2M
2363
2 10h(.£4K < 1 OHRECH , 1 OrtS IP , l OHLSQR ,
G32M
2364
J 1 0 " 401 ,10hOKI , 1 OhOK 2 / . R, ? , P'J/5, o, 7/
IS2N
2365
CJ4T4 SYM/1-1J, 1H2, 1 4}. 1 H4 , 1 MS , 1 H6 , I K 7 , 11-3 , 1*9 , t.*0> thS, 1H%, 1 rt-, 1 H», [
GS2M
2366
11 r rtR , 1 Hrt /
GS2M
2367
DAT 4 PRN T / 122* I h /, «ti,N2,N3,XMt/6, 10, I 3 3, .3i3333333E-l/,9L4\.K/o0*l
GS2M
236a
;« /,M4(U)/1000/
GS2M
2369
0 4 T 4 xla8Ew/Sh X 3IS- , 3nT 4NCS IN,8* «IlES /,'L40EL/ShOIST4NCE,8H
GS2M
2370
1 F*Qm OR.dMIGlN I'* .oHY DIRECT, ShJOM, !»' ,8h*IL£S /, TI'LE/9MPLCT
GS2M
2371
3 OF ,3HOR4rtOU«N.8*?tOT OF .8hhy0R4ULI,dwC -£40 /
GS2M
2372
04T4 0IGIT/1H1,1HJ,ih3,l^a,1H5.1H6,1HT,lHfl.1h9,2H10,2«11,2H12,
GS2m
23 7 5
l2Mi3.2Hia,2Hi5,2H16.2Hl7,2Mi(j,2Hl9,2N20,2H?i,2>i22,£H23,2H2u,2H25.
GS2M
2374
2£h26,2h2 7,2m2«,2h29,2-3u,2m5i,2m32.2H55.2H34,2*55,2m36,2->3 7,2h5B,
3S2M
2375
32"i9,2HU0,2tai,2*4 2,2*4 3,2h««,2*uS,2H46,2H47,2H4 8,2hu9,2*50,2H51,
GS2M
23 76
42*52,2N5 5,2H54,2N55,2H56,2fci57,2i-5*,2HS9.2M&0,2H6l,2H62,2N6 5»2Hou,
GS2M
2377
52ri65.2N66,2H67,2N6d,2h69,2*T0,2H7i/2M72,2M7 3,2H7ii,2H7 5,2!-?6,2H77,
GS2M
237a
o2H7 8,2N79,2Ha0,2Nai,2ha2,2H«3,2Hd4.2H85,2H36,2H8 7,2H(!3,2Na<»,2h9 0,
GS2H
2379
72h9l,2M92,2HO5.2M9u,2i-95,2H96.2H9 7,2N<)(j,2H
-------
D-40
d3-U03,5HiQ«,iHiQ5,3H!0o.3'":57,5Hl0i3,3*tQ(',3Hlt0,3*ni>lHU5,3HUj, GS2* 2381
<»3rtl|u,^h Its. JM lift.3HH7,3ni. 1.9,3nH9,3M 120. Srt 121,3H122/ GS2* 2382
34TA vFl/UN(|M ,4HXI,r,«h10.2,14)/ GS2m 2333
04Ti vF2/c«Uh ,iri,,aH i.aH<,4», IH)/ GS2M 2S8u
3 4 r A vF3/an(1H0,in,,an ,4nii,F,u*i.1,,am2F 1 ,unQ . 2 ) / GS2« 2385
3AT4
-------
D-41
D.2 Input Data For Lockport Dolomite Model
***** LCY£ SIMULATIONS ¦¦
-CCHPQp'l OulO"ITE **«•• STEaOt STATE RUN 1
LcAK LSU» Ch£C h£4q I
23 21 0 I
1 I 0.1 Q.l 0.0 0.0 C.O 1
.3 1.0 I . 0
0
I . W t ¦ J V
21*0/0,580, 19*0/0,o20,2*640,620, 16'0/0,620,2*640,620, 16*0/0,555, 19*0/0,556, 19*0
0,557, 19*0/0,558, l9*Q/Q,556, 19*0/0,559, 19*0/0,559, 19*0/0,560, 19*0/0 , 5o0, 19*0
0,561, 19*0/3,561, I9*0/0,5o2, 19*0/0,562, 19*0/0,563, ! 9*g
2*0,2*563, 17*0/4*0,>**5o3>4*56«,9*0/l2*0»2*56«, 7*0
I 4 «0,e*564,3/21*0
-I .0 I 0 0 0
21*0/0,1, 19 *0/0,4*1,16 *0/0, 4*1, lo*C'/0 , 1,19 *.0/0,1, 19*0/0,1, 19*0/0, I« I «*0
0,1,19*0/0,I,19*0/0,1,19*0/0, 1.19*0/0,1,19*0/0,I, 19*0/0,1,19*0/0,1,19*0
0,1, 19*0/0,1,19*0/2*0,2*1,17*0/4*0,3*1,9*0
12*0,2*1,7*0/1"*O.o*I,0/21*0
4.92E-4 1
21*0/0, 19*1, 0/0, 19*1,U/0, 19*1 ,0/0,19*1 ,0/0, 19*1,0/0, 19*1 ,0/0, 19*1,3
3,19*1,0/3,19*1,0
3,19*10,0/ 'J, 19*10,0/0, 19*10,0/0, 19*10,0/0r19*l0,0/0, 19*10, C
0, 19*10,0/0,19*10,0/2*0,18*10,0/4*0,16*10,0/12*0,8*10,0
14*0,a*l0,0/21*0
1.3c-10 1
21 *52.0/21 *32.8/21 *32.8/21*32.6/21*32.8
21*5.23/21*3.28/21*3.28/21*3.26/21 « 3.23
21*3.29/21*3.28/21*3.29/21 *3.28/21 *3.2a
21*3.28/21*3.29/2 1*3.29/21*3.28/21*3.28
21*5.26/21*3.23/21*3.28
I .0 1
21*0/0,300,2*610,5*o2Q,4*630,2*640
-------
KlNllt-DIKKtNtNCt MOUtL
KUh
S 1 hUL A I JtjN UK Gt->vA I EH
jANUARy, I
LOVE C AN At SltfUL A f IONS --ICJCKPtlM DOLOMIJE to*** STfAQV SfAlf RUN I
S1MULA||UN IJPI10NS: LfcAK LSDK CHtC Hi- Al) O
HHJNJ UL) J (.H) |) ULUCK FlUX t VEHV I TIME SFEHS w
O
NUMiifcN UF HUMS =21 £
NUMliLK tit- CULUMN5 - t!
NUMtlEH OK WILLS t UK KM1CH DKAwOUWN IS COMPUTED A F A SPEC IKIED HAD IUS = 0
MAXIMUM PE»M|TIE|> NUMbEH UF I UHA110NS = I
NUMbtK OK HUMPING t'ERIOOS = I
11Mf SIEHS bEImEEN HHINUIUIS = 1
O
d
HUND3 UK Y VtCIllH USED = 79y SI AIE tKROM CRITERION = .1000000 X
0
SPECIFIC SIUHA(;t OF CllNKlNlNt; tttD =0. O
EVAHUIHANSHIHA1 1(in HAIE =0. £
tfFtCTIvE DE P ?H OK El = I. (100000
a
Mill IIPL 1CAI ION H AC F OH fUH THANStflSSlVI IY IN * OIHECTIUN - 1 .000000 O
in y oixttniiN = i.oooooo
-------
SI MdlNt. lit 60 HAIKU
I 0.0 0.0 0. (J u. 0 U.il 0.0 U.O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
i 0.0 bBO.U U.O 0.0 U.O 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
1 0.0 b20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O.O 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
5 0.0 t»SS. 0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0,0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0,0
0.0
<> 0.0 Sib.O U.O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
J 0.0 'i'il.o V.u 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O.O 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
a u.o Vjo.o o.o o.o o.o o.o o.o o.o 0,0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
9 0.0 b^e.o 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0,0 0,0 0.0 0,0 0.0
0.0
10 0.0 Sb^.O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
H il.O 'Dbsi.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
1 £ 0.0 SbO.O 0.0 0.0 0,0 0.0 0.0 0.0 0,0 0.0 O.O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
M o.u 560.0 0.0 U.O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
l« O.O bbl.O 0.0 0.0 0.0 0.0 0.0 0.0 0,0 O.O 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0,0 0.0
0.0
rj 0.0 tifcl.U 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O.O O.O 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
Ifa 0.0 Sfci?, 0 O.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
1/ U.O W.O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
18 0.0 t>6 S. 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.0
11 U.O 0.0 bbi.O Jhi.o O.U 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 O.O 0.0 0.0 0.0
".0 ^
CO
20 0.0 U.O O.U 0.0 bbl.O Sbl.O 5M.0 Sbl.O Sti'1.0 SoU.O Slil.O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O.O
0.0
¦>1 rt-'l fl.il <> I> o.h II.n 11.11 0.0 O.o 0.0 0. 0 0 .0 0.0 SoM.O ShU.O 0.0 0.0 0.0 0.0 0.0 0.0
-------
0.0
22 0.0 0.0 0.0 O.O 0.0 0.0 0.0 O.O 0.0 0.0 0.0
0.0
J 0.0 0.0 0.0 O.O 0.0 0.0 0.0 0.0 O.O O.O 0.0
0.0
0.0 0.0 0.0 bbU.O Sfc«.0 561.0 Sfca.O 56#.0 561
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0
-------
SIURACI' C(l
MA | R
1
0.00000
0.00000
o.ooooo
0.ooooo
0.OOOOO
0.ooooo
0 .ooooo
0 .ooooo
0.00000
0.ooooo
o.noooo
o.ooooo
0.00000
0.00000
2
0.00000
0.OOOOO
- 1 ,00000
0. ooooo
0.ooooo
0.00000
0.ooooo
0.00000
0.00000
o.ooooo
0.00000
0.00000
0.00000
0.00000
5
Q . OOOOO
0 . ooooo
- 1 .00000
0 .OQOOO
-1.00000
o.ooooo
-t.00000
0,00000
-1.00000
o.ooooo
0.00000
0.00000
0.00000
0.00000
0.00000
0 . ooooo
- 1.00000
0,00000
-I.ooooo
0.00000
-1.00000
0.ooooo
-1.ooooo
o.ooooo
0.ooooo
0.00000
0.00000
0.00000
S
Q.00000
0 .ooooo
- I.00000
O.OOOnO
O.OOOQO
0.00000
0.ooooo
o.ooooo
0,00000
o.ooooo
0.00000
0.ooooo
o.ooooo
0.00000
t>
0.00000
n .ooooo
.00000
0.ooooo
o.ooooo
o.ooooo
0.00000
o.ooooo
0.00000
0.ooooo
0.00000
0.00000
0.ooooo
0.00000
7
0 .00000
0.00000
- 1.ooooo
0.00000
0.00000
o.ooooo
0.00000
0.00000
0,00000
0.ooooo
0.00000
0.00000
0.ooooo
0.00000
0
U .00000
0.ooooo
- 1.ooooo
0.00000
0.00000
0.ooooo
0.00000
0,00000
0.00000
0.00000
0.00000
0.00000
0.00000
o.ooooo
9
0.00000
u.OOOO 0
-I.ooooo
0 .0 0 0 ti 0
0.(10000
0. uOtiOO
0,00000
0. u u 0 u 0
0,00000
u . u ii 0 0 0
0.00000
0.00000
0.00000
u.ooooo
10
0.UOflOO
o .ooooo
- 1 .00000
O.OOOQO
o.ooooo
0.ooooo
0.ooooo
II.ooooo
0.00000
o,ooooo
0.00000
0.ooooo
0.00000
0.00000
I i
o.ooooo
0.00000
- I .ooooo
0.00000
o,ooooo
U.00000
0.00000
0 .ooooo
o.oofloo
o.oooon
0.00000
0.ooooo
0.00000
0.00000
U
n .ooooo
O . 0 0 0 0 0
-1 .00000
0.00000
0.ooooo
o.ooooo
o .ooooo
0 .00000
0.00000
0.00000
0.00000
0.00000
o.ooooo
0.00000
1 i
o.ooooo
0 . ooooo
-1.ooooo
0.00000
0.00000
o.oooon
0,ooooo
o.ooooo
0.ooooo
0.00000
0.00000
0.00000
0.00000
0.00000
14
0 . ooooo
0 . OOOoO
- 1.00000
0.00000
0 .00000
0.00000
0.00000
o.ooooo
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
u. ooooo
0 .00000
-1.00000
0.00000
0 . 0 0 0 01)
o.ooooo
0.00000
0,00000
o.ooooo
0.ooooo
0.ooooo
0.ooooo
0.00000
0.00000
16
0 .ooooo
o .ooooo
-1.000OO
0.00000
0 . 00 (>00
0.00000
0.ooooo
0.00000
0.00000
o.noooo
0.ooooo
o.ooooo
0.00000
o.noooo
1 7
(l. ooooo
0.00000
-1.00000
0.ooooo
0 .00000
0 . ooooo
0.ooooo
o.oooon
0.00000
o.oooon
0.00000
0.00000
0.00000
0.00000
l rt
0.00000
0 .ooooo
- 1.ooooo
0.ooooo
0.00000
0.ooooo
o.ooooo
0.00000
n .onooo
0.00000
0.00000
o.ooooo
0.00000
o.noono
0 . ooooo
0 . ooooo
0.00000
0 . 0 0 »li 0
-\.ooooo
0. 0 0 1)00
-1.ooooo
0.00000
0.00000
0.ooooo
0.00000
o.noooo
o.ooono
o.onnno
dii
0 . ooooo
.ooooo
0.00000
0.00000
0 . (H) 000
0 . 0 0 0 o o
o.ooooo
0.OOOOO
-1.00000
o.ooooo
- 1 .00000
o.ooooo
-1. ooono
o.noooo
m c r f n r
o .00000
0.00000
o. ooooo
0 . ooooo
0,00000
0 . ooooo
o.oonoo
0.ooooo
0 . 00030
0.ooooo
0.ooooo
0.ooooo
0.ooooo
o.ooooo
o.ooooo
0.ooooo
0.00000
o. ooooo
o.ooooo
i.ooooo
0.00000
0.00000
0.OOOOO
0.00000
0.OOOOO
0.00000
0.00000
0.ooooc
0.00000
0.00000
0.00000
0.ooooo
0.ooooo
0.ooooo
o.ooooo
0.00000
0.00000
u.oonou
o.ooooo
-).00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.ooooo
0.00000
0.00000
0.ooooo
0.00000
0.00000
0.00000
0.ooooo
0.00000
0.00000
0.ooooo
0.00000
0.ooooo
-I.00000
0.00000
0.00000
0.ooooo
o.ooooo
0.00000
0.ooooo
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.ooooo
-i.nonoo
0.00000
0.ooooo
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.ooooo
0.ooooo
o.noooo
0.00000
0.ooooo
0.00000
0.ooooo
0.00000
o.ooooo
o.ooooo
- I.00000
0.ooooo
0.00000
0.ooooo
o.ooooo
0.00000
0.ooooo
0,00000
0.00000
0.ooooo
0.ooooo
o.ooooo
0.00000
0.00000
0.00000
0,ooooo
0.00000
0.ooooo
0.00000
0.00000
0,00000
0.ooooo
0.00000
0.ooooo
0.00000
0.00000
0.ooooo
0.ooooo
0.00000
0.00000
0.ooooo
0.00000
0.ooooo
o.ooooo
0.00000
0.00000
0.ooooo
0.ooooo
0.ooooo
0.00000
0.00000
-------
0.00000 U.OOOOO 0.00000 O.OOQOO
0.00000 0.00000 0.00000 0.00000
0.00000 0.00000
0.00000 0.01)000
di 0.00000 0.00000
-I.OOOOO -I.00000
o.oouno o.ooooo o.ooooo
¦1.00000 -1.00000 -I.00000
£% o.ooooo
0.00000
O.OOOOO 0.00000
o.ooooo o.ooooo
o.ooooo
0.00000
0.00000
0.00000
0.00000
¦ I.00000
0.00000
ft.ooooo
0.00000
0.00000
0.00000
0.ooooo
0.00000
0.00000
0.00000 0.00000 O.OOOOO 0.00000 0.00000 -1.00000 -1.00000
0.00000 0.00000 0.00000 0,00000 0.00000 0.00000 0.00000
0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
D
I
0">
-------
IWANSMI S3 I V I IV
MM R| »
1 U ,
o,
4 11,
3 u.
u o,
5 0 ,
t 0 ,
9 0 .
10 o.
11 0.
14 o,
15 0,
H n,
l*> n,
It) u.
l * 'i,
I* 0.
I 9 0 .
, ooooo
, o o o r> o
,nuooo
, 000o9
.00000
, 000o9
,00000
, 000u9
, 00000
. ooou9
. '>0000
.00009
.1)0000
. 00019
.00000
. 000u9
. OOflOO
. 000u9
.00000
.00019
. ooooo
,00494
.ooooo
,00*19?
, ooooo
. 00094
.00000
.001^
. ooooo
. 00494
. 1)0000
.00094
,0000 0
.00194
. unon0
,00194
. ooooo
, O0'*94
<>0 0.OOOOO
.00494
0.ooooo
0.00000
.00009
.000u9
. 000O9
,00049
.00009
.00049
.00019
.00049
.00019
.00099
.00019
.0004 9
.00009
.00049
.000*19
,00019
.00099
.00009
.00194
.00494
,00194
.0019?
.00*94
. 00494
, 00 0 9/?
.00194
.00194
.00(194
.0019?
.00(19?
.0009?
.00094
.U0094
.00194
o.ooooo
.0U194
0.0 0 1)00
.00094
O.I> 0000
0.00000
,00009
.00019
.000*19
.00009
.00009
. 0 0 0 o 9
.0 0009
.00009
.00009
. 0 0 0 0 9
.0 000 9
. 00 Oo9
.00009
.0UQ09
.00009
.00009
.00009
.00009
.00092
. 00194
.00094
.00194
. 0 0 0 9 4
.00094
.00094
. 00094
.00094
. 00194
.00094
.00094
. 0(1094
. U0'I94
.00094
. 00894
.00094
.0O094
0 . OOOOO
. m>'j94
0.OOOOO
0.00000
.00009
.00009
.00009
.00009
. 00009
.00009
. 0 G 0 'J 9
.00009
,ooooo
.00009
.00009
.00009
.00009
. 00009
, 00009
.00009
.000O9
.00009
.00094
.00094
.00094
.00094
. 00O92
,00094
.00094
.0009?
.00094
.00o94
.00092
.00094
.00094
.00094
.00094
.00094
.000^4
.00094
fl .00000
.90094
0.00000
0.00000
.00009
.0 00O9
.00009
.00009
, 00009
.00009
.00009
.00009
,00009
.00009
,00009
.00009
.00009
.00009
.00009
.00009
.00009
.00009
,00094
.00094
.00094
.0009?
.00094
.00094
.00094
.00094
.00094
.00094
.0009?
.00094
,00«94
.00094
.00094
.00094
.00094
.00094
.00094
.00094
0.00000
0.00000
.00009
.0 OOo9
.00009
.00009
.0 00O9
.00009
.00049
.00009
.00009
.00009
.00009
.00CU9
.00049
.00009
.00009
.0O0O9
.00009
,0 000 9
.00094
.00194
.00094
.00494
.00094
.00194
.00094
. 00194
.00094
.00194
.00094
.00094
.00094
.00194
.00094
. 000V?
.00094
. 01)194
.00094
.00094
0.OOOOO
0.00000
.00009
0.ooooo
,000«9
0. OOOOO
,00019
0.ooooo
.00009
0.00000
.00009
0.ooooo
.00009
0.00000
.00049
0.00000
.00009
0.00000
.00009
0.ooooo
,00tt94
0,000(10
.00094
0.00000
.00194
0.OOOOO
.00094
0.00000
.00194
0.00000
.00194
0.OOOOO
.00«94
0.00000
.00194
O.OOOflO
.00194
0.OOOOO
.00194
0.ooooo
o.ooooo 0.ooooo 0.00000 0.00000 0.OOOOO 0.00000 0.00000
.00009 .00049 .00009 .00019 .00019 .00019 ,00019
.00019 ,00009 .00019 .00019 .00009 .00019 .00009
.00019 ,00049 .000^9 .00009 .00009 ,00049 .00009
.00019 .00049 .00019 .00009 .00009 ,00049 ,00049
.00009 .00049 .00049 .00049 ,fi0f)U9 .00049 .00049
,00009 .00049 .00049 ,00049 ,00049 ,00049 .00049
.00049 .00049 .00049 .00049 .00049 .00049 ,00019
.00019 ,00049 ,00049 .00049 ,00049 *00049 .00049
.00009 ,00049 .00049 .00009 .00049 ,00049 .00049
.00494 .00494 ,00494 .00494 ,0049? .00494 .00494
.00194 ,00494 -00494 .00494 .00494 .00494 ,00494
,00494 .00494 ,00494 .0049? .00494 .00492 .00492
.00494 .00194 .0009? .0049? .00492 .00494 .00192
.00194 .00194 ,00494 .00494 .00494 .00494 ,00494
,00«94 .00494 .00094 .00494 .00494 .00494 .00492
.00494 .00492 ,00194 .00494 .00494 .00494 .00494
.00494 .U0194 .0049? .00494 .00494 .00494 ,00492
.Q0U94 .00494 .00094 .00494 .00494 .00494 .00492
.00094 .00494 .00094 .00494 .00194 ,00494 .00494
a
i
-J
-------
21 o.uoooo o.uoooo o.noooo 0.00000 a.ooooo o.ooooo o.ooooo o.ooooo o.ooooo a.ooooo o.ooaoo o.ooooo .ooa?? .0049?
,«oa9? .0049? .0049? .ooiii? .0049? .0049? 0.ooooo
?? I).00000 0.00000 O.OOOIIO 0.00000 0.00000 0. ooooo 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
.0049? .0049? .0049? .0049? ,0049? .0049? 0.00000
?i o.uoooo o.ooaoo o.noooo o.ooooo o.ooooo o.ooooo o.ooooo o.ooooo o.ooooo o.ooooo o.noooo o.noooo 0,00000 0.00000
0.00000 0.00000 0.00000 0.00000 0.00000 0.ooooo o.ooaoo
u
I
CD
-------
confining ai.n hydraulic conduciiviiy
MATRIX
10
1 1
12
I S
It
lb
J28£ -oe
ant-oh
32«{ -08
32BE -UH
328f -06
32«t-oe
32be-ne
j2of -oB
i28fc -08
32«C-08
12Bt-00
12BF-08
J28F--0*
i^8F -08
SffHt -09
saee-09
3281-09
J9
S2«t -09
12HF -04
, 3?flt-09
.(^Ht-09
. S2HF -09
. J?Bl -09
. 328F-09
. 32HE -09
. i?8t -09
.52nt-09
. 3 2 8 E -08
.32HE -08
.128E-0B
. }/>8E -08
.328E-08
.328E-08
. 12Ut-08
.32ftf-OB
.32HE-0H
.528t-0B
.J2HI-09
.328E-09
, IP8F-09
•328E-09
•32BE-09
. 328F-09
.32BE-09
.328F-09
. J28E-09
. 32BE-09
.S2BF-09
¦32HE-09
. 1281-09
.328F-09
. I28E-09
. 3281.-09
.328E-09
.3 2HF-09
.328E-09
. 52*1-09
,32Ht-08
, 328f-0fl
.3281-08
. 32HF.-08
,J?6f-08
,32BE-08
. 328f-08
,S2Bf-08
, 32BE-08
, 328E-08
.32BE-09
.328C-09
,32BF-09
.328E-09
,3281-09
. 328E-09
, 328E-09'
, 328E-09
. 32BE-09
,328F-09
,32*E-09
,328E-09
,32BE-09
.J28E-09
, 32BE -09
, 328E-09
.328E-09
.328E-09
. 32BE-09
,32HF-09
. 328E-0B
. 329E-0B
.3281-0B
. 32BE-08
.328E-08
. 3281 -08
. 32BE-08
, 32RE-06
. J2BC-0B
.32BE-0B
.328E- 09
.328E-09
. 3281-09
.3291-09
. 528E-09
.328E-09
.328E-09
.32BE-09
.32BE-09
.S28E-09
, 32BE -09
.328E-09
. J2AE-09
.328E-09
•328E-09
.328E-09
. 328E - 09
» 328E -09
. 3281 -09
. 32BE-09
. 12BC-0B
.328F-08
,S28f-08
. 328C-08
.328E-08
.32RE-UH
, 32PE-08
, 12BF-08
, 3281-06
,328E-08
. 3281 -09
.328F-09
. 328E-09
.328E-09
, 32BE-09
.328E-09
. 328E-09
. 32BE-09
. 328F-09
, 328E-09
,32HE-09
,328F-09
, 328F -09
, 3281-09
,328F-09
, S2BE-09
.328E-09
.32HF-09
, 3281 -09
, S28E-09
.326E-OB
. 328E-08
.328F-OB
.3281: -OB
.328E-0B
. 328E -08
.32CE-08
. 32BE-0B
.32BE-0B
,328E-08
.32BE-09
.32BE-09
.32HE-09
.326E-09
¦ 328E-09
.328E-09
. 328E-09
. 32BI-09
•32BE-09
• 328F.-09
.32BE-09
.32OE-09
. 12HE-09
.3281-09
•328E-09
.S2BE-09
.32BE-09
.32HF-09
.1281-09
.32BE-09
.3281-OB
.326F-0B
. J28E-0B
, J20E-08
.328E-0B
.328E-08
.328E-0B
. 1281-0B
. 328F.-0B
.32BE-0B
.3281-09
. 328E-09
.328E-S?
.128E-09
.328E-09
.328E-09
.328E-09
.32BE-09
.328E-09
. 528E-09
.32BE-09
. 328E-Q9
. 52BE-09
¦326E-09
.328E-09
, 12BE-09
. 328E-09
. 32BE-09
, 328E-09
.12BE-09
. 32BE -08
. 32BC-08
. S28E-08
. S28E-06
.32BE-08
• 328E-08
. 32BE-08
.328E-08
.3281-08
a 328E-08
. 32Bt -09
.328E-09
.328t 09
.328E-09
.328E-09
.328E-09
.328E-09
. 32»E -09
•328C-09
. J28E-09
, 326E-09
, 32BF-09
. 128E-09
, 328f-09
.328E-09
.328E-09
,328E-09
. 328E-09
, 328E-09
. 428F -09
.32BF-08
, 328f-06
. J28E-0B
.32BE-08
.128E-0B
.32«t-OB
. 328E-08
.328E-0B
.328E-0B
¦328E-08
.32BE-09
. 32BC-09
. 323F-09
.32BE-09
, I2BE-09
.328E-09
.328E-09
.328E-09
,32B£-09
.328F-09
.32BE-09
, 328F-09
.32BE-09
. J2BE-09
.328E-09
.328E-09
.328E-09
.32Bf-09
. 328E-09
. 32HF-09
D
I
¦fe.
«X>
-------
I »
1/
IB
IV
20
21
a
a
m -« i
%<>nt -«9
J2KE-09
320E-O9
32ai-09
32bf-at
12H» -09
1 i* Ot — U*>
. VHf -at
, I2BE-09
. )2be-o<*
, I2BE-09
.32BE-09
. Jt"t -09
. im-nt
. 326£-09
, iiflt-U'l
. im -o<#
,32«£-09
, 32ttt-«9
;-«9
,'HH -0'»
, i<;hf-«9
. 5281-0*
.32«fc-09
. 32BF -0"
.S28E-09
. 32«t-09
.3281-09
, 3,?»t-09
. iiat-at
.32»f-o<)
. I <>81 -89
. $?»».-rf9
.328E-09
. 32«F.-09
. 328E-09
. 32»t-f>9
. 3281-09
¦328E-09
• 128f-09
.J2«£-09
, am-ot
. J28C-09
.32BE-09
,328E-09
,32HE-09
. 32«t-09
.328E-09
. 32BE-09
, 128E-09
. J26E-0<>
, 328E-09
¦32BE-09
, 3?8E-09
,328E-09
,128E-09
, 328E-09
, 328E-09
. 32ttt-U9
. VHl-O
.3281-09
, 3291-09
. J2BE-09
. J26E-09
.3281-09
. l?Bt-09
.128E-09
.328E-09
,3281-09
,32et-09
, I2BE-09
.328E-09
. i?8t-09
. 12111 -ii9
, 12HE-09
im -D9
, I2BE-09
. J2PE-09
. 32BE-09
.52HE-09
. 528E-09
, 328E-09
. 328F-09
.328E-09
.3281-09
»32«t -09
.J2Bf-09
. S2BE-09
.32WE-09
,J2BE-09
. 328E-09
, 3 281-09
, 12BE-B9
. 32BE-09
, J28E-09
.328E-09
. J28E-09
.128E-09
.128E-09
, 128E-09
, 328E-09
, 328E-09
. 32BE-09
. 12HE-09
.32BE-09
. 3281-09
. 12BE-09
.S2BE-09
, 328C-09
. 32BE-09
.3281-09
.328f-09
¦3281-09
,3286-09
, 32BF-B9
.32B£-49
,1281-09
, 32flfc-09
. J28E-09
,}2«l-09
.J28E-09
, 32BE-09
. 32BE -159
, 328f-09
, 328E-09
.32BF-09
.32Bf-09
.528E-09
.J2BE-09
.32BE-09
,J2BE-09
.3281-09
.328E-09
,328E-09
.328E-09
328F-09
328E-09
3281-09
32HF-09
J2BF-09
32«f-0
-------
I
2
s
u
s
6
7
a
9
to
11
12
15
t«
15
lb
I 7
IB
19
20
RlVfH llf AD
MA f H | X
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0 .0
0.0 600.0 610.0 610.0 620.0 620.0 620.0 620.0 620.0 6JO.0 610.0 650.0 610.0 600.0 6«0.0 610.0 620.0 620.0 620.0 620.0
0.0
0.0 620.0 640.0 f.uO.0 b?0.0 620.0 620.0 620.0 620.0 620.0 620.0 620.0 620.0 620.0 620.0 620.0 620.0 620.0 620,0 620.0
0.0
11.0 620.0 6U0.0 huO.O 620.0 620.0 620.0 620.0 620.0 620.0 620,0 620.0 620.0 620.0 620.0 620.0 620.0 620.0 620.0 620,0
0.0
0.0 590.0 590.0 600.0 610.0 610.0 610.0 620.0 610.0 6|0.0 610.0 610.0 610.0 610.0 610.0 610.0 610.0 610.0 610.0 610.0
0.0
0.0 5A0.0 5HO.O 590.0 590.0 ¦>90.0 590.0 590.0 590.0 590.0 590.0 590.0 590.0 590.0 590.0 590.0 590.0 590.0 590.0 590.0
0.0
0.0 570.0 500.0 5HO.O 570.0 570.0 570.0 570.0 570.0 570.0 570.0 570.0 570.0 570.0 570.0 570.0 570.0 570.0 570.0 570.0
0.0
0.0 570.0 570.0 500.0 565.0 S65.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 570.0 5J0.0 570.0 565.0 S65.0 SbS.O SbS.O
0.0
0.0 565.0 565.0 570.0 565.0 565.0 565.0 565.0 565.0 565.0 5b5.0 565.0 565.0 565.0 565,0 565.0 56S.0 565,0 565,0 565.0
0.0
0.0 565.0 565.0 565.0 565.0 565.0 5b5.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 56S.0 565.0 565.0
0.0
0.0 505.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 S65.0 565.0 565.0
0.0
0.0 565.0 5fe5.0 565.0 565.0 565.0 565.0 5b5.0 565.0 565.0 565.0 565.0 SbS.O 565.0 565.0 565.0 565.0 565.0 565.0 565.0
o.o ^ .
n.O 565.0 565.0 565.0 565.0 S65.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0
0.0
0.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 5b5.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0
0.0
0.0 565.0 565.0 5b5.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 56S.0 56S.0 565.0 565.0 565.0 565.0 565.0 565.0
0.0
0.0 565.0 565.0 565.0 56S.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565,0 565.0 565.0 565.0 56S.0
0.0
0.(1 565.0 565.0 565.0 565.0 565.0 565.0 56S.0 565.0 565.0 565.0 S65.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565,0
0.0 D
I
0.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565,0 565,0 565.0 565.0 565.0 565.0 565.0 565.0 ^
0.0 M
0.0 0.0 565.0 565.0 5t.5.0 565.0 565.0 0.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0 565.0
0 . 0
0.0 0.0 0.0 O.U 565.0 565.0 0.0 0.0 0.0 565.0 565.0 565.0 565.0 S65.0 565.0 565.0 565.0 565.0 565.0 565.0
0.0
-------
21 o.o n.o o.o
0.0
0. 0 0.0 0.0
0.0
21 o.o 0.0 0.0
o.n
o.o o.o o.o o.o
o. <1 o. q o.o o.o
o.o o.o o.o o.o
0.0 0.0 o.o 0.0
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
CONflNlUG BK) 1HlCKNt33
0.0 SbS.O SfeS.O SfcS.O S6S.0
0.0 0.0 0.0 Sb^.O M>5.0
0.0 0.0 0.0 0.0 0.0
= 2S.00000
S6S.0 SfcS.O S6S.0 S6S.0
"">(.5.0 S65.0 5«5.0 565.0
0.0 0.0 0.0 0.0
0
1
LD
KJ
-------
CHID SPACING JN HROIOtYPf IN * DIRECTION
52*.
792.
I 0*>6.
J16H.
I bbU .
iiba.
2112.
1168.
J16B.
2112.
HJ52.
I5B».
K752.
1056.
«?S2.
792.
526.
528.
528.
528.
GRID SPACING IN PR010T YPE IN Y OIRECIION
52a.
52*.
4752.
528.
«75?.
52».
1752.
528.
«752.
528.
«752.
baa.
SI 6«.
528.
2112.
isa«.
1056.
1056.
I58«.
7-»2.
528.
526.
SOLUUUM BY LDU f ACIUHIiMION *S3UM|N(i OK ORDERING
BE IA = 1.00
UERAI10N3I HI MI MUM =
MAXIMUM =
1HE1A e 0.00
I I I InAHNINCl I I I |M|NlM(iM DIMENSIONS FOR ARRAYS USEO BY IMI3 METHOD ARE AS FOLLOWS!
AU» 16*5 t)Y
ALt 165 BY
ICt lbS HY
Rt 150
l«: 21 hy
5
I*
5
1"»
PUMPING PERIOD Nil. II
I .00 DAYS
NUMBER UF l|ME SKI'S: 1
DEL I IN HOURS = 20.000
HHLUPLltn FOR OEtT = 1.000
0 WILLS
PUMPING RAIL WE'LL RADIUS
HOH 2
CtlNSIAN! HE AO FLU* HA1ES ... LLL/J
20 St-01 0. 0. 0. 0. 0. 0. 0.
0. 0. 0. 0. 0. 0. 0.
Lt AK AGE PA1IS ... LIL/T
0. .<4'l5E-02 .2251-02 -.II2E-04 -.1051-02 -.I58F-CI2 -.20IE-02
.5HHE-02 .771E-<>2 .22H-02 -.505E-02 -,1<»«>t-0« .6J2E-0«
0. 0. 0.
. 159E-02 .
-------
0. 0 . It. o. o . 0.
LH*#W N*fts ... LLl/I
0. 0. 0. 0. ,23bF-0« -.1031-0)
-.bMt-OJ -.!0E-03 -.357E-0) -.2B6E-03
-.73SF-d3 -.127E-OJ
-./79E-0U -.1211-03 -.IfcfeE-03 -.2S0E-0) -.
LLL/I
0.
0.
0.
0.
0.
0.
0.
0.
10HF-03 -.9IUE-0U -.feSiiE-Oa -.SIJE-OU -.3S2E-0#
379F-03 -.3BIE-03 -.3H2E-03
-. KbOf -Ou -.3h«fc-0« -.56fcE-0«
ROW
-.SM'it-O) II.
0.
o.
o
10
CUNSUNI HE AO FLUX HAIFS ... LLL/I
n. o. o. o. o.
o. 0. o. o. u.
LEAH AJif KATFS ... LLL/T
.11 «t -OS .A)M-Ou ,M«E-0« -.II7E-05 -.606E-0S -,6St.E-05 -.62SE-0S
0.
0.
0.
0.
.U79E-0S -.S27E-0S -.S/«E-05 -.9
-------
0. ,9f« E-0« .59H-ftU .«<>ttl-0il .<>19F-0« .im-01
.115t-0S .loll-0b -.*;M{-05 -. bOOE-05 - . I a! f - 0<4
hum I flu* H*tfs ... iu/i
-. i 0. 0. #. 0. 0.
0. 0. 0. 0. 0. 0.
LtAkA(.t W»l».3 ... LLL/l
0. .bibl-0« .JOSf-Ou . |65bE-0S
Ri M I i
tONSMNI H|.«0 FtU* HAIFS ... LL1./T
-.im-oa o. o. o. o. o.
0. 0. n. 0. 0. 0.
LtaxAUt HAUS ... IU/I
0. .bI9l-0u .«E-05 .M25F-05 .U20E-05 .J9SE-05 .292E-0S
Ml)* 16
CONS I An! Ht AO FLUX RATES ... LLL/T
-.uset-oj n. o. o. o. o,
0. 0. 0. 0. 0. 0.
IfcAKAUfc KAItS ... III/!
9. .Sibl-0u '.u|3E-0« . S72E -UM ,2?8B£-0S
-.5791-06
0. 0. 0. 0. 0. 0.
0.
.AOht-OS .5I8E-05 .306F-05 .277E-05 .251E-0S .1331-05
.259E-0S
0. 0. 0. 0. 0. 0.
0.
,902t-05 .5!>t-05 . 337F-05 ,306f-OS ,?79t-05 .175E-05
.57Sf-«5
0. 0. 0. 0. 0. 0.
0.
. I 021-04 .622E-05 . 363E-05 .3 JOt •05 .301F-0S .«13t-0S
. 6911-OS
Hllrt IS
CflkSIAM Ht All FLUX HAT1S ... LLL/T
. nit-oJ o. o. i). o. ii.
0. o. o. n, o. o.
L£ Ah Alii HAILS ... LLL/I
0. .U70t-0u .at-o? -.ssht-oi a, o. n.
0. 0. 0. 0. U. 0.
It AKAI, t NAI1S ... LLL/1
0. o. ii. .'ii9i-ou ,?7?i-a« .^aot-ot-0
-------
WU.« **0
CONS I AN 1 Ml i|) fUJX HAIfS ... I 11 / I
o. ?ot-os o.
0. 0. «». 0, 0. 0. 0.
I fcAKAGt M » ) { 5 ... at/J
0. 0. U. 0, 0, 0, 0. 0, 0. 0. o. . 77U-OS
- OS . I 4II-04 ,5OSf-0«
HUH n
CONStiMT Ml AM fLU* Kilts ... III/!
0. ». tt. ». 0. 0. 0. 0, 0. 0. 0. 0.
o. -0 1 -.} hil-OS -,<4*<»L-0? -,OiS£-02
t I AXAUfc Mails ... ILL/ I
o. 0. 0. 0. 0. 0. p. 0, 0. 0. 0. 0.
o. ft. ft. o. 9. 0. 0,
D
I
t/i
CT>
-------
rim sifp number =
:uzt (IF 11 Ml nilP IN SECOND3= 66100.00
11)1 At. 3IMUIA110N 11ME IN SECONDS= 86100.00
HlNUIfS= 1U10.00
HOURS* JH.00
DAVS= 1.00
rtARS= .00
DUMATH1M llf CIIHHFN1 PUMPING PfHlUO IN OArS* I.00
*£AHS- .00
CUMULATIVE MASS HAtANCt;
J
RATES FOR IMI3 1I*E 31EPI
L««J/1
SWALES:
SIORAGE »
RftMARGE *
ciiNSiAnr flu* —
CONStAN) htAl) ™
LEAKAGE =
!U (At SOUkCtS s
OISCMAHUl Si
tVAPOIHAnSPIRA I1UN s
CUNSlONI MEAD r
UUAN11IY PtlMPtl) =•
Lf ak AGE =
IUIAI OlSLHAHUk =
0.00
0.00
0.00
5i07.il
8«>S0.Sl
I5US7 .82
0.00
8<>ab. 08
O.OO
0511.7#
1 J1S7.«IfF(HF"CE
.00
.00
MAXIMUM MEAD CHANIit MIH IACH J!tHAI|llN:
ftii.r)6S .0000
CHANGE In HtAl) M)H (Mis 11«E STEP
IS Si, 000
I ML SUP : 1
llMAUUNSi |
0
1
cn
-------
Ht AD MAIWIK
1 o.on o.oo 11.00 o.oo n.oo o.oo o.oo o.oo o.on o.oo o.oo o.oc o.oo o.oo o.oo o.oo o.oo o.oo o.oo o.oo
0.0"
2 0.00580 .0(1607.5061 3 .(<5618.86620.09621 .056??.11621.07625.92627. 16628.26629.60611 .67b12.20628.28622.00620.25620.01bI9.98
o.on
5 0 .00620 . 0«6H>.006<1<| .00620. 0 061 9 .90620. I 0620 . 28620. 11621) . 5(1620 .68620 . 78620.90621 .02621 .05620 , 7B620.20619.9061 9.816 I 9.82
0.00
1 0.00620.00600.00610.006^0.00618,99618.8561B.85618.82618,80618.79618.78618.77618.76618.71618.71618.65618.b06t8.59b!8.59
0.00
5 0 .00 555 .00588.29601 .026 0 7.21608.6O6 09.62610.986 10.10609. 7 0609 . u 7 609. 10609 . 1 Sb09. 02608 ,9?608, 87608 . 85608 .81608 . 81608. 81
0.00
6 0 .00"d56 . 005 72.5«5H2 ,H,!5««.o 1590 . 1 1591 .0159 I . 0b59l .6559 I . 71591 . 7959 I .81591 .89591 , 91592 . 0 0592 , 0159? . 0 759? . 09592 . 0959?., 10
n.oo
I 0. 0 055 7. 0056/. 105 / J. 595 76. 0951 7.175 71. 995 78. 125 18. 50578. 625 78. 705 78.785 78. 86578. 965 79. 08579. I 65 79, I 8579. 19579.19579.20
0.00
8 0.00558.00561.67569.07570.11571 . 1 05 7 1 . 515 7 1 . 7857 1 .91572.05572. 115 J2.21572.14572.51572.69572.78572.61572.61572.&1572.65
0.00
9 0.00558.00561. 1 0566 . 00566. 9156 7 . 1656 7 . 7856 7. 9B568 . 12568. 2 1 568 . 28568. 15568 . #1568. 55568. b856«. 7B568 . 80568 . 81568 . 86568. 87
0.00
10 0.0 0559.00562. 12561.0056 0.67 565.01565,28565.05565.57565.65565.72565.78565.86565.96S66.07566.19566.27566.J15bb.57566.J8
O.OO
11 0.00559.00562.01561.I 9561.7 1561.00561.20561.J7561.19561.5756#.6lS6O.705b1.77561.87561.98565.10565.21565.29565. J2565. 11
0.0O
12 0.00560.00562.I 0561.I 256 1. 61 561. 88561. I) 7561. 21569 ,16561.15561.51 561.58561.65561.7556#.86561.98565.09565.16565,28565.2 I
O.flO
I 1 0.0 0560.00562.18561.08561.5 156 1.7 8561.97561.IJ561.26561.15561."2561.1956#.56561.66561.77561.89561.99565.0 7565.10565.11
0.00
I'I 0.0U56I . 00562. 29561. 0656 1.15561, 68561.855b1. 02561. 16561.25561. 11561.10561.17561. 57561 .68561. 80561.90561 .9 7565 . 0 1565 . 02
0.00
15 0 .0056 1 . 00562.11 5i> 1 .I>u5fal. 18561.5856 1. 7 1561. 90561 .06561. I 6561.21561. 11561. 19561.19561.60561. 7 1561. 81 561. 88561,91 561 .92
9.00
lb 0.0 0562.00562.5656 S.(V56l.11561.17561.6|56i. 7756 J.96561.08561.I 6561.21561.12561.11561.52561.62561.72569.79561.82561.81
0.00
1 7 0.0 0562 .0(1562. 7 056 i.n?561.2 1561. 16561.17 56 1. 61561. 875H . 0 I 561. I 0561. 1 7569 . 25561.11561.1 #561. 51561.6 1560 .69561. 72561. 7 1
0.00
IS 0.00561.005h?.«65b J.0156 1.16561.2556 S.J 1561.1156 i.80561.96561.05561.1156#.|8561.27561. 17561.16561.5556H.60569.6156«.61
lg O.oo 0.0056 1.01)561. 0056 1.0956 l.l #56 1. 1 856 S. 1 1 561. 7956 1. 95561. 0 I 561. 06561. I 1561. 20561.1056# . 19561.16561. 5 1561 .5156# .5#
o.oo
20 O.OU 0.0(1 fl.no (I.00561.00561.0056 1.00561.00561.00561.00561.00561.00561.06561.12560.21561.29561.15561.195b1,11561.12
0.00
<* "" « » on •' ri" ft no n i\n A ito ii.no o.no 6.00 O.on O. IM1S6« . ft 056<<. 00S6U . 11 S6U . I 756# . 21 561. ?1561. 2156a. ^5
-------
cn
in
I
Q
OO'O
OO'O OO'O OO'O OO'O 00 * 0 OO'O OO'O OO'O OO'O OO'O OO'O OO'O OO'O OO'O OO'O u 0 * II OO'O OO'O OO'O OO'O V?
oo' o
OO'O9S00''>,»S00'B9S00'!i<«s00,&9£O0'n9SO0,O 00*0 OO'O OO'O 00*0 OO'O OO'O OO'O OO'O OO'O O'l'O OO'O OO'O OO'O 2?
OO'O
-------
(
o
*£>
I
Q
0)
TJ
O
s
e
0)
-p
W)
>
(/)
5
o
I—I
•H
(C
X.
m
u
0
fc
rd
-P
m
D
V
0
a
c
H
P
IP
Ui
o
1
•
;>
<*
UJ
o
UI
x>
J
X
•
IP
•o
«
o
ft
—-
*
ft.
ft
o
*
N
*
o
%
IP
•
¦o
VP
«
o
o
-«
. ¦•
IP
o
ft
o
o
•
N»
o
*
u
'J
o
UJ
D
*
r.
IP
in
LJ
*
•
o
in
ir
o
—4
o
O
o
ft
X*
CO
•
o
«
J
N
«¦:>
-4
c
*
¦»
•j\ o
• V
o m r> <-> c> o o o o
»n n .o ooo oo
O * O 0 O O O O «
*—»*«~«««~
O *0000 0 OOO
w
o
o
?
iu
^ i/> /n/>
¦ oooooooooo
"VI 4. ft ft. «. ft
O O O O <">
!.-> O o c» o o
r^- *\j
in •
O r3 i/>
•v —• o r>-
o «» ¦» \p
v O 'Vl «
" \ • O
O Cf
ip * r- •.
* KHP O
or-* v.
— in o o o
* * —. % %
o o •
•S. —• o
O •» >N
«. o o o
VI -V - * o o
• O •?" O* —• —•
O V » ' » *1
r«- K< :J o o
IP • v "v
* fM •/> IT O O
o i**. « « «. «,
'« \p O O Lf> tf%
«. * ^ rt N N
O O - » ifl J1
X —* O O ft ft
O % o O
•. o o o - « • «
in ip
fx- f-
ip in
o
O
z>
c
N
%
-
v
o
ft
~
*
p*»
o
¦O
O
o
*
r\J
OJ
Of
ft.
•
•
N
V
s.
"S
ft.
*
o
o
o
o
•»
rvj
aj rvj
rv i
—•
—»
«¦*
—4
—•
--4
—•
—«
. ¦*
—«
—
*—
o
o
O
o
o
o
—4
—4
—
—<
v
•-4
%
%
•l
•>
*
«>
ft.
*
•k
>v
%
%
\
•v
%
*
ft
¦k
*i
N
"V
V
N
o
o
rs
o
<)
o
o
o
o
o
o
o
• in
— «
y
r-n
m
o
o
¦o
o
o
o
r>
o
O
o
o
o
o o
»
X
N.
N.
"V
•"S.
X
\
\
N
\
\
-V
r\| —
o
<%
•
•
-
r>.
ft.
•
«
ft
o
« 4
^-1
o
_ 4
—•
*-•
—-
—*
•-•
•-•
o
in
n
IP \T*
«P
¦
.-4
•-¦4
N
\
\
"N.
s s
•
fr
«
«
ft
%
«
*
«
«
*
*
«
ft
ft
•N
•
«
«
*
«
—t
ft
ft
«
ft
o
o
o
o
o
o
O O
•rt
o
o
o
o
o
o
CP
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
*
V
•
«.
*
*
« *
«
—•
•^1
•-4
—s
—4
» ¦»
»-«
«
ft
—+
—4
—•
ft
—•
—•
—•
••
ns
nj
*
-
'VI
ft
ft.
ft
ft
-<
—•
—'
—.
- ••
o
o
o
o
o
o
o
o
o
o
o
o
o
o
—«
—•
o
o
'5
r>
rj
• 4
o
o
o
r")
-------
o
c
o
o
o
o
o
o
JV
••
•»
%
<«
•»
¦»
•»
»
—*
»-•
«-•
r—
•—
«—
o
o
o
o
o
o
o
o
o
#
*
X
*
1*
»
»
w
• -*
•—
~—
•—
*—
u-
IV
*
«»
*
«•
¦*
u •- t
•
IX
o
o
a
o
o
o
o
o
# • « •—
fu
o
V
\
\
X
V.
V.
V
V
iT U< (/> l\i o"
LA
•—
•
o
o
o
o
o
o
o
o
*
¦*
»
»
%
•
r—
r-»
«—
*—
»-•
•—
»-•
O
o
o
o
o
o
o
*
*
»
*
*
»
*
*
»-»
»-»
•—
•—
•—
•—
•—
*—
*
>
H
%
•»
o
o
o
u
o
o
o
o
¦—»
LT
•
fV
ru ru (\j ru '-
ai
o
»—
ru ui ui oj
o
o c.
o • ru • —
o ivi -c m l/i ru
ui
o
~— <_» o
c c uivfl a
l/l c
ru • • •
CI O "V4 ui ui
• • rv»
X) ai
-------
U. S. If. s.
HNJ t'Ht'NCI MUUt'l
FOH
SIHUt ATI UN OF LfiUUNU-WAJER FLOrt
JANUARY, 197b
U
U1
ft
d
c
ft
O
3
OQ
or
0)
o
?:
in
w
r+
rt>
3
3
o
0;
CD
t canal simulations -- shall hudEl
SlMULAUUN. OPIIQNSp WAjl fVAP HtCh
PRINT IIUl (.Hit) IJLULK fLU* fcVkHY 5 TJ*E STEPS
IStlH
CHtC
NUM6F H OF ROWS
-
a
ftUMllCM OF COLUMNS
=
i i
DHAnUawN IS
COMPUTED AT A SPEC 1FIEO RADIUS
-
0
MAXI MUM
PLRHITlEU NUMBER Of 1ILHAMONS
s
^0
WORKS OF T VECTOR USED
s
b<979
NUMBER OF PUMPING PERIODS
_
1
TIME STEPS UtTwtEN PH1MJOUTS
5
t HHOR CRIIEHION f OR CLOSURt i
Sit AO* SMTE ERROR CRllERION s
SPECIFIC STORAGE OF CUNFlNluG BID =
t VAROIHANSPIRA11 ON H»It =
EFFECTIVE DEPTH UF El =
MULlIPl ICAl JON FACTOR FOR 111 ANSMl SSIV 1 T Y IN * OIHtCHON =
IN Y DIRtCIION =
.1000000E-02
.tOOOOOQE-02
0.
. JitUOOflOl-07
e.oooooo
I.000000
I.000000
HE AO
0
1
cr\
to
-------
a
6
8
SIAHI ING Mt A|> HAIKU
l o.o o.o o.o o.u o.u o.o o.o o.o o.o o,o o.u o.o
i 0,0 bbi.O bbi.O Sbl.G bbi.0 'jui.O Soi.O Sbi.O bbi.O Sbi.O Sbi.O 0,0
J 0,0 ">64,0 Sbi.O Sbi.O Sbi.O Soi.O Sbi.O Sbi.O Sbi.O Sbi.O Sbi.O 0.0
0.0 bbi.O bbi.O Sbi.O Sbi.O Sbi.O Sbi.O Sbi.O bbi.O Sbi.O Sbi.O 0,0
b 0.0 Sbi.0 Sbi.O bbi.O bbi.ft Soi.O bbi.0 bbi.O bbi.O bbi.O bbi.O 0.0
0.0 bbi.O bbi.O bbi.O Sbi.O Sb i. 0 bbi.O bbi.O bbi.O bbi.O bbi.O 0.0
7 0.0 bbi.5 bbi.b bbi.b bbi.b bbi.b bbi.5 5bi.S bbj.b bbi.b bb3.S 0.0
0.0 bbi.b bbi.b bbi.b boi.b bbi.b bbi.b 561.S bbi.b bbi.b bbl.S 0.0
9 0.0 bbi.O bbi.O bbi.O Sbi.O bbi.O bbi.O bbi.O Sbi.O Sbi.O bbi.O 0.0
10 0.0 Sbl.S bbi.b bbl.S bui.b bbi.b Sbl.b Sbl.S bbi.b bbi.b bbi.b 0.0
11 0.0 bbi.b bbi.b bbi.b bbi.b bbi.b bbl.S bbi.b bbi.b bbi.b bbi.b 0.0
M 0.0 Sbb.O bbb.O bbb.O Sbb.O bbb.O 5bb,0 bbb.O bbb.O bbb.O bbb.O 0.0
li 0.0 bbb.O Sbb.O.bbb.O bbb.O Sob.u bbb.O SbS.O bfcS.6 SbS.O SbS.O 0.0
II 0.0 5b5,S Sbb.S Sbb.S bbb.b bbb.b Sbb.S Sbb.S bbb.b bbb.S bbb.b 0.0
|b 0.0 Sbb.O bbb.O bbb.O bbb.O bbb.O bbb.O Sbb.O bbb.O bbb.O bbb.O 0.0
lb 0,0 bbb.O bbb.O bbb.O bbb.O bbb.O S&6.0 Sbb.O bbb.O bbb.ti bbb.O 0,0
17 0,0 bbb.O bbb.O bbb.O bbb.O bbb.O bbb.O bbb.O bbb.O bbb.U bbb.O 0,0
18 0.0 bbb.O bbb.O bbb.O bbb.O bbb.O bbb.O bbb.O bbb.O bbb.O bbb.O 0.0
l¥ 0.0 bbb.O bbb.O bbb.O bbb.O Sbb.O bbb.O Sbb.O bbb.O bbb.O Sbb.O 0.0
£>0 0.0 bbb.O bbb.O bbb.O bbb.O Sbb.O bbb.O Sbb.O bbb.O bbb.O bbb.O 0.0
/ . 1
^ 7 0.0 Sbb.O bob.O bbb.O bbb.O bbb.O bbb.O bbb.O bbb.O bbb.O bbb.O 0.0
20 0.0 0.0 0,0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
u>
-------
1
o.ouooo
0,ooooo
0.00000
u.uaooo
0.ooooo
i
u.ooooo
-1.00000
-1.ooooo
-i.ooooo
-1.00000
1
0,00000
0.00000
0,00000
0.00000
0.00000
u
o.ooooo
0,ooooo
0.00000
0.00000
0.00000
i
O.OOOO'J
0.ooooo
0.00000
0.00000
0.00000
6
0.00000
o.uoooo
0.00000
0.00000
0.00000
1
0.00000
a,ooooo
0.00000
0.00000
o.ooooo
0
0.00000
0 , 01)0 00
0,00000
O.OOOOO
o.ooooo
9
0.00000
0.00000
0.00000
o.uouoo
0.00000
10
0.00000
o.uoooo
o.ooooo
0.00000
0.00000
1 1
0,ooooo
0.ooooo
0,00000
0.00000
0,00000
U
0.00000
a.ooooo
0.00000
o.ooooo
0.00000
1 5
0,ooooo
0,ooooo
0.00000
0.00000
0,00000
1 <4
0,00000
0,ooooo
o.ooooo
0.00000
0.00000
IS
0,00000
o.ooooo
0,00000
o.ooooo
0.00000
lb
u.ooooo
u.ooooo
0.00000
0.00000
0.00000
11
u.ooooo
0.00000
0.00000
0.00000
0.00000
10
0,ooooo
0.00000
0.00000
o.ooooo
0.00000
1»
0,00000
0,00000
0.00000
o.ooooo
0.00000
dO
0,ooooo
0.00000
0.00000
0.00000
0,00000
21
0.ooooo
0,00000
o.ooooo
0,00000
0.00000
id
0.00000
0.00000
0.00000
0,00000
0.00000
ii
0.00000
o.oooou
0.00000
0.00000
0.00000
d"
0.ooooo
0,00000
o.ouooo
0.00000
0.00000
db
o.ooooo
O.OOOUO
0.00000
0.00000
0,oooou
dt
0.00000
0 . U 0 0 0 0
O.ooooo
o.ooooo
0.00000
dl
0,ooooo
0.00000
0.00000
0.00000
o.oooou
do
0.00000
o.ooouo
O.OOOUO
o.ooooo
o.oooou
SlUHAGt CitmiCitNl
MAIH|X
U.00000
-I.00000
U.00000
0,00000
o. aiiooo
o.ooooo
o.ouooo
0.00000
o.ooooa
0,00000
0.00000
0,00000
0.00000
o.uoooo
0.00000
0.00000
0.00000
0.00000
0,00000
O.OOOUO
0.00000
0.00000
0.00000
0.00000
0.00000
o .ooooo
0,00000
0.00000
0.00000
-I.00000
0.00000
0.00000
0.00000
0.00060
o.ooooo
o.uoooo
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0,00000
0,00000
0.00000
0,00000
0.00000
0,00000
0.00000
0.00000
0,00000
0,00000
0.00000
0.00000
0.00000
0.00000
o.uoooo
-I.00000
o.oooou
o:oouoo
0.00000
0,00000
0.00000
o.ooooa
0.00000
0.00000
0.00000
0,00000
0.00000
o.ooooo
0.00000
0.00000
0,000 00
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
o.ooooo
0.00000
0.00000
0.00000
0.00000
0.00000
-I.00000
0.00000
0.00000
0.00000
0.00000
o.ouooo
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0,00000
0.00000
0.00000
o.ooooo
0.00000
0.00000
0.00000
o.uoooo
o.ooooo
0.00000
0.00000
0.00000
0.00000
-I .00000
0.00000
O.OOOUO
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
-t.00000
0.00000
0.00000
0,00000
0,00000
0.00000
0,00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
o.ooooo
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0,00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
o.oooou
0.00000
0.00000
0.00000
0.00000
0,00000
0.00000
0.00000
0.00000
0.00000
0,00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
-------
AUUIttH HfOKAUl IL LUNOULI I V1 IT
MMH1*
t 0
0
i 0
1 0
SOOt-Ob
JOOt-Oo
0, 0, 0. 0, 0,
.100£-Qb .JOOE-Ob .lOOE-Ob .JOOt-Ob .IOOE-Ob
100t-U6 .100E-06 , loot - 06 ,J0Ot-06 .J00t-06
100e-0b .100t-0b ylOOt-Ob .30ut-0b ,100k-Ob .iOOL-Ofa
.J00E-06 .100t-0b .1001-06 ,J00E-06 . S00t-06
.JOOt-Ob
0.
. JOOE-rOb
u.
,lOOt-Ob
0,
.lOOt-Qb
0,
,lOOt-Ob
0.
.100£-Ob
.JOOt-Ob
0.
.iUOt-Ob ,100t-06
.J00E-06 ,1001-06
.JOOE-Ob .1QOE-06
.JOQt-Ob ,l00t-0b
.J00t»0b ,JOOt-06
.300t-06 ,lOOt-Ob
.iOOt-Ub .IOOE-Ob
.lOOt-Ob . lOOt-Ob .100t-0b
. JOOE-Ob v100£-06 .JOOE-Ob
.J00E-06 ,lOOt-Ob .300E-06
.JOOE-Ob .100E-06 .JOOt-Ob
.J00E-06 .lOOt-06 .100E-06
.1001-06 .lOOt-06 .lOOt-Oh
.J00t-06 .100E-06 .lOOE-Ob
). 0. 0.
, IOOE-Ob .lOOC-Ob alOOt-06
.1006-06 .J00E-06 .100E-06
.100k-06 ,100E-06 .100E-06
.SOOt-Ob .JOOE-Ob .100E-06
alOOt-06 .1001-06 .100E-06
f lOOt'-Ob .lOOt-Ob .1Q0E-06
.lOOE-Ob .JOOE-Ob .lOOE-Ob
, lOOk-Ob .JOOf-Ob .100f-06
¦ 100E -06 .iOOE-Ob .100t-06
.100E-06 .1001-06 . 100E-06
. lOOt' -06 .lOOE-Ob , 100E-06
, lOOt -Ob .lOUk-06 , 100k -06 .J00t-06 . 100E-06 .100E-06 . 100E-06 .100E-06 .IOOE-Ob
0.
,lOOt-Ob
0.
.100E-06
.10UE-Ob
0.
.JOOE-Ob
0.
.lOOt-06
, lout -06
0.
,JOOE-06 .100E-06 .100E-06 .IOOE-Ob ,lOOt-Ob ,100t-06 .J00k-06 .JOOE-Ob
,JOOt-Ob .lOOt-Ob .JOOE-Ob .10 0E-06 .lOOE-Ob
.100t-0b .100t-0b .100t-0b .IOOE-Ob .JOOE-Ob
.look-06 .IOOE-Ob ,100E-06
,lOOt-Ob .IOOE-Ob .100E-06
.J00t-06 ,100t-06 .100k-06 .100E-06 .lOOt-Ob
.JOOt-Ob .JOOt-Ob .JOOE-Ob ,lOOt-Ob .lOOL-Ob
, JOOE-Ob .JOOt-Ob ,JOOE-Ob
.100k-0b ,lOOt-Ob ,100k-06
,100k-06 .100k-06 .JOOt-Ob .lOOt-06 .100t-06 .J00t-06 .300E-06 .100t-0b
0
1
CTi
cn
SOOt-06 0,
,JOOE-Ob . 300k -Qb ,lOOt-Ob . 100E-06 .IOOE-Ob . lOOt-06 . 100E-06 -.J00E-06 .JOOt-06
-------
,lOOt-Oe 0.
ii 0. .lOOt-Ub .IOOt-Ob , loot -06 , lOOt -Ob .iOOt-Ub
,SOOt-Ob 0.
in I), . ioue-jb .IOOt-Ob ,lU0£-0b .-iOOt-Ol) ,loot-Ob
.S00t-06 0.
iS 0. .iOOt-Ob .IOOt-Ob ,lOOt-06 .JOOt-Ob ,lOOt-06
.iOOt-Ob 0.
it 0. .iOOt-Ob .S00t-Q6 .IOOt-Ob .i00t-06 ,lOOt-06
.100t-06 0,
it 0. .iuot-0b .IOOt-Ob ,100t-0b .100L-0b ,100t-06
.S00t-06 0.
to 0. 0. 0. 0, 0. 0,
0, O.
AUillrlK UASt tLlVAIiliK
s^tmic vuid
1001-06 . 100£ -0 6
lOOt-06 .lOOt-Ob
lOOt-06 ,SOOt-06
iool-06 ,iooc-oo
JOOf-Ob ,100f06
iOOt-Ob .IOOt-Ob
lUOL-Ub , IOOt -Ob
0,
= bb^.OOOO
: .ISOOOOO
, 1001-06
.lOOt-Ob
. 100t-06
. 100t-06
.lOOt-06
. lOOt-06
.1001-06
0.
,lOOt * Ob
•3001*06
.100E-0b
.100t-06
.lOOt-06
.100E-06
,100f-0b
0.
-------
LANI) SHHUCl iltVAllDN
M»1H 1 *
J
6
9
10
11
* «.
IS
15
16
17
1»
IV
20
21
22
2 i
24
25
26
2 7
in
u.o u.o
0.0 561.0
0.0 570.0
0.0 570,5
0.0 57|,0
0.0 571,5
0.0 572.0
0.0 572,4
0.0 572.7
0.0 571.0
0.0 571.2
8.0 5 7 1.1
0.0 571,6
0.0 571.V
0.0 571,2
0.0 5/1.5
0.0 57 4,7
0.0 5 7 4.9
0,0 575.0
0.0 575.0
0.0 575.0
0.0 575.0
0.0 5 75.0
0.0 575.0
0.0 575,0
0.0 575.0
0.0 i/5.0
0.0 0,0
U.O
56i.O
570.0
570.5
571 .0
571.5
572 .0
572 .1
5/2.7
5/3.0
57.1,2
571.1
5/1.fa
57 3.9
571.2
571.5
571,7
571, V
5 75.U
575.0
5 75,0
575.0
575.0
575.0
575,0
5/5.0
5/5.0
0,0
0.0
561.U
570.0
570.5
571 .0
571 .5
5 7 2.0
5/2.1
572, 7
5 71.0
571.2
571.3
571.b
571.9
574.2
571.5
571.7
571.0
5/5,0
57$.0
575,0
575.0
>75.0
575.0
575.0
575.0
575.0
0.0
0.0
5&J.0
570.0
5/0.5
571 .0
571 ,5
572.0
572.4
572. 7
5/1.0
5/1.2
573.1
571.6
5/1.9
571.2
571.5
571. /
571.9
575.0
575.0
575.0
575.0
575.0
575.0
575.0
5/5.0
575.0
0,0
0.0
Sfc l.U
570.0
570.5
571 .0
571.5
572.0
572.1
572.7
5/1.0
571.2
571.1
5/1.6
573.9
571.2
571,5
574.7
574.9
575.0
5/5.0
575.0
575.0
575.0
575.0
575.0
575.0
575.0
0.0
0.0
56 3.0
5/0.0
570.5
571.0
571.5
5/2,0
572.4
5/2,7
571.0
573,2
573.1
571.6
573.9
571.2
574.5
57«.7
574.9
575,0
5/5.0
5/5.0
575,0
575.0
575.0
575.0
575.0
5/5.0
0.0
0.0
56 1.0
570.0
570.5
571.0
571.5
572.0
572.1
5 7 2,7
571.0
571.2
571.3
571.6
57 1,9
574.2
5 7 4.5
574.7
571.9
575,0
575.0
5/5.0
575.0
575.0
575.0
5 75.0
5 75.0
5/5.0
0.0
0,0
5b 1.0
570 .0
570.5
5/1.0
571 ,5
572,0
572 .4
5/2. /
573.0
573.2
571.3
571.6
5/1,9
5/4.2
574.5
571.7
5/1.9
575,0
575.0
5/5.0
575,0
5 75.0
575.0
575.0
575.0
575,0
0.0
0,0
561.0
510.0
570 ,5
571.0
5 71.5
572.0
5/2.4
572.7
5/1.0
573.2
573.1
573.6
571,9
5/4.2
574,5
574.7
5/4.9
575.0
575.0
575.0
5/5.0
5(5.0
5 75.0
575,0
575,0
575.0
0.0
0.0
561.0
570.0
570 .5
571.0
571 .5
5/2.0
572.1
572. /
571.0
573.2
573. 1
571.6
5/1,9
V4.2
574 .5
574.7
574.9
575.0
575.0
5/5.0
5/5.B
575.0
575.0
5/5.0
575.0
575.0
0.0
0,0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0,0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
D
I
CFV
-J
-------
I 0
0
i t>
i 0
f 0
i o
b 0
7 0
a o
9 u
I a o
li o
0
1 J o
I M 0
IS 0
lb 0
I 1 0
It) U
19 0
10 0
I JOt-0/
I JOE-07
1JOt-0 7
1J0t-07
IJOt-0 7 0
ISOt-07 0
IJ0t-07 0
IJ0t-07 0
IJOE-O/ 0
lJ0t-07 0
1401-07 0
1 lofc-07 0
U0t-07 0
I JOt-07 0
UOF-07 0
IS0E-07 0
not-0 7 o
lJ0t-07 0
IJOt-07 0
I JOE-07
IJUt-07
I JOt-0 7
1JUt-07
1 JOE-07
IJOt-0 7
150E-07
IJOt-0 7
I10E-07
1 JOE-07
I JOt -0 7
I J0E-07
I J0E-07
IJOE-07
1J0t-07
I J0t-07
IJOt-0 /
1JOE-07
IJOt-07
I JOE-0 7
1 10E-07
IJOt-0 /
IJOt'-O 7
IJOE-07
1JOt-07
IJ0t-07
|J0t-07
IJ01-07
1J0t-07
IlOfc-0 /
I JOE-0 7
1J0t-07
1JOfc-O/
I S0E-07
I JOt-07
IJOt-0 7
IJ0E-U7
IJ0E-07 .1 JOE-0 7
akML
Ht C MAHi;t l)A It
MA IN I X
1 JOE-0 7
IJOt-O?
I JOt-0 7
IJOt-0 7
IJ0t-07
1JOE-07
I JOt-O?
IJ0t-07
t JOE-0 7
1 JOt-0 7
IJOt-0 /
I JOt-0 7
I J0t-07
I JOt -07
IJOt-07
I J0t-07
I
I JOt -07
1 JOt- 0 7
IJ0E-07
1 JOt-0 7
I JOt -07
1JOt-07
I JOt-0 7
1 JOt"-0 7
I J0t-07
UOt -07
IJOt-07
I JOE-07
I JOE-07
I JOE-07
I J0t-07
I JOE-07
I JOt-O/
lJ0t-0/
I J0f-07
IJOt-07
1 JOt -07
I 30t"-07
I JOt" -07
I ML-0 1
I J0t -07
I JOE-0 7
I JOt-O?
IJOt-07
I J0t-07
I JOE-07
1 J0t-07
IJOt-0 7
IJOt-07
I 10t-07
IJOf-07
IJOt-0 7
I JOt-O I
IJOt-01
1 J 01 - 0 7
I JOt-O 7
I JOt-0 7
IJOt-07
t JOE -07
I J0t-07
1JOt-07
I J0t-07
I J0t-07
1J0t-07
1J0t-07
1 JOE-07
I JOt-07
1JOE-07
IJOE-07
I J0t-07
t JOt -07
1JOE-07
I J0t-07
IJ0t-07
1 J0E-07
IJOt-07
IJOt-07
IJOE-07
IJ0E-07
I J0E-07
I J0t-07
I JOE-07
I JOE-07
ijoe-07
uoe-07
1 JOE-07
I J0t-07
not-07
1 JOE-07
I JOE-07
I 30t-07
IJOt-07
IJ0t-07
IJ0t-07
I J0f-07
1 JOt -07
IJOf-07
IJOt-07
IJOE-07
IJOE-07
IJ0t-07
1 JOE-07
tJOE-07
IJOE-07
I JOE-07
I JOt-07
tJOf-07
I JOf-07
I10E-07
1 JOt-07
I JOt-07
I JOE-07
I JOE-07
1 JOE-07
-------
*0
Z0-301!•
10-30tl*
10-IOtt*
10-JOU*
Z0-301I*
10-3011 *
10-3011*
•o
/0-30£I•
zo-ioi i •
/0-10f t'
/o-.mi*
10-3011 *
ZO-301 T"
i0-305I'
•0
£0-301I *
/0-301I"
/0-3011"
10-1011'
/ o-ioi r
i 0-301I *
*0-301 ! *
/0-301I
10-30? I
*0-305 I
i0-301I
i0-30fI
/.0-10f I
/0-301 I
•o
10-30? I * Z0-30f I
10 - 301 I * 10-30t'
/ 0- llH I' 10-305 I
/.O-TOtl* iO-3011
10-301.1* 10-301 I
# n-jos1" io-3oll
/0-10<
40-301 1
10-301I
10-301I
I 0-301 \
10-301 I
10-3011
10-30* I
10-ml I
•o
•o
•o io-?on
10-301i*
•o (0-30M
10-301 I •
•0 10-30M
10- 101 I *
*n {0-30(1
10-30? I *
*0 I o-3nn
10-301I'
•n jo-ion
*0-3011 •
•o f0-30tl
/0-3nl 1 •
0
0 fi?
0 1?
0 9?
0 <,?
0 0?
0 1?
0 ??
0 I?
-------
i;hu> spacing in hmhhiivnt in * uitutuoN
20. «0u. iou. 2N0. |B0. 120. ^0. 60. <15. JO. 20. 20.
GRID SPACING ih PHUIUIVPL IN Y 0IHEC11UN
20. 20. 10. 05. to, 105. IS'.. 210. 115. 520, IIS, 210.
155. 105. 70. 05. 10. Ht-07 1
tT KAltS ... LLL/f pT
0. 0. 0. 0. 0. 0, Q. 0. 0. 0.
HOW S
CONS I AN I HMD HUX KAltS ... llt/T
0. 0. 0. 0. 0. 0. 0. 0, 0. 0.
M HA IIS ... ILL/r
-------
IZ.-Q
-------
0.
0.
0.
0.
0.
?•
0.
0.
0.
°«
0.
0.
0.
0.
0.
0.
0.
0.
u.
0.
0,
Hurt IS
0.
0.
H0« It.
0.
0.
Hurt |7
0.
0,
how i a
0.
0.
HUN 19
0.
u .
hum eu
u.
».
Hl)W 21
0.
0.
HUH it
0.
u.
Mllrt a
0.
0.
NUn i!H
0.
0.
RCJrt
CONSTANT Ht*0 FLUX HilfS .
0. 0. 0.
tl RAItS ... LLL/T
o. a. o.
CONSTANT tltAl) FLUX HillS .
0. 0. 0.
LI KAHS ... LLL/T
0. 0. 0.
CONSTANT HLAO FLUX HAfJS ...
0. 0. 0.
ET KAHS LLL/T
a. o. o.
LLl/T
0,
LLl / I
o;
LLL/T
0.
Of
CONSTANT UtAl) FLUX HATES ... LLL/T
0. 0. 0. 0.
tl KAltS ... LLL/I
0, 0. 0. 0,
CONSTANT MtAO (-LUX HATt 5 ... ILt/I
0. 0. 0. 0.
tl RAlfcS ... LLL/T
0, 0. 0. 0;
CONSTANT HEAO FLU* HATES ... LLL/T
0. 0. 0. 0,
IT HATES ... LLL/T
0. 0. 0. 0.
CONSTANT HtAD FLUX HATES ,,, LLL/1
0. Q, 0. 0.
tl BATES ... LLL/T
0, 0. 0. 0.
CONSTANI Ml'AD FLUX HAIES LLL/T
0. 0. 0. 0.
tl HATtS ... LLL/I
0. 0. 0. 0.
constant head flu* hates ... lll/t
o. o. a. o.
tl HAH3 ... LLL/T
0. II. 0. 0,
CONSIAnI hi AU FLUX HATtS ... LLL/T
0 . 0 . 0. 0 .
t| HATtS ... LLL/T
0. 0. 0, 0.
CONSTANT Hi AO FLUX RAUS Lll/1
0. 0. 0. 0.
0. 0. 0,
0. 0. O,
0. 0. 0.
0, 0. 0.
0. 0. 0.
0. 0. 0.
*
0. o. o.
0. 0. 0.
0. 0. 0.
0. 0. 0.
0. 0. 0.
0. 0. 0.
D
i
fro
0.
0.
-------
UIFJSlANl Mt AO H.UX HAKS ... ILL/1
0. 0. 0, 0
il MAILS ... LLC / I
ti. o. o. o
COhSlAhi HI Al) MUX flt3 ... ILL / T
0, <». 0. 0
t I NAIIiJ ... Ltt/t
0, 0. (», 0
I
-J
-------
& 1IMt St» f HUHULK = i K
SIZl UE JIHf SUP IN SECUNOS= 2|.l«
H(1UK3= lHJ.Oi
Oars* U. 61
tEams= .014
DURATION Of CUNKtM PUMPING PEKJItD IN DAY3£ 11.61
YtAKS= .04
CUMULATIVE MASS UAl.ANI.tl
L » » 'i
RATES futt THIS 11 t-i* STEPS
L"i/1
SUUkCESi
STOKAGE *
KECHAHGE ;
CONS I ANl ECU* =
CONS I AMI HEAD s
LI AS AGE =
TQfAL SOUKCES *
LI ISLHANGESl
EvAPUTNANSPIHATION s
CONSIANT HtAO z
UuANII 11 PUMPEO *
LI AH ALE *
IU1AL DISCHARGE s
DISCHARGE -SIIUHCE 3 *
PEK CENT UlffEKtNCE i
•S87JI.16
5«|BI.bt
0.00
0,00
0.00
y^o.<;o
4 OH 1MIS llMt STEP
,01b
I1ME SltP t 1 i 1 M b
I TEH A1|UNS1 I I I I 1
0
1
-J
-------
I
lit AO HMKI *
1 O.OO 0.00 0.00 0.00 O.UO 0.00 0.00 0.00 0.00 0.00 0.00 0,00
i. 0.00Sol.0 0Sfai.00SbJ.0 0bbJ.0UbbJ.00SbJ.00SbJ.00Sb3.00Sbi.00Sbl.00 0.0 0
1 O.OOSb3,07Sb3.07SbJ.07Sb3,07bb J . 07ib3 , 07b61. 0 7b6l. 07b6 5 . 0?b61. 07 0,00
M O.OOSb).08Sb3,OtlSb:}.Ct)Sb3.0HSu.S.OBSbl,OBSbl,OBbb3.0tlbbl,oabb}.oa <0.0 0
b O.OOSbJ.IOSbJ.tOSbJ.lOSbl.lOSbl.lOSbl.lObbJ, lOSbl, IOSbl,|OSbi. 10 0.00
b O.OOSbJ. lOSbl. IQSbl. lOSbl. lOSbl. IOSb1,1OSb1.tOSbl.I OSb J , I OSbl. I 0 0.00
1 O.OOSbl,bOSbl.bOSbi.bOSbJ,bOSb),bOSb),bOSbl,bOSb3.bQSbl,bOSbj.bO 0.00
8 Q,OOSb}.bOSbJ,bOSbJ,bOSb3.bOSbl.bOSbi,bOSt>l.bQbb},bObbi.60Sb3.bO 0.00
V 0 .OObbil, lObbl. 1 OSbU, |0bb<4. lObbl, |OSb<< , |OSbOSt>i4,bOSb«,bOSb(l.bOSb«,bQSbq,bOSbii.bOSb , , . 4.LL/I
-------
HUrt J
tuns I AM Hi AU FLU* HAILS ... LLl/1
o. a. u. u. o. o. o. o, o. a.
tI HAItS ... LIL/I
. 706t-u<4 .vt-o^ .lmt-0't .2121-01 .i^vt-on ,iui»t-o« ,S29t-os .isst-os
hum q
CUH31AM HtAU.FLU* HAIES ... LLL/1
a. a. o. o. o. o. a, o. o. a.
11 KAILS ... LLl/1
.75 ,S6lt-0<4 .4SU-0U .H6C-QH ,22SE-0 .JB2E-0S .286E-05 . 14 IE-OS .I27L-0S
HUH I
C0NS1AM hfcAO FLU* HAIES ... LLL/1
u. u. o. o. o, o, o. o. a. o.
LI HAIES LLL/T
,172t-0« .279t-0q .225 004 .1631-04 . 1 12E-0') .SiSOftS ,bSBE-05 .419E-0S .279L-QS .IBbt-05
HUw b
CONSTANT HEAU FLU* RAIES ... LLl /I
0. 0. 0. 0. 0, 0. 0. 0. 0. 0.
tT HATES ... LLL/T
#• 0. 0. 0. 0. 0, 0. 0. 0. Q,
HUM 9
CONSTANT HEAU FLU* RAIES LLL/T
"• 0. 0. 0. 0. 0. 0, 0, 0. 0,
tT HAltS LLL/I
o. o. o. q, a. o, o. o. o.
HUn 10
CUNS1ANI HtAU FLU* HAIES ... LLL/T
0* 0. 0. 0. 0. 0. 0, 0. 0. Q.
tT HAILS ... LLL/1
. I iiSfc-0 1 .SqOE-Oo ,7b2t-04 .5b4E-04 .}7bO04 .2H2E-04 „l«8L-0U .141E-04 .9M0E-0S .b2?E-05
HUrt 1 1
CONS I ANT HEAU FLUX HAILS ... LLL/1
0. l>. 0. 0. 0, 0. 0. 0. 0. 0.
tl HAIES ... LLL/1
o- o. u. u. o. o. o. o. o. a,
HDn 12 q
C UN b 1 AN 1 HtAl) Flu* hails ... LLL/1 I
o. o. o. o. o. o. o. o. o. -j
EI KAILS ... LLL/1
,l2bE-UJ .9abOl>4 .(S7L-04 .SbbL-04 ,*79004 .2B4t-04 ,189004 .M2E-04 .SUbF-O-j .bllE-OS
HUrt I i
C0NS1AM HIAO flux HAltS ... LLL/I
o. o. o. o. a. o, o. o. o. o,
LI HAltS ... LLL/T
•••»'" •• -in at . <>«•
-------
Riln |U
0.
HUn IS
0.
o«
RUM i&
0.
94
aim i?
o.
o.
ROm in
'¦».
0.
KOrt l*
0.
0.
HU*. ^0
0.
0.
HOW
0.
0.
Run ii
0.
ft.
Kiirt
0,
0.
Ri)n ,'li
0.
U.
.Kbit
u.
. 106t
0.
0.
0,
u.
o.
o.
0.
0.
it.
0.
0.
u.
u.
0.
CCMSIANl HtAl) fLOX H»F(S ... LLL/I
0. u. 0. 0. 0. 0. 0.
tl HMtS ... UL/I
0« .2SU-0M .| . 11 at -OS
consiant head Flux kaies lll/1
0. 0. 0. 0, 0, 0, 0,
t J RAILS ... LLL/I
0 4 .2<*0t-0H .2I7E-01 .ip^t-Qn .72nt-0S .^JL-OS .llxfL-OS
CONS I AN T HE AD FlUX RATES ... LLL/I
0. 0. 0. 0. 0. 0. 0.
tl KAlkS ... LLL/f
05 .bSOE-05 .td?E-05 .I2SE-QS .I621-0S .|22t-0S ,ai2E-06
0.
¦ 20U-05
.
-------
MO* c!S
CilliSIAM lit AU UK* M A | S ... ULl/1
U. II. 0. U. 0. U
LI HAItS ... CLL/I
0. o. u. a. o. o
HUM £"ti
ClJUSIAM NlAU KLIM H*US ... LLl./l
D. 0. U. 0. 0. 0
t I h* ItS ... LLL/ I
u. u. u. ii . o. o
nun a
LUNblANi Ht AU (¦ IU * HA Ik S ... ILl/l
0. 0. [1. U. 0. 0
I I MA US ... ILl/l
0. 0. 0. ft. 0. (I
-J
CO
-------
I |fr"t S I f P Mlfcclt H - 10
sm of IIMl sup in skunus-
222222h.sa
ial»L S1HULAII0N llMt IN StCONOSi 7S06S02.1?
MiMinf s- ia>ina.u
moumse aohs.ui
DArS= HI..91
ȣAKS= .24
UU«AN0N Of- CIMHtNT HUMMING PfclllOD IN 0AyS =
rtaks-
b<>.'U
. 2<)
CUMUt-AflVl MiSb tlALANLtl
i. *»1
HAItS FUR IH1S IlKt 3HPI
L «•if I
iuuiatS:
5I0KAUC
ht CHAKGl
CIINSIANI KU»
LUI'SiAHT Ht AO
11 Ar. ALt
[UlAt. SOUftCt 3
OI.Srn«K(.tSt
IVAPUIWA.MbPIPATIUH
CtlNSMNI Hi AU
IJUANllT* PUMPtO
Lt AKAl.E
FOIAL UlSlhtkCt
¦ itdail. Ti
177«7«. It>
0.00
(1.00
0.00
an }<».«
-------
HI AlI MAI H I *
1 I). 00 0.00 O.OO O.Ort 0.00 0.00 O.UO 0 .00 0.00 0.00 0.00 0,00
i 0 .OObbi.OOSb S.oUbbi.OObb1,uObo l.OObM.OO Sb 1.OObb1.OObb J.OObbJ.00 0.00
i 0. OOSbi. SttSb I. IHbbl. Iltbbi. IBbb}. Jttbb 1. ittbb1, irtbbi. 1HS6 I. IdSbl. it) 0.00
1 0.00b6J.«flbb l./lftSbi.'JBbbi.lBbM.OHbbi.HHSlji.'lHbbi.illibhl.UliSM.tB 0.00
•i O.OObbi.bttbb 1 .SHbbl.bHbbi.biibbJ.bd'jbJ.bdSbJ.babbJ.bebb J.bBbbi.bO 0. 00
b 0.00bb}.bMS6S.bbb6U.<>bbbH,bbbb«.bbbbM .bbbbM .bb 0.00
1 0 0 . QObbS, I ubhb. |Mbbb. l<4bbb. HbnS. | Hbbb. labbb, I «bbb. |«Sbb.1«Sbb.I 4 0.00
1) O.OObbb,ISbbb.iSSbb.Ibbbb.lbbbb.Ibbbb.lbbbb.lbbbb.lbbhb.Ibbbb.lb 0.00
\i O.UObhb.b?bbS.6<'bbb.6abbb.b,Jbbb.b«>b6b.b,>bbb.b.>bh^.b<)bbS.b6.t>4iS6#i#6SSft/«.6Sb66.tiSS66.6!abA6.fc55t)6.6Sb6t».6^> 0.00
*iU O.ilObbn.bSSbb, bbbbb, b*>hbb, bbSbo, bSSbb, bSS6b . bSbbb .bbSbb.bbSbb.b1) 0,00
6t>.b*)!>6b(b,j5hb,bS'jbfc#bljtibii,b1j'jb6.b')li6b,6SH6,b!3lj6 6,6!>iibft1bS 0.00
0 , 00S66 , #>SSbh ,bbbbb.bSbfcb.bSSbb.bbhbb.bbbob . b*>bb6 .bSSbb.bhSbb.bS 0,00
/b 0,nGS»b,bSSbb11bSSbb.bVjbb.tj'>'>i>b,oShbti, bS'jbo . bbSbb. b V-ib b. bbbof*. b*> 0,00
£ I O.UOSbh.feSbfib.b'sbbb.^bliibb.bSSob.bSSt'b.bbbbb, f>bbbb. hV.»bb. bbSbb. oS 0,00 CO
O
?tt 0,00 0.00 (J. 00 0,00 0.00 O.UO 0.0 0 0.00 0,00 0.00 0.00 0.00
nu* Ob -.14 It-OS -.|0bt-0b -,70bt-0t» -.u71t-0b
M wA I fc 5 ... ILL/f
-------
Ktl.1 S
tlJNS I'>"1 hL Ail Ull* KAILS ... LLl/l
u. «. u. d. o. u. g. a. o. a.
kI MAIkb ... LU /I
.11/1-US .Of4t-0M . ? Q it -«lit .'j2>t-0« . J'jtl-IH .I'/t.t-ON .I12t-0l| .*T*t - Ob .'jbtt-O'j
rtUn 'I
LOUSjiNl nkAU F I tlx HA|k3 ... lli/1
0. 0. U. U. 0. 0. 0, 0. 0. 0.
kl HA|kS ... LIL/I
.lo/l-Ol .I2bf-Ul .1001-01 ,?Sl£-«« .^Ult-OM ,.17bl-04 .2bOk-ft« .lflat-0<4 .I2SF-01 .Hilt-OS
MUrt b
CONSIAM Ml AD F LUX HAltS ... LLL/1
o. u. o. a, o. v, o. a, a. a,
fcl HA 115 ... LIL/l
,20i)t-oj .taut-oi , i mil -o i .loet-us ,7m-oii .it>ot-uq .2/01-01 .iboi-ou .1201-04
hu* ii
LUNSIAnI Hi A I) FLU* MATES ... LLl /I
o. u. u. u. o, 0, o. (J. o. u.
tl DAliS ... Lll/1
. 12t>t-0S .2«t>l-Ol .mjk-ui .14UL-CS ."(BIl-OH .71bl-yi| .«k-01 .2HU-01 .1821-01 ,|22k-01 .Hlll-Oa
HtM I 1
LIIN6IAM ttktu HU* HAUS ... IIL/I
0. 0. 0. 0. 0, 0. 0, 0, 0. 0,
I I MlkS ... LLl/l
. I u it -02 .7/2L-01 ,6|Hk-01 .tlbSt-01 ,104t-Hi .2121-01 . |S4t-0 1 .Dot-OS .7/21-04 .blSk-OI
KU* 12 Q
ionsjam hiau fiux K»ie.a ... lll/i i
0. y, o. o. o. o. ft. o. o. o. oo
tl UAItS ... LLL/I t-1
,7
-------
HlJ« | <1
UlHSUdl Hi Au f-LU* «4Il5 ... LLL/1
U. 0 . 0 . 0 . 0. 0. 0. 0, 0 . 0.
II Killi ... Lt L/1
.USt-OJ . I I L/1
.mt-Oi .1/it-US .IJVi-0i , 104t-0i .6Vi»-(H| .S^ot-on .Mibt-Ot ,db0f.-0t ,l73t-OM .1ISE-0H
i«).< i e>
CONSIAM htAU (-LUX HAltS ... LLL/I
a. o. u. a. o. o. o. o. o. o.
tl HAltS ... Ll.L/1
.IIUt-01 .IUbt-01 .t>ui!t-0« .b51fc-0S«f.-Oit .IbVt-OH ,12/t-Ot .B«St-OS .h}i|t-OS ,«. 0. U. 0. 0. 0, 0. 0. 0,
tl HAItS ... LLL/1
.loSt-OH ,lt-flS .Hi't-OS .bt-Ob
HU'l di
CUNSIANI hi AO ftUK HAHS ... LLL/I
U. 0 . U. 0, 0. 0. 0, 0. 0. 0.
t I HA It s ... LLl/I
.lint-«M .t)£/L-US .i.ba-OS . «ilnt-OS .IbSl-OS .11 i!m
tiHlSIAuT Alt (-LUX HATIS ... LLL/1
*>• ". 0. 0, 0. 0. 0. 0. 0.
t I KMf h ... LLL/T
. Ittbt-OM .lil'H-Oy . lUt-llu . 7
-------
«Un /S
CliNSIANl Hi *0 flu* K«HS ... It-l/l
U. I>. ». U. U. 0. 0 . 0. 0. 0.
tf KML* ... LLL/I
. fANT ntad flu* h«us ... lu/J
i). o. o. o. o. o. o. o. o. a.
t I M«11b ... ILL/I
.biit-ou .Mlbk-OM ,t-0b
rtun ~dl
tlJNSMNl 111 AO MUX MAItS ... l.Ll/1
0. I). II. I). 0. 0. 0, g, 0. 0.
t J HAItS ... LLl/I
.t>SSt-Ol .MlbL-U') .}*(¦».-O'l .2
u>
-------
I X
l rr
— i cr
cr
1 f
1
,
I
1 X
• r>
«•
I T
ir.
1
1 X
0"
©
1 *•
«
c.
1 ^
1 c
1 C".
1
< r
i
1 c
1
i z.
x
i r
1 *-•
i »
rr
ft
i *>
m-
TV
I z
i sr
X
c
<
1 "4
<
1 C"
»—
*»
1 »—
I 3
t fr
n
cr
—i
5; X
1
—
j T
2T
X
_
» n —«
«»
•»
r
r*.
i
1 c
©
1 ^
M
j>
S>
7CI
w
c
C
C
i i
—
X-
1
c
1 X
X
r~
—• r* >
f
—
z
X
i »
•v
1
c
r
— C,' 2
X
*»
Cr
r\
" Wi
i c
I—
rr
xz
^ —t,*:
"*>
f
—
«¦»
r+
1 V
J'
% X
« &
i
•—
-< *~ T
X
»
*»
X
V-
«
t
l f
-n
ir.
v- r
¦ Z •-
jr
r*
2T
-r t"
»<
i cr
1 a
t 2
f
r* r-
X — X
f\
f
•M
n —
i *»
_
cr
1 3
I
X
c
i >
c *~
V-
c
*>
2 C
i p"
I •—
rr
X
> 7
Z 3 —
••
T
¦>
3T
» X
¦ *>
1 tr
I
jj
r-
X >
X ~ »-
r
r>
rr
f
X >
« ^
1
I "*¦
r»
«"¦*
c r»
> c
f
5*.
>
C
r>
< n
1 Z
m
UI
rr f t,
o c z
c/:
f*i
Q
*.
rr fr-
i rr,
I «-
l *>
I ••
¦v
a
I Z
1
•i
«i
I' li
II n M
*i
n
li
li
it 11
1 T
TV
I f
i 2*
I ™*
l ^
rv
©
1 X
_
1 li
IV
—
1
_
1
rv •-
EV
1
-J
© ^
•
*V
*v
IV
05 9-
1
10.
O
«c —
e
u>* rv
1 t
rv *
••j
rv tr
i"*
» Or
V- c
o
O
©
ct
»
c
I o-
•
•
•
• • •
«»
¦
•
•
•
»
©
9
•- ©
© rv <£
o
o
O
rw o
w-
— o © © © *3
X
X
£
X
C/
2
v
rr
X
'0
r-i
X
X
rr
-n
c
x-
c
CP-
cr
1 X
2
ii
z
¦ *>
i ¦¦
•«>
Z V
X
1
2
mm f|
X
1 Ui
«<
X y r
«¦»
pn
t
f o
m
c
c c c
••
c
1 *»l
t> 5»
>
c -• z
>c
1 c
X ¦:
X
-<
X rr; ©
j*
C
*T|
1 X
u:
C
i
-*
e
—
X
u>
»
2
i —«
0-
i
mm
z
Ui
— c
V
mm*
i x
— ru —
C*
•—
•z
X
7>
X
1 ^
t:
r
W » ^
-r
*T.
mm*
X
Z
t/i
t
a-
a
c £- i
X
X c
•mmt
o.
mm*
1 w
» •—
—
•-»
X: e-
X
*
X
z
c
1
• »
•
•
• • •
>
c X
r>
r*
-l X
-n
>
X
1 m
W o
«#»
©
o — o-
•-« M
T> C
>
f
X
s»
« X
rg c
rv
C:
•o — o-
f-
> o
«¦
e
c
ft
O
LD
r- o
- -»
2
••
2 C
X
ff
m .
It
it it
li
n
li ti
M
ti
ii
4
o ©
1
©
• o © •
»
• • • ¦ •
»
O
© ©
c
o
© © © © ©
©
o o
c
©
i\j © © %r rv
's.
©
© ©
o
o
-------
lie Ml MA | W I X
i o.oo o.oo o.oo o.oo o.ou o.oo o.oo u.oo o.oo o.oo o.oo o.oo
5 O.OObbl.OOboi.Ooboi.OUbbi.OObb^.OObhi.OOSbl.OObbS.OOShi.OObhJ.OO 0.0 0
1 O.OObbN, Iflbbl. SObot, lObbt. SobbU, iObbil. 10SU4, »OSb(>bb'i.bllbbH,ibil.babe<4.hBSba.6Bbb'4,bHbbil,ba 0.00
b O.OOb6b.Olbbb.n|bl,b.Olbbb.O|bbS. Olbbb.O r'.bb . 0 I Shb . 0 1 Sbb. 0 ISbb.Ot 0.00
6 O.OObbb. llbbb. Jlbbb. Klibb. l«bob. ilbbb . JUbbS . ilbob. iMbbb . l<4bbb . 11 0.00
/ O.OObhS.HJbob.Bibbb.BJbbb.B Jbbb. »Vjbb.B\bbS. Mjbbb. BlbOb. HJbbb.Bi 0.00
a 0.00b6o.07bob.07bbfe.07bbb.07bBt>,0 75bb.0 7bb6.07bb6. 0 I Sbb. OTibb .07 0 .00
9 0.00S6o.«bbbb,Mbbbfc.«bbbb.1Sbbt>. Mbbbb . Mbbbb . MbSbb . ilbibb . Ubbbb. «b 0.0 0
10 0.00b6o,a:ib6b.8)bbb.BJbbA.bibbb.8Sbbb.aiSb6.H}bbb.aibbb.»lbbt.,6:i 0.00
I I O.Odbbf. .Vh^bb.Vb'jbu. Ybbob,Vbbbb. 9bbbb.96*106, <»bbbb. Vbbbb .9bbbb. 4b 0.00
U O.OObb7.2lbo7.£lbb7.£>lbb7..bbb,<(bbba. 0.00
lb O.OObl>0,b6bba.b)tt.b2b6B.b^bbtt.b8,b^bbh.t>k, 0,00
i I 0.00bhK.62bb8.bB.6<>bba.b2bb8.t>?bh8.6<;bbl'. b2 0.00
H.b<>bbB.b^bb8.b2bbB.b2'jb^.t<H.6,'b68.b2bb«. b^bbB. b2Sb8, b2bbb. b
-------
H11 it 1
inuSt'Ni nt «u him MAita ... ul/i
o. o. o. o. o. ). U. ii. U. 0. 0. 0.
M HAILS LLL/I
,ib9t-04 ,2b9t-Ui .cflbk-OJ .162L-01 .lOHfc-Oi .H0dt-0b9E-04 .IV^t-01
HUrt to
LUNlilANI IlLAU FLUX HAllS ... LLL/I
l>. 0. 0. I). 0, 0. 0. 0. 0. 0.
tl H A 1 £ s ... LLL/I
.Mttt-Oi .MO'li-til .lfc|k-Oi , 1211-01 .H071-01 .bObl-OU ,«0«1--04 .2fc9E-01
HUrt I
LLIhblANI ML AD fLUX HAILS ... LLL/I
0. 0. 0. 0. 0. 0. 0. 0. 0. 0.
t I HAIkS ... LLL/I
.79bL-01 .S9eL-0S .UHL-Ol .V.HE-OS .2J6E-05 .lltt-Oi .1191-03 ,B9nE-0« .59bl-0« ,197l-0«
HO* H
LU(t-02 .I20E-02 .HOIE-OJ .t>OOt-01 .4001-01 .lOOt-OJ .200t-01 .1111-01
HUm I I
L DNS I AN I M* AO fLUX HAItS ... LLL/I
o. o. o. o. o. u. o. u. o. n.
EI HAItS ... ILL/I
.lllt-oe .Iii£-«I? .lbbl-02 .?9hE-Ul .*>111-01 .19aE-i)l .('h'if-Oi ,|99t-01 .|llt-Oi .BtsSt-0«
H(J* U
lunsiami Ht#o flux haiis ... lll/I O
o. u. o. o. o. o. o, o. o. ». I
I I HATfcS . . . LLI./I 00
. 113L-o4/1-04 .u/M-05 . 1'irtt - 0 i . l79l'-0! .1191-01 .«9bL-0'l ,S97L-0« .1H0L-01
-------
K>J.» 1«
LllNSIA.Jl IlLAtl rltlX HAlHi ... Ill /I
0 . U. I). i». 0 . U. U . l>. 0 . u.
t i Kiits ... ill/t
.SHOt-Ol .to^t-oi .ie'll-U'i .2'lSI-OJ . Ifci't-Ol . I if «M. - 0 4 .niUl-04 .nOHt-l»70t-0U
liljil 1 b
tllNSIANI l« Al> fill* HAU3 ... Ul/I
0. 0. 'I. (I. il. (I. 0. 0. 0.
11 ha it s ... u l /r
.jbic-as . UL-0t-OU
HUh 17
CtJfcSlANl UtAU H.UX KAM.3 ... LLL/I
o. o. o. a. o. o, o. o. o. o.
tf HAILS ... LLL/I
. ISIt-Oi .llot-01 .¦»,? ai-uS|t-i><4 .bcit-OH .«bO e-ftn .$4afc-01 .^i-St-014 .IbSL-OM .lllt-01 .H'»£-0« .iait-Oil .^/St-OM .?0Mt-01 .1161-01 ,10>. 0. 0. 0. 0. 0. 0, 0.
t I NAlki, ... I lL / I
0
1
00
.10^t-0t .2 ¦ «. 0. 0. U. 0. 0. 0.
I I HA Its ... LLL/r
.«Vn-U4 . (MMt-u'l . i?7St-0« .POof-Oil .l4Rt-il« .lOJt.-Ut .(irtHt-O^ .Slfat-OS . 3
-------
KlJw 2'j "
' tllNb I AM I (U AU f LU* HA Its ... 11 L / 1
0. 0, 0. «. 0, o» U, U. 0. 0,
t r wits ...
.it,at-on . -j f4t-o»i ,
Ni)« «fu
IUNSIAM ht AU KU< HAItlS ... LLL/I
o. «. o. a. o. o. it, o. o, o.
LI MAUS ... Ill /i
.MUfVU . .i0?t-0<4 .*>40lt -~« .Ibit-UM .7bH-0S .Sllk-0%
K(U it
I.in:, I AH I HtAD H04 ,i0?i-0« ,<2S0f-O4 ,l5«t-0« »I l5t-0
-------
I I Ml SltP MUKlUM i
Ul ( IHfc SIIH IN Stcuwoa-
IS
I 111 At SIMULA I ION T I Ml IN
SfcCONIJS:
MINIJftS-
MI1IIHS-
0A*S =
YtAKS-
ZiUlOli*S..69
J74Su'i.ai
62•>
I0«i»0.00
0.00
0.00
l .lib
blOHAGt -
KtCUARCf =
CONSJAhl HO* =
Pumping =
IVAPOTHANSPIHATION =
CONSIANI hfADl
IN =
C1U1 i
ilakage :
t-NOH t>Ht V J IJltS PUMP IMG PtPlnD ;
IOIAL =
bUM Uf HAltS s
-.0007
.050 J
0.0000
0.0000
- ,oa46
0.0000
-.000 I
o .onoo
0.0000
..0000
.00
.00
MA«|MIM NlAD CHANUL KlM» L«CM (ItKAIlUNl
. Ut-iO .<1001
MAHJ.HM CHAi4Ut IN HtAU t UK )HIb 11 Ml" S I t P - .0(1M
I irtL SltH : I i i a S 6 I » H 10 II l
-------
MLAl) MAIN I X
1
O.OtJ 0.00 O.DQ 0. 00 0.00 0,00 0.00 U.00 0.00 0.00 0,00
O.OQ
i.a0bbl.00bbl.U0bo5.00bnJ.00b(. 1.OObbi.OObbS.OObb}.00
0.00
i
O.OOboM.Hrtbbl.HBbrtM.Habe'l.flBbbl.Bttbhil.HHSbU.Habbl.BabbU.aBbba.iiB
0,00
O.OObbb.bObbb.bObbb,bOb6'j.bO'.>bb.bObfrb.bObbb.SObbb.hOb6b.505bb.bO
0 . 00
b
O.OObbb.02bbh.02bt>b.0 2bbb.02b».b.02bM>.o2bbb.0 2Sbti.02bhb.02bbb,02
0.00
h
0, OObbh . b2bbb. 52bbb. 52bob.b2bbb .b2bbb . bibbb .b2b6b . b2bbb . b25bb , b2
o.oo
7
0,00bb7.02bb7,025b7.u2bb/.02bti7,02bb7.02bb7.025b7.025b7,02bb7.u2
0,00
ts
0 . OOSh7 .11 bb / . 11 bb J . «1 bb7 . U bo7 . <415b7 . <4 1 bb ? . « I b67. H 1 bb J , <11 bb 7 . « 1
0.00
9
O.OUbb7,72Sb7.72bb7. /2bb7.72b6 7.7?5b7.72b67.72bb?.7256 7.725b/.7 2
o.uo
10
o.0Qbba.02SbH.02bbH.02bb8.U2bba.0 25ta.02bbB.02bb8.0 2bbB,02bba.02
0.00
11
O.00b6a.22'»bH.22bhB.22bbH122b6H.22b6B.22b6B,22bbH.22bbB.22b6H.22
0.00
ll'
0.OObbB. VSbB. J2bbfl , i2bbB . J2bbB , J2bbB . 12bb8 . J2bba.J2bbB. t256H. J2
0 . 00
1 -4
I) .0 0b6A.fc2bbH.b2bbB.b2bba.b2Sba.b2bbe.b25bB . b2'ibH. b2bt>B . 62bt.B. b2
0.00
il
0. 0ObbB.9JbbB.93bbB.9ibbB.9*JbtiB.9.SbbB,9Jbbfl,91S6B,9'iSb6,935ba.9i
0 . 00
lb
O.OObb9.2Sbb9.21Sb9.2 3bb9,2 J5b9.2ib<.9.2 Sbb9.21bb9.21Sb9.23bb9,2i
0 .00
1 0
0.00bfc9.b2bb9.52b69.b2bb9,52bb9.52569.b2bb9.52b69.s2'ib<>.525b9.52
0. 00
1 7
0.00bb9 . 7 5bb9. 7 lbb9, 7 Jb69, / »bb9. 7 1S64. 7 ibh9 . 7ibfa9.73569. 7J569.7i
0 . 00
if)
U. 00bb9.fi7hbV,a7b&9.tt7b6V.a/bh9.a7'jb9.B7bb9.fl7bb9.8 7569. B7569.B7
0. oo
It
0.00'jb9.9qbb<»,9ilbb9.9'lbb9.99,975b9.9 7bb<).97b69. 9 7,jb9.V7569.V/bo9.V7*..o9.9 7b6919/b69.9 7
0.00
?. 1
0.D0Sb'l,9HSb9.'>tibb9.9Bbb9.'9Sb9.99.V<»Sb9.99S69.9956<>.99bb9.99bb9.99
0 . 00
2'1**1*1
KOrt d
UJl-lM AMI Hi *0 KLWX KAlfcS LLI/I
-------
- , 1 V)t -i>M -.lldt-bM - . n-* S
C Ui-iS I AN I Hl«u Mo* lUUU Lll/I
9. o. a. o. o. o. o, o. o. a.
£.1 MHIf.b ... LLL/I
.IIBt-OS .1IIL-0.S . lttSM-04 ,(.0< Flu* ItAltS ... LLL/T
o. o. o. it. o. o. (i. o. o, 'o.
tl HATfcS ... LLL/I
.SoSt-OS ./**t -01 .<>J0t-0$ .IbSF-OJ .lUWt-OS .ttlot-04 .$«fW> I Ami lit All fLUX HAILS ... LLL/I
-------
0 . 0. I>. 1. 0. C . 0. 0 . 0 . 0.
LI II«I15 ... LLL / I
."U'li-ns . ioit-ui .i'iit'1-iis .i/it-ui .u Ht - oi .bo^f-cm .uou-om
KUa t'l
COi^lANI Ht*U H U» M AII S ... ILL/I
0. 0. 0. 0. 0. 0. 0, 0. 0. 0.
f I MIIS ... LLL/I
OS .410t-0i . .^Ubt-Oi .InMf-OJ .l^lt-01 ,H2Ht04 .blbl-04 .41 Of-1)4 .i74f-04
HiJn lb
CONSIAM HlALi fill* HAIfS ... LLL / 1
0. 0. 0. 0. 0. 0. 0. 0. 0. 0.
L\ HAILS ... LLl/t
.ihnt-Oi .£11tf-Oi ,219f-0i .16«£-0J .IIOF-OS ,b4fif-04 .4111-04 .2741 -04 . IftJL-OU
KUa 16
LUNSfANI HtAl) FLUX KAIf 3 ... LLl/l
Q. 0. 0. 0. 0. 0. U. 0. 0. 0.
f I HAH 3 ... LI L / I
,<;J4t-01 . I /bL-Oi .I4IE-0S .l<>ot-05 .7011-04 .bt'et-U^ .i>b4f-Q4 . |/bt-04 ,lt?f-04
Hl)A 1 7
CONSTANT MtAl) FLUX HA11S ... LLL /I
0. 0. 0. 0. 0. 0, U, 0. 0. 0.
L r HAIES ... LLL/I
. i Sot -o i .i i?t-oi .vi'Ji-ot ./04t-oa .469r-a« .is^f-oii .2jst-oa .UbE-oi ,ii7f-o»-05 .bI2E-01>
HO* IV
ClJUSTANI Hf.AU FLUX KM F S ... LLL/I
o. u. a. o. o. n. o. a. o. o.
tl MAItS ... LLL/I
.7b2t-l)4 .b/lt-04 .4i7f-04 ,l'Ht-04 .iV'Jf-OW ,|7lt-0« . I Ml-04 .Hb7t-l>b .57lt-0b .ittlt-05
Kl)« 20
tilNbUNl MEAD fLUX «»ua ... LLL/T
o. ti. o. 0, 0. 0. 0, 0. 0. 0.
t I NAJts ... Ul/I
.4hlt-U4 . i4bt-U4 .2771 -04 .208F-04 .|iHt-04 .I04L-U4 ,6"»2E-Qb .Sl*)t-0b .i46l-Qb .2il£-0b
WU.i <¦ 1
LUWS1ANI HtAU FLUX RAILS I LI/I
0. 0. 0. 0. 0. 0. 0, 0. 0. 0.
LI KAItS ... LI l/l
.2411.-04 .ihbt-04 .iJ^t-oq ."^nt-ob .bOui-o'j ,4bii-ob .i«/r-ob ,2iii-os .ibif-os
HUa 22
ftlNSIAWI HEAD FLUX KATfS ... LLL/I
0. 0. 0. 0. 0. U. 0, u, 0. 0.
» I MAlf S ... tl.L/I
.2iibt-0.l . I'j'jL-04 .I24k-0g ,<.|4f-0S '.«b'U-Oi> ,40«)|-0b .212t-0b .Ibbt-Ob .101E-Ob
H0/» 2 S
CUMSTanI Mi AU f LUX MAIt'S ... LLl/I
"¦ u. o, 0. 0. 0. 0. 0. 0. 0,
tl HAIfS ... LLL/f
.HUt-04 ,2S2t-04 .li'H-Oa .l^'Jt-Ob .b'>/t~Ob .4b5t-0b .349t-0b ,iM?t-OS .ISbfc-Ob
HO* 24
CUiJb | AN I Mt AO MUX HAHS ... LLL/I
-------
U, I). «. U. 0, 0. (J. 0. 0. 0.
t I HAItb ... LLL / 1
.ttbbt-UM .4MVt-0a , .St-04 ,|17t-0U ,779J-0b .bfU-OS
KOw £ 1
LllNblAM hf AD FlliX HAJfS ... ll.L/1
0. U. (I. 0. 0. 0. 0. 0. 0. 0.
t I KAItS ... Ll l/I
.KJM£-«i .1 Tit-OH .».23t-04 .IbftL-U 1 .1I2F-04 .
-------
1 I Ml S r t f hUHlit H -
<~1
SI l\ Of I I Kit Slkl- IN StCuKOSi . B|
JIH«l SIMULATION I 1 Mt IN SLCONOS= HbHOOtioQO .00
HINUltS; 1AYS =
VfARS=
1D000.oo
27.(10
CUMULAIIVt MAbti bAlANLES
L'* i
HATES EOH THIS IHt STEHl
L*«J/J
SmiKf.ts:
5I0k*6£ ^
HECHAMGE -
CUNS1ANT fLU* -
CuNSTANl HiAO -
lEaisAoE -
n>i«L souutts =
DISCHAHut Si
twACIIfHAUSPINAHON i
CtlNSlANl Ml AO z
IIUANUir I'OMl'tO =
LtA*Ai.t s
1UIAL DISCtlAHCt =
Plstiiflwut-suyHtts =
Ft* lilt] Olt-KtklNLt i
-<;out>bbi .71
»J 5g 111) 70 , OB
0. 01)
0.00
0 . II <1
J7
a) 300>ittB.«7
.90
0.00
0.80
3?
SlIIHAGE z
KtCilAHKE a
CONSJANl FLU* s
PUMPING =
EVAHOfSAMSfIHAflON -
CONST An f HEAD!
IN =
vili T —
It AKAbif I
t'HOM PREVIOUS PUMplM, Pt r(IUO -
IflTAL x
SUM OK RATES =
-.0000
.OSOJ
0.0000
0.0000
-,0S02
0.0000
-,0001
0.0000
o.oooo
-.0000
.00
.00
MAKlrtU* HtAO CHANUl t"Ut< t 'CM lit HA J JON;
• .IIOOU
"lAMMO* LHAnlUfc 1 Mi Hi.«1) H)K 1 h 1 b 1 lHt Sltl' = .001)
TIrtt site : | i i * b 6 7 (1 'J 10 II 11 li 1« ib lo 17 IB iv t>o ii ii t I I I
I d i i I I 1 I I J I
I 1 1 I 1
a
I
yO
-------
HLAU MA'IK IX
1 0.(10 0,00 0,00 H.OO O.OO 0.00 O.UO 0.00 0.00 U.00 0. 00 0.00
£ O.OdSh i.OObfc J.OQSGi.ftOboJ.OObhJ.Oablii.OObbl.OObhJ.OObM.OObbl.OO 0.00
i u,00bbO.a9Sf>u,89S6«. B9Sn1 . B9bb1.69bl>1.B9bl>b.'.>ibbb.b3SbS.b SSbS.bSbbS.SJ 0.0 0
S 0.Q0bob.0bb(ib.0Sbbb.u'jbbli.0bbbb.0Sbbb,0S'jb(>,0bbbb,0bbhb,0bbbb.ab 0.00
o O.OObbb.bbS66.bbSt>b.bbb6b.b5Sbt>,bSbbb.bbbbb,bb'ibb,SSbb6.bb56b.bS 0.00
7 U.0Obb/.0bS67.0bbb7.0bbb/.<>bSb7,Obbb/.O6'ib7.0t>Sbr.0l)5h/.Db5i>7.0b 0.00
d 0.0O'i6 7.'lb5b?.9bbi>7.i(bbb7.«bhb/.#hSb7.a.0bbt>O.O6bb8.0bbbt1.0t>SfiB.0bbhH,0bbbB, ObSbB.OfabbH. Ob 0.00
11 O.OObua.8.bbbb6 .bbSbfl , 6bSb6. bb 0.00
14 U.00S68.9bbbB.96btoB.9(>bbH.9bb6h.9bbba.9bb68.9bS6b.96bl>a.9t>b68.96 0.00
X
lb 0,00bb9,<;7b69,/')b9.,?/bb9.,;?bb9.,;y5t.9^7bb9.,?7bb9.7 0.00
lb OiOOb69.S6bh9,5bbb9,bbbb9.Sfa'ib9.5bbb9.bbbi>9.bb5t,9.bb5b9.b6Sb9.b6 0.00
1/ 0,00569. 7 /5h9, 7 75b 9, 77bb9,7/bfo9. 7 7bto9. 7 /bb*>.775b9.7 7bb9, 7 7Sb9. 7 7 0.0 0
IB O.OObbM,91569,91^69,9|bfe9.9|bfc9,9lbb9.9ISb9.915b9.9lbb9.9ibb9.91 0.0 0
19 0#0OSfo9,995/>9.9 9Sb9.99bb9.99bt>9#99bb9,99bb9,9V5b9,99bb9.995b9.^9 0,00
.iO 0.00570.01570.0ib70.01570.Olb/0.0lb70.01570.01b70.01570,Olb/O,01 0.00
.Ob5/0.Ofo5/Q.0b'j7O.Ob57O.0b5 70.flb5/0,0b5?O.Ob57O.0b 0.00
ui
ffa o.uu 0.00 0,00 o.oo o.oo 0,00 o.uo 0,00 o.oo o.oo o.oo o.oo
A
------- |