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Utah Water Research Laboratory
January 1984
A Groundwater Model of Cache Valley, Utah
Calvin G. Clyde
Roland W. Jeppson
Win-Kai Liu
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Recommended Citation
Clyde, Calvin G.; Jeppson, Roland W.; and Liu, Win-Kai, "A Groundwater Model of Cache Valley, Utah" (1984). Reports. Paper 532.
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A GROUNDWATER MODEL OF CACHE VALLEY. UTAH
by
Calvin G. Clyde
Roland W. Jeppson
Win-Kai Liu
HYDRAULICS AND HYDROLOGY SERIES
VYRL/H-84/04
Utah Water Research Laboratory
Utah State University
Logan. Utah 84322
May 1984
ABSTRACT
This repo rt dese ribes the deve lopm!'!nt. cali bJ;'Bt ion and
use of a quantitative. predictive management model for the
groundwater in the Utah portion of the Cache Valley in northern
Utah.
The quasi-three-dimensional finite difference computer
model was adapted from the u.s. Geological Survey's TJ:'escott and
Larson mode 1 and simulates the groundwater levels and fl OWB in
the gt'ollndW'at.~t basin.
The variab Ie s'Pa~ing gl"id systew is 23
nodes x 38 x 2 and represents the complex natural system by a
simpler approximation with one unconfined and one confined
aquife r and the. appropriate bounds ry and iai t ial cond it ions.
River nodes, spring nodes. and constant head nodes were developed
to simulate the real interactions of the aquifers with streams,
springs, and reservoirs.
EvapotranspiJ:'ation from the land
surface is also represented by t he program.
The program. was
calibrated by adjusting the model pal':'ameteJ:'s such e.s transmissivity) storativity) teakance. I:'iver nodes) spring nodes) etc.
until the predicted values of head and flow wet'e nearly the same
as the observed conditions. Calibration was done in two stages:
first a steady-state comparison with 1969 conditions and tben a
transient-state comparison with the water level change maps of
1969 to 1972. The calibrated model w~s then eKercised to predict
the grouo.dwater 5YS tem response to various assumed scenarios of
groundwate~ recharge and draft.
Thus the model pt'ovides a cool
to guide future groundwater developmenr:: and management towards
the best alternatives.
iii
ACKNOWLEDGMENTS
This proj ect was supported by researc.h funds of the Utah
Water Researc.h Laboratory (WR-67).
The c.ooperation and assistance 0 f Mr.
Mi ke Turnipseed of t he Logan Of fic e of the Ut ah
Division of Water Rights in obtaining Cache Valley groundwater
data is gratefully recognized.
The assistance of Donna Falkenborg, UWRL Editor, and the publications staff is appreciated.
iv
TABLE OF CONTENTS
Pagl'"
INTRODUCTION •
1
GROUNDWATER CONDITIONS IN CACHE VALLEY IN UTAH
3
Geology •
HydrQlagy aod Cliaatology •
Groundwa~er Budget Analysis
Groundwa~er Conditions by Areas •
Smichfield-Hyrum-Wellsville area
Little Bear River area south of Hyrum
Wellsville to Newton area
Lower Little Bear-Benson-the Barrens area
Cub River subvalley area
Fairview-Lewiston-Trenton area
Weston Creek subvalley area
MODEL DESCRIPTION
3
5
5
6
7
7
8
B
8
B
B
11
Computer Progr~ •
Selection of Model Grid System
Parameters .
Boundary conditions and re~harge9
Initial water levels for the confined
aquifer
Initial water levels for the un~onfined
aquifer
Transmissivi ty of the confined Bqui fer .
Hydraulic ~onductivity of the unconfined
aquifer
Storage coefficient
Leakance .
BottOm el~ation of water table unit
River node leakage
Spring nodes leakage
Evapotranspiration
Pumpage
11
13
l5
15
16
19
19
II
21
21
25
25
26
2.6
28
31
MODEL CALIBRATION
Steady-State Calibration
Transient-State Calibration
v
31
32
TABtE OF CONTENTS (Continued)
Page
USE OF THE MODEL FOR MANAGEMENT PURPOSES
45
SUMMARY, CONCLUSIONS, AND RECOMMENDATIONS
51
REFERENCES
55
APPENDICES
57
Appendix A:
Appendix B:
Appendix C:
Appendix D:
Appendix E:
Computer Program Listing
Program Input Data Documentation
Model Input Data of Transient-state
Calibration of March 1969
Model Output of Transient-state
Calibration of March 1969
Steady-state Drawdown Difference Map
vi
57
75
87
99
113
LIST OF FIGURES
Figure
1.
2.
3.
Page
Location of Cache Valley, Utah and Idaho. and
the Cache Valley drainage basin
4
Relation of confined, unconfined, aud perched
groundwater in Cache Valley
6
Map showing groundwater areas in the Cache
Valley. Utah model
8
4.
MOdel grid system and boundaries •
14
5.
Nodes of recharge wells (constant finite-flux
boundaries) for layer 1 (confined aquifer)
17
The observed. potentiowetric surface contour
map of the confined aquifer of March 1969
18
The observed water level contour map of the
water-table aquifer for March 1969
20
Tran5missivity of the confined aquifer
resulting fr~ calibration of ~he model
22
Hydraulic conductivity of the unconfined
aquifer resulting from caLibration
23
Storage coefficient value of the confined
aquifer resulting f~om ~alibra~ion
24
Location of river nodes.
constant head nodes
27
6_
7_
8.
9.
10_
11.
12_
13_
sp~ing
nodes, and
The Linea~ relationship between the evapotranspiration and the depth below the land
sur- face
Total number of "small" wells r.rithin each
grid celt
14.
15.
28
Calculated steady-state
map of confined aquifeL
29
wate~
level contour
33
Calculated steady-state water level contour
map of unconfined aquifer
vii
34
LIST OF FIGURES (Continued)
Figure
16.
17.
18a.
ISb.
19a.
19b.
20a,
20b.
21a.
2Ib.
2lc,
22.
23.
24.
Page
Calculated water level contour map of confined
aquifer of March 1969
35
Calculated water level contour map of unconfined
aquifer of March 1969
36
Observed water level change map of confined
aquifer from March 1969 to March 1970
37
Calculated water level Change map of confined
aquifer from March 1969 to March 1970
38
Observed water level change map of confined
aquifer fr~ March 1970 to March 1971
39
Calculated water level change map of confined
aquifer from March 1970 to March 1971
40
Observed water level change map of confined
aquifer from March 1971 to March 1972
41
Calculated water level change map of confined
aquifer from March 1971 to March 1972 "
42
Comparison between computed and observed water
level changes in selected wells
43
Comparison between computed and observed water
level changes in selected wells
44
Comparison between computed\and observed wa ter
level changes in selected wells
44
Water level change map of confined aquifer of
predictive simulation I .
47
Water level change map of confined aquifer of
predictive simulation 2 ,
48
Water le~el change map of confined aquifer of
predictive simul.ation 3 .
49
viii
LIST OF TABLES
Table
1.
Page
Ground~ter
budget analysis, Cache Valley.
Utah
2.
7
New well locations and pumping rates for
three predictive sUnulatioDs
ix
45
INTRODUCTION
Groundwa ter is po tent ially .a maj or
source of water supply in Cache Valley,
Utah and Idaho; but p~esently it is only
lightl y ut iUzed.
MostLy su~face water
has been used in the past, but as the
demand for _water is increased by a
rapidly expanding population, more
industries, and increased irrigation,
the groundwater resource -will be more
fully developed.
For planning and
management during this development
period, knowledge of the groundwater
systems must be expanded.
Utah portion of the Cache Valley, a
major groundwater basin in Utah.
Cache Valley vas selected for the study
because an operational groundwater model
is needed during the developmental
period to help state officials evaluate
proposed withdrawals from the ground-water basin ss well as possible recharge
methods and other management schemes.
FrCl1ll informatio.n obtained by modeling,
development c an be guided. towards more
eomplete and economic utilization of
groundt.rater in conjunct ion with sur face
water resources.
Numerical modeling provides a
quantitative tooL for groundwater
management applications.
It helps
structure our understanding of groundwater systems and can be used in studying groundwater problems. A model
mathematically describes aquifer
behavior and is used to simulate aquifer
response to various well locations and
pumping rates.
The methods and tools
presented in this study are applicable
to similar groundwater problems in other
locations of Utah and elsewhere.
The computer program used is the
U.S. Geological Survey's Trescott
snd La~son Model 0975, 1976).
Some
modifications were made to this pregram in order to adapt the model to
the groundwater conditions in Cache
Valley.
Due to funding limitations and lack
of participation by Idaho agencies, this
model study includes only the Utah
portion of Cache Valley.
The northern
boundary of the area modeled is at the
Utah-Idaho state line. but boundary
cond it ions were generated to represent
the groundwater inflow from Idaho into
Utah.
This report desc ribes application
of a quasi-three-dimensional finitedifference computer model to simulate
the groundwater levels and flows in the
1
GROUNDWATER CONDITIONS IN CACHE VALLEY IN UTAH
Cache Valley is a north-south
oriented structural valley in northeastern Utah and southeastern Idaho
(Figure 1).
Cache Valley is surrounded
by mountains which consist of the Bear
River Range on the east. the Bannock,
Malad, and Wasatch Ranges on the west.
the Portneuf Range on the north, and
South Hills on the south.
The valley
floor. which ranges in altitude from
about 4.400 to 5.400 feet above mean sea
level, is approximately 60 miles long
an~ mO!ltly 8 to 16 miles wide.
Of the
approximately 660 square miles in the
valley. about 365 are in Utah and 295
are in Idaho.
The floor is a low fl at
plain bordered by gentle alluvial
slopes. terraces. Bnd deltas left by
ancient Lake Bonneville. and alluvial
fans (Bjorklund and McGreevy 1971). The
Cache Valley drainage basin, a segment
of the Bear River Basin, includes
approximately 1.840 square miles. with
abollt 1.180 in Ut ah and 660 in Id aha.
mostly of mountainous terrain.
Cache Valley was a bay of ancient
Lake Bonneville during a part of Pleistocene time. The name "Lake Bonnevi lIe"
is given to the lake that occupied the
basin during the last major glacial
state, the Wisconsin. which began about
75,000 years ago (Bjorklund and McGreevy
1971). The valley fill deposits include
unconsolidated
quaternary.
clast ic
sediments of gravel. sand. silt. and
clay. which were derived from the
surrounding watershed. and precipitates
accumulated in former Lake Bonneville.
The pre-Lake Bonneville. Lake Bonneville. and post-Lake Bonneville group of
sediments of the Quaternary age form the
Cache Va Uey fi 11.
(See the geo logic
map and section on Plate 4 of Bjorklund
and McGreevy 1971. )
The alluvial fan
gravels of the pre-Lake Bonnev ille
depOsits are exposed along the foothills
on both east and west sides of the
valley. particularly at the mouth of
Blacksmith Fork and Logan Canyons.
The
Lake Bonneville group is divided into
the Alpine. Bonneville. and Provo
formations. Each represents deposits of
Lake Bonneville at different stages,
consisting of lacustrine gravel, sand.
silt Bnd clay, that are exposed extensively throughout the valley floor. The
Provo formation includes an older gravel
and-sand member, and a younger silt and
clay member. The gravel and sand member
forms many deltas, bars. and spits.
These deltas form important groundwater
recharge zones in Cache Valley.
The
post-Lake Bonneville deposits consist of
slope wash and flood-plain alluvium.
and high-level alluvial fan gravels
deposited along the mountain fronts. and
overlie the silt and clay member of the
Provo fo Ollat io n.
Ih e sandy fl ood -p tain
alluvium is exposed along the maj Dr
streams of the valley, particularly the
Geology
Cache Valley is bounded by northstriking, high angle normal faults and
is composed a f down thrown faul t blocks
c Dve red by depos its of Cenozo ic. age. In
parts of the valley, the maximum vertical displacement of the fault blocks
probably exceeds 10,000 feet. A gravity
survey of Cache Valley indicates a
maximum thickness of Cenozo ic rocks of
about 8. 000 feet.
The bed rock of the
Cache Valley watershed consists of
Precambrian. Paleozoic. and Tertiary
roc k s 0 f I im est one and dolo mit e ,
shale, sandstone and conglomerate,
quartzite and phyllite. and volcanic
tuff (Bjorklund and -McGreevy 1971 and
Beer 1967).
3
112'00'
I
/)
V" .
)
\
~-
IDAHO
------UTAH - - -
SALT
""Salt
"1JLake
City
aL'____
Figure 1.
Ia
za
_________ ______
~I
~'
J a III L E S
~,
Location of Cache Valley, Utah and Idaho, and the Cache Valley drainage
basin (from Bjorklund and McGreevy 1971).
4
Bear, Cub, Little Bear, and Logan
Rivers.
The slope wash is exposed
on the vest side of the valley near
Trenton, and along the south flank
of the valley near Wellsville and
consists of silts and sands (Beer 1967).
Two referenced reports by Wi lliams
(1958, 1962) give more geologic details
about Cache Valley.
Along the mountain fronts near the
margins of Cache Valley, the groundwater
is unconfined along a narrow strip where
the confining beds that overlie the
principal aquifers are discontinuous or
absent.
The boundary of the confining
layer is generally gradational rather
than abrupt.
10" most of the area of flowing
a water table in an aquifer above
the confining layer is near the land
surface. The ahape and the slope of the
water table is generally about the same
as that of the land sur-face.
Loca~l
perched groundwater bodies are also
common in many pa rt s of Cache Vall ey.
Th ey deve lop above t he main wa ter tab Ie
Where beds of clay or other materials- ~
low permeability intercept water
percolating downward (see Figure 2).
Some of the perched groundwater bodies
are seasonal and poorly defined.
Their
water is generally not tapped by wells,
but perched water is often encountered
when drilling wells on the alluvial
slopes .and fans and in excavations for
construction (Bjorklund and McGreevy
1971) .
~lls.
In Cache Valley. deposits related
to Lake Bonneville and earlier lakes
play an Unportant role in the occurrence
of groundwater and the many related
topographic features affect the occurrence and movem~Dt of groundwater.
Hydrology and Climatology
The best sources of groundwater in
Cache Valley are from the unconsolidated
depos its.
Same locat ions have a water
table and others artes~an conditions.
The general relation of confined)
unconfined) and perched groundwater in
Cache Valley is illustrated in Figure 2.
The diagram directly represents conditions near Lagan. Utah, and generally
applies to the entire valley (Bjorklund
and McGreevy 1971).
The well-defined seasons (warm and
~t springs, wa~ and dry summers, cool
and ~t autumns, cold and damp winters).
large daily temperature ch~nges, and
moderate precipitation are characteristics of the climate of the Cache
Valley. The growing season ordinarily
lasts about 150 days from May through
September.
Snow usually covers the
valley fl oor during December J January,
and February.
The valley normally
receives 10 to 20 inches 0 f prec ipi tation annually, and 20 to 50 inches fall
in the mountainous area surrounding the
valley.
The runoff I.1sually has its
maximum. volt.ane during Mayor June and
results mostly from melting snow which
accumulated during the winter on the
surrounding mountains (Bjorklund and
McGreevy 1971 and Beer 1967).
Confined groundwater underlies more
than 200 square miles in Cache Valley
and occurs in those loca-tions where
permeable water-bearing aquifers of sand
and gravel are overlain by relatively
impermeable beds of lake-bottom clay and
silt.
Within about 130 square miles of
the area) the artesian pressure is great
enough to force water above the land
sur fac e, causing we 11s to flow.
Only a
few square miles of this area are
in Idaho. maS t are located in Utah
(-Bjorkland and McGreevy 1971, plate
3).
The confining beds retard upward
movement of the water and maintain it
under artes ian pressure caused by the
higher elevations of the recharge areas
along the sides of the valley.
The
co nfini ng beds are part ia lly pe rme ab Ie.
however, and the groundwater must be
modeled as occurring under leaky-aquifer
conditions.
Groundwater Budget Analysis
Over any finite period of time.
the quantity of water entering Cache
5
EXPlANATION
~
~
Zone of clay or sflt having
low permeabil ity
+-Direction of ground-water
movement
---
Spring
liD T TD seUE
Figure 2. Relation of confined, unconfined, and perched groundwater Ln Cache Valley
(from Bjorklund and McGreevy 1971).
Valley is equal to the quantity leaving
the valley plus or minus the change in
storage within the valley.
Since much
of the groundwater reservoir in Cache
Valley is overflowing, and the change in
groundwater storage over the years has
been small or negligible, the total
recharge in Cache Valley is about
equal to the total discharge and is
estimated to be about 280,000 acre-feet
per year (Bjorklund and McGreevy 1971).
The Utah portion, estimated from the
model calibration of this project., is
about 170,000 acre-feet annually. Items
of inflow and outflow of groundwater
are given in Table 1.
Deep subsurface
outflow from Cache Valley is negligible.
Groundwater Conditions by Areas
Bjorkl und and McGreevy (1971) used
land use data (see their plate 4) along
wi. th geologic and hyd rologic condit ions
to subdivide Cache Valley into II
principal areas of generally similar
groundwater conditions as shown in their
Fi g u r e i 3 .
S eve n o f t h 0 sea rea s
are within the model region as shown in
Figure 3.
The boundaries are not
sharply distinct, and the areas blend
into each other. The dotted lines which
delimi t the areas are not lines 0 f
separation but approximations of where
general condi tions change.
Outs ide 0 f
these areas, groundwater occurs locally
6
Table 1.
Groundwater budget analysis. Cache Valley. Utah.
Utah
& Idaho (USGS)
(ac re-fe et)
Utah
( ac re- feet)
Recharge
Seepage from Irrigation System
Subsurface Inflow
Seepage from Streams and
Infiltration of Rainfall
Total
100,000*
72,000
32,000*
18,000
148,000
80.000
2.80,000*
110,000
29.000*
24.000
108,000*
63.000*
Discharge
Pumpage (from Wells)
Evapotranspiration
Accretion of Groundwater to Streams
Rivers and Springs
83,000
170,000
Total
*From. Bjorklund and McGreevy (1971);
groundwater modeling in this study.
other amounts
are
estimated
from
the
(area 1, Figure 3). This aquifer system
is the largest and most productive in
Cache Valley and is an overflowing
groundwater basin where the shallow
water tab Ie is so high that groundwater
flows from many seeps and springs into
the surface water streams.
The system
is very pe~eable, and the transmissivity ranges from 10,000 to 330,000
ftl per day.
Both confined and unconfined aquifers are present.
in slope wash and alluvium, in sandstone
and conglomerate of the Salt Lake
formation, and in fracture and solution
openings in older rocks.
The above information on areas of
siu:ilar groundwater conditions was
helpful at an early stage of the study
in set ting up the s imul adon mode land
est ima ting some parameters. especially
for the values of transmissivity and
hydraulic conductivity of different
aqui .fer sys terns.
Brief desc ript ions of
the areas of similar groundwater
conditions in Cache Valley in Utah are
excerpted from Bjorklund" and McGreevy
(1971) and given below.
Little Bear River area
south of Hyrum
This unconfined aquifer system
extends southward from Hyrum along
the flood-plain and terraces of the
Little Bear River (area 2, Figure 3).
The g roundwa ter rec h arge is mos t I y by
seepage from streams and canals and
from irrigation.
The thin aquifer is
very permeable and the estimated
transmissivities are up to about 15,000
ft 2 per day.
Smithfield-Ryruro-Wellsville area
Coarse fan and delta deposits of
Summit Creek. Logan River. Blacksmith
Fork, and Little Bear River coalesce to
form this complex aquifer system in the
Smithfield-Hyruro-Wellsville area in Utah
7
BEAR R.
..
!.
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j
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17, 1 ;"1
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l?i
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UTAH
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LOGAN R.
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Q.)
0
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-0
(/)
Map showing groundwater areas
11: 1,-
:- 1-1t-1--r'
•
.:.:
Figure 3.
I
.. .!-.J--l-+-+-H--r-t--I+--t---1
.-7-+-+-1- .-r-t----1
I-',\-+-~'--+-;--,.;.r-.'-+,.:! ~ ~:
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the Cache Valley, Utah model.
about 1,000 to 4,000 ft2 per day in
most of the area.
The gravel deposit:s
of the Cherry Creek and High Creek
alluvial fans are thicker. and their
t:ransmissivities are higher.
Wellsville to Newton area
Groundwa ter cond i tions are poorly
known in this area wh ich lies a long the
west side of Cache Valley from southeast
of We llsvi 11e to near Ne.... ton (area 3.
Figure 3). Groundwater is both confined
a nei. un can fin e d •
Th e f ill i s predominantly low permeability and fine
grained, but it includes some permeable
sands and gravels.
Fairview-Lewiston-Trenton area
The reworked sand and silt deposited from near Fairvi~w to Cutler
Reservoir, as the Bear River eroded into
its delta near Preston, formed this
principal water-bearing material in the
area from near Fairview and Lewiston to
ne arT r en ton (a rea 6. Fig u r e 3).
Groundwater is unconfined and is near
the land surface. The transmissivity is
probab I y less than 1,000 f t 2 per day.
Potentially productive aquifers may lie
beneath the delta deposits in the older
deposits, but they have not been explored east of the present Bear River
channel.
Lower Little Bear RiverBenson-the Barrens area
This area is in the central part of
Cache Valley along the lower part of the
Little Bear river and near Benson and
the Da trens (area 4, Figure 3).
The
Quaternary deposits are predominantly
clay and silt but have thin beds of sand
and fine gravel that cont Olin confined
groundwater.
In most of this area,
artesian pressures are high, and heads as
much as 62 feet above tl'!e land surface
have been measured.
The hydraulic
connection between the water-producing
beds is poor.
Weston Creek subvalley area
This is one of the major aquifer
systems in the Idaho part of Cache
Valley (area 7, Figure 3). and a small
port ion extends into Utah.
The g rO'Jndwa ter is both confined and unconfined.
The transmissivity is estimated to be
about 30,000 ft 2 per day in the area
southeast of Weston.
The proport ion of
permeable water-bearing materials
decreases southward and east:ward from
near Weston.
Cub River subvalley area
This aquifer system extends along
the Cub R i v e r from n ear F ran k lin
to a few mil es sou tho f Ric hmond (area
5. Figure 3).
The groundwater is
mostly confined ahd some wells flow.
Transmissivities probably range from
9
MODEL DESCRIPTION
A groundwater model represents the
heads. floW's. and hydraulic losses
in a geologic environment with equations
conta ini ng hyd ro 1 ogi c and byd rau 1 ic
parameters.
Comp .... ter: :3olut.ioo is used
to simulate the response of the groundwat.er system to natural conditions
and human development.
Flow in a porous saturated medium.
in three dimensions may be expressed by
the partial differential equation
a (K
ah) + l- (K
8h) + ~ (K
8h)
ax
xx ax
3y
yy oy
OZ
zz az
where b is the hydraul ic hea.d [LJ at
time. t) Kxx. Kv y • Kzz are the principal
components of the hydraul ic conduc tivity
tensor aligned with the coordinate axes
[L/t], Ss is the specific storage
[l/L]. x. Y. z are the coordinate
directions [L]. and w(x.y,z.t) is a
source term for inflow or wi thd rawal per
unit volume of an aquifer.
In most
cases. analytical solutioa is not
possible for Equa tion 1.
However. a
variety of numerical techniques have
been developed for use "n th high-s peed
digital computers to approximate solutions of partial differential equations.
These methods have greatly enhanced
capabilities for modeling groundwater
flow.
The comput er program appl ied in
this study uses finite-difference
approximations to solve Equation 1.
Computer Program
The finite-difference and finiteelement methods are the two major
numerical techniques used to obtain
approximate solutions.
Most of t.he
available groundwater model computer
codes are based on one of these two
methods,
Because numerous groundwater
computer programs are available today,
the first question in beginning a study
is, IIWb ie hone shaul d- be used? II
Co nsiderable effort was spent to find a
general program which could be easily
adapted to portray the Cache Valley
groundwater systems.
Because of the
complex geologic situation in Cache
Valley. a three-dimensional model is
prefer~ed.
TWo tested three-dimensional
models were available when the study
began; one frOltl USGS using the finitedi ffe rene e me thad (Tr esco t t 1975 and
Treseot t and l.arson 1976), and the other
from the University of California,
Davis _ using t he finite-element me thad
(Gupta et al. 1975).
The finite-element method reproduces the complex geometry uf groundwaLer aquifers more conveniently and
more accurately.
Often it requires
fewer nodal points to represent the
discretized aquifer to the same level
of accuracy) thus cu'tting down on
storage, execution and input/output
costs (Townley and Wilson 1980).
However, when this project began, the
finite-element computer codes were in
somewha t earl y stages of d eve 1opme nt .
Further work on accuracy, nume-rical
stabilit.y and convergence properties,
and its consistency with the physical
system was needed.
On the other hand,
the finitt!-difft!rence program from the
USGS was we II-document ed and e as i 1y
available to the user.
Most important,
this code has been widely used and
continuoqsly improved to accommodate
various computer systems.
After comparing t he two, it was decided to use
the codes from USGS which are based on
the finite-difference method.
The Drain package and River package
of the 1983 USGS model perform the same
func t ion as the s pr ing nod es and river
nodes adapted by the project for use in
the Cache Valley model.
The evapotranspiration package of the USGS model
defines a linear relationship between
the evapotranspiration rate and the
depth below the land surface just as is
used in the Cache Valley model (see
Figure 12).
Two additional solution
packages for Equation 1 are included
besides the SIP package of the earlier
vers io ns •
Th e SSOR package llse s the
sliced-successive overrelaxation method.
The DE4 package, uses a direct solution
method J but c an only be used for twodimensional models (one aquifer layer).
thus. the new version of the program has
improvements that make it easier and
faster to use and make its basic
capabilities much the same as used in
the Cache Valley model.
The USGS computer- program as
documented by Trescott (1975) and
Trescott and Larson (1.976) permits the
use of variable grid spacing and uses
the strongly implicit procedure (SIP) to
solve simultaneously the set of equations which results from the finite
difference equation at each grid point
in the context of the appropriate
boundary and initial conditions over the
region of interest.
The porous medium
in which the flow is to be simulated may
be heterogeneous and anisotropic and
have irregular boundaries.
One or more
layers of nodes can be used to simulate
each hydrogeologic unit.
The uppermost
hydrologic unit may have-a free surface.
Stress on the system may be in the form
of we 11 discharge (or recharge) and
rec harge from prec i pi tat io n.
Ch ang es
were made in the program to adapt it for
use in the Cache Valley model.
For
exampl e, rive r nodes and s pr ing nodes
were developed to represent the actual
rivers and springs and evapotranspiration simulation was programmed for use
in appropriate areas of the model.
The large number of arithmetic
calculations and the excessive computer storage required for-numerical
solution of the three-dimensional
groundwater "flow equations of mul t iple
aquifer systems usually precludes
solving the equations in three dimensions.
To adequa tely represent transient flow in mul tiple layers, each
layer must be represented by a number
of nodes.
This greatly increases
the number of nodes used to represent the system as well as the computer
time required for solution. When the
hydrologic system can be represented
by aquifers in which flow is assumed
to be anI y hori zo nt al be t we en c onfining layers in which flow is assumed
to be only vertical, the fully threedimensional problem is reduced to a
quasi three-dimensional problem by
eliminat ing the layers 0 f nodes represent ing t he confining beds.
One can
then solve the two-dimensional equations
for each aquifer with the aquifers being
coupl ed through the ir vert ic al 1 eakage
(Bredehoeft and Pinder 1970) _
In the
Cache Valley model J each hyd rolagic
unit is represented by one layer of
nodes. For this approach, Equation 1 is
Later on the 1983 vers ion of the
th ree-dimens io na 1
fi ni te-d i f fe rence
groundwater simulation program was
obtained from the USGS.
In this improved version the programming has been
modified to give increased capability
and to be easier to understand. Because
of the very large amount of input data
needed for groundwater· simulation, the
USGS streamlined the method to handle
the input data.
Input to the program is
speci fied in independent files. one
basic package with 12 major options.
For" exampl e :
recharge. rivers, drains,
and evapotranspiration are major options
hand led by separate pac kages (McDonald
1982).
Each option has its own input
fi Ie.
A given iil e is needed only if
the corresponding major option is going
to be used and -1.S spec ified by the
user.
12
nul tiplied by b.
unit, becomes
a (T
ax
<3h) + .!....(T
xx ax
ay
~
s
the
yy
thickness of
~ +
ay
b
"peg tl model of the basin was constructed
on the assembled 1:25~OOO topographic
maps utilizing the best well logs from
the files of the Logan District Office
of the Utah Water Rights Division and
from the selected hydrologic data
reported by McGreevy and Bjorklund
(1970) for Cache Valley.
Each peg
represented one well with information on
~ll depth, well yield, water level, and
stratigraphic information.
Additional
info~ation on geohydrologic sections in
Cache Valley, Utah and Idaho, came from
a USGS-open file report (McGreevy and
Bjorklund 1971).
Finally some valuable
assistance came through consultations
with Dr. J. SteYart Williams, a retired
geologist. of Logan, Utah.
the
~(K
ah)
az zz az
ah
at
+ bw(x,y,z,t)
(2)
lot!. ere
are transmissivity tensor
s
is the storage
[dimensionless)
coefficient
For a quasi three-dimensional
model, the third term in Equation 2
is repl ac ed by the f10w through the
confining layer into or out of the
adjacent aquifer and is given by
Data are insufficient for complete
definition of the aquifer sysrem with
all the individual hydrogeologic units.
weal artesian aquifers do not persist
laterally, and for all pract:ical purposes cannot be separated.
The most
efficient and reasonable modeling
approach is to combine several hyd rogeologic units into a larger unit with
e~uivalent overall storage properties.
Thus. for the model, the groundwater
system was divided into an artesian
aquifer overlain by a confining bed,
which in turn was overlain by an unconfined water-table aquifer.
(3)
q
~ere
K is the hydraul ic conduc tivity of
the confining layer {L/tl
L is the thickness of the confining
layer [Ll
The grid used to model the aqui fer
is shown in Figure 4. A block-centered,
finite-difference grid with variable
grid spacing was used.
The grid consisted of 23 rows and 39 columns, Or 897
nodes fa r one aqui fer layer.
The grid
spacing ranged from 0.5 mile to 2 miles
on a side.
Since the quasi threedimens io nal approach e1. iminat es the
layer of nodes representing the confining bed, two layers of nodes were
used. one represents the confined and
the other the unconfined aquifer.
h is the hydraulic head 1n aquifer
[LJ
k is the index in the z direction
This quasi three-dimensional model
m1n1mize s the computer-memory required
Ear the simulation.
Selection of Model Grid System
The construction of the grid system
for the model required considerable
effort because of the complex geologic
conditions in Cache Valley.
As a first
step in gaining understanding of the
groundwater and subsurface geology, a
In designing the grid system,
smaller (or shorted grid spacings
were used in areas where a large number
of we lis are located, the hyd raul ie
gradient is steep, or the transmissivity
13
---t
BEAR R.
~D~~ jO.75
I
grid
!mVgr.
•
14.0 miles - . - -
-10.7511.01
0 5 rnV'grid {l6 Qrids} ----.!mVgr.! tn; !
r
,.-
-
.
•
-1..,....."._ _....
..........,.-+--+--j--I-i--h~-+-+++-~~--+-I-I-~,--I
I
-+--j---;-~T-!--.+-r--;-H""T""t--o--+H"';-.l...-~.oj.."-t
+---1
\
I. 5 mVg rid
(3 grids)
~+-~~4-,~~r+~~~~~~~-~~~
I
I-f--;-;'~f--1----i
--I----"
0.75 mi/grid
(5 grids)
I
T 12N.
T II N.
--
-;~
0.75 mil grid
{S grids)
LOm,
LEGEND
-----, Boundary of volley floor
- - 'Mathematical boundary {confined aquifer)
.......... - , Mathemo tical boundary {unconfined aquifer)
In"
Figure 4.
mile
Model grid system and boundaries14
31.75
m
or hydraulic conductivity varies greatly
over shoet dis~ances.
A restriction on
the spacing ratio Xj!Xj-l ~ 1.5 between
any two adjacent grids was followed in
order to reduce truncation erTors and
resulting convergence problems.
The
grid system was not changed during the
cal ibrat ion.
where nodes have zero transmissivity
(hydraulic conductivity). are set along
the entire border of each layer of the
model as a computational expediency; and
consequently, the flux across the OLJter
border is zero.
Non-zero constant head
or constant flux boundaries are then
placed just inside this border at
selected points to represent inflows and
outflows.
Cutler Reservoir and Hyrum
Reservoir are represented by constant
head nodes using the local normal depths
of the reservoirs as heads.
The river
channels of the Bear River and the Cub
River upstream from their junction to
the Idaho-Utah state line are .also
represented by constant head nodes.
In
this area these channels are cut deeply
into the anc ient 1 akebed sed iment sand
the cons tant head nod es represent the
natural conditions better than would
river nodes, and also separate the two
ad j ace n t but i n d e pen den t s hal low.
unc on fined aqui fe rs •
Th is r epres en t at ion is adeqlJate so long as the water
levels in the r1vers do not change
greatly during the year.
Parameters
Required input data were obtained
by collection and interpretation from
historical data, field measurement s.
reasonable assumptions and estimations.
and by varying values during calibration
until a best-fit condition was obtained.
Some parameters, such as the type of
model, grid system, initial water
levels, ground surface elevations,
bottom elevations of water table unit,
and boundary conditions, wece set before
the model was constructed and were not
varied.
Other parameters were changed
during calibration.
These were transmissivity, hydraulic conductivity
(unconfined aquifer), storage coeffic ient J r ec harge, 1 eakanc e (the res istance to vertical flow in the confining
bed), maximUIJI evapo transpiration rate,
river node coefficients and spring node
coeffic ients.
In Cache Valley, the prine ipal
recharge areas are along the margins
of the valley and are underlain by
permeable
unconsolidated
macerials
including beds of gravel and san.d.
Runoff infiltrates where che streams
flow from the canyons onto coarsegrained deposits to recharge the underlying groundwater reservoir.
Most of
the recharge is from perennial streams
that provide a constant source, but some
water is contrib~ted by intermittent and
ephellteral streams as well as by direc r;
rainfall and sno~elt along the mountaio
front.
Recharge fTom irrigation water
comes from the seepage under irrigation
canals and ditches and from irrigated
land.
Most of the recharge takes place
along the edges of the valley where
water infiltrates most readily and where
much irrigation water is applied.
Recharge occurS also by water moving
directly into the aquifers frOtr'l rocks
in the adj acent mountains as sub sur he e
inflow (Bjorklund and McGreevy 1971).
Recharge from the mountains and other
The values for some parameter
matrices were obtained by overlaying the
grid on a map of plotted p;1rameter
values.
For example, the initial head
matrix was obtained by overlaying the
gdd on a map of the initial potentiometric surface and determining the head
value at each node.
The ground surface
elevations, river node elevations, and
spring node elevations were obtained
from 1:25,000 topographic maps by using
the same procedure.
Detailed description of how these parameters were
obtained are presented in later sections.
Boundary conditions and recharges
The lDodel can represent two kinds
of boundaries:
constant head and
constant flux.
Zero- fl ux boundaries,
15
sources along the edge of the valley
were treated as constant finite-flux
boundaries and recharge "wells" were
placed just inside the no-flow boundary
at nodes where the recharge is assumed
to take place (see Figure 5).
In the
lower parts of the valley I some infiltration reaches the shallow unconfined
aquifers. but infiltrated water does not
reach the confined aqui fe rs b ec aus e of
the upwa rd art es ian grad ien t.
The
northern boundary of the area covered by
the model is the Utah-Idaho state line.
According to Bjorklund and McGreevy 1971
about 4.000 acre-feet of groundwater
moves annually from Idaho into Utah.
This includes 3 1 000 acre-feet in the
area west of Bear River near Weston.
Idaho and 1,000 acre-feet in the Cub
River subvalley mostly east of Cub
River.
Recharge we lIs we re ass igned at
nodes in those areas to simulate the
flows.
Initial water levels for the
confined aquifer
In the model, many hydrogeologic
units are combined into a single
layer confined aqui fe r wi th equivalent
sto rage propert ies.
The po tentiomet ric
head of the hypothetical -combined
confined aquifer represents an average
for the act oal aqui fer sys tem.
The potent iome tric surface contour
map of March 1969 from plate 4 in
Bjorklund and McGreevy (1971) is the
most complete water level contour
map of the entire model area available
for calibration.
An apparent anomaly I
in the form of a mound on the potentiometric surface in the middle of Cache
Valley about 5 miles northwest of Logan,
probably results from differences in
artesian pressure in wells of different
depths.
Wells in the vicinity of the
mound tap sand and gravel artesian
aquifers at depths ranging from 480 to
760 feet below land surface, whereas
wells in the surrounding area tap
aquifers at much shallower depths
(Bjorkl und and McGreevy 1971).
Another
shortcoming of this map is that it only
shows the unconfined or perched water
levels in two areas--the Little Bear
River area s out h 0 f Hyrum and the area
between the Bear River and the Cub River
channel south of the Idaho-Utah state
line.
The amount of water initially
assigned to a recharge we 11 was c alculated by the equation:
Recharge = T x L x H x 365
x conversion factor dependent
on recharge units
(4)
where
T is transmissivity [ft 2 per day]
Because of the deficiencies of the
map. adjustments were made based on
interpretation of other data to produce
the 1969 map shown in Figure 6.
The
geohydrologic sections related to the
model area were examined from the open
file report by McGreevy and Bjorklund
(971).
Water levels of t~ wells in
the Bear River delta between the Bear
River and the Cub River were measured
wi t h the he 1 p 0 f Mike T urn ips e ed
of the Div i s ion of Wa ter Righ t s • Logan
of fi c e .
All t he we 11 informa don from
the Division of Water Rights and from
available reports and measurements were
carefully studied.
The water levels
used to draw the contour map of Figure 6
L is width of the grid cell [ft]
H is the hydraulic gradient [ft per
ft]
and reasonable estimates were made for
the parameters from hyd rologic and
hydrogeologic data.
These recharge
estimates were then adjusted by trialand-error during calibration.
The bottom of the confined aquifer
is assumed to be impermeable to simulate
the neg ligib Ie sub sur fac e out flow from
Cache Valley.
16
BEAR R.
IOAHO
UTAH
T. 12 N.
T. II N.
Figure 5.
Node s
0
free harge we 11 s (cons t ant
confinea aquifer).
17
fin i te- flux boundaries)
for 1 aye r
1
BEAR R.
~----------+---------------------~
'"....
IDAHO
UTAH
IJ,oo_-+-- LOGAN R.
T 12 N.
Til N.
~----------------~--~~--------r---+. 0
co
Figur e 6.
The ob se rved pO cent iome tric sur f ac e contour map 0 f the confined aq ui fe r
of March 1969 (based on Bjorklund and McGreevy 1971).
18
generally about the same as t he we tor
damp land surface in the artesian
areas (Bjorklund and McGreevy 1971).
The starting water table head for each
nod e wa 5 est ima ted from the ground
surface elevation.
have been taken from the wells which
demonstrate consistency in depth and
flow rate.
Thus. the estimates of the
potentiometric surface plotted on Figure
6 were based on all the information
available as adjusted by consideration
of related data and reasonable judgment.
The third unconfined region 1.S the
local perched groundwater zone south of
Hyrum.
This shallow water table is
pe rc h ed i n t h i n de po 5 its 0 f g r av e 1
on laye rs of s itt 0 r int erbedded clay.
The perched water table contour map
shown on plate 4 in Bjorklund and
McGreevy (1971) was adjusted to obtain
initial head values.
A mode 1 grid sys tern map lIa s ove rlaid on the modified piezometdc contour map of Figure 6 and the piezometric
head at each node was recorded to give
the ioit ial we 11 water levels for the
confined aquifer in the model.
Initial water levels for the
unconfined aquifer
A water level contour map including
three different unconfined regions
in March 1969 is shown on Figure 7.
Nodes between the three unconfined
aquifer regions are assigned as constant
head nodes in the model and are shown as
the dashed lines in Figure 7.
The geologie conditions in Cache
Valley in Utah provided a basis for
separating the unconfined groundwater
aqui fer into three regions.
The firs t
region is the area east of Bear River J
west of Cub River, and south of the
state line.
The deposits in this
area are the reworked sand and silt as
the Bear River eroded into its delta
near Pres ton.
In most of t he area. the
sand and silt is apprmdmately 30 feet
thick and c overs lake-bot tom clays that
have very low permeability. Groundwater
1.5 unconfined and is nea r the land
sur face.
The wa ter level contour map
in this area is given on plate 4 in
Bjorklund and McGreevy (1971).
The
starting head for the model at each node
was estimated by overlying the model
grid on the contour map.
the
Transmissivity of the confined aquifer
The boundaries of the principal
groundwater aquifer and of areas where
groundwater conditions are generally
s i rn i 1 a r ( Fig u r e 3 ) we reo utI i ned
on a grid system base map.
The major
rivers and streams were also drawn on
the same base map.
Transmissivity
values determined by pumping and recovery tests, as listed 1.n Leports
or pub lications or in test records
obtained from the Water Rights Division,
were col lected and marked on the base
map according to their locations.
Start ing from those nodes where the
tran~issivity values were already known
frcm aquifer tests, estimates were made
of the transmissivity values for the
nearby areas.
In general, transmissivity values decreased frQtn the mountains toward the valley floor, but
higher values occurred along rivers and
streams.
The water tab Ie is near the land
surface in a second region that covers
mas t of t he area wi th fl owing we 1110 in
Cache Valley (see plate 3 in Bjorklund
and Mc.Greevy 1971).
This shallow
aquifer is partly recharged by water
seeping upward from the artesian aquifers and partly by water seeping downwa rd from irrigat ion canal s, ditches,
irrigated fields, and infiltrated
rainfall.
The aquifer is discharged by
evapo transpi ration, i rrigat ion, springs,
and natural and artificial drains.
The
shape and slope of r:: he wa t er tab Ie 1. n
this second region is presumed to be
The transmissivity values range
between 330,000 and 1,000 ft 2 per day
over the model area.
The initial
transmissivity estimates were varied
during the calibration of the model
19
BEAR R.
IDAHO
UTAH
,...1---1-- LOGAN R.
Figure 7.
The observed water
March 1969.
level contour map of
20
the water-table aquifer
for
until the set of tranSnlissivities was
obtained which minimized the difference
between the simulated and observed
potentiometric surfaces. Figure 8 shows
the transmissivity contours of the
confined aquifer as adjusted by calibration of the model.
to 0.05.
In the Cache Valley the
observed storage coeffic ient s for confined aq ui fers cove r onl y part o f t he
expected range.
The confined aqui fer
storage coefficients were obtained by a
proc edure s imil a r to est ima t e t ransmi ssivity values.
The estimation process
began by marking storage coefficient
values from aquifer tests on a grid
system base map.
Storage coefficient
values at nearby nodes were based on
gea log ic and hyd ro 1 ogi c info nna t io n.
The values of the storage coefficients
so obtained for the confined aquifer
range from 0.0001 to 0.0004. as shown in
Figure 10.
Hydraulic conductivity of the
unconfined aquifer
The geologic map of Cache Valley of
Utah and Idaho shown on plate I in
Bjorklund and McGreevy (971) delimit
the different geologic units for the
model region.
The description of the
composition and water-bearing properties
of each geologic unit formation are.
given in Tab Ie 4 in the same document.
A g rid system base map was ave rlaid
on the geologic map. and the initial
values of hyd raul ie conduc t ivi ty we re
then assigned to each node according to
the aquifer properties. The calibration
procedure was similar to that already
desc ri bed fo r the conf ined aqui fer and
values were in the range from 0.00005 to
0.002 feet per second after adjustment
by the cal ib rat ion.
Th e hyd raul ic
co nd u c t i v i t yeo n tau r map 0 f the unconfined aquifers with interval value
0.0002 is shown in Figure 9.
Since little information was
available on storage coefficient values
fo r t he unconfined aqui fers, an es t imated initial value of 0.1 was used for
each node iri the storage coefficient
matrix.
During the calibration no
changes we re made in the unconfined
aquifer storativity because the water
levels are not sensitive to variation in
the unconfined storage coefficients.
Leakance
Since horizontal flow 1n the
confin ing bed was ig no red, the aqui fe r
system was simulated as a quasi threedimensional model with resultant savings
in computer time and storage.
The
confining beds were not represented by
layers of nodes; instead, the flow
through the confining bed was incorporated in the vertical components of
hydraulic conductivity of the adjacent
aquifers.
In usual modeling practice where adequate leakance data are
available, this is accomplished by
computing the trial leakance (TK) values
using Equation 5 and then inputing these
into t he mode 1 :
Storage coefficient
For steady-state aquifer conditions. no changes occur with passing of
time.
To represent such cond itions
during model calibration a storage
cae ffic ient 0 f ze ro was set at all the
nodes of all the layers to eliminate the
time dependent term in Equation 1.
In
tran s ient-s tat e
ca 1 ib rat ion, however,
i nit i a 1 s tor age c 0 e f f i c i e n t s we r e
assumed and then varied in order to
improve the agreeme nt 0 f me asured wi t h
calculated water levels.
Generally for confined aquifers,
the storage coefficient values range
bet we en O. 00 1 and O. 0000 I, wh i 1 e in
unconfined aquifers, the range 1S 0.5
(5 )
21
BEAR R.
. . ----------4-------------------~~~;:;'"
IDAHO
UTAH
LOGAN R.
T 12N.
Til N.
~--------------~~~------~r___+O
o
Figure 8.
Transmissivity of the confined aquifer resulting from calibration of the
model.
22
SEAR R.
IDAHO
UTAH
}-.I--+- LOGAN R.
Figure 9.
Hydraulic conductivity of the unconfined aquifer resulting from calibration. Contour values have been multiplied by 10,000.
23
BEAR R.
II>
\
":
IDAHO
00'0
UTAH
~I--f-
LOGAN R.
r---------------~~~~-------L--~o
Figure 10.
Storage coefficient value of the confined aquifer resulting from calibration.
24
where
Kzz
= vertic.al
b
=
Z
= thickness of the aquifer
[L]
bottom elevation of the water table
unit, the model grid system was plotted
on the 1~251000 topographic map.
The
ground surface elevation for each node
was determined from the contour lines.
The water table aquifer thickness Was
estimated from Bjorklund ad McGreevy
(1971) based on other nearby geologic
data. The bottom elevation of the water
tab Ie un it for the each node was then
calculated from the ground surface
elevation by substracting the estimated
thickness of the water table unit.
hydraulic conductivity for the confining
bed [LIt]
thickness
bed [Ll
of the confining
i, j, k '" nodal po int indices in x,
Y. and z directions
River node leakage
The leakance values are then equal
to the ratio Kzz/b for each confining
bed and leakance is defined as the
vert ic al hyd raul ic conduc t iv i ty (ftl s)
per unit thickness (ft) between layers
of the madel.
The total accret ion from groundwater to streams is estimated to
be abau t 140,000 ac re- fe et annuall y
within the Cache Va.lley.
Many streams
or creeks originate at springs wi thin
the valley, collect additional water
from springs I seeps, and drains along
the way. and flow to the Bear River or
one of its tributaries.
The principal
rivers and creeks that originate outside
the valley, gain flow within ~he
va lley from springs and seep s a long
their courses or from tributaries
that origincte within the valley (Bjorklund and McGreevy 1971).
Since few data on leakance were
available for Cache Valley, Equation 5
could not be used to obtain trial
leakance values.
Instead the same
initial value (1 x 10-10 ft/s"ec per ft)
was assigned at all the nodes.
Then
the leakance was varied during the
steady-state calibration to improve
agreement between measured and calculated potentiometric surfaces. Leakance
values strongly affected both the
convergence to a solution and also the
water level.
This sensitivity of the
model to the leakance values gave a good
basis for adjustment of the leakance
during calibrat ion.
The final values
resulting from the calibration ranged
from 3.5 x 10- 12 to 3.5 x 10- 9 feet
per second per foot and are tabulated in
Appendix C.
The effects of the streams on the
groundwater were simulated by the method
described. by Prickett and Lonnquist
0971, p. 33) using Darcy's lay.
The
method assumes that a pervious layer
fa rms the bed of the stream and separates the stream from the aquifer.
Seepage from ehe stream to the aqui fer
becomes constant when the water level in
the aqui fe r falls below e he bot tom of
the streambed. Under these assumptions,
the rate of flow through the streambed
per unic grid bl.ock area is calculated
by the equation
Bottom elevation of
water table unit
The thickness of the water table
ranged from 3D feet to about 200
feet depending on the different geologic
units and locations (see Table 4 in
Bjorklund and McGreevy 1971).
The
thickness 1n the center of Cache Valley
is about SO feet and increases toward
the edges of t he va lley. To abc ain the
un it
'" RC
*
(RH-PHI)
(6)
where
QRriver is the infiltration rate of
the stream into the aquifer
25
(taken as positive when the
flow is from the stream to
the aqui fed [ftl sec]
Spring nodes leakage
In Cache Valley, many springs,
seeps, and drains disc ha rge wa ter from
the shallow unconfined aquifers.
In the flowi ng we 11 areas, part of the
discharge moves upward from the artesian
aquifers into the shallow unconfined
aquifer (Bjorklund and McGreevy 1971).
K is the hydraulic conductivity of the streambed
[ft/secl
b
is the thicknes s of
streambed layer [ft]
the
Spring nod.es were assigned in the
model wherever one or more relaeively
large spring was located within a grid.
The flow rate per unit grid block of the
spring node (ft 3 /sec) is simulated by
A is the area of the streambed within
[ ft 2 ]
the model cell
RH i s the e 1 eva t ion o f t h e
river surface eft]
QRspring : - FLD
PHI is the head in the top
layer aquifer or the
elevation of the bottom of
rive r bed, whichever is
greater eft]
*
(PHI - ELD)
(7)
where "_" sign represents water discharge from the aquifers.
FLD is a s pr ing nod e coef fie ient
varied during the calibration [ft 2 /sec].
RC is the river node c oefficieat, representing K*AI
(b~Xj6Yi) and varied during
the calibration [l/sec]
PHI is the water head level of the
unconfined aquifer [ftl.
The 75 river nodes in the model
(Figure 11) are used to simulate interaction with the rivers including Bear
River, Logan River, Bl acksmith Fork
River, Li ttle Bear River, Spring Creek,
Summit Creek, and High Creek.
In these
locations the infiltration rates depend
on river stage and groundwater elevation
as in Equation 6.
River nodes only
exist in areas with unconfined aquifers,
and mostly occur in the cent ral valley
floor. Where streams exit from. canyons
and recharge the groundwater by infiltration directly into coarse beds near
the mountains, conditions are better
represented by constant finite flux
nodes as explained earlier and summari zed in Fig ure 5.
The river c hanne Is
of Bear River and Cub River upstream of
their junction are created as conseant
head nodes inseead of river nodes in
order to separate ehe cwo unconfined
aquifers and to more realistically
represent infiltraeion conditions in
that area.
ELD is the altitude of the sprl.ng
above mean sea l eve l a s determined
from topographic maps or with a hand
level where necessary [ftl.
There are 21 spring nodes assigned
the mode l (see Figure 11).
Most of
the springs are assigned the spring
altitude and discharge in McGreevy and
Bjorklund (1970).
10
Evapotranspiration
The annual evapotranspiration
from the 22,440 acres of wee lands
in Cache Valley in Utah is estimated
to be about 63,000 acre-feet (Bjorklund
and Me Greevy 197I). wll icll inc Iud es
evaporation from the land surface
and transpiration by phreatic vegetation.
It occurs mostly in the ~et
meadow lands in [he lower parts of
the valley, where the poteneiometric
surface of the groundwaeer reservoir is
26
BEAR A.
I! I r
I
I
IDAHO
UTAH
.~_--'--
LOGAN R.
LEGEND
x 'River Nodes
Sprirog Nodes
? 'Coro5tont Head Nodes
~ BO<ll1dary of valley Iloot
o'
Mo,t.emoticol boundory
(confined aquifer)
Mothematical bou nd ory
luncol'lfined aquifer)
Figure 11.
Location of river nodes. spring nodes. and constant head nodes.
27
above the land
McGreevy 1971).
surface
(Bjorklund
and
OET
Z
o
...
'a::" -:-
;::-
The
three-dimensional computer
simulation model optained from the USGS
did not include evapotranspiration.
In
Cache Valley. evapotranspiration is an
important groundwater loss.
To better
match the true situation, evapotranspiration was added to the model by
mod i fic a t ion of the camp uter code.
To avoid numerical difficulties or
oscillations during convergence, evapotranspiration wa5 treated as a linear
function of depth below the land surface
(Figure 12) (Trescott et al. 1976) in
the relationship:
0:
1--
"'UJ
Za::
"'~
a::UJ
1- .....
0",
0...
~
a::
\oJ
0+----------1'
o
ETOIST
DEPTH BELOW LANO SURFACE
tG',rHi,J,k J
Figure 12.
The linear relationship be-tween the evapotranspiration
snd the depth below the land
surface.
QET
for [Hi,j.~Gi,j]
QET
)
QET - ETDIST (Gi,j - Hi,j,k
for [ETDIST)(Gi,j-Hi,j,k); Hi,j.k<Gi,j}
o
for [ETDIST«Gi.j-Hi,j,k)J
(8)
of the Utah Water Rights Division).
Detailed information on discharge,
pumping durat ion. and drilling logs
are not available for many of the
wells, especially for smaller private
wells.
Without discharge data, it is
impossible to sum the discharge from the
wells within a grid cell for a node
total.
An approximace method for
estimating well discharge by node was
substituted.
where
RET'l.,J.
• k
= evapotranspiration
QET
a
ETDIST
;;<
[ft]jsec per ft 2 J
rate
maximum evapotranspiration rate [ft 3 jsec per
f1:2]
depth below ground surface at which evapotranspiration ceases [ft]
First, all the discharge wells
in Cache Valley were classified as
"large" or "small" wells according
to whether the flow rate was greater
than 350 gallons pe r minute.
The large
wells were identified and located
individually on the grid system map.
The number of small wells in each grid
cell ( node) is tabul ated in Fig ur e 13.
An annual mean discharge of small wells
was estimated by subtracting from
the total annual pumpage reported in
"Groundwater Conditions in Utah" the
= ground
surface elevation
at node i,j [ftl
H'1,]. , k
= water
level elevation at
node i,Lk
Pump age
At present, there are totally about
including both flowing
and pumpl.ng wells, in Cache Valley
within Ucab (Logan District Office
2,950 wells,
28
BEAR R
.
1
4 3 2
I
I
I I I
r , 414 I I
5
j
4 3 33
13
!5
2
,
I
I I I
32 31
I
I
I
I
2
I
2
12
T.12 N. ,
TIl N. \I
"
6
1.5
""
~
I
,
'\,.
I
f\
D
-"'p
26 114 Fo~3
13 43 3BB
IJr--- l-
h~
13 3615 2 I J I
~
~
6~ 1 I
32 38
44 22 4 443
i
I I I I 77 8 51'· 8 4 lc 6 6~
55 II~ li'i
n 3, 6 3 23
9!3
lL" jiiiI'
I 32
I I
2 22 232
1441
98
I 8 'I! liE
23 31:2 3 2 I
I I
I 13
7 55 Ei Eill~
~ 56 6 160 ~(~ ~( 4
I
1227 Z 3.5 5 89 j4I $!I: 33
1- 32 77 38 844
212 Z 27 7 55 I 16 33 II I
I
161!l 742
2r:!"1
<:2 12 I I
\2 3 I
2. 'Z2 21 184 IIC Jl!:7 42 I
I
1
I 64 2Z
:5 37
164 I
1::0
I I 5i?(: I 114
'! 1'- ~ 16 <I 5
5 12 I 6 74 5.5 III 51 1311 4 I
2 2 n 416 7 74 81 2:2IJ8 12C'Z 2 I
41' 11M a 58 41 212 12 a 122il
22 r I "
16
8 1781
Ii:! II':
1144
18 6 43 t7~ I 161 114 15151'
'5 52 95 633 151 35 Jl Ie 43 4 I
III17
,
LOGAN
..,
r.J
I I
I ~2 ~ 5 4
3 444 I 1 22 5 555
[~
5
I ,
"3
2 3j~ ' 5 I I 22 45 771
I 81
551 I~ 44 I I 3
32 3 54 711~ 54 65 41'>
27 45
1\
I'
"'
....
Ul"AH
t7~
I I I 2 3PC II
4 :5 6!5
~
2l,)
2 4
I
IDAHO
4Ei
I....
~
,,",
~
V
~
mc
139
513
..
T
1\
,
"i
1
.
)
i§o
...J'5
-"i::
~~
I
Figure 13.
Total number of IIsmall" wells withitt each grid cell.
29
with the Preston Office of the Utah
Power and Light Company. it was learned
that existing power company records
summarize the total power usage from
the pumping of both groundwater from
well and surface water from rivers and
canals.
There is no way to identify
groundwater pumping power separately
except by detailed analysis of old
records.
annual discharge from all the large
wells and then dividing by the total
number of small wells.
The total
pumpage for each cell was then taken
a5 the product of mean small-well
discharge, times the number of small
wells, plus the discharge of the large
wells within the cell.
Most large irrigation and municipal
wells are pumped at full capacity for
3 months or less. usually starting when
surface water supplies diminish in mid
June, through August or September. Some
of the large wells are used only in dry
years.
A d et ail ed review of e lee t ric
power use records would be one way to
reconstruct the pumpin~ history of large
'We 11 s .
From a personal communicat ion
Because the resources for such a
study were not available. an alternative
method was used to estimate larger
well pumpage.
Guided by the pumping
histories of a few typical large wells,
it is assumed that the large we 11s are
pumped at rated flow rate during 4 hours
each day for 5 months of the years.
30
MODEL CALIBRATION
The put'"j)ose of c. al ibrat ion l.S to
observed groundwater conditions
with the simulation as closely as
possible by adjusting the model para:m.eters within hyd rologically reasonable
limits.
The model is calibrated by
repetitively running the computer
program using available hydrogeologic
da ta , noting differences b etwe en s imulated and recorded conditions and
varying selected model parameters to
improve the match.
If the model can be
calibrated to reproduce historical field
measurements, then one has greater
confidence in its ability to predict
what will happen to the groundwater
under various assumed conditions in the
future.
Steady-State Calibration
mBt~h
Groundvater levels in the main
aquifer in Cache Valley in Utah have not
changed significantly since 1935,
although sensonal fluctuations o~cur
(Bjorklund and McGreevy 1971).
The
valley is an overflowing groundwater
basin, where water levels are stabilized.
The hydrographlil in plate 2 of
8j orkl und and Hc Greevy (1971) a 1 s 0
indicate that the natural rechargedischarge relationship has not been
changed much by the withdrawal of water
from wells.
The steady-state simulation was
calibrated against the water level maps
of March 1969 and using these same water
levelg as the initial values in the
computation.
The aquifers were not
truly in a steady-state condition during
1969, but the assumption of the steadystate conditions is quite reasonable as
~ter-Ievel changes were small and local
in nature during 1969.
Developing the Cache Valley model
involved both a steady-state calibration
and a transient-state calibration.
First, under steady-state conditions
starting from assumed March 1969 heads,
the model parameters were adjusted so
that the iterative so lut ion c los ely
mat:ched the potentiometric surface of
March 1969 in .Figures 5 and 7.
The
transient-state calibration includes two
steps: first. a simulation to reproduce
the potentiometric surface of March 1969
after adding the non-zero storage
coefficient values to the parameters
determined from the steady-state calibration; and second, simulations under
transient condit io ns to match year by
year the annual water level change maps
from 1969 through 1972.
Besides the
agreement between the calculated and
historical water levels, another
check on the accuracy of the simulation
Y8S to compare computed recharge and
discharge values Yith the historical
water budget analysis for each pwuping
period.
During the steady-state calibration, a storage coefficient of zero
was set at every node, thereby eliminating the time dependent term in
Equation 1.
After a series of steadystate calibrations were done. the
sensitivity of the model to variations
in the hydraul ic parameters waR bet ter
understood than before the c.alibration.
In the Cache Valley model, the first
and most important parameter to be
adjusted was the vertical hydraulic
conductivity or leakance, because of its
important role in the iteration convergen~e in the model.
This sensitivity
is easy to understand because upward
leakage to the water-table aquifer is
the principal means of natural discharge
31
frotO. the artesian aqui fer over 200
square miles of the Cache Valley area.
The leakage could not be measured
directly, so leakance values ~re varied
at many nodes during calibrations in
order to balance the total recharge Bnd
discharge.
The general calibration
procedure for adjusting leakance values
proceeded by steps.
First, a multiplication factor of leakance value common
to all nodes ("FAC", see Ap pend ix B) was
adjusted until the maximum difference
between computed and observed values
became small.
Then more detailed
individual variat ion for each node was
done to improve the convergence and
further reduce the error differences.
unconfined aquifer. The map showing the
computed differences between the steadystate calibrated water levels and the
observed water levels is given in
Appendix E.
Along the edge of the
basin,
steep groundwat-er grad ients
sometimes catised difficulty in matching
water levels.
Transient-State Calibration
The
trans ient-state
cal ibrat ions
began by using the observed water level
conditions of March 1969 as initial
values as shown in Figures 6 and 7.
The parameter values resulting from
the steady-state calibration were used
as starting values along with the
as sumed non-zero storage coeffic ient s.
Parameters were adjusted in successive
s imul at ions to reproduc e the Ma rc h
1969 conditions.
The calculated water
level conditions of March 1969, after
transient-state cal ibrat ion adj ustments
are shown in Figures 16 and "17.
Th e
maximum absolute difference value
between the computed and the initial
observed water level was about 8 feet in
the confined aquifer and about 8 feet in
the unconfined aqui fe r.
Th e mean
absolute difference value was about 1.66
feet in the conf ined aq ui fe rand 1.64
feet in the unconfined aqui fer.
Comparing with the mean difference values
of 1.79 feet and 2 . .30 feet from the
steady-state calibration, the overall
water level agreement for the condition
of March 1969 was somewhat improved
by the transient-state calibration.
The aquifer transmissivity and
horizontal hydraulic conduc t ivi ty also
strongly affect the model.
These
parameters are adjusted according to the
following guidelines:
If the calculated
Wi!. ter levels in an area are lower than
observed wa ter levels. t hen the transmissivity and hydraulic conductivity
values at nearby nodes should be decreased; but if the calculated water
levels are higher, larger values should
be used. Other parameters such as river
node coefficients, spring node coefficients and the recharge flow across the
bounda ri es we re a 1 s a adj us ted.
The
maximum evapotranspiration rate is a
sensitive parameter and is varied during
the calibrat ion by comparing the com-.
puted value to the reported 63,000
acre-ieet of total annual evapotranspiration in Cache Valley in Utah.
It
is assumed that 1969 is an "average"
evapotranspiration year.
The next step in transient-state
calibration started from the calculated
water level condition of March 1969 and
simulated the effects of three successive one year periods. Model parameters
~re adjusted to achieve the best match
year by year with water level change
maps until March 1972. Those maps shown
in Figures 18a, 19a, and 20a were taken
from the water level change maps as
shown in t he annual repo rt s on "Groundlola ter Cond it ions in Ut ah . "
Excep t for
the parameters whose values do physically change from year to year (the storage
The computed steady-state water
level maps are shown in. Figures 14 and
15 for the confined and unconfined
aqui fe rs respect ively.
The comparison
bet we en c omput ed and 0 bs e rv ed wa t e r
levels after steady-state calibration
showed t he maximum ab so 1ut e d if fe re nc e
in the confined aquifer was about 7 feet
and in the unconfined aqui fer was about
9 feet.
The mean absolute difference
was about 1.8 feet ~n the confined
aqui fe r and about 2.3 feet in the
32
BEAR R.
Ul
....
~----------~----------------------~~
IDAHO
UTAH
~
________________
~~~
________4-__
~D
o
Figure 14.
Calculated steady-state water level contour map of confined aquifer.
33
BEAR R.
U'l
,-----------~------------------~~~;:;;
IDAHO
UTAH
r---------------~--~~------~--~.
Q
o
Figure 15.
Calculated steady-state water level contour map of unconfined aquifer.
34
II'
------------~--------------------~~
I""
;;
IDAHO
UTAH-
~I--+--LOGAN
R.
r----------------+--~~------~--_+c
c
Figure 16_
Calculated water level contour map of confined aquifer of March 1969.
35
BEAR R
~
r----------4~------------------~;
IDAHO
UTAH
Figure 17.
Calculated water level contour map of unconfined aquifer of March 1969.
36
T.
14
N.
T.
13
1(.
1.
12
N.
EXPLANATI ON
----+1----
T.
II
line showing change of water level,
in feet. March 1969 to March 1970:
dashed where approximate
...... .
. .. ... .
c:J
Little or no change
1'1.
•...'"
~
. . ...
~
~
•
~
Rise or decl ine of less than
Rise
T_
10
N.
foot
De-c:l ine
§
!::: ::\--;j
!-lore than
2 feet
1-2 feel
IIi
.
~
I
feet
?-~.y~~:~~ ::j:~.
:
1
I
More than
2 feet
~2
•
Ob~ervation ~ell
.......... ....\ooiI..,L .......... .LJ....4.~~~
•.• '0"-
Approximate boundary of valley fi II
i
I
~~~~J-~~!
Figure 18a.
YIL(S
I•_______________
~
by L J. Bjorklund
Observed water level change map of confined aquifer from March 1969 to
March 1970. (From "Groundwater Conditions in Utah" 1970.)
37
BEAR R.
IDAHO
UTAH
I'.-t--JI--- L.OGAN ,R.
T 12 N.
Til N.
--------________+-~~------~r___+O
Figure lBb.
Calculaeed water level change map of confined aquifer from Marc.h 1969
to March 1970.
38
.T.
N.
T.
13
H.
T.
,2
iii.
EXPLANATION
----.... ,----
.........
-i.
Line of equal change of water level,
in feet, March 1970 to March 1971:
dashed where approKimate
,.
\I
'".c...
......
I"·· ....
" .."I
. "....
iii
•
00:
•••
r
~
••
~
,
~
...
•
"'I
Little or no cnange
Rise or decl ine of less than
foot
Decl [ne
Rise
~--=-:=3
T.
10
1·2 feet
N.
S
•
More than
2 feet
Observation well
T.
9
-.'"
3__
~~-L~'
Figure 19a.
':II' ""1.['
~~
..L.A.I...L....\"I" ............................ ~~
~II'
ApproKimate boundary of valley fil I
by L. J. Bjorklund and L. J. McGreevy
L -____________
~
Observed water level change map of confined aquifer from March 1970 to
March 1971. (From 'lGroundwater Conditions in Utah" 197t.)
39
BEAR R.
...
II>
r-----------~--------------------~~
IDAHO
UTAH
~o.o
~""""+--,LOGAN
R.
O.0 ______
~--------------~--~~------~--_+o
c
Figure 19b.
Calculated water level change map of confined aquifer from March 1970
to March 1971.
40
EXPlAN ATI ON
----+2---
Line of approximate equal chanqe of
water level, in feet, March 1971 to
loIarch 1972
Rise
Oed ine
~
More than
~
~
0-1 foot
feet
II-
o
2-~
feet
.. ·····
ED
..
~
~
~
..
~
~.7~~~·~
0-2 feet
•
Observation wetl
Approximate boundary of val ley fill
II
U I"~
by L. J. Bjork I und and l. J. \o\cGreevy
,
I
..J
Figure 20a.
Observed water level change map of confined aquifer from March 1971 to
Ma t"ch 1972. (From "Groundwater Cond it ions in uc ah" 1972.)
41
BEAR R.
on
r---------~--------------------~~;:;
IDAHO
UTAH
~t---if--LOGAN
R.
r---------------+-~~------~~~O
o
Figure 2Db.
Calculated waCer level change map of confined aquifer from March 1971
Co March 1972.
42
The transient-state model parameter
input data for generating the water
level conditions of March 1969 and the
resulting computer output are listed
1n Ap pend ices C and D.
coefficients. total pumpage, pumping
pattern and recharge flux for each
pumping period). the parameter values
were not changed during the transientstate cal ibrations.
The parameter
values, primarily pumping pattern and
recharge flux. vere then adjusted until
computed water level changes matched
observed changes as closely as possible.
The calcul ated water level change maps
for the confined aquifer for each of the
3 years are shown in Figures ISb. 19b.
and 20b.
(A-11-1) 18000-1
The transient-state calibration was
started from the calculated water levels
rather than the observed for two 't"easons:
first, the observed values were
already in the solut ion ready for the
- next step; and second. starting from
cal c ul aced va lues ac cumul at es errors in
the comput at ion and is thus a more
difficult test of the model. The model
was not sensitive to variation in
storage coefficients.
A sensitivity
stiJdy showed that storage coefficients
up to 100 time s larger or sma ller than
those used in other simulations did not
seriously change model predictions.
YEAR
(A-12-"D 34CCC-1
The comparison between observed and
comput ed water-leve 1 changes for some
observ;;ttion wells over a. few years are
shown in Figure 21.
The model does
respond we 11 to di fferent pump age rates,
different pumping patterns and different
recharge for each pumping period. While
the total amount of annual discharge
from the wells was quite well known,
other information such as pumping
patterns and recharge for each year were
not available and had to be assumed
first and then adjusted in the c.alibrat ion proc ess .
-:m.0
-JO.O
~
-31JI
-34.0
L"H~nd
-::Il1.0
o
Compured
rJ Oblerved
-JILO
1M
70
7%
Figure 21a. Comparison between computed
and observed water level
changes in selected wells.
43
(8- n-1) 35C'AA-2
(A-13-1) 29AOC-1
~O~----------------------
__
------~
---
UA~---------------------------~
._~_.--._6
-ZoO
1....,"<1
6. Compulld
.. . . ----.. .
Cl ObleNed
-~Ol+-----~
-
"
____~____~----~~--~
~ 'fOR ~
n
~o~--
7J
II
(A-14-1) BCCC-1
~I,-------------~--------------~
~o~-------------------------------,
I.e.end
0. CO/llpuhd
Cl Ob •• rve"
"',end
0. Comp ul eiI
Cl Ob.IfY1ld
..
-nD1~----~----T-----~--~C---~
II
~
~
Y£AR
n
11
.... I!.~nd
-12.CI
to Compuled
Cl Ob.t,vld
Cl Ob..r~~d
----..-----...,..---~
~
71
Y£AR
~~----------~----------------~
"'.on6
0. Coonpulfd
II
70
(8-15-1) 34CCC-1
~~----------------~----------~
3I.0+---......___......70
. . . ----.. . .------T_---~----~
~~--
n
(B-11-~ 14AM-3
.
Y£AR
(8-12-1) 8CD8-2
-1.0
•
O~ul"/.d
C
70-----~----~----~
7'1
-~'+-----~----~----~----~~--~
..
7J
Figure 21b. Comparison between computed
and observed yater level
changes in selected wells.
~
~
n
7J
figure 21c. Comparison between computed
and observed water level
changes in selected wells.
44
USE OF THE MODEL FOR MANAGEMENT PURPOSES
Three predi~tive .simulations were
made to examine the effects of alternative levels of groundwater development.
All three began from the calculated
water level configuration of March 1969.
The boundary conditions and initial
conditions were not changed except for
the three levels of development represented by the sets of wells shown in
Table 2. All the new ~ells were assumed
to pump water entirely from the confined
a-qui-fer.
Table 2.
Preditive
Simulation
1*
The first management study examined
the e fEe c t 0 f d r i 1 l-i ng two we 11 s ,
one locatt;od at the mouth of Smithfield
Canyon (at 18.30) wi th pumping rate of
3000 gallon per minute (gpm) and another
loca.ted next to the Natural Resourc.es
Building on the campus of Utah State
University (at 20.21) with 4500 gpm.
Bo~h wells were arbitrarily assumed to
pump for 4 hours a day for 5 months of
the one year simulation.
2
New well locations and pumping
rates for three predictive
s imul atians.
Well
location
(node
number)
4500
3000
(20,21 )
08,30)
( 8.13)
( 8,14)
4500
3000
2250
2250
2250
2250
2250
2250
2250
2250
(
(
(
(
(
3
9,14)
8.26)
8,27)
9,26)
9.27)
(20,21)
08,30)
( 8 J 13)
( 8,14)
( 9,13)
The third predictive simulation
assumed the same wells as the second
s imul at ion, bu t the fl 0'"' rates we re
twice as large for all wells except the
well at node (18,30) where the flow was
four times as large.
The additional
wells and pur:nping rates in the simulations are somewhat arbitrarily chosen to
represent what might happen if such
development~ place.
(gpm)
(20.21)
{is. 30)
( 9,13)
The next higher level of new
development assumed eight additional
irrigation ~lls. each with a flow rate
of 2250 gpm and the same pumping
schedu1 e as before.
The locat ions for
the we lIs are shown in Tab Ie 2 and
Figure 4.
Maximum
Pumping rate
( 9.14)
(
(
(
(
8.26)
8,27)
9,27)
9,26)
9000
12000
4500
4500
4500
4500
4500
4500.
4500
4500
*Locations and pumping rates of the
wells in simulation 1 were provided by
the Logan Office, Utah Division of Water
Rights.
The Cache Valley groundwater model
computes annual changes in water level
45
one increment for the year.
Irrigation wells may pump only during the
irrigation season.
Municipal wells may
The
pump more or less continuously.
model converts the pumping rate into a
uniform rate per year.
For example. if
a well is pumping 4 hours each day for
the 5 irrigation months at a flow rate
of 10 cfs or 4500 gpm. when converted
into a unifol"lD rate per year. the raCe
will be 0.685 ds for the entire year.
tool to assist in the better understanding arid management of the groundwater basin.
l.n
Those wishing to apply the model in
solving Cache Valley groundwater management problems should become generally
Eamil iar wi th the program documentat ion
provided by Trescott (1975) and Trescott
and La r son (1 9 7 6 ) .
Mo reo v e r, the
appendices of this report are especially
valuable for those wishing to use the
Cache Valley model.
The water level drawdown maps for
the confined aqui fe r caused by the
additional wells under the three yearlong management simulations are shown in
Figures 22. 23. and 24.
Comparison of
these maps with the observed and computed water level maps. Figures 6. 7,
14. 15, 16. and 17, shows how the
Cache Valley model can be used to
estimate the response of the groundwater
basin to various development schemes.
The Cache Valley model is available as a
Appendix A gives a complete listing
of the computer program.
Appendix B
desc ribes in detail all the necessary
input data and their pr~paration.
Appendix C lists the model input for
the Cache Valley model and contains
the parameter conditions.
Appendix 0
presents the Cache Valley model computer
output for the transient-state calibration of March 1969.
46
BEAR R.
IDAHO
UTAH
II---'--LOGAN R.
~
____________
--~_~~
________r---+o
o
Figure 22.
Water level change map of confined aquifer of predictive simulation 1.
47
SEAR R.
it)
....--------~~-------------------~~~
;::;
IDAHO
UTAH
.
o
CJ
'-t-li-- LOGAN
Ft
--"-...-----1--+0
Figure 23.
Water level change map of confined aquifer of predictive simuLation 2.
48
BEAR R.
'"
~----------~--------------------~;
IDAHO
UTAH
~
______________
~
__
~~
______
~
__-+o
C>
~c
00
..Ji:j
--~
cQ)
VJ:::i:
Figure 24.
Water level change map of confined aquifer of predictive simulation 3.
49
SUMMARY. CONCLUSIONS, AND RECOMMENDATIONS
Orderly groundwater development to
supply increasing demands requires
better information on aquifer systems
and tool s that c an be used to pred ic t
how they will respond to different
management pI ans.
Quant itative pred iction contributes to more efficient water
use decisions.
This report de9C ribes
the development, calibration, and use of
a quantitative. predictive management
model for the groundwater basin of Cache
Valley in northern Utah.
head nodes rather than river nodes. as a
strategy to separat.e the two unconfined
aquifers and save comput.er time and
sto rage.
Modi fic at ion 0 f the c omput er
cod e by adding "evapo transpirat ion" was
necessary because phreatic evapotranspiration plays such an important role
in groundwater conditions in Cache
Valley.
The large number of wells and
the sparse information about well
discharge and pumping duration required
lumping the drafts from many small
wells together at nodes so as to keep
the total annual draft in line with t.he
known water budget.
This method is
believed to be accurate enough for the
model construction under the limitations
of time and financial support for the
proj ect.
More physical information and field
data simplify model calibration.
In
Cache Valley, complicated geologic
cond itions, a large number of pumping
and flowing wells without discharge
information on pumping rates and pumping
patterns, and limited informatioa on
other parameters added to the work
required in calibrating the model.
The mout hs oft he Logan River. and
Smi thfield Canyon are tTo"O of the maj or
groundwater recharge zones.
Large
amounts of water enter t.he basin there
because of the high transmissivity (over
100, 000 ft2 per day) and the availability of recharge from the rivers.
Smaller amounts of recharge occur
at the mouths of sma ller , i ntermi t tent
or ephemeral streams, such as Blacksmith
Fork, Providence Canyon, High Creek,
Cherry Creek, Summit Creek, Spring
Creek, etc.
The development of the Cache Valley
ground wa t er mode 1 as d esc rib ed above
illus tr a tes how a model can bead apted •
calibrated. and appl ied, given compl ieated
hydrologic, hydraul ic and geologic conditions in the model area and
limited historical data and field
meas ur eme nt S •
The mode 1 repr es en t s a
complex natural system with one uncon fined and one confined aq ui fe r.
The
sing Ie layer can fined aqui fer represents
several real aquifer layers by using
equivalent storage properties.
The
pot.entiometric head of the hypothetical
single confined aquifer represents
ave~age head conditions over several
separate confined aqui fe rs.
River
nodes, s pr ing nod es and constant head
nodes are used to simul ate real interact ions 0 f rive rs, s t.reams, springs or
reservoirs wi th the aqui fers.
The
river channels of the Bear River and
Cub River ....ere represented by constant
The quantity of water entering
Cache Valley is equal to the quantity
leaving the valley plus or minus the
change in storage within the valley.
Under natural conditions, the change in
groundwater s to rage is sma 11, and
discharge is approximat.ely equal to
recharge.
Deep subsurface outflow from
the valley is believed to be negligible.
The average annual amount of water
withdrawal from wells irt Cache Valley is
about 26.000 acre-feet, and about 82
51
percent of the amount is in Utah. This
percentage is an average number estimated from the records of the past
years.
According to the model, the
amount of recharge into the confined
aqui fer less the pumpage is the total
amount of upward leakage. since there is
no subsurface outflow and an impermeable
bottom boundary is assumed in the model.
This amount of upward leakage is about
58,000 acre-feet annually and represents
a conservative estimate of the additional groundwater that can be withdrawn
from the confined aquifer. However. increased withdrawals will lower the head
and diminish the discharge from some
flowing wells in the artesian areas.
Increased withdrawals would also dry up
some we t areas and reduc e nonproduc t ive
evapotranspiration. This pumping could.
however. have an adverse effect on
wildlife wet lands habitat and would
have to be managed carefully. The model
provides a quantitative tool for calculating these effects.
The grid system map, shown in
Figure 13. summarizes the locations and
numbers of existing wells within each
grid cell area. This map is helpful in
visualizing the effects of well pumpage
on d raw own .
The ob served wa ter 1 eve-1
change map from March 1969 to March 1970
in Figure 18a shows three regions
with more drawdown than surrounding
areas.
Comparing th i 13 wi th t he we 11
location map of Figure 13, these regions
are also ob served t a have more we 11 s .
Apparently, the larger drawdown resulted
from larger pumpage because of the many
~lls in the region.
While there is no
evident overdraft, in some of these
intensive pumping centers, attention
should be given to controlling local
development so as to reduce the extra
drawdown due to well interference.
To improve the model and increase
the reliability of its predictions,
future groundwater investigations in
Cache Valley should include more detailed study of the geologic formations.
especially for the Bear River delta
area. south of Utah-Idaho state line and
between the Bear River and Cub River.
channel. No really deep wells have been
drilled in this area.
Potent ially
productive confined aquifers should lie
beneath the delta deposits in the older
deposits, but they have not been explored.
More effort should go into
co llee t ing ac cur ate we 11 logs fo r all
new wells that are drilled.
The Smithfield-Hyrum-Wellsville
area (area 1 in Figure 3) is the largest
and most productive aquifer system in
Cache Valley. Although this overflowing
groulldwa ter area is the most intensely
deve loped in the valley, littl e longterm change in water levels has occurred
(Bjorklund and McGreevy 1971). This
area has great potential for further
groundwa ter development because it has
high transmissivity (from about 10,000
to over 100,000 ft 2 . per day) and is
suppl ied large amounts 0 f wa ter by
recharge from rivers and streams into
permeable sands and gravels at the
canyon mouths.
Other significant
recharge is from the irrigation canals
which are located along the edges of the
valley where wa ter in fi 1 t rat es mas t
readily.
Probably the best sites for
developing future large wells are around
the mouths of Smithfield Canyon, the
Logan River. and Blacksmith Fork.
The
water level change mapS resulting from
the predictive simulations shown in
Figures 22, 23 and 24 give some indication of water level changes under future
development.
Another region needing more investigation is near Benson where some
deeper wells are located. The more than
1000 feet thick Quaternary deposits need
further definition.
In the present
model, the simulated water levels of the
confined aquifer in this area are
somewhat lower than the observed wa ter
levels in the deepest wells, due to the
upward groundwater grad ient in the
deeper aqui fers that is not now s imulated.
An expanded observation well
network needs to be established where
water levels can be measured in each
52
layer annually or monthly. Well pumping
tests also should be done near Benson.
Wellsville, Amalga, and in the Bear
River delta area near the state line in
order to obtain better aquifer characteristics information.
More complete
data on discharge schedules for ooth
pumping and flowing wells should be
collected to l.mprove the estimates 0 f
the total draft and its distribution
during the year.
to recalibrate and to improve the
present yearly model.
It might also
be possible. using the new data and
simulat ion informacion from the l.mproved yearly model, to develop a
more useful monthly or seasonly model for the Cache Valley in Utah.
The model should also be extended to
cover the portion of Cache Valley in
Id aha.
The tee hn iq ue 51 a nd method 9
developed for the Cache Valley model
could also be appl ied to other geologically and hydrologically similar
areas.
After several years of collecting additional data, it could be used
S3
REFERENCES
Beer, L. P.
1967.
Groundwater hydrology of southern Cache Valley. Utah.
Utah State Engineer, Infonnation
Bulletin No. 19.
resources evaluation.
Illinois
State Water Survey Bull. 55. 62 p.
Townley. Lloyd R.. and John L. Wilson.
1980.
A finite element aquifer
flow model AQUIFEM-l.
Department
of Civil Engineering, Massachusetts
Institute of Technology. February.
Bj orkl und , L. J., and L. J. McGreevy.
1971.
Groundwater resources of
Cache Valley. Utah and Idaho.
State of Utah. Department of
Natural Resources,
Technic al
Publication No. 36.
Trescott, P. C.
1975.
Documeotation
of finite-difference model for
simulation of three-dimensional
groundwater flow. U.S. Geological
Survey Open-File Report 75-438.
Bredehoeft, J. D., and G. F. Pinder.
1970.
Digital analysis of flow
in multiaquifer ground wat~r
systems: a quasi three-dimensional
model.
Water Resources Research
6 (3) : 883-888.
Trescott. P. C., and S. P. Larson.
1976.
Documentation of finitedifference model for simulation of
three-dimensional groundwater
flow.
Supplement to Open-File
Report 75-438.
U.S. Geological
Survey Open-File Report 76-591.
Gupta. Sumant K •• Kenneth K. Tanji. and
James N. Luthin.
1975.
A threedimensional fini te element ground
water model.
California Water
Resources Center, University of
California, Davis.
Contribution
No. 152, 119 p.
Trescott, P. C., G. F. Pinder. and S. P.
Larson.
1976.
Finite-difference
model for aquifer simulation in two
dimensions wi th results of numerical experiments.
U. S. Geological Survey Techniques of .WaterResources Investigations. Book 7.
Chapter Cl.
McDonald, M. G.
1982.
Draft of finite
difference model manusc ript.
Geological Survey, United States
Department of the Interior,
Reston, Va.
Utah
&Greevy, L. J., and L. J. Bjorklund.
1970.
Sel.ected hydrologic data,
Cache Valley, Utah and Idaho. Utah
Basic-Data Release No. 21.
Department of Natural
1963-1983.
Groundwater
in Utah.
Division of
sources, Salt Lake City,
Resources.
conditions
Water ReUtah.
Williams, J. S.
1958.
Geologic atlas
of Utah. Cache County.
Utah
Geolog ic a1 and Mineralog ic al Survey
Bulletin 64.
McGreevy, L. J., and L. J. Bjorklund.
1971.
Geohydrologic sections,
Cache Valley, Utah and Idaho. U.S.
Geological Survey Open-File Report.
Williams, J. S.
1962. Lake Bonnevi lie:
geology of southern Cache Va lley,
Utah.
U.S. Geological Survey Professional Paper 257-C, pp. 131-152.
Prickett, T. A.• and C. G. Lonnquist..
1971.
Selected digital comput.er
techniques
for
groundwater
55
Appendix A
Computer Program Listing
57
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74
Appendix B
Pr~ram In~t
Data Documentation
DATA DECK INSTRUCTIONS
Group I:
Title.
Sim~lation
OptioDa and Problem Dimensions
This group of cB-rds. which are -read by the main program. contains data reto dimension the model. To specify an option on card 4 punch the characters
under! ined in the definit ion.. Fo"[' an opt ion nat usee!, that sect ion of card 4 can
be left blank.
q~ired
Nate:
Default typing of variables applies for all data inpuc.
CARD
COLUMNS
FORMAT
VARIABLE
DEFINITION
1
I-BD
20A4
HEADING
Any title the user wishes to print
on one line at the start of output.
2
I-52
IJA4
II
3
1-10
IlO
IO
Number of roW's
11-20
IlO
JO
Number of columns
21-30
110
[0
N~ber
31-40
IlO
ITMAX
Maximum number of iterations per
of layers
time step
4
41-50
HO
NCB
Number of constant head nodes
51-60
IlO
NSP
Number of spring nodes
61-70
lID
NRIV
Number of river nodes
1-4
A4
IDRAW
DRAW to print draVitlown
6-9
A4
IElEAD
HEAD to print hydraulic head
11-14
A4
IFLO
MASS to compute a mass balance
16-18
AJ
lOKI
DKI to read initial head, elapsed
time, and mass balance parameters
fram unit 4 on disk
75
CARD
COLUMNS
FORMAT
VARIABLE
4
21-23
A3
IDRl
DK2 to write computed head. elapsed
time, and mass balance parameters
on unit 4 (disk)
26-29
A4
IWATER
WATE if the upper hydrologic unit
is unconfined
31-34
A4
IQRE
RECR for a constant recharge that
may be a function of space
36-39
A4
IPUI
PUNl to read initial head. elapsed
time. and mass balance parameters
from. cards
41-44
A4
IPU2
PUN2 to punch computed head.
elapsed time. and mass balance
parameters on cards
46-49
A4
ITK
ITKR to read the value of TK(I.J.K)
for simulation in which confining
layers are not represented by
layers of nodes. TK(I.J,K): Kzz/b
51-54
A4
IEQN
EQNJ if equation 3 (page 3, USGS
Open File Report 75-438) 1S being
solved; otherwise it is assumed
that equation 4 is being solved (to
represent a hydraulic unit by one
layer of nodes).
56-59
A4
IEVAP
EVAP to permit discharge by evapotranspiration.
61-63
A3
IALT
ALT to have alte~ndtive method for
well pumping rates (modi fied for
Cache Valley Model). besides the
initial method.
66-69
A4
IDNPP
DNPP to compute drawdown between
each pumping period.
71-74
A4
IMAPP
MAPP to compute mass balance Eor
each pumping period.
DEFINITION
76
Group 11:
Scalar Parameters
The parameters required in every problem are underlined. The other parameters
are required as noted; when not required, their location on the card can be left
blank. The G fo rma t is used to read E, F and I format data. Minimize mistakes by
al ways r igh t- just ifyi ng data in the fie Id • If F fa rma t data do not contain significant figures to the right of the decimal point, the decimal point can be omitted.
CARD
COLUMNS
FORMAT
VARIABLE
1
1-10
GIO.O
NPER
~ber of pumping periods for the
simulation
11-20
GI0.0
KTH
Number of time steps between printouts
Note:
21-30
Note:
DEFINITION
To print only the results for the final time step in a pump1ng
period, make KTH greater than the expected number of tUne steps.
The program always prints the results for the final t~e step.
GIO.O
Error criteria for closure
ERR
(L)
When the head change at all nodes on subsequent iterations is lesS
than this value (for example, O.Ol foot). the program has converged
to a solution for the time step.
31-40
GI0.0
LENGTH
Number of iteration parameters
41-50
GIO.O
QET
Maximum evapotranspiration rate
(LIT)
2
51-60
GIO.O
ETDIST
Depth at Wbich evapotranspiration
ceases below land surface (L)
1-10
cIO.O
XSCALE
Factor to convert model lenth unit
to unit used in X direction on maps
(e.g. to ~onvert from feet to
miles, XSCALE : 5280)
For no maps, card 2 is blank
11-20
GlO.O
YSCALE
Factor to convert model lengch ~nit
to unit used in Y direccion on maps.
21-30
G10.O
DINeR
Number of map units per inch
31-40
GIO.O
FACTI
Factor to adjust value af drawdown
printed*
41-49
911
LEVELL (I)
Layers for which drawdown maps are
to be printed. List the layers
starting in column 41; the first
zero entry terminates the printing
of drawdown maps.
77
CARD
COLUMNS
FORMAT
VARIABLE
2
51-60
GI0.0
FACT2
Factor to adjust value of head
printed*
61-69
9I1
LEVEL2(I)
Layers for which head maps are to
be printed. List layers starting
in column 61; the first zero entry
te~inates the printing of head
m.aps.
71-78
A8
MESUR
Name of map length unit
1-20
G20.10
SUM
21-40
G20.IO
SUMP
41-60
G2D.ID
PUMPT
61-80
G20.10
CFLUXT
1-20
G20.10
QRET
21-40
G20.10
CBST
41-60
G20.10
cuur
61-80
G20.10
RVFIJIT
1-20
G20.10
STORT
21-40
GZO.IO
ETFLXT
41-60
G20.10
SFLXT
3
4
5
*Value of drawown
or head
52.57
DEFINITION
Parameters in which elapsed ti~e
and cumulative volumes for mass
balance are stored. For the start
of a simulation insert three blank
cards. !2E continuation of a previous run using cards as input. replace the three blank cards with
the first three cards of punched
output from the previous run. Using
data from disk for input, leave the
three blank cards in the data deck.
Printed
Value
FACT 1 or
FACT 2
0.01
0.1
1.0
10.0
100.0
1
5
53
526
***
78
Group III:
Array Data
Each of the following data sets (except data set 1) COQsists of a parameter
card and, if the data set contains variable data, a set of data cards. If the data
set requires data for each layer, a parameter card and data cards (for layers with
variable data) are required for each layer. Each parameter card contains at least
five variables:
CARD
COLUMNS
FORMAT
VARIABLE
Every
ParBllleter
Card
1-10
GI0.0
FAC
DEFINITION
If IVAR 0, FAC is the value
assigned to every element of
the matrix for this layer.
2
If IVAR = 1, FAC is the multiplicat ion factor for the following set of data cards for this
layer.
11-20
GI0.0
a if no data cards are to be
read for this layer.
~
IVAR
1 if data cards for this layer
follow.
3
21-30
. GiO.O
"" 0 i f input data for this layer
are to be printed.
IPRN
"" 1 if input data for the layer
are not to
Transmissivity
Parameter
Cards also
have these
Variables
be
printed .
31-40
GIO.O
FACT(K,1)
Multiplication factor for transmissivity in x direction
41-50
GlO.O
FACT(K.2)
Multiplication factor for transmissivity in y direction
51-60
GI0.0
FACT(K,3)
Multiplication factor for hydraulic conductivity in the z
direction. (Not used when confining bed nodes are eliminaced
and TK values are read)
79
CARD
COLUMNS
FORMAT
VARIABLE
Every
Parameter
Card
61-70
GI0.a
IRECS
DEFINITION
~ 0 if the matrix is being
read from cards or if ea~h
element is being set equal to
FAC.
~ 1 if the matrix is to be
read from disk (unit 2).
71-80
GI0.0
- a
rREeD
if the matrix is not to be
stored on disk.
- 1 if the matrix being read
from cards or set equal to FAC
to be stored on disk (unit
2T for later retrieval.
1S
When data cards are included, start each rowan a new card. To prepare a set
of data cards for an array that is a function of space, the general procedure is to
overlay the finite-difference grid on a contoured map of the parameter and record
the average value of the parameter for each finite-difference blo~k on coding forms
according to the appropriate format.
In general, record only signific ant digits
and no decimal points (except for data set 2); use the multipl ication factor to
convert the data to the ir appropriate values.
For exampl e, if OELX ranges from
1000 to 15000 feet, coded values should range from 1-15; the multiplication factor
(FAC) ~uld be 1000.
DATA SET
COLUMNS
FORMAT
VARIABLE
1
1-80
8F 10.4
PHI(I,J,K)
Note: For a new simulation this data set
card with this data set.
2
1-80
3
1-80
8F 10.4
20r 4.0
1S
DEFINITION
Head values for continuation of
a previous run (L)
omitted.
Do
not include a parameter
STRT(I, J, K)
Starting head matrix (L)
S (I,J,K)
Storage coefficient (dimensionless)
Note:
This matrix is also used to locate constant head boundaries by coding a
negative number at constant head nodes.
At these nodes T must be greater than
zero.
If equation 3 is to be solved, read specific storage instead of storage
coefficient.
1-80
4
lOG 8.0
T(I,J,K)
Transmissivity (L2/ t )
Note 1)
Zero values are required around the perimeter of the T matrix for each
layer for reasons inherent in the computational scheme.
This is done
automat ic ally by the prog ram .
2)
See the previous page Ear the addi t ional requirements on the parameter
cards for this data set.
80
If the upper active layer is unconfined and PERM and BOTTOM are to be read
for this layer. insert a parameter card for this layer wi th only the
values for FACT on it.
If equation 3 is to be solved read h~raulic
conductivity instead of transmissivity.
3)
DATA SET
COLUMNS
FORHAT
VARIABLE
5
1-80
20F 4.0
TKCI.J,K)
DEFINITION
No t e :
This data set is read onl y if spec ifi ed in the opt ions.
The number of
layers of TK values '" K I - 1.
See the discussion of t he treatment 0 f confining
layers.
6
I-BO
20F 4.0
PERM{ I, J)
Hyd raulic conduc tivity (L/T)
(see note 1 for data set 4)
1-80
lOF 4.0
BOTTOH(I,J)
Elevation of bottom of watertable unit (L)
Data sets 6 and 7 are requi red only fo r simulating unconfined conditions 1.n
Note:
the upper hydrologic unit.
8
Note:
1-80
20F 4.0
QRE{I,J.K)
Recharge rate (L/2)
GRND(I,J)
Ground surfac e elevation
Omit if not used
10.4
9
1-80
SF
10
1-80
BG 10.0
DELX(J)
Grid spae ing in'x direction (L)
11
1-80
BG 10.0
DELY(I)
Grid spacing in y direction (L)
12
1-80
BG 10.0
DELZ(K)
Grid spacing in z d i rec t ion (L)
81
Group IV:
Spring Node Data Deck
This data deck contains arrays indicating the nodes which have springs and
specifying the leakage factor and elevation of spring in each node.
ARRAY
COLUMNS
FORMAT
DEFINITION
!D(I, J, K)
1-80
80G La
Indicator array for cells containing
a spring node, 1 for spring, a for
no spring.
FLD(ND)
1-80
40F 2.0
Leakage factor for each spring node
ELD(ND)
1-80
20F 4.0
Elevation for each spring node
The FLD, ELD arrays each preceded by a multiplication factor (FAC) card.
VARIABLE
COLUMNS
FORMAT
DEFINITION
FAC
1-10
G 10.0
The multiplication factor for the
following set of data cards
82
Group V:
River Node Data Deck
This data deck contains arrays indicating the nodes which have rl.vers and
specifying the leakage factor and elevation of streambed and elevation of the
bottom of the stre~bed layer.
ARRAY
COLUMNS
FORMAT
IDR(I.J.K)
1-80
BOG 1.0
RH(NRIV)
I-BO
20F 4.0
DEFINITION
Indicator array for cells containing
a river node. 1 for river. 0 for no
river
River water level for each river
node
RB(NRIV)
1-80
20F 4.0
Bottom elevation of the streambed
layer for each river node
RC(NRIV)
1-80
lOF 8.0
Leakage factor for each river node
The RB. RB. RC arrays each preceded by a multiplication factor card.
DEFINITION
VARIABLE
COLUMNS
FORMAT
FAC
1-10
G 10.0
The multiplication factor for the
following set of data cards
1-10
F 10.5
iteration parameter, of the
sequence of parameters computed by
the equations in the problem are all
close to 1.0 and if this results in
slow convergence" or even divergence,
bypass the computations in the model
and insert HMAX"'O.99863 may give a
satisfactory rate of convergence.
Maxi~um
83
Group VI:
Parameters that Change with the Pumping Period
The program has two options for the simulation period:
1.
To simulate a given number of time steps, set THAX to a value larger than
the expected simulation period. The program will use NUMT, COLT, and DELT
as coded.
If NUMT is greater than 50 change the dimension of rTTO in
subroutine STEP to the appropriate size.
2.
To simulate a given pumping period. set HUMT larger than the number requi red for the simul ation period (for example. 50).
The program will
compute the exact DELT (which will be < DELT coded) •. nd NUMT to arrive
exactly at !MAX on the last time step.
CARD
COLUMNS
FORMAT
VARIABLE
1
1-10
GIO.O
KP
Number of the pumping period
11-20
GIO.O
KPH!
Number of the previous pumping
period
Note:
DEFtNITlO?1
-
KPHl is current ly no t used.
21-30
GIO.O
NWEL
Number of wells for this pump1ng
period
31-40
GIO.O
THAX
Number of days in this pumping
period
41-50
GIO.O
NUMT
Number of time steps
51-60
GlO.O
COLT
Multiplying factor for DELT
Note:
61-70
1.5 is commonly used.
GlD.a
DELT
Initial time step 10 hours
The fo 11 owi ng data set depend s on the va dab Ie tALT.
DATA SET A is the case 0 f
original program. DATA SET B is the case of program modified for Cache Valley
Hodel.
If NWEL : 0 the following set of cards is omitted.
(NWEL cards)
DATA SET A
COLUMNS
FORMAT
VARIABLE
1-10
GIO.O
K
Layer in which well is located
11-20
GIO.O
I
Row location of well
21-30
GIO.O
J
Column location of well
31-40
GI0.0
WELL(I.J.K)
Pumping rate (L 3 ft), negative for
s. pumping well.
DEFINITION
84
DATA SET B
CARD
COLUMNS
FORMAT
VARIABLE
2
1-10
GIO.O
AWELL
Average discharge for "small." wells
11-20
GIO.O
NBWEL
Number of IIbig" wells
21-30
GlO.O
BWC
Disc harge mul t i plicat ion fac tor fo r
big well for each pumping period
31-40
GI0.0
FBWELL
TUne length factor of pumping for
big well
41-50
GIO.O
NCF
Number of recharge constant flux
node
51-60
GI0.0
CFC
Multiplication factor for constant
DEFINITION
flux
(NBWEL Cards)
COLUMNS
FORMAT
VARIABLE
1-10
GIO.O
K
Layer in which well located
11-20
CI0.0
I
Row location of ~ll
21-30
GIO.O
J
Column location of well
31-40
GI0.0
BWELLCI.J,K)
Pumping rate (L3/ t ). negative for
"big" well, negative value
1-10
GI0.0
K
Layer in which well located
11-20
CI0.0
I
Row
21-30
GI0.0
J
Column location of well
31-40
ClO.O
RCF(I,J,K)
Rechar&e constant flux rate (L3/ t ),
positive value
DEFINITION
(NCF C:uds)
DATA SET
COLUMNS
FORMAT
1
1-80
20G 4.0
VARIABLE
location of well
DEFINITION
Total number of "satall" wells J
within the cell, for each node
For each additional pumping period, anothe r set of group VI cards
(that is, NPER sets of group VI cards are required) .
85
is required
Appendix C
MOdel Input Data of Transient-state calibration of
March 1969
87
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Appendix E
Steady-state Drawdown Difference Map
113
PLOT OF DRAWDOWN DIFFERENCE LAYER I
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PLOT OF DRAWDQWN DIFFERENCE LAYER 2.
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