evaluation of methods of pumping test analyses …
TRANSCRIPT
EVALUATION OF METHODS OF PUMPING TEST
ANALYSES FOR APPLICATION TO HAWAIIAN AQUIFERS
by
John A. Williams
Rona 1 d L. Soroos
Technical Report No. 70
July 1973
Submitted to
Board of Water Supply
City and County of Honolulu
Honolulu, Hawaii
ABSTRACT
Pwrrping test data from eight locations including the islands of Oahu,
Maui, and Molokai ~ere selected and analyzed. The test data ~ere selected
on the basis of completeness, reliability, and aquifer type and boundary
conditions involved. Analyses included the standard Theis, Thiem, and
Jacobs methods as ~ZZ as those techniques ~hich deal ~th boundaries
(StalZman method), partial penetration of the ~ell (Hantush-Theis method),
leaky aquifers (Walton method), and anisotrophy (Han tush method for
anisotropic aquifers). In addition, the Zanger method for partially
penetrating wells and equilibrium data ~as also used.
Results of the several different analyses were compared and recommen
dations made as to ~hich method or combination of methods seemed best
suited for HCDJJaii aquifers. In the case of the principal basal aquifer,
the Hantush-Theis method for non-equilibrium data or the Zanger method for
equilibrium data are recommended. In the event that leakage or boundaries
are a factor, the former method used ~th early-time data is recommended.
iii
CONTENTS
LIST OF TABLES ........•................................................. viii
LIST OF FIGURES ............................................................ x
INTRODUCTION .............................................................................................................................. 1
Purpose .................................................................................................................................. 1
General Description of Procedure ........................................ l
ANAL YT I CAL METHODS ......................................................... 3 Identification of the Analytical Methods ..•............................. 3 Analytical Methods for Equilibrium Data ................................. 4 Analytical Methods for Nonequilibrium Data ....•........•.....•.......... 5 Analyses Involving More Than One Pumping Well .•........................ 12 Application to Unconfined Aquifers .............................•. · ...... 12
CASE STUDY P; KALAUAO VALLEY, OAHU ....•.............•...•............................... 15
Introduction ............................... 0 ............................................................................. ....... 15
Geo logy ................................................................................................................................ 1 5
Hydraulic and Hydrologic Aspects .............................•......... 15 Analysis of Pumping Test Data •............•.....................•...... 18 Di scuss ion .......................................................................................................................... 27
CASE STUDY B KALIHI-UKA, OAHU ................................................................................................................... 29
Introducti on .............................................................................. " .................................... 29
Geo logy ................................................................ 29
Hydrau 1 i c and Hydro 1 o"g i c As pects ....................................... 33 Analysis of Pumping Test Data .........•.......•........................ 33 Di scussi on ....................................... ,. ..................... 42
CASE STUDY C KAONOH I RIDGE, OAHU .............................•......................... 45
Introducti on ........................................................... 45 Geo logy ................................................................ 48
Hydraulic and Hydrologic Aspects ..................•.................... 48 Analysis of Pumping Test Data ...................... : ................... 51 Di 5 CU 5 S i on ............................................................. 55
v
CASE STUDY D lAO VALLEY, f¥tAUI ........................•...•............................. 57
I ntroduct i on ........................................................... 57
Geology ................................................................ 57
Hydraulic and Hydrologic Aspects ....................................... 57 Analysis of Pumping Test Data ................................•......... 63 Di scussion ............................................................. 69
CASE STUDY E WAIKOLU VALLEY, MOLOKAI. .................... . .......................... . 71
Introduction ........................ . · ................................ . 71
Geo logy ........................... . · ................................ . 71
Hydraulic and Hydrologic Aspects .... . · .......•......................... 75
Analysis of Pumping Test Data .......• · ................................ . 75 Di scussi on ............................................................. 82
CASE STUDY F PUNALUU, OAHU.
Introduction . . ........................................................ . 85
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 85
Geo logy ................................................................ 85
Hydraulic and Hydrologic Aspects ••. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 92
Analysis of Pumping Test Data ........... . .......................... . .92
Discussion ............................................................. 99
CASE STUDY G WAIHEE VALLEY, OAHU. . ............. . 101
Introduction .......................................................... 101
Geo logy ............................................................... 1 06
Hydraulic and Hydrologic Aspects ...... . Analysis of Pumping Test Data ................•......•.............
. .106 .... 106
Discussion ............................................................ 107
CASE STUDY H WILDER AVENUE PUMPING STATION, OAHU. . ........... . 121
Introduction .• • .......•. . 121
Geo logy ............................ . . ••....... . 126
Hydraulic and Hydrologic Aspects .......•.•.•••.••.........•....•..•... 126 Analysis of Pumping Test Data .•...•.••.....•..••.......•.....•....••.. 126 Di scussion ............................................................ 128
Vi
CONCLUSIONS ••••••••• . " .......... " ..................... " " . " .. " " .. " .... " " ... " " . " " ..
Analysis of Data."""""""" .. """""" .. """"""" .. "" .. """" .. ,,""""",, .. ,,"",, .... ,,,, .. ,,""
Design of Pumping Tests."" ... "" .. " .. " .. "" .. """"" .... """ .. " .. ,, .. ,,"""",, .. ,,""""""""
SUll1I11a ry .. " " " " .. " .. " " " " " " " " " .. " " " " " " " " " " " " " " " " .... " " " .. " " .... " " " .. " " " " .... " .. " " " " " "
.139
• 139
.140
.140
ACKNOWLEGEMENTS •••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 143
REFERENCES" " " " " " " " " .. " .. " " " .. " " " " " " " " .. " .. " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " .. " " 145
AP P EN DIe ES" " " " " " " " " " " .. " " " " " " " " " " " .... " " " " " " " " " " " " .. " " .. " " " " " .. " " " " .. " " " " " " " .. " .. " 1 51
vii
LIST OF TABLES
I Aquifers analyzed and methods used .................................. 4
A-l Summary of pumping tests performed on Kalauao test well ............ 17
A-2 Data from pumping test of Kalauao test well on 4/18/60 ............. 17
A-3 Data from pumping test of Kalauao test well on 1/27/61 ............. 17
A-4 Data from pumping test of Kalauao test well on 2/10/61 ............. 17
A-5 Summary of results of analysis of pumping test data from Ka 1 a u a 0 t est we 11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
B-1 Pumping test of well 139-1. ........................................ 30
B-2 Summary of results ................................................. 42
C-l Summary of data on pumped and observation wel1s ........•........... 45
C-2 Summary of results ................................................. 49
C-3 Recovery of steady-state drawdown due to the ceasing of pumping of well 197-A to I on 7/15/66 .............................. 50
0-1 Data from the pumping test of Maui wells 15A and 15B on 1/22 thru 1/24/64 .................................................. 60
0- 2 Summary of resu 1 ts ................................................. 64
E-l Data from pumping test of Molokai well #23 on 4/3 thru 4/6/61 ...... 73
E-2 Sununary of results ................................................. 79
F-l Drawdown data from pumping test of well 402-2A on 7/14 th ru 7/1 7/65. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 88
F-2 Recovery data from pumping test of well 402-2A on 7/17/65 .........• 88
F-3 Drawdown data from pumping test of well 402-ZA on 2/14/66 .......... 89
F-4 Recovery data from pumping test of well 402-2A on 7/14/66 .......... 89
F-5A Data from step-drawdown test of well 402-2A on 6/21/65 ............. 90
F-58 Data from step-drawdown test of well 402-2A on 7/9/65 ...........•.. 90
F-5C Data from step-drawdown test of well 402-2B on 2/11/66 ............. 90
F-6A Summary of results from tests of 7/14 thru 7/17/65 ................. 91
F-6B Summary of resu1 ts from tests of 2/14/66 ........................... 91
viii
F-6C Summary of results from step-drawdown tests ........................ 91
G-l Description of wells •............................................. l0l
G-2 Summary of pump-test conditions ................................... l03
G-3 Drawdown data from the pumping test of well T-114 on 3/7/72 ....... 103
G-4 Drawdown data from the pumping test of well T-114 on 4/10/72 ...... 104
G-5 Drawdown data from the pumping test of well T-114 on 5/16/72 ...... 104
G-6 Summary of data from step-drawdown tests of wells T-114 and T-115 ......................................................... 105
G-7A Results of analysis of transient data ............................. 108
G-7B Results of Zanger and Hantush-Theis analyses for hydraulic conductivity ............................................ 118
H-l Summary of pertinent information on the pumped and o b s e rv at i on well s . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 121
H-2 Summary of pumping test conditions at the Wilder Avenue wells ..... 123
H-3 Equilibrium drawdown data for Wilder Avenue, Honolulu, pumped well 36-C, on 2/1/62 •...................................... 123
H-4 Equilibrium drawdown data for Wilder Avenue, Honolulu, pumped well 36-F, on 3/5/62 .. ~ .................................... 124
H-5 Equilibrium drawdown data for Wilder Avenue, Honolulu, pumped well 36-F, on 3/5/62 ....................................... 124
H-6 Equilibrium drawdown data for Wilder Avenue, Honolulu, pumped well 36-0, on 3/17/62 ...................................... 125
H-7 Equilibrium drawdown data for Wilder Avenue, Honolulu, pumped well 36-E, on ,3/28/62 ...................................... 125
H-8 Equilibrium drawdown data for Wilder Avenue, Honolulu, pumped well 36-F, on 10/22/65 ..................................... 126
H-9A Results of Thiem analysis; observation well data only ............. 135
H-9B Analysis by Thiem method; pumped well and observation well data ... 135
H-9C Analysis by Theis recovery method ................................. 135
H-9D Analysis by Zanger's method; pumped well data only ................ 135
H-10 Transmissivity as determined by Thiem analysis using drawdown data from pumped wells and each observation well in turn .......... 136
ix
LIST OF FIGURES
I Definition sketch for drawdown, residual drawdown and recovery drawdown .................................................... 7 i .
II Definition sketch for Hantush method of analysis for anisotropic aquifers .............•.•....................... ··.···· .. 10
III Definition sketch for Hantush-Theis analysis for partially penetrating wells .............................. , .................... 11
A-l Site map--Kalauao test well and drill holes, Oahu ................... 16
A-2 Drawdown, s vs time, t at Kalauao DH-3; Theis and Hantush-The is methods .............................................. ········· 19
A-3 Drawdown, s vs time, t at Kalauao DH-5; Theis and Hantush-The; s methods .............................................. · ~ ...... . 20
A-4 Drawdown, s vs time, t at Ka1auao DH-A: Theis and Hantush-Theis methods ....................................................... 21
A-5 Drawdown, s vs time, t at Kalauao DH-B; Theis and Hantush-Theis methods .............................................. ·.·.·.· .. 22
A-6 Drawdown, s vs time, t at Kalauao DH-C; Theis and Hantush-Theis methods ................................................... · ... 23
A-7 Drawdown, s vs time, t at Ka1auao DH-3 and DH-5; Jacob method .............................................................. 24
A-8 Drawdown, s vs time; t at Ka1auao DH-A and DH-C; Jacob I1lE!thod ••.•••••.•.•••.••••••••.•.•.••.••..••••.•..•.••.•••.•.••••.••• 25
A-9 Drawdown, s vs time, t at KalauaoDH-A, DH-B, and DH-C; Jacob method ...•......••...............•................... ··· .•... · 26
B-1 Site map--Ka1ihi-Ul<a well group, Oahu .•............•........•..•...• 31
B-2 Generalized well logs for the Ka1ihi-Uka well group ...............•. 32
B-3 Drawdown, s vs time, t at Ka1ihi-Uka DH-68, DH-69, and DH-70; Jacob method ................................................. · 35
B-4 Drawdown, s vs time, t at Ka1ihi-Uka DH-68; Theis and Hantush-The; s methods ............................................... · 36
B-5 Drawdown, s vs time, t at Ka1ihi-Uka DH-69; Theis and Hantush-Theis methods .......•............•.•..................•••.• ·37
B-6 Drawdown, s vs time, t at Ka1ihi-Uka DH-70; Theis and Hantush-The; S J11ethods ......................................... • .•.• ·. 38
x
B-8
B-9
C-l
C-2
C-3
C-4
C-5
0-1
0-2
0-3
0-4
0-5 I Ii
0-6
E-l
£-2
E-3
£-4
£-5
£-6
Residual drawdown, S" vs dimensionless time, t/t" at Kalihi-Uka OH-68, OH-69, and well 139-1; Theis recovery method .............................................................. 39
Orawdown, s vs time, t/r2 at Ka1ihi-Uka OH-68, OH-69, and OH-70; Walton leaky aquifer method .............................. 40
Ellipse of direction, Kalihi-Uka well group ......................... 41
Site map--Kaonohi Ridge wells, Oahu ................................. 46
Generalized well logs for the Kaonohi Ridge we11s .......•....•...... 47
Recovery, s· vs time, t at Kaonohi well T-75; Theis and Hantush-Theis methods ....•..... ~ ........•........•.................. 52
Recovery, s· vs time, til at Kaonohi well 191-3A; Theis and Hantush-Theis methods ..............•......•..................•...... 53
Recovery, s· vs time, til at Kaonohi well 19l-3A and well T-75; Walton leaky aquifer method ........•.•...•.......................... 54
Site map--Wells in lao Valley, Maui .................•............... 58
Orillers logs of Maui wells 15-A, 15-B, and 15-0 ...••.•............. 59
Orawdown, s vs time, t at Maui well 15-0; Theis method ..••.......... 65
Residual drawdown, S" vs dimensionless time, t/t" at Maui well 15-0; Theis recovery method ...•..•.....••...................... 66
Orawdown, s and recovery drawdown, s· vs time, t at Maui we 11 15-0; Jacob method ...... " . ..................................... . 67
Orawdown, s vs time, t at Maui well 15-0; Hantush-Theis method ...................................... ........................ . 68
Site map--Wells in Waikolu Valley, Molokai. ..........•......•....... 72
Orawdown, s vs time, t at Molokai satellite well 3; Theis method ............................................................... 76
Residual drawdown, S" vs dimensionless time, t/t" at Molokai satellite wells 2 and 3; Theis recovery method ......•....... 77
Orawdown, s vs time, t at Mo10kai satellite well 2 and 3; Jacob method .................... · .................................... 78
Orawdown, s vs time, t at Molokai satellite well 3; Sta 11 man method ..................................................... 80
Orawdown, s vs time, t at Mo10kai satellite well 123; Jacob method ........................................................ 81
xi
F-1 Site map--Puna1uu wells, Oahu ....................................... 86
F-2 Generalized well logs for Puna1uu wells ....•............•........... 87
F-3 Drawdown, s and recovery drawdown, s' vs time, t at Puna 1 uu well 402; Jacob method (7 /14-17 /65) ......................... 93
F-4 Drawdown, s and recovery drawdown, s· vs time, t at Puna1uu well 402; Hantush-Theis method (7/14-17/65) ................. 94
F-5 Drawdown, s and recovery drawdown, s' vs time, t at Puna1uu well 402; Jacob method (2/14/66) ............................ 95
F-6 Drawdown, s and recovery drawdown, s· vs time, t at Puna1uu well 402-2B; Jacob method ..................................• 96
F-7 Drawdown, s and recovery drawdown, s· vs time, t at Puna1uu well 402; Hantush-Theis method (2/14/66) .................... 97
F-8 Drawdown, s and recovery drawdown, s· vs time, t at Puna1uu well 402-2B, Hantush-Theis method ........................... 98
G-1 Site map--Waihee Valley wells, Oahu ................................ 102
G-2 Drawdown, s vs time, t at Waihee well T-115 and dug well; Jacob method ....................................................... 1 09
G-3 Drawdown, s vs time, t at Waihee well T-115; Hantush-Theis and Wa 1 ton methods .............................•................... 11 0
G-4 Drawdown, s vs time, t at Waihee dug well; Hantush-Theis and Wa 1 ton methods ...............................................•. 111
G-5 Drawdown, s vs time, t at Waihee well T-114 and dug well; Jacob method ....................................................... 112
G-6 Drawdown, s vs time, t at Waihee well T-114; Hantush-Theis and Walton methods ................................................. 113
G-7 Drawdown, s vs time, t at ~Jaihee dug well; Hantush-Theis and Wa 1 ton methods ...........................•...................•. 114
G-8 Drawdown, s vs time, t at Waihee well T-115 and dug well; Jacob method ....................................................... 115
G-9 Drawdown, s vs time, t at Waihee well T-115; Hantush-Theis and Wa 1 ton methods ................................................. 116
G-10 Drawdown, s vs time, t at Waihee Dug well; Hantush-Theis and Wa 1 ton methods ................................................. 117
H-1 Site map--Wilder Avenue station wells, Oahu ........................ 122
xii
H-2 y-
,~ H-3 ~}.
<' ~
i H-4 ~
~1
.~
H-5 r ~; (
H-6
H-7
H-8
Generalized well logs for Wilder Avenue station wells ............. 127
Steady-state drawdown, s vs distance, r from Wilder pumped well 36-C; Thiem method .............................•............. 129
Steady-state drawdown, s vs distance, r from Wilder pumped well 36-F; Thiemmethod ..•........................................ 130
Residual drawdown, s .. vs dimensionless time, t/t ll at Wilder observation well 36-C and 36-E; Theis recovery method ............................................................ 131
Steady-state drawdown, s vs distance, r from Wilder pumped well 36-E; Thiem method ..•.......•................................ 132
Steady-state drawdown, s vs distance, r from Wilder pumped we 11 36-F; Th i em method .....•..................................... 133
Specific drawdown-discharge relationship at Wilder Avenue we 11 s .....•...•.....•.•..•..•..•....•.•..............••.....•..... 134
xiii
p'
! I
INTRODUCTION
Purpose
Heretofore, hydrologists and water resources engineers have determined
the hydraulic properties of aquifers using mainly the basic analytic methods
of Thiem, Theis, and Jacob, which are based on numerous assumptions that
real aquifers seldom approach. New methods have been developed in recent
yearsl which have had limited or no application to data from Hawaiian
aquifers. It is possible that some of these newer techniques may provide
improved estimates of the storativity and transmissivity of Hawaiian aqui
fers.
It is the purpose of this project to apply those analytic methods
which seem pertinent to Hawaiian pumping test data and to determine which
methods or combination of methods are most appropriate for the analysis of
Hawaiian aquifer properties.
General Description of Procedure
SELECTION AND REDUCTION OF DATA. The data for this project were obtained
from three sources: the Board of Water Supply, City and County of Honolulu;
the U.S. Geological Survey, Honolulu Field Office; and the Division of
Water and Land Development, State of Hawaii.
The data were screened to include only that from pumping tests, includ
ing measurements on nearby observation wells. 2
Once work had begun on the preliminarily screened data, it was obvious
that much of it was not amenable to analysis because it was either incom
plete, of questionable reliabiilty, or too limited in quantity. For
example, in a pumping test at Hauula, very good transient drawdown data was
taken, but analysis was limited by the lack of data concerning the size of
the well and its depth. In another case, tests at the Wilder Avenue Pump
ing Station included several observation wellS but water levels were
1. G.P. Kruseman and N.A. DeRidder, Analysis and Evaluation of Pumping Test Data. 2. For analysis of pumping test data involving only measurements at the pumped well, see Ronald L. Soroos, "Determination of hydraulic conductivity of some Oahu aquifers with step-drawdown test data".
2
recorded so infrequently that the more useful transient data were complete
ly omitted. An example of unreliable data is found in a test at Hoaeae on
Oahu where records showed that the hydraulic gradient produced a flow away
from the well instead of towards it. There were also several tests which
involved steady-state drawdown data from the pumped well and only one
observation well when more observation wells were available. Measurements
at these additional wells would have significantly enhanced the usefulness
of the test data.
After a preliminary screening of the available information, sixteen
sets of pumping test data were selected and of the sixteen sets, eight were
finally chosen for analysis. The final selection was based upon the follow
ing criteria: the data were either representative of an aquifer type of
particular interest (i.e., one involving perched water, barrier boundaries,
partial penetration, etc.) or were amenable to analysis by one of the more
recent analytic methods or both; in any case, the data were considered to
be of sufficient quantity and reliable, with the necessary supplementary
information available.
PRESENTATION OF DATA AND RESULTS. Each of the eight sets of data was ana
lyzed and the results presented in the form of a case ·study. Each case
study is complete in that it includes the pertinent information on the
wells, the geology and the hydrogeology of the area, and a discussion of
the analyses. Also included are graphs of the data and the appropriate
type curves as well as summaries of the results of the analyses and the
field data in tabular form. Pertinent equations for a given analysis are
indicated on the graphs.
For convenience to the reader, the following section gives a brief
description of the analytical methods applied in the case studies. l The
final section of the report presents several recommendations for conducting
pumping tests and for the analyses of pumping test data. A glossary of
the symbols used and computer programs for the evaluation of several type
curves are included in the appendices.
1. These descriptions are abbreviated and assume some familiarity on the part of the reader with pump-test analysis. The indicated references should be consul ted for a thorough treatment.
,-<.
r~
ANALYTICAL METHODS
Identification of the Analytical Methods
Pumping test analyses are based on solutions to the basic differential
equation of flow in a porous media. Each solution reflects the time depend
ence (or lack of it) of the flow, the nature of the aquifer and the type of
boundary conditions applied to the system. The problem can become impossi
bly difficult if the mathmatical model attempts to incorporate all of the
complexities (i.e., inhomogeneous and anisotropic media, unsteady flow, and
complicated boundary geometry and conditions) of the real aquifer system.
Hence, idealized models including only one or possibly two features which
are considered significant (e.g., unsteady flow with barrier or recharge
boundaries or with anisotropy, or with leakage, or with delayed yield, or
with partial penetration of the well, etc.) are constructed and the corre
sponnding solution obtained. The solution or solutions which best fit the
conditions of the problem at hand must then be selected.
In this study, nine solutions or "methods" have been applied. They
are listed below with an identifying symbol assigned to each. Table I
presents a list of the wells for which data were analyzed and indicates
which methods of analysis were applied. A column labeled "Aquifer Type"
has been included for convenience. In this column the following symbols
are used: C - confined, U - unconfined, SC - semiconfined, L - leaky,
B - basalt, A - alluvium, P - perched.
List of Methods of Analysis for Pumping Test Data
H-Ts Hantush's modification of the Theis method for partial penetration (early time)
H Hantush's method for anisotropic aquifer~
J Jacob's method for anisotropic aquifers, u = r 2S/4Tt < .01
S Stallman's method for aquifers limited by one or more straight recharge or barrier boundaries
Tm Thiem method for steady-state flow in confined aquifers
Ts Theis method for uns·teady flow in confined aquifers
Ts-R Theis recovery method for unsteady flow during recovery of peizometric surface after pumping has stopped
Wn Walton's method for unsteady flow in semiconfined aquifers.
Z Zanger's method for steady-state flow in partially penetrated confined aquifers.
4
TABLE I. AQUIFERS ANALYZED AND METHODS USED.
AQUIFER AQUIFER METHOD OF ANALYSIS
LOCATION TYPE H H-Ts J S Tm Ts Ts-R Wn Z
KALAUAO, OAHU U, B X X X X
KALIHI -UKA, OAHU C, A&B, P X X X X X X
KAONOHI RIDGE, OAHU SC OR UC, B X X X
lAO VALLEY, C OR SC, B, MA.UI P X X X X
WAIKOLU VALLEY, f'IOLOKAI U, B, P X X X X
PUNALW, OAHJ C, B X X X
WAIHEE VALLEY, OAHU L, B, P X X X X
WI LDER AVENUE, OAHU C, B X X X
Analytical Methods for Equilibrium Data
For the case of steady-state test data, two of the above methods are
applicable. The first is the well known Thiem (Tm) method for radial flow
in a fully penetrated homogeneous and isotropic confined aquifer. This
solution is represented by the equation:
KD = Qln(r2/rl) 21T~S
KD = T (1)
where rl and r2 are the distance from the pumped well to the two observa
tion wells and ~s is the difference in the water elevation between the two
observation wells.
The second method is that of Zanger (Z) and is based upon a three
dimensional point sink flow in an infinite half-space. For a point sink
flow with a bottom boundary the expression for the conductivity is:
t:
!' r i r f r. l i }
i
5
K = Q r/2D ) (1 + (r/2D) 2) II2 (2)
27fsr
where sand r are the drawdown and the radius, respectively, at the well,
and the term in brackets is a correction factor accounting for the depth,
D. In the limiting case of infinite depth, the term in brackets approaches
one and equation (2) reduces to Zanger's equation. It is clear that the
assumption of an infinite depth is not at all restrictive. For example,
if r = 1 foot and D = 10 feet, the value of the correction factor is less
than 1.OS! Hence, the correction factor may be taken as unity, even for
aquifers of moderate depth. Zanger's equation may be further modified to
account for partial penetrations, up to 20 percent of the aquifer depth,
by using an equivalent radius. 1
The Zanger method employs drawdowns measured at the pumped well which,
in general, will have to be corrected for well losses. These losses may be
estimated directly from a plot of the specific assumed that well losses are
proportional to the discharge squared, then s/Q = b+cQ where c is the well
loss coefficient. 2 Hence, the aquifer loss per unit of discharge is b, and
it may be scaled directly from the plot and substituted into equation (2).3
Analytical Methods for Nonequilibrium Data
The remaining seven methods apply to transient or nonequilibrium pump
ing test data. The most familiar of these is the Theis (Ts) method, which
applies to aquifers satisfying the conditions required by the Thiem method
and is represented by the equation: 00
s = ~ 47fT J -u () e du = ~ W(u)' 47fT ' u = (3)
u
Here s is the drawdown, t is the time, T is the transmissivity, S is the
storativity, r is the distance from the pumped well to the observation well,
and Q is the constant pumping rate. Another familiar method is that of
Jacob (J) which amounts to the asymptotic solution for the Theis method and
1. Kruseman and DeRidder, p. 170-171. 2. R.L. Soroos. 3. See Case Study H, Figure H-8.
6
is represented by:'
_ 2. 30Q 1 ( 2. 2STt ) s - 4nT og r2S
This applies to a long pumping time, a short distance to the observation
well, or both.
(4)
When the recovery of the piezometric surface is monitored after pump
ing has been shut down, the data may be analyzed by the Theis recovery
(Ts-R) method. 1 Shutting down a pump is equivalent to superposing on the
pumped well a recharge well with the same discharge as the pumping well at
the time the pump is shut down. This results in the residual drawdown:
S" = S -5 2.30Q [(2.2STt) (2.2STt")]_ 2.30Q cr tS"
p r = 4nT log r 2S - log r 2S" - 4nT 100 t"S (S)
where ttl is measured from the time pumping stopped. Note that if the
straight line defined by the plot at sIt vs. log (tit") intersects the tit"
axis at 1.0, then the aquifer has the same storativity characteristics in
recovery as in drawdown. For unconfined or semiconfined aquifers the inter
section is usually for t/t">1.0 indicating S"/S<1.0. Figure I shows the
relation between drawdown and residual drawdown.
Under certain conditions recovery data can be analyzed as drawdown
data. Figure I also shows the relation between drawdown, residual drawdown
and recovery drawdown. The latter is really a negative drawdown associated
1. A useful modification of this method to analyze recovery data taken after a step-drawdown pumping test has been proposed by J.R. Harrill, USGS Prof. Paper 700-C, 1970. The equations given here are modified to include storativities. Considering each increment in the pumping rate as an additional pumping well superposed on the initial pumped well, the equation for the residual drawdown l's ~Q 10 ~Q 10 ~o 10 - n
s"= 2.30Qlo tl 1 'n - t2 2 'n" - --tv 'n 'n _ ~" ) . 0 = ~ ~Q. 4nT g ttl S ' 'n l='l 1
where ~Qi is the ith increment in pumping applied when ti = 0, .
S"=(S"1)~Q!/~(S"2)~9~~% (S"n}~Qn/Qn and S=(Sd~Q!/Qn(S2)69:(9r: (Sn)~Qn/Qn. If the storativity during drawdown is independent of the pumping rate, then all Si=S=S. Analysis preceeds as in the Theis recovery method but with
tl~Q!/Qn t2~QdQn_ -- - -tn ~Qn/Qn It"
replacing tit" as the abscissa.
TIME,
til
tr---~------__ -+ __ ~ __________ __ z o I-
~ W -I W
-I W > W -I
5, DRAWDOWN
DURATION OF PUMPING
5" ,
5', RECOVERY DRAWDOWN
-------------EQUILIBRIUM DRAWDOWN f
FIGURE I. DEFINITION SKETCH FOR DRAWDOWN, RESIDUAL DRAWDOWN, AND RECOVERY DRAWOOWN.
with the cone of impression of the superposed recharge or injection well.
It is clear that recovery drawdown, Sl, can be calculated by subtracting
the measured residual drawdown, S", from the drawdown, s. However, for the
time period after cessation of pumping it is not the equilibrium s which is
generally available but rather the value of s at shutdown. If an equili
brium condition has been sufficiently approximated at the observation well
by the time pumping is stopped, the drawdown at this point can be used as
the reference for computing the recovery drawdown. If equilibrium is not
sufficiently approximated, then serious errors can result. Furthermore,
values of the storativity based on recovery data will tend to be too small,
as noted above. This is particularly true for unconfined or semiconfined
aquifers.
The methods described above are all based on the same ideal model,
i.e., an aquifer which is of infinite extent, homogeneous and isotropic,
completely penetrated by the well, and with no leakage through adjacent
boundaries. Real aquifers seldom conform to such restrictions. Hence, the
following four methods have been selected to deal with aquifers subject to
these conditions.
7
8
According to image theory, a single barrier boundary can be simulated
by superposing an image well on the opposite side of the boundary plrule
such that the plane of the boundary is equidistant between the two wells
and normal to the line which connects them. The distance ~o the image well
from an observation well, r., may be estimated from the semilog plot of ~
drawdown vs. time (i.e., from Jacob method) if it is recalled that equal
drawdowns occur for the same value of W(u) and hence, for the same value of
u. ThuS,
r. = r Ijt.lt ~ p ~ p
(6)
where t. and t may be scaled from the graph and are the times required for ~ p
the image well and the pumped well, respectively, to produce equal draw-
downs at the observation well. rp is the distance from the pumped well to
the observation well. In general, data from three obsrevation wells will
be required to give the location of the boundary.
Once the boundaries are located, the Stallman (S) method of analysis
can be applied to determine the aquifer properties. This method utilizes
the superposition principle by summing up the drawdowns of the pumped well
and the image wells associated with the boundaries. For example, a single
barrier boundary requires a single image well, i.e.,
u. = u(32, S ~
(7)
A pumped well between two parallel boundaries theoretically requires an
infinite number of image wells. However, from a practical standpoint,
image wells located at great distances from the observation well will make
a negligible contribution to the drawdown, and the sum may be terminated
after a few terms. The point of termination is arbitrary, and the analyst
can decide at what distance W(u(32) is small enough to neglect. A computer
program for the evaluation of the Stallman type curve for two parallel
.boundaries is included in the appendix.
To determine the presence and nature of anisotropy, the Hantush (H)
analysis for anisotropic aquifers can be used. This method requires data
from at least three observation wells located on radial lines taking three
different directions from the pumped well. A preliminary analysis is per
formed by one of the basic nonequilibrium methods for isotropic aquifers
to determine the transmissivity and the ratio of storativity to transmissi-
vity from the data taken at each observation well. When anisotropy is
present, the transmissivity, estimated, for example, from equation (3), is
in fact an equivalent transmissivity, Te = (T T )1/2. Likewise, the usual x y
technique for determining storativity from the known value of u, r, t, and
9
the just-computed value of Te cannot be carried out since it is not Te but
rather the directional transmissivity Tn = (KD)n which is contained in the
factor u. Thus, Te and S/Tn are the two quantities calculated when aniso
tropy is a consideration, and these values--one set calculated for each of
the three observation wells--provide the input for the Hantush (H) method.
The analysis takes as its basis the ellipse of direction for the transmissi
vity and consists of solving a series of equations for the properties of
the ellipse. The three observation wells are necessary as three points are
required to determine an ellipse if the principal axes are unknown. (Only
two are necessary if the principal axes are known). The equations are as
follows:
tan 29 (a3-I)sin2a2 - (a2-I)sin2a3
= -2----~------------~-----(a3-I)sin2a2 - (a2-I)sin2a 3
m = [CKD)e) 2
(KD)y
ancos 28 - cos2(8+an) = sin2(8+a ) - a sin29
n n
(KD)x (KD)y = m
(8a)
(8b)
(8c)
(8d)
In the above, 9 locates the principal axes with respect to the ray joining
the first observation well with the pumped well, and (KD)x and (KD)y are
the principal values of the transmissivity. Reference to Figure II should
be made for a definition sketch of the geometry. Once 9 is found from
equation (8a), equation (8b) is applied to calculate first m and then the
three values of (KD)y' one for ~ach (KD)e--all of which should be essen
tially equal. Next, the three values of (KD)x are determined from equation
(8c). The averages of the (KD)x and (KD)y are taken as the principal
values and used to construct the ellipse. Finally, (KO)l is determined
from equation (8d) and the value of S follows from S/(KO)l. It is clear
10
that once (KD)l is known, the remaining (KD)n can be calculated and. subse
quently, an S value obtained from each. All three of these values will be
the same.
OBSERVATION WELL NO. 3
OBSERVATION WELL NO. 2
-#-#-#-y 8
-REFERENCE RAY
OBSERVATION WELL NO. I
* NOTE: THE ALGEBRAIC SIGN ON 8 IS INTERPRETED ACCORDING TO THE RIGHT - HAND - RULE.
FIGURE II. DEFINITION SKETCH FOR HANTUSH METHOD OF ANALYSIS FOR ANISOTROPIC AQUIFERS.
The Walton (Wn) method should be applied when leakage from an adjacent
aquitard exists. The equation for the drawdown is similar to the basic
Theis solution but contains an additional factor, r/L. in the argument for
the well function, i.e.
( + r2/L2)
Q foo e- u Q s = 41fKD 4u du = 41fT W(u, r/L) (9)
u
The ratio r/L takes on values greater than zero, depending on the amount of
leakage involved and in the limiting case of no leakage, r/L = 0, the equa
tion reduces to that of Theis. L is the square root of the leakage factor,
i.e., L2 = KDD'/K' = Tc where c = D'/K' and is referred to as the resistance
factor for the aquitard. Equation (9) has been evaluated and the results
are available in tables or graphically as type curves. l
The Hantush modification of the Theis (H-Ts) method for partial pene
tration is probably one of the most useful and generally applicable of all
the methods applied. This method is also a modification of the basic Theis
solution and is applicable for relatively short periods of pumping, i.e.,
1. Kruseman and DeRidder, p. 82, 195; Walton w.e .• p. 218, 1970.
< (2D-S-z)S/D t 20K In
where b d ~) E(u,-, -, r r r
and
equation form the drawdown becomes
s =
=
Q b d z K(b_d)E(U, r' r' r) 8
M(U,Sl)-M(u,S2)+M(u,S3)-M(u,S4)
d-z Sit =r
11
(lOa)
(lab)
(lac)
Figure III should be referred to for b, d, and z. u is the argument for
the Theis well function, W(u), and r is the distance between the pumped
well and the observation well. The functions M(u,S) are available in tabu
lar form. 1
b AQ 111 FER
1 THICKNESS, 0
CASING_--.
d' :(b'-d') .-i
2
*
r
OBSERVATION WELL
I b'
1
FIGURE III. DEFINITION SKETCH FOR HANTUSH-THEIS ANALYSIS FOR PARTIALLY PENETRATING WELLS.
1. See, for example, Kruseman and DeRidder, p. 198-199.
12
The aquifer depth can be estimated from the equation:
D = 1/2(b+z+rl/S/Udep) (lOd)
where udep is taken at the point where the data points break away from the
type curve because of the influence of the bottom boundary.
It is worth noting that for longer time data, i.e., t>D2~~/D) the
Hantush modification of the Jacob method is applicable. This method (not
used in this study) requires an a priori knowledge of the depth and is of
limited usefulness. A computer program for the calculation of the Hantush
Theis type curve is included in the appendix.
Analyses Involving More Than One Pumping Well
In some instances data are taken when more than one well is being
pumped. In order to analyze data recorded at an observation well, an equiv
alent distance to a single fictitious pumping well must be estimated. This
can be done by considering the total drawdown from n wells pumping at the
same rate, Q, i.e.,
n
s = L si = i=l
2.30Q 47TT
n
L i=l
1 2.2STt
og S 2 r. 1
2.30 (Qn) ( 2. 2STt / ) = 47TT log S - 10g(rl'T2"'rn)2 n
= 2.30(Qn) 2.2STt
41fT log S? (11)
where r is the equivalent distance to the fictitious pumped well with
discharge nQ. Note that equation (11) has strict application to later time
data, i.e., u~.OI. The equivalent distance, r, also applies to steady'
state data. 1
Application to Unconfined Aquifers
The Thiem, Theis, Jacob, Theis recovery, and Stallman methods may all
1. Jacob Bear, D. Zaslavsky and S. Irmay, 1968, PhysiaaZ PrincipZes of . Water Peraotation and Seepage, p. 420.
13
be applied to unconfined aquifers if the measured drawdown is replaced by
s-s2/2D. When s is small and D relatively large, the s2/2D term is negli
gible and there is no distinction between the analyses for confined and
unconfined aquifers. The Hantush-Theis method for partially penetrating
aquifers may be used with unconfined aquifers where "drawdowns are small
compared to the depth of penetration of the pumped wells."l The Walton
method is designed for semi-confined. aquifer. It is worth noting that
this method also applies to unconfined aquifers exhibiting a delayed yield
provided pumping times are fairly short (i.e., before gravity drainage is
fully developed in the overlying material).
The Zanger method may also be applied to the unconfined aquifer. In
this method an equivalent radius is estimated on the basis of the radius
and the amount of penetration of the well. Therefore, it is clear that
drawdowns at the well should at least be less than the equivalent radius
and a better criteria would be less than one half of the equivalent radius.
It should also be noted that the cased portion of the well should not
extend below the water table a great distance.
1. Hantush, M.S., 1961.
I , . c
f
r ~ I . ! r I
CASE STUDY A KALAUAO VALLEY, OAHU
Introduction
15
In the early 1960's there were several test holes drilled on the west
side of the mouth of Kalauao Valley. A test well and pump were located
about 450 feet north of Moanalua Road as shown in Figure A-I. U.S. Navy
drill holes 1, 3, and 5 and drill holes A, B, C, and D were located at vari
ous distances and directions surrounding the test well. The locations of
the drill holes are also included in Figure A-I.
The test well was drilled 128 feet deep from an elevation of about 88
feet. A l6-inch casing was installed to a depth of 98 feet with the lowest
30 feet of casing perforated. Below the casing was 30 feet of open hole.
According to Board of Water Supply personnel, the seven drill holes sur
rounding the test well penetrated just to the water level which varied with
location between elevations 15.84 to 17.32 feet.
Pumping tests were performed on the test well on the following three
dates: 4/18/60, 1/27/61, and 2/10/61. The pumping rates and the drill
holes used as observation wells for each test are listed in Table A-I. The
drawdown data from the pumping tests is compiled in Tables A-2, A-3, and
A-4.
Geology
Drilling and geologic logs are unavailable for the Kalauao test well
and the observation wells. However, the wells are located on the ridge
west of Kalauao Valley and presumably, there is only a thin cover of resi
dual soil on the basaltic bedrock which constitutes,the aquifer. It is
assumed that all the observation wells penetrate to the Koolau basalt
aquifer.
Hydraulic and Hydrologic Aspects
The basaltic aquifer in the area of the subject wells is unconfined,
although caprock does confine the aquifer to the south where coastal plain
sediments are present.
There is a regional, seaward hydraulic gradient in the area of about
16
\ I \ D H - D 1/ , \ STATIC HEAD I / \ \ I I 1 \ \. 17.32 1 I \ " / 1 ,.......... ,,/,,1
............... "" " \ " \ I I I
I / I /
I I I I
I I I I I I
I I
1/ 1/ 1/ DH-B /1
/ { STATIC HEAD 17.23' ""1' ,',' / ' - I
/ _, " - I I I I ' ..... '..... 9'0' ~ I I / I ....., '~ (\II I / / ..... " ..... ,:9. D H-A· I I
/ / " "':'..... HEAD 16.51'" ,,', I / , ..... . / ' ..... .. \ / .......... .......... I
/ / ..... .... \ \ / ..... "" \
/ "" ....:"'.. I \ / / " " I
/ / ", '~. I ' 1/ ',. I' _" / " "" ~..... I I D H - C ----7 / Nt.....:::::. \ STATIC HEAD 15.84'
- / 1<ALAUAO TEST WELL-' f'\...._ ... \ I / ' : \ ....... ' .. - ---GROUND LEVEL 88 :.,.... ------/ I ' . ." ,,-.--
" " .1 ~- \ \ '.~.,>, ----I /
o>i \~ I I ' I ~. \~ ~3. / I -: i· \ \ ~
/ I ~ -/1 . \ \' ....... -------..:::-.... //
~ ~
- i: ._---"'!:-I I . I I USN DH-I I \ STATIC HEAD \ \ \ \ \ \ \ \
\\ ~ \ ,, __ "v '- ~~
O~
'"
,i ----I \ USN DH-3·
1/ \\ STATIC HEAD 42.34
USN DH - 5 II STATIC HEAD 20.80' I
- -- -o 200 400 FEET
600 800
FIGURE A-I. SITE ~--KALAUA.O TEST WELL AND DRI.LL HOLES, OAHU
TABLE A-l. SUMMARY OF PUMPING TESTS PERFORMED ON KALAUAO TEST WELL.
TEST PU1P1r-G OBSERVATION DISTANCE TO REFERENCE DATE RATE (Wm) WELLS OBS. WELLS (ft) TABLE
4/18/60 1365 USN 1:»1-3 422 A-2 " " USN 1:»1-5 656 "
1127/61 1200 DH-A 224. A-3 " " DH-C 147 "
2/10/61 1155 DH-A 224 A-4 " " DH-B 910 " II " DH-C 147 "
TABLE A-2. DATA FROM PLMP I NG TEST OF KALAUAO TEST WELL ON 4/18/60.
TIME SII~E DRA~AT ~AT P\..HP1r-G BEGAN USN 1:»1-3 USN 1:»1-5
(MINJTES) (FEET) (FEET)
1 0.02 0.01 2 0.04 0.01 5 0.06 0.02
DISOiARGE: Q = 1365 p .. 10 0.08 0.04 15 0.10 0.05 20 0.12 0.06
DISTANCE TO: USN 1:»1-3, 30 0.14 0.08 422 FEET. 40 0.17 0.09
USN DH-5, 50 0.18 0.10 60 0.18 0.10 656 FEET. 1,116 0.43 0.24
1,420 0.42 0.22 2,590 0.49 0.27 2,847 0.48 0.27 4,332 0.48 0.27 5,567 0.52 0.28
11,364 0.55 0.30 12,799 0.63 0.36 14,167 0.63 ().37 15,603 0.68 0.37
TABLE A-3. MTA FRCM PLt4'I~ TEST OF ICAl.AUAO TEST WELL ON 1/27/61.
TII'£ SINCE ~AT 0RAI0«)().H AT P\.MPlt-G BEGAN Di-A Ill+<
(MIM11rES) (FEET) (FEET)
1 0.04 0.06 3 0.07 0.09 5 0.08 0.12
DIS~E: Q = 1200 p. 10 0.11 0.15 15 0.12 0.18 20 0.14 0.19
DISTANCE TO: DH-A, 25 0.15 0.20 224 FEET. 30 0.16 0.21
DH-C, 40 0.16 0.23 50 0.17 0.25 147· FEET. 60 0.18 0.25
275 0.22 0.35 1,445 0.26 0.38
TABLE A-4. DATA FRO'-1 PUMPING TEST OF KALAUAO TEST WELL ON 2/10/61.
TIME SINCIE DRA~ ORA~ 0RAW'D0w'N Pl.MP Ir-G BEGAN AT I:»1-A AT DH-B AT 1:»1-C
(MINJTES) (FEEl) (feET) (FEET)
1 0.04 0.00 0.08 3 0.07 0.12 5 0.14
DISCHARGE: Q = 1155 &pm. 10 0.08 0.16 15 0.1() 0.01 0.19 20 0.12 0.01 0.21
. DISTANCE TO: DH-A, 25 0.12 0.23 224 FEET. 30 0.13 0.24
I:»1-B, 35 0.02 910 FEET. 40 0.14 0.02 0.25
50 0.15 0.27 1:»1-C, 55 0.03
147 FEET. 60 0.16 0.03 0.28 273 0.09 281 0.51 285 0.31
~
-....J
18
0.2 percent. Groundwater discharges at Kalauao Springs just to the south
of the wells, and elsewhere in the Pearl Harbor area groundwater seeps
through the caprock and escapes to the ocean. The groundwater is part of
the basal (Ghyben-Herzberg) lens of fresh water which is supported on under
lying salt water by virtue of the density contrast between the fresh and
salt water.
Analysis of Pumping Test Data
The data from the pumping tests of the Kal~uao test well were subjected
to analysis by the Theis method, the Jacob modification of the Theis method,
and the Hantush method for. partially penetrated aquifers. The results of
these analyses are summarized in Table A-S and in Figures A-2 through A-9.
TABLE A-5. S\..fJMA.RY OF RESULTS OF ANALYSIS OF PUMPING TEST DATA FRQ'o1 YALAUAO TEST WELL.
TEST OBSERVATJ~ AtW.YTIC l'AANSMISSIVITY- 5TORATI- H't'ORAUL I C AQUIFER REf'ERB'I:E KO (gpd/FEET), VITY, 5, CCNlU:TIVITY , THIC~S5 DATE WEll to£llG) X 10' X 101 K (FT/DAY) (FEET) FIGUU:
4/18/60 USN Di-3 n£IS 2.06 1.07 A-2 .JACOB 2.21 .960 A-7 tWlTUSH 5.71 4.99 359 1590 A-2
USN Di-5 THEIS 3.34 1.01 A-3 .JACOB 3.80 .850 A-7 twmJSH 6.70 4.70 31+4 2350 A-3
1/27161 THEIS 3.53 .780 A-It .JACOB 3.72 .771 A-8 tWlTUSH· 7.80 12.60 743 1400 A-It
Ili-C n£IS 1.84 2.18 A-6 .JACOB 2.59 1.35 A-8 twmJSH 4.73 11.0 820 770 A-6
2/10/61 IJi-A = 2.65 2.35 A-It 2.95 1.95 A-9
twmJSH 6.20 18.9 714 1150 A-It
n£IS 3.15 2.83 A-5 ..w:os 3.66 2.03 A-9 twmJSH 4.8OX 9.60 238· 2700~ A~5
n£IS 2.07 1.78 A-6 .JACOB 1.92 1.70 A-9 twmJSH 3.23 17.1 560 770 A-6
x HINIKJ4 VAL.U:S.
In applying the Hantush-Theis method for partially penetrating wells,
the penetration of the observation wells is also required (see sketch in
Fig. III). The exact figures for these distances were not available but,
IOOI~~'i ----r---.----~ . ,
TEST DATE: 4118/60 PUMPED WELL: KALAUAO TEST WELL
DISCHARGE: Q. 136!S Qpm
DISTANCE TO OBSERVATION WELL. D.H. - 3 ' .• 422 ft
f)(p
."
." ,..
..J
~ 10-" t .fHEIS MATCH
-------- THEIS METHOD I
OW (u) .1440 min Ida, T· ....
100
CI)
11.1 X ... It: I- 0 0 ~ . .. ~ .. . Z ~ 0 0 ~ Cl a:: 0
~ 0
100
s • .!ll.!!.. I r Z (7.48)(1440) 9011"" mlnldo,
T - 2.06 X 10'9Pd I fI S • 0.0107 ===- o 0
(Xi) o 0
TYPE-CURVE
0(,0 o
iL-------~--------------------------------~--- HANTUSH-THEIS METHOD-~----------------------------------~'
HANTUSH -THELS MATCH POINT E (u, blr, dlr, ./d .10.1
I/u • 1.0 •• 0.052 " t • 5.6 min
. b .56 fI d-Ofl • -0.5f1
K • OE (u, blr, dlr, ./d 8 .. (b-dh
K • 359 fI I do,
SID • _4_K_"_U • __ ~-:--:-: ___ rZ 1440 mlnldo,
SID - 3.14 X 10",,-1
1440 min I doy
7.48 9011f1'
TIME. t (minutes), SINCE PUMPING BEGAN
D~ 0.5( b ••• 'l5/"DI~AIITUIII) D~ 1590 ft -T • KD·7.48 901lfl'
T - 5.71 X 10' ,pd/ft
S • 0.0499 -
FIGURE A-2. DRAWOOWN, 5 VS TIME, t AT KALAUAOi DH-3; THEIS AND HANTUSH-THEIS M:THODS.
en en ,.. ..J Cl Z Cl
en II.! :t: ... :t: en !) ... Z Cl :t:
a:: 0 I&.
,: 0; ~
.. z ~ 0 0 ~ Cl a:: 0
~
1.0
10°, Tueti ulTLInn
~ I/) >-oJ
~ 10-1
"' I/)
W x: ... 0: 0 ... ..: .. • -.. z :t 0 10" 0 :t « 0: 0
TEST DATE: 4118/60 PUMPED WELL: KALAUAO TEST WELL DISCHARGE: Q. 1365 vpm DISTANCE TO OBSERVATION WELL, D.H. - 5 I r. 656 ft
THEIS WATCH POINT W(u) • 1.0 lIu a 1.0
•• 0.047f1+ ,a3.5111In
HANTU$H - THEI$ ! I MATCH POINT ----9:E (u,b/"d/" ./d a 10.0 I/u • LO
• ·0.054 " I • 9 IIIln
b • 56 " d .0 II
•• 0.5 " o
...;
... II: ::> .. II:
: ... o ,. ...
o W ( u) . 1440 ",In I do, T· 4.... . T. 3.34 X 10·"pd 1ft
HANlUSH-THEIS lYPE_CURVE
o E (u, b/r. d/r. II') K •
8 ... (b-dh
K a 344 It Ida,
4 Klu
• -,-Z-' 1440mln/doy SID
$1 D a 2.00 X 10. 1".1
4Ttu , $. -_.
, Z (7.48)(144010011'" 1II1./do,
$ • 0.0101
00 o 0
o 0
o 0
o
0 00 o
HANTUSH-THEI$ METHOD
1440 min I do,
7.48 1101/ It' D~ 0.5( b ••• r~ 5/I1D£,""TUII£)
D~2:UOft
T • KD·7.48 "ollf"
T • 6.10 X 10· opdlf'
$ • 0.0470
100 101
TIME, 1 (minules), SINCE PUMPING BEGAN
FIGURE A-3. DRAWOOWN, 5 VS TltJE, t AT KALAUAO DH-5j THEIS AND HANTUSH-THEIS tJETHODS.
~'~'~.'. -""" .',
t>.l o
I/)
I/)
>-oJ
"' Z c 100
I/)
w x: ... x: I/) j ... z « x: 0: 0 ... ...: -.. =
10- 1 .. .z :t 0 0 ~ « 0: 0
III
III )-..J
"" z "" III .., :x f-
a: 0 II..
-.. :?
• z ~ 0 0
~ a: 0
1001\' ",'" '·""";\\xl'zm.~"p.,·· ',","" "-';"""·,.',,,,,1 'I::t
-' .'~.' :\~" .... , • InIal I/eO/a •
10·'
10.2
TEST DATES: 1/27/61 e 2/10/61 I!l.
PUMPED WELL: KALAUAO TEST WELL
DISCHARGE: O· 1200llpm, 1127/61
O· 1I~~lIpm, 2110/61 DISTANCE TO OBSERVATION
WELL. D.H.· A r • 224 ft
THEIS MATCH W(u) • LO 1111 .'.0 ."0.039 II laO.3 mill
-t-
ow (", T. ~. '440 m'"ld.,
S.~·-----""':' r I (7.48)(l4401,."fI" mllli do,
, , HA~TCH POINTS:
T • 3.~3 X '0· "./ft T • 2.6~ X 10' Illd' "
5 • 0,00780 s. 0.0235
---r o III
o I it4t\S i"tPt· CUR'It
III )-..J
"" Z
"" 100 III ..,
:x f-, :x III ;:) ... Z
"" l:l :x
o a: 0
o II..
E (II, b7r, el/r, ./d • 10·' ~
• • 0.22 fI I/u. 1.0 •• 0,22 fI I • 2,2 mill b • 56 fI ,. 4.0 min HANTUSH.THEIS T"tPE·CURVE • :?
eI • 0 fI • a 0.5 II o
NI~ ______________ ~ ____________ ~ 10·' -:
{}
OE (u, b/r, el/r, ./r)
811'(b·dh
4 K'u 51 D • -;Z-. 1440 min Ida,
1440 mill I dOl
7.48 1101 If"
D:lit. 0.5( b ••• rl 5/UD!'ARTUIII:)
'T • KD· 7.48 lIol/"S
1/27/61 2110/61
I< a 743 fl/do, K a 7'4 fl/do,
SID • 9.04 X 10·' "., SID. 1.65 X ,0.4 fI·'
D ~ 1400 ft D ~ 1150 fI - -T • 7.80 X 'O'OPd 1ft T • 6.20 X '0' IIPd/ft
~ II I 5 • 0.189 [ I I , I I , , I --r I , I ,-, " ho·2
- 103 104
TIME. t (minutes), SINCE .PUMPING BEGAN
FIGURE A-4. DRAWDOWN, s VS TIME, t AT KALAUAO DH-A; THEIS AND HANTUSH-THEIS METHODS.
Z ~ 0 0 ~
"" a: 0
N ......
TEST DATE: 2110/61 PUMPED WELL: KALAUAO TEST WELL
DISCHARGE: Q • 1155 IIpm DISTANCE TO OBSERVATION WELL, D.H. - B r. 910 fI
THEIS METHOO
OW(u). 1440 mlnl.o, T----4 T I
T - 3.15 X 10' !lP' I ft
N N
S • !..!.!.!.. I !!? rl (7.481(1440) ,., 1ft' ·wa/ •• , ~
..J
S. 0.0283 ~ I/) __ '"
I/)
~ 10.1 10.1 I/)
~ THEIS MATCH POINT ki Z W(u)-1.0 l: C II u • 1.0 .-
II) -fl -4.2 X 10·t l: ~ t - 20 min ~ ~. ~
~ '" o l: ... -• ; • Z
~ 10-21 0 o ~ II: C
100 10'
W II: ::>
HANTUSH. THEIS S MATCH POINT :; E(u, blr, d/r"lr) '10. 1 .,0
I/u - 1.0 ' •• 6.6 X 10·t ft
-t ,- 45 min b' 56 II
. doOll
• - 0.5 II
K •
K -
HAN TUSH· THEIS TyPE· CURVE
HAtHUSH THEIS METHOD
Q E u, blr, dl" .,,)
8T( b.dh
238 II/doy
1440 min I do,
7.489allfl l
SID 0 ~.----'---rZ 1440 mlnlda,
SID - 3.60 X 10·' fI·'
TIME, t (mlnu'etl, SINCE PUMPING BEGAN
II: o I&.
• ~
-, ________________________________________ ~II~I ~ Z ~ o o ~
o ~ O.5( b ••• ,J 5/110£,,"IITUIIE )
'" II: o D ~ 2700 fI
T' KD . 7.48 901/11'
T ~ 4.8 X 10' 9pd/fl
S ~ 0.096
FIGURE A-5 • DRAWDOWN, 5 VB TI fv1E, t AT KALAUAO DH-B; THE I S AND HANTUSH-THE I S METHODS.
10°1 -;;~~;::;::;~;:~~~~~~:;~~;:::--------CC,"C---lr--------------------------l[---------------------------y----------------------------',' "" 3
1t\£\S ,,,,£_(.UI\'1£ fA - -
o
TEST DATES: 1/27/61 0 2110161 fA
PUMPED WELL: KALAUAO TEST WELL
DISCHARGE: 0 - 1200 Qpm, '1/27/61 o - 1155 Qpm, 2/10/61
DISTANCE TO OBSERVATION WELL, D.H.· C , · 147 fl
1/27/61 2/10 III
THEIS MATCH POINTS Ow (u)
!!! UI )..J CI
rn UI )..J CI
z 10·' CI
w (u). 1.0 •• 0.015 fI A T- ......".. ·1440 min Iday T - 1.84 X 10' 911dlll T _ 2.01 X 10' 'lid I rt
10.2 ~
UI
\oJ X t-
a: o ... . -.. : •
$. .i!.!.! . __ _ , I (1.48)(1440) ,01111 S. minI day
$ - 0.0218 -=====
I/v - 1.0 '~~''''0'69Amln 06
4 fI POINTS ,-0. " " .Am
' -0.5 min· I fi7 .""U,.-,"' 01, d/,. "" • '.0 . E CURVE I
"" • E'S TV" -+ Of, - '.0 I.ANTUSH _ TH . b. 56 II
+ "d-Ort I· 0.28 5 rt . 25mln _ .0. 1·3 .
A
1·0.20 " I- 1.38 min
5 - 0.0118 - UI
'" X t-, % rn ;:) tZ CI x a: ~ .• :! z
~ o rCT'I~ -----------+~~:..:~ . J 10.1 ..
A
o K _ OE(u, b/" dIrt .,,)
8r(b-dh
4 Klu SID • -;a' 1440 min Iday
1440 min I day
7.48 ,01 III
O::lit 0.5( b ••• , I 5/UDIPAIITUIII)
T • KO' 1.48 1I01/"S
1/27/61 2/10/61
K - 820 '" day K • 560 "/day
510 - 1.43 X 10.4 fl-' SID. 2.37 X 10.4 fI"
D :It 770 II o :It 770 II = =
T. 4.73 X 10 "lid Ifl T • 3.23 X 10' ,"d/fl
'I I ~·V."V $-0.171 I 10· 1 I I I I I I i' I I I I I I I ===r I I I ;== I I 1100
10.1
100 10 1 10 2 103 104
TIME, , (minutes), SINCE PU;MPING BEGAN
FIGURE A-G. DRAWDOWN, 5 VS TIME, t AT KALAUAO DH-C; THEIS AND HANTUSH-THEIS METHODS.
Z ~ o o ~ CI a: o
N (,I
-• • -...
~ A TEST DATE: 4/18/60
PUMPED WELL: KALAUAO TEST WELL
0.61 DISCHARGE: Q. 1365 9pm
OBSERVATION 6. T. 2.30 O· 1""0 min Idol SYMBOL WELL LOG CYCLE " ... LS., LOG CYCLE 0.5
A D.H.-3 0.163 11 2.21 X 10' Vpd III
0 DH. -~ 0.095 " 3.80 X 10' VPd III
1M.
'0 5.2.25 TIp. ,z P-"8)(1"40Ivol/fl3'mln/da,
3.7 min 422 II 9.60 X 10.3
".& min 65& " 8.50 X 10·'
• 0.41 ~---------+-------I z ~ o o ~ 0.3
"' a:: o
0.21 ~ I ~-+-I-------+-------1
0.1
103
TIME, , (minul .. l, SINCE PUMPING BEGAN
FIGURE A-7. DRAWOOWN, 5 VB TIME, t AT KALAUAO OH-3 AND DH-5; JACOB METHOD.
N ~
----------------........ -------...• -~~--."' .... - .. -..... - ........ ,,' ..
p. =~ ~~~~~ : 'iFJ!OiIIIiUii4llhlll'JW\ iJi.ihIIi¥4 til """""ii" .. ,Pi ;,;'.~.i!i"<',,,; .';: .. )Z ,it ·.if~ .~.~""'.~ ,,,,,"'''''.1'',,'. ·r";.'~"" ·:;-T.M·"",,""' ___ ~ ... , ..... • • "'.... . .. ' .'. . -" -.,' .... '''-'.' ,.:' c., .... · •. · , .... ".' ....... ;" •. \:~"'·~~~:·· ..... J';l.(,,!,'%~.'f,.·;I.:.-c: ::.-,,!X
-.. :!
•
0.4,r----------------------------------,-------------------r--------------------------.--------------------------,r-----------,
TEST DATE: 112716 I PUMPED WELL: KALAUAO TEST WELL DISCHARGE: Q. 1200 opm
o
o
0.31 ~------------------~---------------------+--------~
<:> I- Op
i 0.21 _7 ~ OBSERVATION 6. Ta 2.30 O·1440min/dol SYMBOL WELL LOG CYCLE 4 T lia ILOG CYCLE
0 0 ~ ~ a: 0 ~ % ~ <:> OH -A 0.085 fI 3.72 lC 10' QPd '"
<:> 0 OH-C 0.122 " 2.59 X 10' ."ell f1
0.11 ~ ~-+I----------------------~------------- s. 2.25 T '0 _____ ..;.1_--::--__ _ SYMBOL to
,1 (7.48)(1440)001/11' .lftlll/do, -------------------.:.. o 0.50 min 224 II
o 0.54 mill 14711
7.71 X 10"
1.35 X 10.2
0' I) I I III , I J I J I
100 10'
10 2 10 3 10 4
TIME. '(minutes), SINCE PUMPING BEGAN
FIGURE A-8. DRAWD<MN, s VS TI fv1E, t AT KALAUAO DH-A AND OH-C; JACOB fv1ETHOO. " (,
:; •
• z ~
0.7~1----------------------------~--------------~-----------------------r----------------------r---------~
TEST DATE: 2/10/61 PUMPED WELL: KALAUAO TEST WELL
0.61 DISCHARGE: 0 • 1155 IIpm
0.5
0.4
o
OBSERVATION 6. T. 2.30 0·1.,,0 mill I dOl SYMBOl. WEI.I. 1.0G CYCI.E " ... As II.OG CYCI.E
0 DH -A 0.103 II 2.9$ X 10' o pd III
~ o H - B 0.083 II 3.66 X 10' OPdlf1
0 o H -C O.I$B II 1.92 X 10' o pdl "
SYMBOl. 10 Sa 2.2$ Tlo • I
',t (7 .• e)u •• oloollIl'.nUll/dOJ
------------------------o 1.6 mill 224 II
g 0.3 o ~ 22 min 910 fI
1.9$ X 10.1
2.03 X 10.1
1.70 X 10.1 ~ ~ o 0.92mln 147 II a:: 0
0.2
0 0.1
TIME, I (minutes), SINCE PUMPING BEGAN
FIGURE A-9. DRAWOOWN, s VB TIME, t AT KALAUAO DH-A, DH-B, AND DH-C; JACOB METHOD.
-.. eu&1E4J:::!:W&,'!'"U:," .. , l~ ...... ~(t! '\o~.41: .·~:tE ~ .... "t.~:o. ";::,zq::;'1. ,txe.j*? :.,tt~'U"· .,;t. •• .'~.~.~,~" ~ .J ;J¥?'::;' .4", .~ __ ,.~;~·~J;!"'"77'-1'::--·"':!'\·:-·\ ~"'':I.".: ,!_:'"~.r:r""r".""'" -: ~~","'.- .,.
N 0\
27
according to Board of Water Supply personnel, the observation wells pene
trate just to the saturated zone. Hence, for purposes of calculation, the
uncased portion of each observation well was assumed to penetrate one foot
into the saturated zone. In order to detennine the influence of the obser
vation well penetration, type curves for one foot and ten feet of penetra
tion were calculated with the result that differences between the two were
barely discernible. Hence, the assumption of one foot may be off as much
as one order of magnitude and produce relatively little change (less than
ten percent) in the match point values.
Discussion
TRANSMISSIVITY. Both the Theis and Jacob methods, which assume a homoge
neous and isotropic aquifer fully penetrated by the well, give quite con
sistent results for each observation well and which vary by less than a
factor of two when all five observation wells are considered. The Hantush
Theis values for transmissivity are larger by approximately a factor of
tw~ ,_ reJI~~tj.ng_ th~Jnf1uence oL partiaL p_ene~ration_and_are considered the
more reliable ones.
HYDRAULIC CONDUCTIVITY. The conductivities are estimated by the Hantush
Theis method and are considered reliable. The vary from 238 to 820 ft/day
with an average value of approximately 500 ft/day. There is good consis
tency when comparing results from data taken at the same observation well
but for different tests. The aquifer depths are not quite so consistent,
as they range from 770 to 2350 feet. Furthennore, the departure points
from the type curves are not well defined in most instances because of gaps
in the drawdown measurements. The estimates of the depth are considered
conservative.
STORATIVITY. Values of the storativity are generally large and consistent
with the unconfined condition associated with the basal aquifer. Again,
the smaller values are produced by the Theis and Jacob analyses and the
larger ones, by the Hantush-Theis analysis. THe latter values exceed the
former ones by about one order of magnitude and range from 0.047 to 0.189.
The highest values of storativity are associated with DH-A and DH-C--the
closest observation wells.
ANISTROPY. In spite of the fact that sufficient observation wells were
28
employed to determine an ellipse of direction for the transmissivity, the
Hantush method could not be applied. The partially penetrating well gene
rates a vertical flow component which is significant within distances of
1.S to 2 aquifer depths from the pumped well and hence. is significant at
each observation well. Thus, directional preferences determined by the
Hantush method will be influenced by the distance from the pumped well as
well as by the aquifer structure.
BOUNDARIES. The data did not indicate the presence of any boundaries.
SUMMARY AND CONCLUDING REMARKS. This case is one of the most straightfor
ward of all those considered. The aquifer is known to be unconfined in
the region under consideration. the wells are known to be partially pene
trating, and an application of the Jacob method reveals no boundaries. The
Hantush-Theis method is the obvious choice for analysis and sufficient data
is available to provide a good cross-check on the calculations. Further
more. drawdowns are small and the depth of aquifer is large enough to pre
clude any correction for changes in depth resulting from pumping. There
is, however, a lack of data in the critical range of time where the data
begins to depart from the type curve and the estimates of the depth are
considered on the conservative side. The lack of information on the pene
tration of the observation wells is not a factor since the match point
values do not change significantly for penetrations of up to 10 feet.
Finally. it is observed that the partial penetration of the pumped well
prevents an analysis to determine the anisotropic properties of the
aquifer.
CASE STUDY B KALIHI-UKA, OAHU
Introduction
29
Well 139-1 is located on the west side of Kalihi Stream at an elevation
of 614 feet above sea level in Kalihi Valley. It was drilled in 1964 and
has a diameter of 12 inches. The well is 150 feet deep with the upper 100
feet cased off. Static water level in the well ranges around 635 feet
above sea level (or 21 feet above ground level) with some seasonal fluctua
tion. The regional hydraulic gradient in the aquifer is about 0.03.
On August 14, 1964, a 5-hour pumping test was performed on well 139-1
at a constant discharge rate of 300 gpm. 'Drawdown and recovery measurements
were taken at frequent intervals at the pumped well and at three nearby
observation wells: DH-68, DH-69, and DH-70. There are six other drill
holes in the Kalihi-Uka well group, DH-7l through 76, which were not moni-
'tored during this test but for which geological logs are available. The
data from this pumping test is compiled in Table B-1 and a site map of the
area is shown in Figure B-1.
The aquifer boundaries considered here are not well defined. However,
'the data presents an opportunity to apply a number of analytic methods, the
results of which may be studied and compared, on order to establish that
aquifer model which best represents the prototype.
Geology
The floor of Kalihi Valley in the area of well 139-1 and associated
drillholes has a soil cover of several feet overlying dense unweathered
Kalihi basalt. The basalt, which is of fairly uniform thickness of about
100 feet, is the result of a posterosional eruption of the Honolulu series
that occurred much later than the main island-building volcanic activity.
The eruption spilled forth lavas which flooded the preexisting Kalihi
Valley and, because of the unusual thickness of the fluid lava, cooled
rather slowly to form an extremely dense layer.
Below the Kalihi basalt is a complex sequence of alluvium, flow lavas
showing various degrees of weathering, and cinder or clinker beds. The
drilling logs are difficult to correlate between drill holes in these
IN
TABLE B-l. PUMPING TEST OF WELL 139-1. 0
DATE: AUGUST 1", 1961+. DISCHARGE: 300 &PII.
RADIAL DISTANCE TO DH 68: 285 FEET. TIp.£ SINCE T111: 5 I t-CE ~ ~ DAA\o/!:lCAoN DRAlooDCfIoH " " " DH 69: 375 II PlMPIN:> PlMPIN:>
" II II DH 70: 260 " BEGAN CEASED I-NDH68 IN DH 69 IN DH 70 IN 139-1 (FEET) (FEET) (FEET (FEET)
RADIUS OF WELL 139-1: 0.5 FEET. (MII'IJ'TES) (MI/>lJTES)
TIlE SINCE TIME SINCE 158 2."5 DAA~ DAA~ ~ DR.AIooOO'r.N 168 1".2" PlMPIN:> PlMPIIIG IN DH 68 IN DH 69 IN DH 70 IN 139-1 178 2.99 BEGAN CEASED (FEET) (FEET) (FEET) (FEET) 183 2.50 1.25 1".2" (MINJTES) (MINJTES)
201 14.24 208 3.07
1 0.00 0.00 0.00 213 2.57 1.28 1".24 1.5 0.3" 229 14.2" 2 0.31 0.52 230 2.60 3.18 2.5 0.65 231 1 2.59 3.13 ".5" 3 0.5" 0.00 0.79 232 2 2.30 3.94 ,. 0.68 0.90 233 3 2.19 2.83 3."" 5 0.83 0.15 1.02 23" 4 2.01 2.64 3.2" 6 0.97 0.19 1.1,. 235 5 1.89 2."5 2.9" 7 0.27 1.22 236 6 1.78 2.29 2.7" 8 1.06 0.3'+ 1.29 13.2" 237 7 1.69 2.16 2.6" 9 1.13 0.30 1.36 238 8 1.61 2.0" 2.54
10 1.21 0.32 1.43 239 9 1.5" 1.9" 2."0 11 1.26 0.46 1.49 240 10 1."9 1.86 2.24 12 1.30 0.40 1.55 241 11 1.44 1.79 2.18 n 1.35 0."3 1.61 2 .. 2 12 1.38 1.72 2.1" 14 1.39 0.411 243 13 1.33 1.66 2.04 15 1.411 244 14 1.61 2.0" 16 1.45 13.8" 2"5 15 1.56 2.0" 17 1.49 246 16 1.50 2.04 18 1.52 0.61 2"7 17 0.95 1.46 2.04 28 2.0" 2"8 18 1.17 0.96 1.43 2.0" 33 1.79 . 0.72 2"9 19 0.93 1.39 43 2.26 13.84 250 20 0.93 1.36 .. 8 1.95 0.74 251 21 0.93 1.31 58 2."0 14.2" 252 22 0.93 1.2B 63 2.05 0.93 253 23 1.07 0.8" 1.26 2.0" 73 2.53 25" 2 .. 0.82 78 2.15 0.97 14.2" 255 25 0.8" 88 2.64 256 26 0.B4 93 2.23 14.2" 257 27 0.39
108 1".2" 258 28 0.97 0.39 1.14 2.04 118 2.77 259 29 0.39 123 2.35 1.06 14.2" 260 30 0.39 U8 14.2" 261 31 0.39 148 2.91 263 33 1.05 153 1.57 14.24
TO 0 H -72 ~ 1400 ft
• CD
CI Z ... en )(
1&.1
•
DH-71 ~ 560 ft
WELL 139-1
o H-75 (;) ~ 1000 fI
(;) DH-69
100 o
31
(;)
o H -73 ~ "70 fI ... -- .
(H-74 / ~,,~O ft
100 200
FEET
FIGURE 8-1. SITE MlV'--KALIHI-UKA WELL GROUP,Ql\HU.
tOO
..J 100 w > w ..... C III V) 700 z C III ::IE
III > 600 0 III 0(
• !!
500 z 0 .... 0(
> III ..... III 400
300
HORIZONTAL SCALE " .. Il I -r--,- ,-- T T I
o 1000 2000
, en If)
N ..... ~ ..... , III
% ~ o
-----.",.,,,,,.,,,,.,...,,,,.,..
-----..... ."...,.....-
co
'" , % o
"'I ~,. ',' ,.'
,." ,.
.. ~
% o
.",--'0-,
,."
"':,<:] KALIHI BASALT
II')
~ , ..
If)
~ , % 0
,.......,
'~ INTERBEDDED ALLUVIUM, LAVAS (VARYING
DEGREES OF ALTERATION), AND CINDERS
.. KOOLAU BASALT
.. ~
% 0
FIGURE 8-2. GENERALIZED WELL LOGS FOR THE KALIHI-UKA WELL GROUP.
0 '" ~ ~ ~
% % % 0 0 0
CI
'" % 0
GO
'" % 0
~ N
33
layers; therefore, individual beds cannot be traced over the area with any
degree of confidence. The various individual layers probably interbed and
pinch out, and thus do not extend over large areas. This complex formation
is locally 150 to 250 or more feet thick.
Beneath the alluvium and altered material are unweathered Koolau
basalts which comprise the bulk of the Koolau shield volcano.
The Kalihi basalt and underlying alluvial formation extend laterally
to roughly the present valley sides. Longitudinally, these same formations
extend beyond the area delineated by the drill holes.
Well logs 'are shown graphically in Figures B-2.
Hydraulic and Hydrologic Aspects
Water occurs under artesian pressure in the material immediately be
neath the Kalihi basalt. The source of the water is up the valley near
the Koolau crest above the highest drill holes.
The Kalihi basalt forms an effective upper confining boundary, although
some leakage is possible and it has been reported that water flows into the
Kalihi stream from underlying rocks in areas below well 139-1.
Even though some of the drill holes penetrated to unweathered Koolau
basalt, no unsaturated zones were encountered below the Kalihi basalt.
However, it seems unlikely that there is a hydraulic connection between
this aquifer and the basal fresh water lens, in spite of the fact that no
well-defined lower confining layer has been established.
In the alluvial complex, water is contributed to the well mainly by the
coarser-grained layers. The finer-grained layers probably do not allow
appreciable flow of water, but may leak some water into the coarse layers.
Water flow is thereby effectively restricted to the nearly horizontal coarse
layers. In the region of the higher elevation drill holes, separate layers
in the alluvial formation contain water under different pressures, confirm
ing the effectiveness of the fine-grained layers as aquitards.
Analysis of Pumping Test Data
In order to determine the model to which the Kalihi-Uka aquifer best
conforms, several analytical methods were applied to the test data. The
Jacob and Theis methods were applied as more or less standard procedure and
because the Jacob method is best for revealing the presence of boundaries.
34
The results of these two methods of analyses are given in Figures B-3, B-4,
B-5, and B-6, respectively. The recovery data was analyzed by the Theis
recovery method and provided a check on the results of the two previous
analyses. The plot of the data for the Theis recovery method is shown in
Figure B-7.
Since it was not certain whether well 139-1 was completely penetrating
or whether there was any leakage into the aquifer, both the Hantush-Theis
and the Walton methods were applied. The resulting type curves are included
in Figures 8-4, B-5, and B-6. In using the Walton method it was discovered
that if the first data point fit the type curve, thenthe later time data
did not fit well. Hence, a second match point was determined by ignoring
the first drawdown observation.! The latter Walton type curves, together
with the data, are plotted in Figure B-8.
Since data from three observation wells, each on a different ray from
the pumped well, was available, the Hantush method for anistotropic aquifers
was also applied. The results from the Theis analysis were selected as the
input data because they gave the best agreement between the three values of
the equivalent transmissivity. The resulting ellipse of direction is
plotted in Figure 8-9.
Several facts from the analyses indicate that the well is not partial
ly penetrating. First, the conductivity of 12 to 15 ft/day produced by the
Hantush-Theis analysis is unreasonably small. Second, the data departs from
the Hantush-Theis type curves at points previously identified with the
recharge boundary. Consequently, the aquifer depths of 1050 to 2120 feet-
which seem unreasonably large for a high elevation aquifer--are quite likely
incorrect.
These facts, together with the knowledge that the aquifer is confined
by the dense overlying basalt and composed of horizontal layers of coarser
and finer materials, leads t~ the conclusion that the flow is essentially
horizontal into a completely penetrating well. Furthermore, some leakage
may occur from the coarser layers lying below those penetrated by the well
1. Because of data scatter, no difference in the fit of the data from DH-69 for the two different match points is apparent.
-• .!
• z ~ 0 0 ~ ct a: 0
4rl-------------------------------.-----------------.------------------------------------------------------------~
TEST DATE: 8/14/64 PUMPED WELL: WELL' 139-1
DISCHARGE: Q. 300 Qpm SYMBOL
<:>
OBSERVATION WELL
o H -68
A. T 2.300·1 .... 0"'ln/dor LOG CYCLE • 4,.. :C;:"LOG CYCLE
1.27 fI 6.22 X 10· OPd Ifl
31~-------------------~---------------------r_--0 OH -419 0.14' fI t.36 X 10· opeI"l
2
o
A OH -70 1.37 fI '.78)( 10 4 ,pell II
SYMBOL 10 S' 2.25 TIp . _____ ...:..._--::-__ _
,2 (1.48)(1440100IlflS'",ln/do, ---------------------------<:> 1.13 ",In 285 fI
o 3.2mln 375 fI
A 0.91 ",In 260 fI
1.80 )( 10.4
4.45 )( 10.4
1.62 )( 10'.
IMAGE WELLS ASSOCIATEO WITH RECHARGE BOUNOARIES
OBSERVATION tp tl '1 • , Gil; SYMBOL WELL
- ---------<:> o H - 68 1.34 "'In 39 ",III 285 II 1540 fI
0 OH -70 1.08 ",III 70 "'hI 260 II 2090 ft
A OH -69 4.48 "'In 97 "". 375 II 1750 "
10 3
TIME, t. (minults), SINCE PUMPING BEGAN
104
FIGURE B-3. DRAWDOWN, s VB TIME, t AT KALIHI-UKA DH-68, DH-69, AND DH-70j JACOB METHOD. t to
TEST DATE: 8/14/64
PUMPED WELL: WELL 139 - I
DISCHARGE: Q: 300 opm
THEIS METHOD:
Q
10' I DISTANCE TO OBSERVATION
WELL D.H. - 68: r z 285 ft
KD =-- W(U)· 1440 min/day 411"1
KD " 4.70 X 104 Opd/ft
4KDt I
,... -.. .. :::. .. z ~ 10
0
o o ~ < a: o
5 : -_. u • ---------:~---HANTUSH THEIS MATCH POINT ,2 (7.48)(1440) IiIol/ft S . mlnldoy
+ E (u, b/r, d/" i/r) " 1.0
. I/u : 1.0
I : 4.1 It
S = 2.73 X 10-4 &oJ
~~ I _ .... ·THEIS ~ ~ .;..------_..-
t "2.1 min
b : 49. ft
d " 0 ft
I " 127. ft
THEIS MATCH POINT
W(u) z 1.0
I/u "1.0
1=0.73 fl
:;,0 __ ._ •• -. -0-0-00:;1- WALTON, rlL =0.02
.... --•• ::0::""0"'0: HANTUSH -THEIS
HANTUSH - THEIS METHOD:
o 1440 min/day K = E (u, blr, d/r, i/r)
811"5 (b-d) 7.48 ool/ft
K ., 11.4 fl/doy
4 Klu SID =
-,-2-' 1440 minldoy
= 8.19 X 10- 6 fI- 1 SID
D ~ 0.5 ~ btl +r J 5/uOEPARTURE )
D ~ 1438.ft
10 1 102
T .. KD' 7.48 oollft S
T = 12.2 X 10 4 OPd/fl
S =
TIME, 1 (minules), SINCE PUMPING BEGAN
lOS'
FIGURE 8-4. DRAwrx::MN, s VS TItv'E, t AT KALIHI-UKA DH-68j THEIS AND HANTUSH-THEIS METHODS.
V.J (1\
---4> • -•
10' I
TEST DATE: 8/14/64 PUMPED WELL r WELL 139 _ 1
DISCHARGE: Q. 300 opm
DISTANCE TO OBSERVATION WELL· D.H. 69 I r. 375 11
HAN TUSH - THEIS
MATCH POINT
E(u. b/r, d/r, ~/r) .~.O I/u I: 1.0 .
• .. 2.95' 1
t • 6 min
b z 4~. "
d = 0 ft
THEIS METHOD:
Q KD = -- W(u)· 1440 min/day
4""
KD = 5.56 X 10 4 Opd Ifl
4KDI I S .. --. u . ------
,2 (7.48)(1440) gal/tiS min/day
S ,. 7.40 X 10.4 .
.., II: ;:)
5,"" CL • .., ,., C N
I = 124. fl z· ~1001 ____ '
o ~
'"' a: o
THEIS MATCH
W(u) II 1.0
lIu = 1.0
• ,. 0.62 fI
t II 4.7 min
po~ Q METHOD
8 '11'"(b-d) E(u,b/r.d/r.l/r) 1440 min/day K z-__ _
K = 15.8 ft/day 7.48 oal/fl
4 Ktu
SID = -r-2-' 1440 min/day
0 ·6 '1. 1 S/D:I 1.88 X I
D ~ 0.5 (b+l+rJ5/uOEPARTURE)
o ~ 2120 fI
T,. KD 7.48 001/,,3
T z 25.1 X 10 4 Opd/ft
S = 10" I ,( I 1 I I I 1 1 I I I 1 I
100 10
1 10 2 10 3
TIME. I (mlnules), SINCE PUMPING BEGAN
FIGURE 8-5. DRAW[)()NN, s VS TIM:, t AT KALIHI-UKA DH-69; THEIS AND HANTUSH-THEIS tJETHOOS. VI -.J
.. • •
TEST DATE: 8/14/64
PUMPED WELL: WELL 139-1 THEIS METHOD:
Q DISCHARGE: Q = 300 vpm
DISTANCE TO OBSERVATION WELL D.H. 70: r ,. 260 fl
10' I r-:~~~~ HANTUSH - THEIS
MATCH POINT
KD = -- W(U)· 1440 min Iday 417'1
KD = 4.50 X 10" OPd 1ft
4KDI I S " _. u . -----.....;.------
r2 (7.48) (1440) val/ft'· mlnlday
E (u, blr, d/r, I/r) = 1.0
+ I/u= 1.0
. 1=3.75ft
I = 1.5 min
b = 49 ft
d = 0 " I = 108 ft
S ,. 2.14 X 10'"
~ I -_ .... -..........
~/~~<-;;A~-A IJ> IJ> "" ........ t\-_&~ -----~-~-- - -
THEIS
WALTON, r/L =0.2 HANTUSH -THEIS
z ~IOO'---~ o o ~ < a: o
THEIS MATCH
W(u)= 1.0
lIu = 10.0
1=0.75f1
, " 8.5 min
HANTUSH - THEIS METHOD:
Q 1440 min Iday K = ·E (u, blr, dlr, I/r)· 3
8 11' S (b - d) 7.48 va II f I
K = 12.4 il/doy
4 K' u
SID = -,-2-' 1440 minldoy
SID = 7.68 X 10. 7 It· I
D~ 0.5 (b'U+r~ 5/uOEPARTURE )
D ~ 1050 II
3 T = KD 7.48 vollft
T = 9.77 X 10" VPdlfi
S = 8.07 X 10. 4
10.1 I J I I I I I 100 ._. . _ .. 10'
TIME, I (minutes), SINCE PUMPING BEGAN
FIGURE 8-6. DRAWDOWN .. s VS TItvE" t AT KALIHI-UKA DH-70; THEIS AND HANTUSH-THEIS tJETHODS.
lI'I 00
• • • • z ~ 0 0 ~ cl II: 0
J cl J 0 en 1&.1 II:
4
3
2
TEST DATE: 8/14/64 PUMPED WELL: WELL 139-1
DISCHARGE: o· 300 opm
~__________________ 0
'/1 /
/ /
/
. /" //
~ ~
~/ //
/
+t+
,,/
//
//
?
/" /
SYMBOL
o
+
6
o
o
THEIS
OBSERVATION WELL
o H - 68
DH - 69
DH - 70
WELL '39-1
RECOVERY
6 I " (LOG CYCL[)
I. 5 I ft
1.25 fI
2.07 ••
2.3 .5 fI
METHOD
T· 2 .30 o · '440 min/day
4.6 I" Il.OG CYCl.E)
5 .2' X 10· VPd/fl
6.34 X 10· 9Pd/1I
3.B2 X 10· 9Pd/fl
3.37 X 10· 9P41f.
D , I , I I , I II I I I I I I
10°
FIGURE B-7.
10' 102 10 3 10·
TIME SINCE PUM PING BEGAN I TIME SINCE PUMPING CEASED, tI t· (DIMEN SIONLESS)
RES I DUAL DRAWDOWN 1 S" VS D I MENS IONLESS TI ME 1 t / t " AT KALI H I -UKA DH-68 1 DH-69 1 DH-7 O,AND WELL 139-1; THEIS RECOVERY METHOD.
t t..
.. !!
.. z ~ 0 0 ~ ct a:: 0
TEST DATE: 8114/64
PUMPED WELL: WELL 139 - I
DISCHARGE: Q. 300 9pm
OBSERVATION 0 SYMBOL WELL T • --. W lu, ,/L)
411' a .
0 o H • 68 4.79 X 10 4 IIPd III
S • (4 T ", llu L 011( ,
2.44 X 10- 4 23~ II 142~ II 318 CIa,.
0 o H • 69 8.20X104 11Pd/ll 1.3~ X 10-4 37~1I
6 o H ·70 ~.~~ XI04 gpd/ll 1.86 X 10.4 260 II
187~ fI 321 do,.
~200 fI 3280 da ,a
10' I r--~~~ WALTON MATCH POINT IOH-70)
-t Wlu"/LI·IO.O
. I/u .'0.0
I ' I L • O.O~
100
WALTON MATCH POINT
W (u"/L)' 1.0
l/u·1.0
, I L • 0.2
• "0.72 II
•• 6.2 fI
,/rl. 9.0XI0· S mln/fl l , I L • O.O~
~'/L'0.2 WALTON TYPE·CURVES
,/LaO.2
WALTON MATCH POINT (OH-69)
+ W(u,"L)"1.0
. I I u " 100.0
r/L • 0.2
a • 0.42 II
",2. 2.4~ X 10.5 minI fli
10.1, I , " , I' , , , I , , , , I , , I' , I
10-~ 10-4 10· 3 10.2 10-1
TIME SINCE PUMPING BEGAN ISQUARE OF DISTANCE FROM PUMPED WELL, t /r 2 (minutes 1 feet
2)
FIGURE 8-8. DRAWDOWN, s VS TIME, t/r2 AT KALIHI-UKA DH-68, DH-69, AND DH-70j WALTON LEAKY AQUIFER METHOD.
~ o
PRINCIPAL VALUES:
(KO)x = ILl X 1049Pd/fl
(KO)y = 2.18 XI04
9Pd 1ft
ECCENTRJCITY :
--.::.. = 2.29
STORATIVITY: 5 = 4.1 X 10.4
R EF. RA Y i .~L.:=.~. -------------------
NOTE: (KD). AND 51 (KD)n HAVE BEEN DETERMINED BY THE THEIS
ANALYSIS.
FIGURE 8-9. ELLIPSE OF DIRECTION, KALIHI-UKA WELL GROUP.
41
42
shaft. This leakage is minimall until the cone of depression approaches a
region where communication between the layers is so effective as to simu
late a recharge boundary.
A summary of results from all methods is presented in Table 8-2.
Since only the results of the Theis method were considered in calculating
the ellipse of direction, values of (KD)n and S are not recorded for the
other methods of analysis.
TABLE B-2. SUMMARY OF RESULTS.
08SERVATlCl-4 (1<0)0 (l<O)n
foETHD WELLS (Wd/ ft ) (gpd/ft)
ll£IS DH-68 4.70 X 10- S.10 X lO- 0.581 X 10-' ti DH-69 5.66 tI 3.79 tI 1.24 .. tI DH-70 4.58 tI 10.0 tI 0.467 If
1l£1S-RECOVERY OH-68 5.25 ..
1l£1S-RECOIIERY DH-69 6.34 tI
Tl£IS-RECOIIERY DH-70 3.82 tI
1l£1S-RECOVERY 139-1 3.37 tI
JACOB DH-68 6.22 tI 0.289 x 10-' tI DH-69 9.36 tI 0.475 " H CH-70 5.78 tI 0.280 "
WALTCl-4 OH-68 4.79 tI 0.510 " tI DH-69 S.20 tI 0.923 " tI CH-70 5.55 tI 0.335 "
1WlTUSH-1l£IS DH-68 12.2 tI 0.967 "
1WlTUSH-TtEIS DH-69 25.1 tI 1.58 "
H.ANT'USH-1l£IS DH-70 9.71 tI 0.825 tI
Discussion
STORATIVITY
4.70 x 10--
4.70 II
4.70 It
RE .... ERENCE FIGl.RE
B-4 B-5
B-6
B-7
tI
II
tI
B-3 tI
tI
B-8 tI
tI
B-4
B-5
B-6
TRANSMISSIVITY. In view of the anisotropy of the aquifer, all of the
estimates are for equivalent transmissivities. There is good agreement,
1. Note the relatively high resistance factors for the leakage that are recorded in Figure 8-8.
43
between the results of all methods except for that of the Hantush-Theis
lethod, which has been rejected. as explained above. The ellipse of direc
tion shown in Figure B-9 gives the transmissivity in any direction and an
equivalent value of 4.92xl04 gpd/ft. The properties of the ellipse of
direction were calculated from the results of the Theis analysis using a
aatch point based on the early time data which is considered to be more
reliable than later time data because of the influence of the recharge
boundary.
HYDRAULIC CONDUCTIVITY. The Hantush-Theis method is the only one which
yields a conductivity and, as mentioned above. the value is considered to
be too small to be realistic. On the other hand, if the aquifer thickness
is taken at 50 feet, the length of penetration of the open well shaft, then
an equivalent transmissivity of 5.0x104 gpd/ft gives a conductivity of 134
ft/day. This value appears much more realistic and corroborates the idea
of a fully penetrating well.
STORATIVITY. The storativity of 0.00047 is consistent with values associ--:m~d- wltfi -confTrte-d -aquife-rs-.- - The -dfrectional character of the transmissi
vity is apparent in the values of S/(KD)n which consistently increase as
the location changes from DH-70 through DH-68 to DH-69.
ANISOTROPY. An application of the Hantush method for anisotropic aquifers
resulted in an ellipse of direction with principal values of 11.lxl04 and
2.18xl04 gpd/ft and principal directions which are essentially parallel
(major principal axis) and transverse (minor principal axis) to Kalihi
Valley. 1
BOUNDARIES. In Figure B-3 a recharge boundary is indicated by the change
in slope seen in the semi-log plot of drawdown versus time. The change is
quite distinct for the data from DH-68 and DH-70; and even though the data
from DH-69 exhibits a fair amount of scatter. two credible lines of differ-
1. Geologic maps of the Kalihi Valley region show that the Kalihi basalt consists of a ribbon of lava which originated near the head of the valley and then flowed seaward a distance of six or seven miles. The lateral extent of the ribbon was limited by the valley walls and is approximately 1/2 mile. Personal communication with R.H. Dale, USGS.
44
ent slope can be drawn through the points. Breaks in the slope representing
a recharge boundary also show up in the semilog plot of the recovery data
presented in Figure B-7, but not as distinctly as for the drawdown data.
Even though data from three observation wells is available, the location of
the boundary remains uncertain. 1 Circles drawn about DH-69 and 70 do not
intersect but are approximately tangent at a point about 1700 feet south
east of 139-1. Regardless of the location, it seems clear that a recharge
boundary is present.
S~y AND CONCLUDING R~KS. Data from the Kalihi-Uka well group pre
sent a somewhat ambiguous picture since a good fit of the data with a num
ber of different type curves can be achieved. This ambiguity is apparently
resolved by noting that the geological structure requires essentially hori
zontal flow to the well bore and that the Hantush-Theis analysis does not
give reasonable results. Hence the conclusion is that the flow may be con
sidered as horizontal to a fully penetrating well and,that some leakage
occurs from the coarser and more permeable layers lying below those pene
tarted by the well shaft. After a period of pumping, the cone of depression
reaches a region where a recharge boundary--perhaps a point where a water
bearing lower layer is in good communication with the upper layers penetra
ted by the well-~comes into play. A study of Figures B-3, B-4, 8-5, and
B-6 shows the early time data to be reliable and hence, match points should
be based on it rather than on the later time data which is influenced by
the recharge boundary. Thus, leakage as such is minimal and the Theis or
Jacob methods are the most ,appropriate ones in spite of the good fit that
can be obtained with the Walton type curves and the later time data.
Finally, the data from three observation wells show a strong anisotropy
with principal directions that are essentially parallel and transverse to
Kalihi Valley.
1. The distances between the observation wells is about the same or less than the differences between the distances to the image wells. Thus, cir-
cles of radius r i = rpl!ti/tp with the observation wells as centers, do
not have clear intersection.
CASE STUDY C KAONOHI RIDGE, OAHU
Introduction
.......
Wells 197-A 'through I (nine wells) constitute a pumping station in
laimalu Gulch in the Pearl City area of Oahu. The wells are arranged in a
staight line which is oriented in northwest-southeast direction and are
spaced on SO-foot centers. The dimensions of the wells are given in Table
C-l and are shown graphically in Figure C-2.
TABLE C-l. Sl.JM"1A.RY OF DATA ON P\..MPED AN) OBSERVATION WELLS.
ELEVATION CASI~ WELL DEPll-i OF AT TOP OF WATER LEVEL
DI.AMETER DEPll-i CASING WELL (FEET (FEET) ~LL NO. (FEET) (FEET) (FEET) ABOVE MSL) ABOVE MSL)
197-A 12 955 200 56 22 -197- 8--·--12--.. --?------·-·~? - 56-- -·-----2-2--- --- -197-C 12 ? ? 56 22
197-0 12 707 206 5~ 22
:I97-E 12 405 58 56 22
197-F 12 503 88 56 22
197-G 12 510 130 56 22
197-H 12 504 76 56 22
197-1 12 484 40 56 22
19l-3A 16 500 289.8 253.5 18.1
T-75 6 237 75 26 17.3
The battery of wells was pumped at a steady combined rate of 8300 gpm
for a period of time sufficient to attain a steady-state condition and then
shut down on July 15, 1966. The subsequent recovery of the piezometric
level in the aquifer was monitored at wells 19l-3A and T-7s, both located
on Kaonohi Ridge. The dimensions of these two observation wells and their
locations are also included in Table C-l and Figure C-2. respectively.
Figure C-1 shows a plan view of the area and the relative positions of the
- ----_ . . - ------- _.
46
WELLS
o
WELL T-75
MOANAllJA
EAST LOCH
PEARL HARBOR
----~---1000 500 0 1000 2000
FEET
ELEVATION CONTOUR LINES IN FEET
FIGURE C-l. SITE MdP--KAO/'JOHI RIDGE WELLS" OAHU.
SEA LEVEL 0
f-
200 ~
f-
400L-
191-3A
197-A 197-B 197-C 197-0 197- E 1~7- F
• • '. =fl
~.~ ... ~ o· .~
<
";, n
I:~
~.~
NO HORIZONTAL SCALE
• NO GEOLOGIC LOGS AVAILA~LE
STATIC WATER LEVEL ~,t CASING
tf- SOIL (ALLUVIAL OR RESIDUAL)
I. BASALTIC LAVAS
FIGURE C-2. GENERALIZED WELL LOGS :FOR THE KAONOHI RIDGE WELLS. oj:
48
pumping station and the observation wells. The recovery data were collectec
using several Stevens water level recorder units. The residual drawdowns
were selected at discrete points from the recorder charts and are tabulated
in Table C-3.
This test has two unusual features. First, it is a recovery test from
a steady-state drawdown condition and. in theory, may be considered as the
reverse of the usual drawdown test. Second. the nine wells--all pumping
simultaneously--differ decidedly from the single line-sink condition which
is assumed by most analytic methods which treat transient data.
Geology
In Waimalu Gulch at wells 197-A through I. there is a layer of alluvial
deposits which extends. locally, to a depth of approximately 250 feet. The
alluvium is comprised of particles ranging from clay to boulder size and is
occasionally interbedded with thin layers of Koolau lava. Underlying the
alluvium is bedrock of Koolau basalt which extends to an undetermined depth~
Wells 191-A through I penetrate both the alluvium and the basalt and the
uncased portions are open to a part of the alluvium as well as to the
basalt. The relative portions of the well casing intersecting the alluvium
and the basalt are shown in Figure C-2 for wells where logs were available.
On Kaonohi Ridge, at both well 191-3A and T-75, Koolau basalt underlies
a very thin layer of residual soil. The Koolau lavas are typical Hawaiian
basalt, and thin layers overlay one another in a random sequence of aa and
pahoehoe flows which have varying physical properties.
Hydraulic and Hydrologic Aspects
The alluvium in Waimalu Gulch is unconsolidated and, even though it
contains layers of predominantly fine-grained material, it apparently does
not confine the groundwater in the basaltic lavas under an artesian head.
There is a regional seaward hydraulic gradient in this area and groundwater
movement is toward Pearl Harbor. Springs on the side of Kamehameha Highway
discharge fresh water and there is likely additional seepage through the
caprock in the Pearl Harbor area.
The groundwater in the entire Pearl Harbor area is part of the Ghyben
Herzberg (or basal) fresh water lens.
TABLE C-2. SUMMARY O~ RESULTS.
RESISTIVITY ANALYTIC OBSERVATION TRANSMISSIVITY STORATIVITY , HYDROLOGIC FACTOR, DEPTH REFERENCE
METHOD WELLS (gpd/ft) S CONDUCTI VI TY D'/F' (ft) FIGLRE (ft/DAY) (DAY)
THEIS 191-3A & T-75 3.17 X 10 7 4.23 X 10-1t1 BWS
THEIS & WALTON 191-3A 0.819 X 10 7 47.0 X lO-1t 2.20 C-4
THEIS & 3.44 X 1O-1t': WALTON T-75 3.52 X 10 7 72.8 C-3
WALTON 191-3A 1. 73 X 10 7 24.6 - I X 10 It 16.7 C-5
" T-75 4.23 X110 7 2.87 X 1O-1t 242. " HANTUSH-
THEIS 191-3A 5.87 X 10 7:: 428.0 X 1O-4~: 1080 7,260:: C-4
HANTUSH-THEIS T-75 12.1 X 107 30.3 X 10-4 ' 648 24,850 C-3
:: SINCE THERE IS NO CLEAR DEPARTURE POINT FOR THIS DATA, THESE VALUES ARE CONSIDERED TO BE MINIMAL ACCORDING TO THE HANTUSH-THEIS ANALYSIS.
~ to
so
TABLE C-3. RECOVERY OF STEADY-STATE DRAWOOWN DUE TO THE CEASING OF PUMPING OF WELL 197-A TO I ON 7/15/66.
PUMPING RATE: $300 gpm (COMBINED TOTAL).
DISTANCE TO OBSERVATION WELL 191-3A: 700 FEET. DISTANCE TO OBSERVATION WELL T-75: 3700 FEET.
TIME SINCE PUMP I NG CEASED
(MINUTES)
0.5 1 2 4 6 8
10 12 14 16 17 18 20 23 26 29 30 34 39 40 44 49 50 54 60 70 74 79 80 84 89 90 94
100 120
RECOVERY IN OBSERVATION WELL
191-3A (FEET)
0.02 0.11 0.16 0.17 0.18 0.19 0.20 0.21 0.22
0.22 0.22
0.23
0.24
0.24
0.25 0.25
0.26
0.26
0.26 0.27
RECOVERY IN OBSERVATION WELL
T-75 (FEET)
0.01 0.02 0.035 0.052 0.061 0.067 0.070 0.074 0.077
0.078
0.080 0.081 0.085 0.086
0.090 0.093
0.093 0.094
0.097
0.103 0.104
0.108 0.110
0.109 0.110
Analysis of Pumping Test Data
As the wells are known to be partially penetrating, the Hantush-Theis
Jethod was applied and the resulting type curves, together with the data,
~ shown in Figures C-3 and C-4. For the sake of comparison, data was
also analyzed by the basic Theis method with a match point determined on
the basis of a good fit for the early time data. The curves for this anal-
1'15 are also included in Figures C-3 and C-4. Because of the possibility
of leakage from the overlying alluvium, the Walton method was also applied.
Por this latter method two different sets of match points could be found-
one corresponding to later time data and one corresponding to early time
data. The curves based on the later time data are shown in Figure C-5
while those for the early time data are included in Figures C-3 and C-4
where the match points coincide with those for the (included) Theis type
curves. The results of all ana"lysesare compiled in Table C-2, together
nth those of a Theis analysis based upon a plot of r2/t vs. s for the
~mbined data from both T-75 and 19l-3A. This latter analysis was made by
Bl'i5-personnel-and-i-s inc-Iuded--for-purposes- of -compa-r-ison.----
It must be kept in mind that the analysis involves recovery data which
is treated as drawdown data, i.e., the difference between the drawdown at
the time pumping ceased and the ensuing residual drawdown. 1 In theory this
amounts to considering a cone of impression or the injection head produced
by a recharge well turned on at the time the actual pumping is terminated.
Furthermore, it is important to note that the storativity, particularly for
wco~fined aquifers, appears to be smaller during recharge than it is during
drawdown. Finally, the equivalent distance between the observation wells
and the single equivalent pumping well should be estimated from equation
(11). Given the information that 19l-3A is 700 feet from the pumphouse
the approximate location of 197-C--the equivalent distance is 620 feet. 2
In the case of T-75, the difference in the extreme values of the r i is approx
imately 50 feet. Thus, if the equivalent distance is taken as the given
1. See also Case Study D. 2. The value of 700 feet was used by mistake to calculate the Hantush-Theis type curve. Since the correct value differs from 700 feet by only 11 per:ent, the difference between the correct and the plotted type curves should lot be significant.
..,
~ -• ~ -• z ~ o
TEST DATE: 7/15/66
PUMPED WELLS: 197- A THRU I
DISCHARGE: Q .. 8300 Qpm
EQUIVALENT DISTANCE TO OBSERVATION WELL, T -75: r: 3700 ft 100~----------------__________ -,.-__________________________ ~ __ ~ ______________________ ~
THEIS A~D WALTON METHODS: HANTUSH - THEIS METHOD:
Q Q 1440 min Iday KD .. -- W(u)·1440 mln/day K " ,·E (u, blr, dlr, 1/r)· 5
471"1 871"(b-d) • 7.48 9al/ft
KD = 3.52 X 10 7 OPd 1ft K .. 648 ft Iday
S=4KD,.u. I
r 2 (7.48) (1440) Qal/ft 5 . min Iday
4 K' u SID: --2-·
1440 min Iday r
S=3.44XI0·4 +
' , L2 D/K =KD·7.48oallf,3 .
D'IK' = 72.8 days
SID: 1.22 X 10. 7 ft ·1
D~ 0.5 (b +1+rJ 5/uOEPARTURE )
D ~ 24,850 ft THEIS
~ 10.1 t-----~ a: o
HANTUSH - THEIS
MATCH POINT
E (u, blr, dlr, 1/r) : 1.0
lIu : 1.0
>a: LA.! > o U LA.! a:
THEIS MATCH POINT
W(u)·I.O + I/u = 1.0 .
•• 0.027 ft
, .. 0.36 min
.' = 0.21 fl
,tI: 0.93 min
b = 547 ft
d • 80 f'
• = 147.3 fl T " KD 7.48 oal/ft 3
T • 12.1 X 10 7 OPd/ft
S • 3.03 X 10. 3
:a .....
It) ,..,
10.21 Cf I I 1 1 1 1 1 1 1 1 I .1 0 I 2
10 10 10 10
TIME, ,"(minu,es), SINCE PUMPING CEASED
FIGURE C-3. RECOVERY, Sl VB TIME, til AT KAONOHI WELL T-75; THEIS AND HANTUSH-THEIS METHODS.
V1 tv
-.. :!
• z ~ o o
TIIltI "ATat POI'" W(u). 10
I/u • 10
, = 1.16 ft
100 I ."' 5.8 min T
HANTUSH THEIS MATCH POINT
E (u, blr, dlr, 1/r) "' 1.0
I/u"' 10
,'=0.125
."", 7.6 min
b "' 547 ft
d
I "'
'TEST DATE: 7/15/66
PUMPED WELLS: 197-A THRU I
DISCHARGE: 0 = 8300 QPm EQUIVALENT DISTANCE TO OBSERVATION WELL, UU-3A I , •• IO:tt .,
", • • f. · •.. '
HN ••••• _--- THEIS
o
~__ HANTUSH THEIS
WALTON, , rlL =0.4
HAN TUSH - THEIS METHOD:
o 1440 min Idoy K "' ,'E (u, blr, dlr, 1/r)· '----'---..;.....;...;..:..
8.".(b-d)s 7.48 Qol/ft 3
~ 10·' I a: r--- K = 1080 fl/doy
o
>a: '" > o u '" a:
Q KD = -- 'W( u)· 1440 min Idoy
41fs
KD"' 8.19 X 10 6 Qpdlft
S = 4KD1 . u . I
r 2 (7.48) (1440) Qollft 3 . mln/doy
S "' 47. 0 X 10. 4
, ,L2 !I o IK "' KD ·7. 48 Qollft
4 Ktu SID = -r-2- ' 1440 min Idoy
0 ·6 ft ·1 SID "' 5.90 X I
o ~ 0.5 (b +lHJ 5/uDEPARTURE )
o ~ 7260 ft '
!I T = KD 7.48 Qollft
T ~ 5.87 X 10 7 Qpd/ft
·2 S ~ 4 . 28 X 10
D'IK' "' 2.20 day. 10.21 I I I I I I I I I I
100 10 1 I 10
2 I
TIME, t"(minutes), SIN:CE PUMPING CEASED
I I
Wf LL FIGURE C-4. RECOVERY, s' VS TIME, til AT KAONOHI 191-3A; THEIS AND HANTUSH-THEIS METHODS.
I
I
.. :!
.. ~ a:: w > o (.)
JOII~ ~-----r--r-TEST DATE: 7115/66 PUMPED WELLS: 197 - A THRU I DISCHARGE: Q. 8300 opm
ow lu, r/l) • 1440 m.ln Idoy T. 4 ... "
4 T '"u S • ... .---:-.....;....:.....:~:......-:-__ ---:-7 ,1·1440 mln/doy· 7.48 oollft l
r ls -;JL OBSERVATION
SYMBOL WEll ~q D'I K'
o 191-3A 620 fI
t::. T-75 3700 fI 1001-~~~~ 1.73 X10' 9Pdlfl
4.23 X 10' OPd/ft
6200 ft 00.00246 16.7 dar'
37,000 ft 242 day. 0.000287
r I L • 0: I
~(.)()c0
WALTON MATCH POINT r I l • 0.1
~ 10-1 Wlu,r/l)sl.O lIu s 1.0
" • 0.055 ft +0 0.1410
WALTON MATCH
POINT
Wlu, rl l)' 1.0
I/u· .. ;f• • 0.0225 fI ,- • 0.25 min
min
10-21 I -4 I I I II I III I II
10- 1 100 101 102 103
TIME, t· (minutes), SINCE PUMPING CEASED
FIGURE C-S. RECOVERY, s' VS TI~, til AT KAONOHI WELL 191-3A AND WELL T-7S; WALTON LEAKY AQUIFER METHOD.
VI ~
tistance of T-75 from the pumphouse, or 3700 feet, the error is less than
2 percent.
Discussion
~SMISSIVITY. The results of the Theis and Walton methods are in good
agreement while those of the Hantush-Theis method are two to three times
larger than the aforementioned. All values are in the approximate range of
107 to 108 gpd/ft and are unusually large. However, they are consistent
with the low resistivity measurements recorded at wells 197, 19l-3A, and
191-38. 1 Which method gives the most reliable estimate of the transmissi
vity is questionable. The wells are known to be partially penetrating;
hence, the Theis and Walton results will be too small. On the other hand,
the Hantush-Theis method gives unrealistically large values for the aquifer
depth and will subsequently yield excessive values of transmissivity and
storati vity •
HYDRAULIC CONDUCTIVITY. The Hantush-Theis method gives conductivities of
1000 and--648 -ft/day-for- data-from we1-1s-19-l~3A and-T--75,- respectively. -It
is worth noting that in 1966, well 19l-3A was used to conduct two step
drawdown pumping tests and the data was subsequently analyzed by Soroos. 2
The estimated conductivities were 689 and 1250 ft/day for the test data of
8/15/66 and 10/21/66, respectively. In calculating these values by the
Zanger method, well losses were taken as proportional to the pumping rate
squared. Also, the value of 648 ft/day is in excellent agreement with the
results of analysis on the Kalauao wells which are located about 3000 feet
to the southeast of T- 75. 3
STORATIVITY. Storativity values range from 3.44xlO- 4 (Theis method--early
time data) to 377xlO- 4 (Hantush-Theis method). The use of recovery data
1. This information was extract'ed from reports and, driller logs located in the files of the Board of Water Supply, City and County of Honolulu. 2. Ronald L. Soroos, 1973. "Determination of hydraulic conductivity of some Oahu aquifers with step-drawdown test data." M.S. thesis, University of Hawaii. 3. See Case Study A.
56
combined with the additional complicating factors of partial penetration
and leakage render the determination of storati vi ty to essentially that of a
guess. However, one fact does stand out--storativity at 19l-3A is consist
ently larger than at T-75. This may be the result of a greater leakage in
the vicinity of 19l-3A.
ANISOTROPY. There is insufficient data to determine the presence and nature
of any anisotropy.
SUMMARY AND CONCLUDING RENMRKS. The analyses of these data produced results
which were among the least definitive of any of the case studies. The fact
that a good fit of the data with both the Walton and the Hantush-Theis type
curves indicates that both partial penetration and leakage are factors.
Furthermore, the influence of the later factor depends on whether one deter
mines the match point on the basis of later-time or early-time data. In
addition the data is not of the drawdown type but rather recovery data,
which in itself makes a reliable determination of the storativity most
unlikely. Conclusions from this data are limited to the fact that trans
missivities are unusually high--l0 7 to 10 8 gpd/ft--and that the Hantush
Theis analysis seems to give a reasonable value for the conductivity.
It should be pointed out that it is relatively easy to fit later-time
data to more than one member of a family of type curves. Hence, early-time
Inatch points are more reliable and, therefore, are preferable.
CASE STUDY D lAO VALLEY, MAUl
Introduction
lao Valley on Maui is the site of two wells, lsA and lsB, which were
drilled in 1953. Both wells are 600 feet deep and tap the basal, basaltic
aquifer. They are located to the southwest of North lao Village and are
lpaced 50 feet apart. Static water level in these wells is about 21 feet
above sea level. Both wells have l8-inch 1.0. casings which are 411 and
422 feet long for lsA and lsB, respectively. The open hole length on lsA
is 189 feet and that on lsB is 171 feet. A site plan for the two wells is
shown in Figure 0-1 and the drillers' logs are shown graphically in Figure
0.2.
'::1/
Between January 22 and 24, 1964, a pumping test was conducted by pump
ing both wells simultaneously at a constant combined discharge of approxi
aatcly 7.2xl0 6 gpd (5000 gpm).l The pumping was maintained continuously
for 29.5 hours. Water level measurements were recorded during both the
drawdown and recovery periods of the test at well lsB and at well ISO. The
latter is located 750 feet north and east of wells lsA and lsB. The pumping
test data is compiled in Table 0-1.
Geology
The wells involved in this test are located where lao Valley intersects
the isthmus area of Maui at the foot of the West Maui volcano. The alluvial
sediments which form the isthmus are about 420 feet thick in the vicinity
of wells 15A and 158. The alluvial formation overlies basalts of the Wailuku
series. The open hole portions of the wells are entirely within the basalt
and tap groundwater within this formation.
Hydraulic and Hydrologic Aspects
The Wailuku basalt is the .material comprising the aquifer tapped by
1. According to data in the files of the Board of Water Supply, City and County of Honolulu, the pumping rates in ISA and ISB were 2360 and 2440 gpm, respectively.
Q .. .., 57 0 100 2~0 (
FEET
ELEVATION CONTOUR LINES IN FEET
15 - E
~ .. ,~ --) , ....... -~ .................... --
15-F ............ - _.,. / .' ..... _ .. , " ............................... ,.". ............... ' fII"" .::. ...... -.... ~ ....... --.:--... .
. ,; ....... :::~:::::: ..•.. -..... . .... • ••• rl -----------.
,/'/"// , ,
(l I HALE MAKUA
I ......... j i ..... _ ....... J ... J 0
FIGURE D-1. SITE MAP--WELLS IN lAO VALLEY, MAUl.
/
V1 00
TEST WELL 15-D
MAUl WELL 15 - A
DEPTH BELOW GROUND (Ill
o
154
ALLUVIUM INTERBEDDED
WITH BASALT
BOULDERS AND
CONGLOMERATE
" Z
<II .. <J
~ CD
ELEVATION ( ttl
360 GROUND
MAUl WELL 15 - B
DEPTH BELOW GROUND (ttl
o
BOULDERS AND
CLAY
" z in .. <J
C
!!!
ELEVATION ( ttl
GROUND 365
STATIC
...
.J CD .. oJ
et > .. STATIC
WATER
------------______________ Mt: ______ ~_~~~~ ___ ~_~:? __ SEA LEVE L DATU M ---__ ..J~ WATER "
::; LEVEL 20.9 3 - q' ------_ ... _ ..... _--_ ..... - ... --...... --_ .. _- ... -------- .. -
411
BASALT
z ... "-0'" ::~
BOTTOM OF
CASING
-51
en'" CD
600 ------...J....-L-=--;;;B:;;0::;:T-:;:TillioM
- 240
OF WELL
417
BASALT
I' -57 z ... "- ... 0 ... -0 -", CD ....
BOTTOM OF
CASING
I - -235 '600 BOTTOM
OF WELL
FIGURE D-2. DRILLERS LOG OF MAUl WELLS IS-A, 15-B, AND IS-D.
<II a: ... oJ oJ
a: o
o z
ELEVATION ( ttl
II 485.6
z ~
" 0 ~ ~ <II Z .. ::> <J
'" C ...
-'" ... z ........ ", ...
",
... 0 ",0 z'" ... -... 2
... -etO "'0 0-... -
TABLE D-l. DATA FRQ\1 THE PLMPING TEST OF MAUl WELLS 15A AND 15B ON 1/22 THRU 1/24/64. 0-0
DISCHARGE: Q = 5000 gpm (CQ\1BlNED RATE FOR 15A AND 15B).
DISTANCE TO WELL 15D: 750 FEET (EQUIVALENT DISTANCE).
TIME SINCE TIME SINCE DRAWDOWN DRAWDOWN TIME SINCE TIME SINCE DRAWDOWN DRAWDOv.JN PLMPING PlMPlNG IN WELL IN WELL PUMPING PLMPING IN WELL IN WELL
BEGAN CEASED 15B 15D BEGAN CEASED 15B 150 (MINUTES) (MINUTES) (FEET) (FEET) (MINUTES) (MINUTES) (FEET) (FEET)
1 7.42 90 7.63 2 7.25 95 0.23 3 7.34 110 0.24 4 7.34 120 7.67 5 7.34 125 0.28 6 7.34 140 0.31 7 7.38 150 7.67 8 7.38 155 0.34 9 7.42 170 0.36
10 7.42 180 7.75 12 7.42 185 0.38 14 7.42 200 0.39 15 0.06 210 7.80 16 7.46 215 0.41 18 7.46 240 7.80 20 7.46 245 0.46 25 7.46 0.08 270 7.84 30 7.50 300 7.92 35 0.11 365 7.84 0.60 45 7.54 0.15 375 7.84 55 0.17 390 7.84 60 7.59 395 0.64 65 0.18 420 7.92 75 0.20 425 0.69 85 0.21 450 7.96
TABLE 0-1. DATA FRav1 THE PUMPlt-.G TEST OF MAUl WELLS 15A AND 150 ON 1122 THRU 1124/64. (CONT'O).
TIME SINCE TIME SINCE DRAWD()\o.jN DRAWDOWN TIME SIf'.CE TIME S If'.CE'7'::·'l>RA~' ~V';~"~lr PLMPING PLMPING IN WELL IN WELL PLMPING PLMPING IN WELL IN WELL
BEGAN CEASED 15B 150 BEGAN CEASED 156 15D (MINUTES) (MINUTES) (FEET) (FEET) (MINUTES) (MINUTES) (FEET) (FEET)
455 0.72 1235 1.05 480 8.00 1265 8.25 510 8.00 1295 1.06 515 0.76 1320 8.25 540 8.00 1355 1.06 570 8.04 1380 8.25 575 0.82 1415 1.04 600 -8.17 1440 8.25 635 0.83 1475 8.25 660 8.17 1550 8.25 695 0.86 1620 8.29 720 8.17 1680 8.29 755 0.86 1740 8.29 780 8.17 1770 1.10 815 0.86 1775 1.11 840 8.13 1780 8.29 875 0.87 1780.5 0.5 2.34 900 8.17 1781 1 -1.62 935 0.88 1781. 5 1.5 -0.04 960 8.17 1782 2 1.27 995 0.92 1782.25 2.25 1.06
1020 8.17 1782.5 2.5 1.21 1055 0.96 1783 3 1.21 1080 8.17 1783.5 3.5 1.21 1115 1.00 1784 4 1.21 1140 8.25 1784.5 4.5 1.21 1175 1.03 1785 5 1.21 1205 '8.25 1786 6 1.21 1230 8.25 1787 7 1.17
0-....
TABLE 0-1. DATA FROM THE PUMPING TEST OF MAUl WELLS 15A AND 150 ON 1/22 THRU 1/24/64. (CONT'O). 0\ N
TIME SINCE TIME SINCE ORAWOOWN ORAWDOWN TIME SINCE TIME SINCE ORAWDOWN DRA~ PLMPING PLMPING IN WELL IN WELL PLMPING PLMPING IN WELL IN WELL
BEGAN CEASED 15B 150 BEGAN CEASED 15B 150 (MINUTES) (MINUTES) (FEET) (FEET) (MINUTES) (MINUTES) (FEET) (FEET)
1788 8 1.17 1.05 1845 65 0.92 0.92 1789 9 1.17 1850 70 0.88 0.91 1790 10 1.17 1855 75 0.88 1791 11 1.02 1860 80 0.88 0.90 1792 12 1.17 1865 85 0.84 1794 14 1.13 1.01 1870 90 0.84 1796 16 1.09 1875 95 0.84 1798 18 1.09 1.01 1985 205 0.63 1800 20 1.09 1.00 2020 240 0.59 0.70 1802 22 1.09 2050 270 0.54 1804 24 1.09 2075 295 0.50 0.61 1805 25 1.00 2140 360 0.46 1806 26 1.04 2200 420 0.50 1808 28 1.04 2240 480 0.45 1810 30 1.04 0.98 2320 540 0.41 1815 35 1.00 0.97 2380 600 0.39 1820 40 1.00 0.96 2440 660 0.38 1825 45 0.96 0.93 2500 720 0.37 1830 50 0.96 0.93 2560 780 0.36 1835 55 0.92 0.93 2585 805 0.25 1840 60 0.92 0.92 2615 835 0.25 0.36
63
wells ISA and lSB. It is not certain if the overlying alluvial formation
confines the groundwater in the basalt under artesian pressure. However,
the alluvium is certainly of lower hydraulic conductivity than the basalt
because of the presence of a considerable fraction of clay-sized material.
Furthermore, it is only loosely cemented and is probably subject to caving.
For these reasons, that portion of the wells penetrating the alluvium is
cased off. The groundwater in the basalt is part of the basal, fresh water
(Ghyben-Herzberg) lens which floats upon the underlying and more dense salt
water.
Analysis of Pumping Test Data
Figure 0-1 indicates that the three wells lie essentially along a
straight line. Since there is no information to the contrary, it will be
assumed that the given distance to well ISO, of 750 feet, is measured from
the midpoint of the line connecting the two pumped wells. Hence, the
equivalent distance is (725X77S)1/Z = 750 feet.
The data from well l5B was not analyzed for two reasons. First, the
very rapid response of the water level in well l5B to pumping and recovery
precluded the recording of the more useful early-time data and second, in
ISB the drawdown is significantly influenced by the pumping of well lSA-
only 50 feet away.
The data was analyzed by the Theis, Jacob, Theis recovery, and Hantush
Theis methods. All methods resulted in type curves to which the early-time
drawdown data could be made to fit. Beyond a time of 700 minutes the data
points deviate in a complex fashion from the type-curves. In Figure 0-5,
the semilog plot of the data for the Jacob analysis, three distinct line
segments are defined by the data points. Also, in Figure 0-4 which shows a
semilog plot used in the Theis recovery method, two distinct line segments
are indicated. The abrupt manner in which the slope changes in these plots
is indicative of impervious barriers bounding the aquifer. (Note that the
period during which the drawdown was influenced by only the first boundary
was not recorded during recovery, i.e., for drawdowns between 0.90 and 0.41
feet.) These changes in slope also cause a departure from the Hantush-Theis
type curve which obscures a presumed later departure due to the effect of
the bottom of the aquifer. For this reason, no estimate of the thickness
of the aquifer was obtained with the Hantush-Theis method.
64
The most reliable estimate of the transmissivity from the recovery data
should be based on the data corresponding to the shortest time after pumping
ceased, or on the slope of the flattest line segment. In this regard, it is
interesting to plot the "recovery drawdown" (i.e., the steady-state draw
down, taken to be 1.10 feet, minus the residual drawdown recorded ln Table
0-2) vs. time since pumping stopped. This plot has been included in Figure
0-5.
ANALYTIC ME1HOD
THEIS
THEIS RECOVERY
JACOB
HANTUSH
TABLE D-2. SUMMARY OF RESULTS.
TRANSMISSIVITY (gpd/ft)
3.90 X 10 6
6.75 X 10 6
5.07 X 10 6
STORATIVITY , S
0.334
0.238
HYDRAULIC CONDUCTIVITY
(ft/DAY)
368
REFERENCE FIGURE
D-3
D-4
D-5
D-6
Both the drawdown and recovery data define essentially the same three line
segments, although recovery data is missing along the middle segment as
noted above. Such agreement is to be expected from the fact that recovery
drawdown can be considered as the superposition, at the time pumping stops,
of a recharge well with the pumped well such that the net discharge from
the well is zero. Hence, "recovery drawdown" is simply the injection head
with reference to the drawdown produced by the pumped well. As noted in
the section on "Analytical Methods," the latter can be taken as the drawdown
when pumping is stopped, if equilibrium exists or is approximated at that
time. (Note that prior to shutdown the drawdown increased only 0.05 feet
in the last 8 hours of pumping and, for a part of that time, it decreased
Slightly before increasing again.)
Figures 0-3 and 0-6 show the data and type curves for the Theis and
Hant~sh-Theis methods. respectively. The results from all analyses are
summarized in Table 0-2.
.. .. -
' .. " . "_ .. ,' .' -, .,.""t'If".: . ., "" ~?""'~ '. C·.<" -", ·'''' ... '''"'''.''''' .... ~:ii#\MIIi'd'<14iit;S\jl4ii!4ii£:i!iii·!:<!4. -iN 4 ··· .. ,··c·· .. ",...-:'~
TEST DATE: 1122-24/64
PUMPED WELLS: MAUl I~;'A AND 'I~-B
DISCHARGE: Q = 5000 opm
EQUIVALENT DISTANCE TO OBSERVATION
10° L E-----.:.::::.::~~~ ~ THEIS TYPE-CURVES
MATCH POINT
W(u) = 1.0
u 101.0
.1 = 0.147 It
= 13 min
.. 10"11' fi----t----------+----------1
z :t o o :t <t a: o
min
10-21 I I
Q T = --. W (u) '1440 min I day
4 Tr 1
T = 3.90 X 10' OPd Ifl
4 T I u S = -- . -----....:...--=--__ _
r2 (7.46)( 1440) oallft 3 . min Iday
S = 0.334 =
JO I .~2 __ 3
TIME, I (minules), SINCE PUMPING BEGAN
'il .= , J Iii lip
'il = 2290 h -
, i2 = r ~ li2/1p
'i2 = 3460 fl
FIGURE D-3. DRAWDOWN J s VS TIME, t AT MAUl WELL 15-D; THEIS METHOD. 0\ U1
QI QI -
• lit
Z := 0 0 := <l 0:: 0
..J <t :::l 0 (/)
UJ 0::
TEST DATE: 1/22 - 24/64 PUMPED WELLS: MAUl 15-A AND 15-B
DISCHARGE: Q. 5000 opm'
EQUIVALENT DISTANCE TO OBSERVATION
WELL 15-0: r· 750 ft
1.2 r' ----------------~--------~--------~--------------~
1.0
0.8
0.6
0.4
0.2
...... -o· __ ···········t _ .... _ .. -0 ·-0- 0 ," /LOG CYCLE
= 0.195 fl .I I
I ._ / .. --- .,'
. .' -1-·· ... - /' .. -----------------------------------~------------------------------------~ 1----------------------------------------- ....
/.. DATA NOT RECORDED ./ DURING THIS PERIOD
2.30 Q T = II • 1440 mln/doy
4",A, / LOG CYCLE
T = 6.75 X· 106 OPd / fI
01 10;;<0,--1-_-1---.1
101
TIME SINCE PUMPING BEGAN I TIME SINCE PUMPING CEASE 0, I II U (01 MENSION LESS)
aa-
FIGURE 0-4. RESIDUAL DRAWDOWN" sIt VS DltvENSIONLESS TIM::" tit" AT MA.UI WELL 15-0; THEIS RECOVERY METHOD.
Hfl i '9fl~di!f/":t.t,J¥l;.;lI;tJ' )GO, ;}L$'!d"}"?'
TEST DATE I 1122-24/64 PUMPED WELL ~ MAUl IS-A AND IS-B
DISCHARGE: O· ~OOO 9pm EQUIVALENT DISTANCE TO OBSERVATION WELL IS-D: r. 7S0-ft
1.21 1,/ ____ _
.:
-.. z ~ o o ~ Cl 0:: o
>-0:: \oJ > o U \oJ
<:> DRAWDOWN, •
A RECOVERY DRAWDOWN,.' 1.0
O.BI t------------jf--------
0:: 0;6 o z Cl
.,;
~ OAI ~ ~ o o ~ Cl 0:: o 0.2
103
TIME, , (minutes), SINCE PUMPING BEGAN
@
-.,. "" ........ !~~-r·~'·;r~,~l-"W",-·~lPTSf.3"4'.!..z;4¥¥tN ~.. ..' ~"":r:--~~,.q'lQ,~.~
2.30' 0 T • 1440 .. In Ido,
4,..6. I LOG CYCLE
T. '.07 X 10' ~lId If'
2.2' TI. S •
,1 ,7.411)(1440)·,01"" ... I./do,
S. 0.238 -
'1'·' F. '" • 2000 " ~
, II • , J '12 I 'II
'11 • 2760 II
FIGURE D-5. DRAWOo,-JN" s AND RECOVERY DRAWDOWN" s' VB TIt-E" t AT Ml\UI WELL 15-D; JACOB M::lliOD. C]\ -...J
• • -• z ~ 0 0 ~ q: cr 0
TEST DATE: 1122-24/64
PUMPED WELLS: MAUl 15- A AND 15-B
DISCHARGE: Q It 5000 opm
EQUIVALENT DISTANCE TO OBSERVATION WELL, 15 -0: r It 750 fI (§)
10° ~~~--------------------~
10-1
MATCH POINT 0~ _ 1 E {u, b/r, dlr, 11r) -1.0 r:P($)
~=I.O 0 .,. 0.56 fl ~ • c 21 min 00 b c 260 fI 0 d .. 75 ,.
I ... 352
Q ·E(u b/r,d/r, K .. " 8-r(b-dh
~----------~ I~ K = 368 fl/doy
r 0
4 Klu SID .,. -,-2-· 1440 mln/doy
0 _, ft -I SID = 3.82 X I
z Ir ) • ;...14.;...4_0~m~i n...;..l_d.;,..o.l
7.48 001/ ft •
o ~ 0.5 ( btl +r ~ 51 uOEPARTURE )
O?! 2356 f.
3 T = KD 7.48 ool/ft
T 2: 6.5 X lOS OPd/ft
S ?! 0.09 =
10-2 , 1 I I I I I I I I J
10' 10 2 103 104
TIME, • (mlnu'es), SINCE PUMPING BEGAN
FIGURE 0-6. ORAWDCMN, s VS TIfvE, t AT MA.UI WELL 15-0; HANTUSH-THEIS tvETHOD.
(]\ 00
69
Discussion
TRANSMISSIVITY. The transmissivities calculated from the Theis, Theis re
covery and Jacob methods are in reasonably good agreement, but are probably
underestimated since the wells are partially penetrating. For this reason,
the Hantush-Theis method should provide the most reliable estimate. How
ever, since no-flow boundaries apparently obscure that departure point of
the data caused by the aquifer bottom, only a minimal value (i.e., 6.5x10 6
gpd/ft) based on a lower limit of the aquifer depth can be estimated.
Since the static water level is 21 feet above sea level, the fresh water
depth is in excess of 800 feet at the pumped wells.
HYDRAULIC CONDUCTIVITY. Application of the Hantush-Theis method results in
a conductivity of 368 ft/day, which should be a reasonably reliable esti
mate.
STORATIVITY. The Theis and Jacob methods yield values of 0.334 and 0.238,
respectively, for the storativity, and the Hantush-Theis method indicates
that it should be greater than 0.09. The first two values are considered
to be large, even for an unconfined condition with some l~akage from the
overlying alluvium.
ANISOTROPY. There is insufficient data to determine the presence or nature
of any anisotropy.
BOUNDARIES. Both the Jacob and Theis analyses show the presence of two no
flow boundaries, and the Theis recovery method reveals one--that most dis-
tant from the observation well. The distances to the image wells may be
estimated from either the graph of the Jacob or the Theis analyses. How
ever, the Jacob method is preferable since the changes in slope are much
clearer on the semilog graph. The question of whether one of the breaks in
the slope in Figure 0-5 might not represent the bottom boundary can be
raised. No clear answer seems available in the data. If the second break
in the slope is caused by the bottom, the resulting depth is about 4300
feet and S = 0.164.
SUMMARY AND CONCLUDING REMARKS. Two wells, l5A and lSB, which are 50 feet
apart, were pumped and drawdown and recovery data recorded in well lSB an~
in an observation well, 150, 750 feet distant. The data from ISB war
jected for analysis since it did not contain the very early-time
70
data and because of the influence of nearby well 15A. The Theis, Theis
recovery, and Jacob analyses produced consistent but, because of partial
penetration, probably underestimated values of transmissivity. The Hantush
Theis method is considered to give the most reliable estimate of conductivi
ty. However, the evaluation of the aquifer depth and, hence, the transmis~
sivity and storativity, are questionable because of the uncertainty of the
nature of the boundaries causing departure of the data points from the type
curve. Estimates of the storativity by the Theis and Jacob methods are
large, and interpreted as possibly indicating leakage from the overlying
alluvium. Recovery drawdown and drawdown data produced consistent results
when plotted according to the Jacob method.
It is worth noting that measurements of drawdown and recovery in two
wells for a period of nearly 44 hours produced only two. specific results:
namely, what is considered to be a reliable estimate of the conductivity
and detection of at least one and probably two barrier boundaries. Ques
tions remain about the aquifer depth, storativity, anisotropy, and the
interaction between the basaltic aquifer and the alluvium.
j ·1
CASE STUDY E WAIKOLU VAlLEY,. MOLOKAI
Introduction
Molokai well l#23 is located in Waikolu Valley about 150 feet east of
Waikolu Stream at an approximate elevation of 950 feet above sea level.
71
The site plan is shown in F.igure E-l. This part of the valley cuts the
northwest rift zone of the east Molokai volcano,and numerous dikes associ
ated with the rift zone divide the aquifer into compartments which trap
groundwater at high elevations.
Well '23 penetrates basaltic rock to a depth of 300 feet below ground
level. It is cased throughout its entire length, but' the lowest 200 feet
of casing is perforated to permit entry of water. The 0.0. for the casing
is 12.75 inches. The water developed by this and other wells in the area
is transported by the Molokai tunnel to provide water for west Molokai.
On April 3-6, 1961, personnel of the State Division of Water and Land
Development and th~ u.s. Geological Survey supervised a test of well #23 by
pumping at a steady rate of 1005 gallons per minute for about 68 hours.
Prior to pumping, the static water level in well #23 was 863.82 feet above
sea level. During the test, water level measurements were taken periodi
cally at the pumped well, at satellite well #3. and infrequently at satel
lite well #2. The pump on well #23 was shut down at 8:30 A.M. on April 6,
and the recovery of the piezometric head was monitored in satellite wells
#2 and #3 until 7:45 A.M. on April 10. 1961. The test. data is recorded in
Table E-l.
Geology
Waikolu Valley is deeply incised in the north side of east Molokai.
Numerous dikes trending about N 65° Ware exposed in the bottom and sides
of the valley where the valley crosses the northeast rift zone. The dikes
are the chilled remains of lava which fed surface flows at a time when the
groWld surface was higher than present. The dikes "are vertical for the
most part. although some have a slight inclination. They range up to 15
feet in thickness and are relatively dense, though they often are divided
by an abundance of joints (cooling cracks) normal to their surface. The
I~
o WELL
o SATELLITE
--- DIKES
50 o FEET
kTS \' 0*
WELL 23
2 1S \'
-------
WELLS
100 200
-----------------
----------------
--------------_a.
FIGLRf E-l. SITE MA.P--WELLS IN WAIKOLU VALLEY, MJLOKAI.
TABLE E-l. DATA FROM PUMPING TEST OF MOLOKAI WELL #23 ON 4/3 THRU 4/6/61.
DISCHARGE: Q = 1005 gpm. DISTANCE TO: SATELLITE WELL *2, 75 FEET.
SATELLITE WELL *3, 75 FEET.
TIME SINCE TIME SINCE DRAWI:lOfJN DRAWOOWN DRAWOOWN TIME SINCE TIME SINCE DRA~ DRAWDOWN DRAWDOWN . PLMPII'li PLMPING AT PLMPED AT SATEL- AT SATEL- P\..t1P I I'li PLMPING AT PUMPED AT SATEL- AT SATEL-
BEGAN CEASED WELL lI23 LITE WELL LITE WELL BEGAN CEASED WELL lI23 LITE WELL LITE WELL (MINUTES) (MINUTES) (FEET) *2 (FEET) H (FEET) (MINUTES) (MINUTES) (FEET) *2 (FEET) H (FEET)
(4/03/61) 4 18.2 199 4.18 6 1.60 259 30.9 4.40 7 18.2 1.63 319 32.1 4.90 8 18.,2 379 32.1 5.22 9 1.82 439 32.1 5.53
10 1.89 499 32.6 5.85 11 1.93 559 32.6 6.11 12 1.94 619 33.2 6.30 14 2.06 679 33.2 6.66 16 2.15 739 33.4 6.88 18 2.24 799 35.6 7.13 20 2.31 859 35.6 7.30 22 2.38 919 35.6 7.53 24 17.6 2.43 979 35.6 7.68 26 2.48 1039 36.7 7.88 28 2.53 1099 36.7 8.13 33 2.65 1159 3&.7 8.21 39 0.69 1189 8.05 44 2.88 1209 8.33 49 2.94 1294 36.7 54 29.6 1334 8.65 59 3.05 1379 8.78 69 30.1 3.19 1469 37.3 8.98 84 31.5 3.37 1539 9.11
102 3.53 1622 9.30 131 3.75 1674 37.8 9.35 138 31.5 1. 28 1794 37.8 9.58 148 30.9 1914 38.4 9.82 159 30.9 3.92 2034 39.0 10.00
-...J VI
TABLE E-l. DATA FRa.1 PLMPING TEST OF f'IOLOKAI WELL #23 ON 4/3 THRU 4/6/61. (CONT'D). -..J l:o ---- -- ----- - --------
TIME SINCE TIME SINCE DRAWOOWN ~ DRAWOOWN TIME SINCE TIME SINCE DRAWOOWN D~ DRAWC>Cl'f.N PLMPII'li PlWING AT PLMPED AT SATEL- AT SATEL- PU1PING PLMPING AT PLMPED AT SATEL- AT SATEL-
BEGAN CEASED WELL 1123 LITE WELL LITE WELL BEGAN CEASED WELL 1123 LITE WELL LITE WELL (MINUTES) (MINUTES) (FEET) 112 (FEET) 113 (FEET) (MINUTES) (MINUTES) (FEET) 112 (FEET) 113 (FEET)
2154 39.0 10.23 4140 30 10.79 2274 40.1 10.38 4145 35 10.69 2394 40.1 10.63 4150 40 10.60 2514 40.1 10.73 4155 45 10.52 2634 40.7 10.93 4165 55 12.04 2794 11.13 4170 60 10.28 2874 40.7 11.22 4185 75 10.05 2994 11.35 4190 80 11.90 3114 40.7 11.38 4200 90 9.88 3234 40.7 11.62 4215 105 9.69 3354 40.7 11.78 4217 107 11.77 3474 40.7 11.90 4230 120 11.67 3594 40.7 12.03 4235 125 9.46 3714 41.3 12.14 4240 130 9.43 3834 41.3 12.28 4260 150 9.24 3954 41.3 12.40 4263 153 11.61 4059 12.50 4290 180 11.34 4064 14.47 4293 183 8.98
(4/06/61) 4320 210 8.78 4111 1 12.38 4350 240 8.58 4112 2 11.88 4365 255 11. 02 4113 3 11. 73 4395 285 10.91 4114 4 11.64 4403 293 8.27 4115 5 11.57 (4/06/61) 4116 6 11. 51 74.50 HRS. 360 10.56 4117 7 11.45 74.67 .. 370 8.01 4118 8 11.41 (4/07/61) 4119 9 11.36 91.33 HRS. 1400 8.20 4.33 4120 10 11. 32 98.50 .. 1800 7.70 4.33 4122 12 11.20 (4/08/61) 4124 14 11.16 118.5 HRS. 3000 6.50 3.33 4126 16 11.10 122.0 .. 3210 6.30 3.28 4128 18 11.05 (4/10/61) 4130 20 10.99 163.3 HRS. 5715 5.13 2.11 4135 25 10.90
75
flow lavas which form the rock through which the dikes cut are typical
Hawaiian basalt except for a thin capping of andesite remaining on the rel
atively undissected surface of the volcano. The extrusive rock that com
prises the aquifer in the vicinity of Molokai well #23 is entirely basalt. l
Hydraulic and Hydrologic Aspects
The extrusive flow lavas which comprise the aquifer in the vicinity of
MOlokai well #23 are relatively permeable, as is most Hawaiian basalt.
However, the intrusive dikes which divide the surrounding rock into more or
less separate compartments are often effective barriers to groundwater
movement. Rain water percolating into the various compartments is thus
trapped at high elevations and stored in these high-level, underground
reservoirs. Where the ground surface intersects the compartment boundaries,
water spills out as springs which feed the perennial streams in the valley.
Springs occur in Waikolu Valley up to 1500 feet in elevation, confirming
the effectiveness of some of the dikes as impermeable boundaries. Molokai
well #23 apparently taps one such underground reservoir. The aquifer is
considered to be confined or semi confined.
Analysis of Pumping Test Data
The Theis, Jacob, and Stallman methods were used to analyze the draw
down data and the Theis recovery method was applied to the recovery data.
The results of all the analyses are summarized in Table E-2.
The Theis and Jacob methods applied to data from satellite well #3
resulted in the well-defined curves shown in Figures E-2 and #-4, respec
tively with the latter method producing a series of straight lines which
clearly show the presence of several barrier type boundaries. The data
from satellite well #2 is so limited as to be relatively useless by itself.
However, it is of some value for the purposes of comparison and was subse
quently analyzed by the Jacob method and also plotted in Figure E-4. The
data from the pumped well, plotted in Figure E-6, showed considerable
scatter and application of the Jacob method resulte"d in two possible trans-
1. H.T. Stearns and G.A. MacDonald, Geology and Groundwater Resources of the IsZand of MoZokai.
-• :!
• z ~ o
10' J
TEST DATE; 4/3/61
PUMPED WELL: MOLOKAI WELL 23. DISCHARGE; Q. 1005 vpm DISTANCE TO OBSERVATION WELL, SATELLITE WELL 3, ,.75 ft
~-+-+--c i IP N .. n.t:l
I~ ~~.
~ ~ o
'" '" ..
c i
i~OF ~+ POINT
0 T. -·W(u)·1440mln/dor
4 r I
'.0
I/u • '0.
10" I
10° 10'
T • 1.64 X 101 Opd I fI
S • !.!..!..!.. . I ,1 (7.48)( '440) 0011" ' . m'n/dor
S - 4.32 X .er'
102 10 3
TIME, t (minut .. ), SINCE PUMPING BEGAN
, iI • , l '.. I', '11 •
1190 fI
'IZ· , ~ 'jZIt"
'11- 1290 ft
FIGURE E-2. DRAWDO.tJN, 5 VS TIfvE, t AT MJLOKAI SATELLITE WELL 3; THEIS t-'ETHOO.
104
'-I C1\
.ItJ
TEST DATE: 4/6/61
PUMPED WELL: MOLOKAI WELL 23 12 I DISCHARGE: Q.IOO~ opm
10 ~I ---------
~ 81 ,.. ~
• • z ~ 6 .-1--o o ~ Cl a: o
THEIS RECOVERY METHOD
...J 4 Cl
2.30 T a 1440 min / daJ
4".AI"/LOG CYCLE :> o en ItJ a:
o SATELLITE WELL 3 DATA
A SATELLITE WELL 2 DATA T· 2.41 X 10' OPdlf1
2 ~F--------------~------------------~~------------------~------------------~
o I 1 I I
10° 10 1 10 2 10 3 104
TIME SINCE PUMPrNG BEGAN 1 TIME SINCE PUMPING CEASED, tIt· (DIMENSIONLESS)
FIGURE E-3. RESIDUAL DRAWDOWN, s" VS DIr---ENSIONLESS TIfvE, tIt" AT MOLOKAI SATELLITE WELLS 2 AND 3; THEIS RECOVERY fvETHOD. '-oJ
'-oJ
• • .. z ~ o o ~ Cl a: o
141 /
TEST DATE: 4/3/61 PUMPED WELL: MOLOKAI WELL 23
12 I DISCHARGE: O. 1005 mQd DISTANCE TO OBSERVATION WELL:
10
r • 75 ft TO SATELLITE WELL 3 0 , • 75 ft TO SATELLITE WELL 2 A
SATELLITE WELL 3, 0 SATELLITE WELL 4, A
8
6
o T • -- • will )'1440 min / do,
4 ... T • 1.60 X 10' QPd III
S • ~. IS' ~.OO X 10.3 ,1 17.481(1440) 1101111 3 • min/do,
I" BOUNDARY 2 nd BOUNDARY
'II"~
41- 'II" , 0;tt; '11 • 617 " ----
• 1310 " 'il ~
21 _~
TIME SINCE PUMPING
Ta 2.~2 XIO' QPd/1I
S • 8.0~ X 10. 2
(mlnulll )
FIGURE E-4. DRAWDOWN, 5 VS TIME, t AT MOLOKAI SATELLITE WELLS 2 AND 3; JACOB METHOD.
""-l 00
79
missivities from the two straight lines which were defined. The abrupt
increase in the slope at t = 450 minutes is no doubt from the influence of
the dike boundary nearest well #23. Estimates of the storativity from
pumped well data were not calculated as the exact pumped well diameter was
not known. The calculation of S becomes very sensitive to small errors in
the radius, r, when r itself is very small.
The recovery data from both satellite wells were analyzed by the Theis
recovery method and the plot of residual drawdown vs. time is shown in
Figure E-3. Note the line segment with the flattest slope is used for
calculation of the transmissivity. Since it is this segment which repre
sents that portion of the recovery for which the injection head of the
imaginary recharge well is entirely within the dike boundaries. l
The barrier type boundaries indicated by the Jacobs method suggest the
use of the Stallman method of analysis. Figure E-4 shows that there are
two boundaries and Figure E-l indicates that they are essentially parallel
and that the pumped well lies between them. In this case it was decided
that sufficient accuracy would be obtained if the infinite sum of well
functions were terminated with the ninth image well. The locations of the
nine image wells contributing to the sum W(u,B1-s) are shown in Figure E-S.
TABLE E-2. SUMMARY OF RESULTS.
OBSERVATION METI-()D OF TRANSMISSIVITY REFERENCE WELL ANA.LYSIS (gpd/ft) STORATIVITY FIGURE
SATELLITE fi3 TI-lEIS 1.54 X 10 5 4.32 X 10- 3 E - 2
" TI-lEIS RECOVERY 2.41 " E - 3
" JACOB 1.60 " 5.00 " E - 4
" STALLMAN 1.64 II 4.02 " E 5
SATELLITE fi2 THEIS RECOVERY 2.41 " E - 3
" JACOB 2.52 " 8.05 " E - 4
WELL fi23 JACOB 1.20 " E - 6
1. See Case Study D.
.... • .! --Z ~ 0 0 ~ ~ a:
102,------------
TEST DATE I 4/3/61 PUMPED WELL: MOLOKAI WELL 23 DISCHARGE: Q. 1005 Qpm
DISTANCE TO OBSERVATION WELL, SATELLITE WELL 3: r. 75 fI
T. -O-'Wlu)'1440mlll/daJ 4 ...
101 ~ T. 1.64)1 lOll 9P~/ft
S.~' I ,I 11.41)(1440) Vallff' • ",llI/da,
S • 4.02 X 10"
STALLMAN TYPE - CURVE
NOTE: Wlu, P,.,) • W(U) •
PI • 'I I"
, 1 r W(PI''') ht
00 o
'I· DISTANCE FROM PIEZOMETER TO IWAGE WELL
-I NI \U \U
~I ~I
o 100 MATCH POINT
W I u, P'o') • I/u • 10'
01 01 10 1 . I . + '.. '... '''( S .•.•
•• 0.7 II
I • 420 ",III
lin
Z4"
UII4
45"
I4Z 'Sill
IIZ1
')IZ
SlS4
DISTANCE IN FEET.
10.11 I I I I I I I I I I I I I I I I I
10.1
100
101 102 10 3 104
...
TIME SINCE PUMPING BEGAN, t (minutes)
FIGURE E-S. DRAWDOWN .. 5 VS TIfv'E .. t AT tv'OLOKAI SATELLITE WELL 3; STALLMA.N M:THOO.
50,1. ===------,----.------TEST DATE: 4/3/61 PUMPED WEll: WOlOKAI WELL 3 DISCHARGE: Q • 1005 9pm DATA FROM P",MPED WEll
40Ir--------------------r-------------------~-------------------l------Q~~ .. ~"~-~'------~ ',JO Q
T • ,1440 ",ill 1_., .. W ,/LOG CYCLE
T • 1.20 X 10',,_l.ft
• :! -, ,-.30 6,.,'" II _---- 6
z ~ o o ~ c a:: o
201r-------------------~------------------~~------------------+_------------------~ o 00 o
10, 'I I I '" I I "
10° 10' 102 10J 104
TIME, t (mlnul .. l, SINCE PUMPING BEGAN
FIGURE E-6. DRAWDOWN, s VS TIM:, t AT t-OLOKAI WELL 23; JACOB METHOD. 00 ....
82
Discussion
TRANSMISSIVITY. The Theis, Jacob, and Stallman methods, applied to drawdown
data from satellite well #3, give values for the transmissivity which are in
excellent agreement with one another. The drawdown data from· satellite
well #2 is considered to be too limited (i.e., only four observations) for
a reliable analysis. However, using only the two drawdowns measured before
the first boundary exerted its influence, the transmissivity is 2.52x10 5
gpd/ft, which agrees with the results from satellite well #2. The value of
1.2x105 gpd/ft, calculated from data on pumped well #23, is low and may
reflect well losses which could not be determined from the given data. No
information on aquifer depth is available from these analyses. Since the
well almost certainly is partially penetrating, all the values of the
transmissivity are likely to be underestimated.
HYDRAULIC CONDUCTIVITY. The hydraulic conductivity is not available from
any of the analyses performed. As the pumped well is assumed partially
penetrating, the Hantush-Theis method would be the appropriate one to use.
However, it is doubtful that a depth, and hence, the transmissivity and
storativity, could be calculated. The presence of the dike boundaries
would cause the data points to depart from the type curve before that of
a bottom boundary, and thereby prevent the location of the correct ud ep and a subsequent estimate of the depth.
STORATIVITY. The Theis, Jacob, and Stallman methods, using the data from
satellite well #3, give closely agreeing values for storativity. The data
from satellite well #2 ,produced a storativity about 40 to 50 percent larger
than the others. A storativity of 4.00xI0- 3 to 5.00xIO- 3 , based on satel
lite well #3 data, seems reasonable for a confined aquifer but is probably
somewhat too small because of the partial penetration of well #23.
ANISOTROPY. There is insufficient data to determine the presence or nature
of any anisotropy. It is noted that there are four satellite wells in the
vicinity of well #23, more than enough to make use of the Hantush method
for anisotropic aquifers, should that be desirable "in the future. The
results of such an analysis will be influenced by partial penetration,
however.
83
AQUIFER BOUNDARIES. The presence of the dike boundaries is confirmed by the
Jacob analysis. Although two observation wells were used, the four data
points from satellite well #2 did not define three line segments and there
fore could not be used to locate the boundaries. The image wells, according
to the Jacob method, are 617 and 1310 feet, respectively, from the satellite
well #3. These same distances may also be estimated from the log-log plot
used in the Theis analysis (see Fig. E-2). The results from the semilog
plot are considered the more reliable though, since the changes in slope are
more clearly defined than those in the log-log plot.
SUMMARY AND CONCLUDING REMARKS. A single well is located in a perched and
presuma~ly confined or semiconfined aquifer. Drawdown data analyzed by the
Jacob method indicates that several boundaries are in the vicinity of the
well. Analyses by the Theis and Stallman methods produce values for the
transmissivity and storativity which are consistent with the results of
analysis by the Jacob method. All values of the aquifer properties are
considered to be underestimated because the well is undoubtedly partially
penetrating.
In the case no advantage is gained from using the Stallman method since
the best fit of the data with the type curve was considered to be that which
gave alignment during the early stages of pumping, i.e., before the bound
aries came into play. Figure E-S shows that the data which follow the
general contour of the Stallman type curve break away from it after about
60 minutes of pumping. This deviation may be caused by leakage into the
aquifer from a neighboring dike compartment or it may be attributed to a
poor estimate of the distances tb the image wells. Note that there is a
substantial difference between the distances determined from the Jacob
analysis and those indicated in the site plan of Figure E-l.
The Hantush-Theis method for partially penetrating wells would probably
yield a good estimate of the conductivity. However, it is most likely that
the transmissivity and storativity could not be determined with any relia
bility because dike boundaries will prevent a reliable estimate of the
aquifer depth.
CASE STUDY F PUNALUU, OAHU
Introduction
85
The wells at Punaluu are located in the narrow coastal plain between the
steep slopes of the mountains and the ocean. Well 402 is adjacent to Kame
hameha Highway at an elevation of 6 feet above mean sea level. It is 268.5
feet deep with the upper 148 feet cased off. The static water level is
about 19.5 feet above sea level.
Wells 402-2A and 402-2B are approximately a half mile from the coast
line and 600 feet apart. Well 402-ZA was drilled in 1965 at an elevation
of 70 feet above sea level and is 368 feet 'deep with the upper 94 feet cased
off. Well 402-2B was drilled in 1966 at an elevation of 80 feet above sea
level and is 380 feet deep with the upper 104 feet cased off. The top of
the water contributing zone is at elevation -70 feet for 402-2A and at -61
feet for 402-2B. The static water level elevations are 23 feet and 24 feet
for 402-2A and 402-2B, respectively. A site plan of these three wells is
shown in Figure F-l, and the well logs and dimensions are shown graphically
in Figure F-2.
Between July 14 and 17, 1965, a pumping test was performed well 402-2A.
The well was pumped at a constant rate of 2100 gallons per minute continu
ously during the three days. Water level measurements were recorded during
the drawdown as well as during recovery at well 402. The data from this
test is compiled in Tables F-l and F-2.
On February 14, 1966, a second pumping test was performed on well
402-2A. The well was pumped at a constant rate of 2950 gallons per minute
for 18 hours. Water level measurements were recorde~ at both wells 402 and
402-2B during both the drawdown and the recovery periods. The data from
this test is given in Tables F-3 and F-4.
In addition, step-drawdown test were performed on well 402-2A on June
21, 1965, and July 9, 1965, and on well 402-2B on February II, 1966. The
data from these tests is compiled in Tables F-5A, F-5B, and F-5C.
Geology
The coastal plain in the Punaluu area is composed of sediments typical
86
PAT'S AT PUNALUU
PACIFIC
OCEAN
WELL 402
o WELL 402- 2A
o WELL 402 -28
~ o~ ~~ ~
EXISTING PUNALUU O.B.M.G. RESERVOIR
BWS EXISTING PUMP STATION
- --- -500 o 500 1000 1500
FEET
FIGURE F-L SITE t-4AP--P~LUU WELLS." OAHU.
WELL 402
ELEVATION
STATIC WATER (tl) '\J LEVEL
1t.5 GROUND •
WELL 402-2A
Cl)
z ;;;
. .2. c u
~ 1&1
c
ELEVATION (tt)
GROUND - 70
STATIC WNER LE. EL
u
---------- Zllt-- -.!"---_. -lEA LEVEL D
lit 0: III >C oJ
CIJ Z
Z
'" Z o u
TOP OF WATER
CONTRIBUTION ZONE
.-~-oon ;::. J~ CD-
~o: z'" o. uooJ
oJ oJ
0: '" "':I~ .... 0
;:~
Cl) z en e u
.: 2
--CD ~
BOTTOM OF
CASING
III oJ 0 %
Z III Go 0
.~
2 . -III) ci BOTTOM ell
0'-WELL
-142
-262.5
-0: z ... i.:>zC ooJ u
TOP OF WATER
CONTRIBUTION lONE
oJ oJ III • '" o
= III N N
0: ... • o ..J
:I o a: ... en Z o i= J CD
0: IZ o U
0: ... le •
.. lOTTO CII (
CASIN
w oJ 0 %
Z ... Go 0
c !!! . -.. ,.. ell
BOTTO (I
wEL
-24
-70
N F L
-298
CO
WELL 402 -ZB
CIJ z lit e
Sl u
C Cl) !!!
UUM--! ~-- -!'" : "'>- .. ze ~ O..J U
TOP OF WATER
NTRIBUTION ZONE
oJ ..J ... ~
'" 0
--0-
'" .... ell oJ
0
a: % ... Z .. '" 0 Go
oJ 0
:I .: 0 a: '" !!! en z = 2 1&1 I- ... J N CD
0: .... Z 0 U
0: ... .... e •
ELEVATION (fl )
GROUND 10
STATIC WATER LEVEL
24
BOTTOM OF
CASING -24
-II
BOTTOM OF
WELL lOO
FIGURE F-2. GENERALIZED WELL LOGS FOR PUNALUU WELLS.
00 -...J
TABLE F-1. DRAWDOWN DATA FROM PUMPING TEST OF WELL 402-2A ON 7/14 THRU 7/17/65.
DlSOiARGE: Q = 2100 gpm.
DISTANCE TO: WELL 402, r = 2100 FEET.
TIt1: SINCE PLMP I t-G BEGAN
(MINJTES)
(1045 HRS)O 2 3 4 5 6 7
10 15 20 25 31 35 40 45 50 55 60 65 70 78 85 95
315 825
1005 1365 1740 2175 2415 2715 3195 3615 3945
~AT WELL 402
(FEET)
o .002 .006 .012 .016 .020 .025 .038 .Oltlt .046 .054 .069 .072 .073 .077 .088 .090 .091 .091 .093 .095 .100 .095 .180 .227 ·.231 .250 .280 .300 .312 .330 .360 .395 .405
TABLE F-2. RECOVERY DATA FROM PUMPING TEST OF WELL 402-2A ON 7/17/65.
DISCHARGE: Q = 2100 gpa. DISTANCE TO: WELL 402, r = 2100 FEET.
TIt-'E SINCE PLMPI t-G CEASED
(MINJTES)
(0719. t-RS)O 2 3 4 6 9
1l 13 15 16 18 21 24 26 29 31 33 36 41 51 61 71 81 86
101 116 131 136
RECOVERY AT WELL 402
(FEET)
o .002 .005 .007 .015 .024 .032 .037 .040 .045 .048 .050 .056 .060 .063 .068 .073 .078 .078 .096 .108 .l13 .126 .120 .135 .143 .150 .155
00 00
TABLE F-3. DRAWDOWN DATA FROM PUMPING TEST TABLE F-4. RECOVERY DATA FROM PUMPING TEST
ON WELL 402-2A ON 2/14/66. OF WELL 402-2A ON 7/14/66.
= DISCHARGE: Q = 2950 gpm DISCHARGE: Q = 2950
DISTAt-CE TO: WELL 402, r = 2100 FEET. DISTANCE TO: WELL 402, r = 2100 FEET. WELL 402-28, r = 600 FEET. WELL 402-28, r = 600 FEET.
TIME SINCE ~AT ~AT TIME SINCE RECOVERY AT RECOVERY AT
PLMPIN; BECAN (MINUTES) WELL 402 WELL 402-78 PtMPlf\C CEASED WELL 402 WELL 402-26
(FEET) (FEET) (MINUTES) (FEET) (FEET)
0.5 1 0.005 1 0.05 2
0.01 0.085 2 0.01 0.14
:5 0.13 4 0.02 0.18
~ 0.03 0.17 6 0.03 0.20
5 0.19 8 0.045 0.22
7 0.05 0.20 10 0.055 0.24
9 0.07 0.22 12 0.069 0.25
11 0.08 0.24 14 0.075 0.26
13 0.09 0.25 16 0.08 0.27
15 0.10 0.26 18 0.085 0.28
17 0.11 0.275 20 0.09 0.28
19 0.12 0.28 30 0.128 0.31
21 0.12 0.29 40 0.14 0.37
31 0.13 0.30 50 0.15 0.34
41 0.15 0.32 60 0.16 0.36
51 0.18 0.34 70 0.165 0.36
61 .0.19 0.36 80 0.175 0.37
71 0.21 0.37 90 0.18 0.38
81 0.21 0.38 100 0.19 0.39
91 0.23 0.38 110 0.195
101 0.23 0.38 120 0.195 0.41
111 0.24 0.39 130 0.200
121 0.25 0.39 180 0.43
131 0.24 0.39 200 0.43
141 0.395 250 0.44
671 0.40 1080 0.35 0.55
0.42
c \
90
TABLE F-5A. DATA FROM STEP-DRAWDOWN TEST OF WELL 402-2A ON 6/21/65.
s/Q = 1.655 X 10-2 +
3.1843 X 10- sQ
PLMPING RATE (gpm)
994 1050 616 955
STEADY-STATE DRAWDOWN
(FEET)
46.23 51.22 21.95 48.12
TABLE F-5B. DATA FROM STEP-DRAWDOWN TEST OF WELL 402-2A ON 7/9/65.
s/Q = 3.5271 X 10- 3 +
4.0601 X 10-sQ
PLMPlt--G RATE (gpm)
2778 2143 1596 1034
550 577
STEADY-STATE DRAWOOWN
(FEET)
41.82 25.64 15.94 7.74 3.24 3.47
TABLE F-5C. DATA FROM STEP-DRAWDOWN TEST OF WELL 402-2B ON 2/11/66.
s/Q = 2.3193 X 10- 3 +
9.5155 X 10-'Q
PtWING RATE (gpm)
2824 1967 2000 2034 1500 1000 500
STEADY-STATE DRAWDOWN
(FEET)
13.86 8.31 8.55 8.78 5.66 3.23 1.38
91
TABLE F-6A. SUMMARY OF RESULTS FROM TESTS ON 7/14 THRU 7/17/65.
TYPE OF Al'W.YTIC OBSERVATI~ TRANSMISSIVITY STORATIVITY, DEPTH REFERENCE TEST f£niOO WELLS (gpd/ft) S (ft) FIGLRE
~ THEIS 402 4.63 X 10' 1.57 ?< 10-' BWS .. JACOB .. 6.51 .. 1.72 " F-3
RECOVERY .. .. 8.50 .. 1.28 " " ~ tWffiJSH-
n-EIS II 13.5 " 4.89 II 5650 F-4
RECOVERY tWffiJSH-n-EIS .. 7.39 II 4.92 II 4350 II
TABLE F-6B. SUMMARY OF RESULTS FROM TESTS ON 2/14/66.
TYPE a: Al'W.YTIC OBSERVATlQ'./ 'TRANSMISSIVITY ST~T1VITY, DEPTH . REFERENCE TEST foETHOO WELLS (gpd/ft) S (ft) FIGURE
0RAWI)(l0,N THEIS 402 5.63 X 10' 6.4 X 10-1t - BWS RECOVERY .. .. 4.84 .. 14.3 " " DRAWDCloIN .. 402-2B 4.83 " 9.22 " .. RECOVERY .. .. 4.83 .. 8.6 " II
DRAWOOItN JACOB 402 4.86 .. 7.60 " F-5 RECOVERY " II 5.52 " 9.89 II " DR.AWD<Jt.N ,
RECOVERY II 402-2B 5.43 " 6.25 " F-6 ~ tWfTUSH-
nElS 402 7.95 II 2.71 X 10-' 5900 F-7 RECOVERY tWfTUSH-
n£IS .. 6.45 II 3.52 " 4350 " DRAWDOwN K<\NTUSH-
nElS 402"'2B 9.99 " 5.97 " 3175 F-8
RECOVERY 1WffiJSH-n-EIS .. 9.77 II 5.53 " 2775 II
TABLE F-6C. SUMMARY OF RESULTS FROM STEP DRAWDOWN TESTS.
EQUATION FOR TOTAL DRAWDOWN HYDRAULIC
PLMPED WELL LOSS AQUIFER LOSS CONDUCTIVITY DATE WELL COEFFICIENT COEFFICIENT (ft/DAY)
x 6/21/65 402-2A 5 = 1.65 X 10-2 X Q + 3.18 X 10-5 X Q2 90.6
7/09/65 .. 5 = 3.53 X 10-' X Q + 4.06 X 10-6 X Q2 222
2/11/66 402-2B 5 = 2.32 X 10-3 X Q + 9.52 X 10-7 X Q2 325
x ON 6/21/65 WELL 402-2A WAS ONLY 243 FEET DEEP. BETWEEN 6/21/65 AND 7/09/65 IT WAS EXTENDED TO ITS PRESENT DEPTH OF 368 FEET.
92
of coastal plains elsewhere on Oahu, i.e., alluvium and shallow water
marine sediments. The sediments are about 140 feet thick at all three wells.
They overlie bedrock composed of basaltic lavas which form a sequence of
thin, nearly horizontal layers extending to an undetermined depth. The dike
zone associated with the northwest rift of the Koolau volcano trends at a
small angle with respect to coast and intersects the shoreline in the
Punaluu area.
Hydraulic and Hydrologic Aspects
As in other areas on Oahu, the coastal plain sediments restrict the
movement of groundwater because of their small permeability relative to the
underlying basalt and effectively confine it under an artesian head. There
is a seaward hydraulic gradient of about 0.002 in the vicinity of the subject
wells.
The dikes which are present in the area would tend to act as no-flow
boundaries to the aquifer.
Analysis of the Pumping Test Data
The data from the several non-equilibrium pumping tests was analyzed
by the Jacob and the Hantush-Theis methods. At the outset it was not clear
from the data whether an equilibrium condition had been sufficiently approx
imated at the time pumping ceased to justify treating the recovery data in
this fashion. 1 For example, on the tests of 2/14/66, the water level in
observation well 402-2B dropped 0.15 feet in 530 minutes--the last period
for which data was recorded in that well and 409 minutes before shutdown.
EVen though this is not an excessive amount it does represent a 37.5 percent
increase in the drawdown for that time period. Subsequently, the recovery
data was analyzed as recovery drawdown and the results compared with those
from the true drawdown data. The semilogplots of the Jacob analysis can
be seen in Figures F-3. F-5. and F-6, and those of the Hantush-Theis anal
ysis in Figures F-4. F-7. and F-S. The agreement between the drawdown and
recovery drawdown for the test of 2/l4/66--402-2A pumped and 402-2B ob
served--is particularly good (see Fig. F-6 and F-8). Such agreement is no
1. See Case Study 0 and specifically, Figure 0-5.
~\ r .,,0;' :rQ:'I''B'Wm t=i:,[I' pfoll;i'i3.'f*,At~. , ... 4( (4 .. '
0.6
; .!!
.. 0.5
z :l 0 0 :l : 0.4 0
)-
a: .... > 8 0.3 .... a:
0 z c
0.2 .. z :l g 0.1 :l c a: 0
TEST DATE: 7/14 -17/65 PUMPED WELL: 402 - 2A
DISCHARGE: Q. 2100 Qpm DISTANCE TO OBSERVATION WELL 402: r. 2100 ft
DRAWDOWN 0
T. _0_ 'Wlu)·1440 mill/dar 4TI
T • &.51 lC 10' OPd/"
$.~. ,z 17.48)(1440hallft'.mlll/dar
$. 1.72 lC10·1
"I·'~ '11. 15,800 '1 '11· , p;;7i; '12. 28,200 II
mill
RECOVERY A
T. 8.50 lC 10' OPdlf1
s. 1.28 lC 10·S
O. & m ..gr=I,;::rlk- II II II II
100
10 ' 10 2 10 3 104
TIME SINCE PUMPING BEGAN (DRAWDOWN), AND CEASED (RECOVERY), t (minutes)
FIGURE F-3. DRAWDOWN~ 5 AND RECOVERY DRAWDOWN~ 51 VS TIME~ t AT PUNALUU WELL 402; JACOB METHOD. \0 W
i 10-1 -.. z ~ o o ~ ~ a: o >a: '" > o u
'" a: o z ~
.. z ~ o o ~ ~ a: o
TEST DATE: 7/14 - 17/65 PUMPED WELL: 402 - 2A DISCHARGE: 2100 opm
DISTANCE TO OBSERVATION WELL 402 r • 2100 fl
HANTUSH - THEIS MATCH POINTS
ORAWDOWN 0 RECOVERY 8. Elu,dh,b/r, I/r) I: 0.1 I/u .1.0
t • 4.3 min
• • 0.022 It
b .228 ft
d .0 fI
w
~ ~ ~ ~ 0:: .. : ~ w .. o ..... ~
K ,. OE (u, blr, dlr, 11r!
811'(b-dh
4 Klu SID • --;z- 1440 min Iday
1440 min Iday
7.48 Qal/fl
a D~ O.5(b+z.rJ 5/UDEPARTURE)
:5 T • K 0 . 7." 8 Q a 1 III
00
o
DRAWDOWN 0
K. 320 fl/day
SID. 0.866 X 10-1 fI- 1
o ~ 5650 fI
T..a 1.35 X 10 'QPd "1
S • =====r
o o 000
d!> o
RECOVERY 8.
K • 227 ft Iday
SID • 1.13 X 10-1 II-I
o ~ 4350 II
T • 7.39 X 10' Qpd Ifl
10~1 1 I I I II I I I I II , I J I II J ,I 100 10' 102 103 104
TIME SINCE PUMPING BEGAN (DRAWDOWN), AND CEASED (RECOVERY), I (minules)
FIGURE F-4. DRAWOa..JN, 5 AND RECOVERY DRAW DOWN, 5' VS TIfvE, t AT PLNALUU WELL 402; HANTUSH-THEIS M::THOD.
\0 .;:..
"~f"""'i."'ff ji '1' iWMC,fit!$(j( J '4z;at
TEST DATE: 2114/66 PUMPED WELL: 402
DISCHARGE: Q. 29~0 Qpm
OISTA~CE TO OBSERVATlO~ WELL 402: r. 2100 fI
0.61 L--------------+-------T------i • :!
_ O.~
• T. 2.30 0
4 ".6" LOG CYCLE' 1440 IIIllIldo,
DRAWDOWN 0 RECOVERY A
T • 4.84 X 10' 9/1dl fI T. '.'2 X 10' 9/1dlfl
z ~ o o ~ a .• lr --------------------~~i_==~~--~::::::~----~~::::::::----------------I 0.3f:------------------------1-------------------------l--------
S.2.2'TI.. ' Sa 7.10 X 10.4 ,. I 1.48lC 1440) ,01/ft"IIIllI/da,
5 • 9.89 X 10.4
~
~ 0.21l ----------------------t---------::~~ c
~ 1-g 0.11
.;
~ c ~ o
o
08 ... I~ II1II IIIII IIIII "
100 10' 10 2 10 3 10 4
TIME SINCE PUMPING BEGAN (DRAWDOWN) AND CEASED (RECOVERY), I (mlnules)
FIGURE F-5. DRAWOOWN, 5 AND RECOVERY DRAWDOWN, 5' VS TIM::, t AT PUNALUU WELL 402; JACOB t-ETHOO. \0 V1
U QI -lit
z ;: 0 0 ;: <t 0:: 0
>-0:: W > 0 u w 0::
0 Z <t
.;
z ;: 0 0 ;: <t 0:: 0
TEST DATE: 2/14/66
PUMPED WELL: 402 - 2A
DISCHARGE: a • 2950 opm
DISTANCE TO OBSERVATION WELL 402::.2b: r· 600 ft
0.6IL---------r-------~I------1 o DRAWOOWN
8 RECOVERY o
0.5
0.4
0.3
0.21 ~ T=
2.30 Q • 1440 min Ido'l
4."..61 I LOG CYCLE
T a 5.43 X lOS 9Pd 1ft
O.I~ I s = 2.25 T to
r2 (7.48)( 1440) Qol Ift ' · min Ido'l
S= 6.25 X 10. 4
O. I I I I I ·1 1 1 1 II J J
100 10 1 10 2 103
TIME SINCE PUMPING BE-GAN (DRAWDOWN) AND CEASED (RECOVERY), (minutes)
FIGURE F-6. DRAWDOWN, s AND RECOVERY DRAWDOWN, s' VB TIME, t AT PUNALUU WELL 402-2B; JACOB fvETHOD.
\0 Q\
-~-:n·i'\"',·!,!!,.)Iti#!t;;4k##*i i aux
100~i------------------------------------------.---------------------r--------------------'---------------------,
TEST DATE: 2114/66 PUMPED WELL : 402 ·2A DISCHARGE: o· 29'0 opm DISTANCE TO OBSERVATION WELL 402 I ,. 2100 fI ... ..
::0 .. i C!
HANTU5H TH£15 MATCH 'OINTS ... 411 o -• ::.
;10·' I ~ g---------------------~----------.
~ ct: o
>ct: W > o ~ ct:
o z ~ .. Z 10·'1,....---~ --------o o ~ ~ ct: o A
::0 .... I: (u, III., "', I/rI. '.0 I/u • '.0
II • 228 ••
d • 0 fI
1.0.050 ft
•• 8.5 IIIln
.. .. ::0 .. .. : II!
·1 .., :J ......
K • O£ (u, III., d/., ./.)
8 .. (II-d)l
.. K.u 5/0 • -;z ...... 0 mill Ida,
..... 0 mlll/do,
7 .... ,oil I.'
O:l! 0.5( II. I ., J 5/uDl ..... "TU'" )
T· KO·7.48 ,ol/fl'
o <:>
<:> OIlAWOOWN A II£COV£RY
K • 110 fl/do, K • 198 " Ido,
5/0. 0."60 X .ei· ft-' SID. 0.810 X '0'''-'
o ~ 5900 " o ~ 4350 " - -==---
T. 7.95 X .0"Pd Ifl T • 6."5 X 10' ,pdl It
5 • 2.71)( 10'"' 5 • :s.52 X 10·'
10.31 I I I I I I I I • : I I I • I I I
10.1 10° 10'
102 103 10"
TIME SINCE PUMPING BEGAN OR CEASED, t (mlnu'es)
FIGURE F-7. DRAWDONN., 5 AND RECOVERY DRAWOOWN., 51 VS TItvE., t AT PUNALUU WELL 402; HANTUSH-THEIS t-ETHOD. 1.0 '-J
101 ,~--------------------------------------~--------------------~----------~-------r--------------------'
; .... o:! --.. zlOO ~ 0 0 ~
'" a: 0
>-a: w > 0 u w a: t-o z
'" -: 10-1
i ~ I
~
TEST DATE: 2/14/66
PUMPED WELL: 402-2A DISCHARGE: Q. 2950 opm DISTANCE TO OBSERVATION WELL 402 - 2B r .600 fI
HANTUSH THEIS WATCH POINTS
E (u, blr, dlr, ./r) 01.0
lIu • 1.0
... It
'" .. a: o
b' 228.0 " d' 0 fI
:1° ... N .. ::0
•• 119.5 ft .... ~ Jl~~~~ MA
DRAWOOWN
RECOVERY .::::g::::- •• 0.235 II ...
'.21 " II I' 0.58 ~ I • 0.55 .. I" :. .. .
... ... '" ..
K • OE (u, b/r,d/r, 11r)
ew·(b-d It 4 IOu
1440 min Idoy
7.48 901111)
SID 0 --z_· 1440 mlnldoy
o ~ 0.: ( b •• or J 5/uDE 'AIITUIIE )
T 0 KD·· 7.48 9011'11)
o DRAW DOWN A RECOVERY
K • 42 I II I doy K • 470 fll d oy
SID. 1.88 X 10·' f,-' SID' 1.99 X 10·' It-'
O~ 3175 " D:lot 2775 It
T • 9.99 X 10'vPd I II T • 9.77 X 10' 9 pd I fI
S • 5.97XI0·' S' 5.53 X 10·'
10 00
10-2
10-'
II 1c,1
. Iliitl tI .I L- 2 3 ..
)1 10 10 10
TIME SINCE PUMPING BEGAN OR CEASED, , (minutes)
FIGURE F-8. DRAWDOWN, 5 AND RECOVERY DRAWDOWN, Sl VB TIME, t AT PUNALUU WELL 402-2B, HANTUSH-THEIS METHOD.
99
doubt the result of the equilibrium condition being reached more quickly
at the nearly (600 feet) observation well, 402-2B, than at the more distant
(2100 feet) observation well 402. Agreement between the two sets of data
for observation well 402 is not as good, but does result in consistent
values of the aquif~r properties.
The Theis recovery method was not applied here since the recovery data
was recorded in terms of recovery drawdown and no static reference level
was available with which to calculate the residual drawdown.
The semi log plot of the drawdown data at 402 indicates several barrier
type boundaries. The distances to the image wells associated with these
boundaries are calculated from equation S.
The results of all analyses, including a Theis analysis by BWS person
nel, are summarized in Tables F-6A and F-6B.
The data from the three step-drawdown tests were analyzed by Zanger's
method after correcting the steady-state drawdowns at the pumped wells for
well losses by assuming that the losses are proportional to the pumping
rate squared. The drawdown equations and the results of analyses by
Zanger's method are presented in Table F-6C.
Discussion
TRANSMISSIVITY. Transmissivity values range from 4.63xl06 to l3.Sxl0 6
gpd/ft. As expected, the largest values are produced by the Hantush-Theis
method. There is no significant difference between the results based on
recovery data and those based on drawdown data for any of the analytical
methods used. In this 'case, the Hantush-Theis method is expected to give
the most accurate estimate of transmissivity. Values of aquifer depth are
estimated at about 5000 feet for data taken at well 402 and about 3000
feet for data taken at well 402-2B. If the Ghyben-Herzberg principle is
assumed, then 24 feet of static head implies fresh water over approximately
the first 1000 feet of depth of the aquifer.
HYDRAULIC CONDUCTIVITY. Application of Zanger's method to the three sets
of step drawdown data gives the following values of conductivity: 90.6,
222, and 325 ft/day, with the latter value based on data from pumped well
402-2B and the remaining two values based on data from pumped well 402-2A.
The two larger values are in close agreement with the Hantush-Theis conduc-
100
tivities, which lends support to the validity of the application of either
method to the appropriate data from the Punaluu tests. Note that penetra
tion of both 402-2A and 402-2B is less than 20 percent of the depth, and
therefore, well within the limit required for application of the Zanger
method.
STORATIVITY. The range of storativity values covers one order of magnitude • -4 -3 ~.e., 6.25xlO ~ S < 5.97xlO .
ANISOTROPY. There is insufficient data here to determine the nature or
presence of any anisotropy unless the principal directions are known a
priori. If this information is available then the principal values of the
transmissivity may be calculated from data taken at only two observation
wells. l
AQUIFER BOUNDARIES. As mentioned above, the Jacob method applied to the
7/14-17/65 data reveals the presence of several boundaries. The image wells
associated with these boundaries are predicted to be 15,800 and 28,200
feet, respectively, from observation well 402. Since only one observation
well was used for the three-day test, these boundaries cannot be located
but they undoubtedly coincide with several of the dikes known to exist in
the region.
SUMMARY AND CONCLUDING REMARKS. The partial penetration of the Punaluu
wells is the controlling factor and hence, the results of the Hantush
Theis method are recommended. Zanger's results for the hydraulic conduc
tivity agree quite closely with those of the Hantush-Theis method, giving
support for the results of both methods. Analyzing recovery data as draw
down data seems to be justified in this case--especially for the test data
of 2/14/66 with 402-2B as the observation well. The test of 7/14-17/65
was the only test of sufficient duration to reveal the presence of (dike)
boundaries. These boundaries, clearly evident in the semilog plot of the
Jacob analysis, could not be located as only one observation well was
employed during the test.
1. G.P. Kruseman and N.A. DeRidder, p. 125-128. (AnaZysis and EvaZuation of PUmping Test Data, International Institute for Land Reclamation and Improvement, Wageningen, The Netherlands, 1970.)
CASE STUDY G WAIHEE VALLEY, OAHU
Introduction
101
Wells T-114 and T-115 are observation wells that were drilled in
Waihee Valley on the windward side of Oahu for the purpose of monitoring
groundwater conditions in the area. Nearby these observation wells is a
large diameter dug-well. Table G-l gives the dimensions of the three wells,
and Figure G-l presents a site map of the area.
TABLE G-l. DESCRIPTION OF WELLS.
LE~TH OF CASING TOTAL CASI~ SCREENI~
WELL NO. DIAMETER DEPTH DEPTH OR OPEN (FEET) (FEET) (FEET) roLE (FEET)
T-1l4 0.5 342:: 57.5 284.5::
T-1l5 0.5 339 144 195
DUG WELL 8.0 28 28 16
,: EARLY IN ~y 1972" WELL T-114 WAS EXTEN:>ED TO THE DEPTH INDICATED. PRIOR TO THIS DATE, IT HAD A TOTAL DEPTH OF 251 FEET WITH OPEN roLE LENGTH OF 193.5 FEET.
In 1972, nonequilibrium tests using these wells were performed on the
following dates: 3/7/72, 4/10/72, and 5/16/72. The durations, pumping
rates, and observation wells are listed in Table G-2 and the drawdown data
is compiled in Tables G-3, G-4, and G-5. In addition to the aquifer tests
mentioned above, step-drawdown tests were conducted on well T-114 on 3/3/72
and 5/15/72 and on well T-115 on 4/6/72. Early in May, 1972, well T-114
was extended from a depth of 251 feet to 342 feet, with the cased depth of
57.5 feet remaining constant. Thus, the tests on 5/15/72 and 5/16/72 were
conducted with T-l14 at the new depth. The data from the step-drawdown
tests is compiled in Table G-6.
102
\
~\\ \ \
\/\ \ \ \ \ \ \ \ \ \ \ \ \
I o ...
o q-
o N
o
o
o N
\ \_--...... \"\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ , \
\ .......... \~ " \ \ \ ·~I \ \ \ \ \ \ \ \ \ \ \ \ . \ \ \ \
. \ \ \ \
.. 6"~\ \~ . \ r ~
\/\ . \ t
z
CI)
'" z
" :::I Q
o
\ \ \ \ \ \ \ \ \ \ \ 0 \ \ 4 \
\ ~ \ \ \ \ .J \ \ 4 \ ,~, \ I,,) ,
I I I I , , , ,
, I , I I I , I , I , I , I I I I I I I I I I I I I I , , I , I I I I I , ,
I I , I ,
z o j: 4 I."
CI Z
CI <I CI
W I-..-V}
. .... I
(.!)
~ .... u.
103
TABLE G-2. SUMMARY OF PUMP-TEST CONDITIONS.
TEST PLMPING TEST PlMPED DURATION RATE OBSERVATION REFERENCE DATE WELL (HOURS) (gpm) WELL TABLE
3/07/72 T-1I4 S1.S 3S3 T-lIS, DUG WELL G-3
4/10/72 T-lIS 101. S 976 T-1l4, DUG WELL G-4
S/16/72 T-1I4 70.S 909 T-lIS, DUG WELL G-S
TABLE G-3. DRAWOOWN DATA FROM THE PlA'1PING TEST OF WELL T-1I4 ON
TIl-E sn.cE P\..MP I I'G BEGI>.N
(DAYS)
0.0035 0.0070 0.0104 0.0139 0.0174 0.0208 0.0243 0.0278 0.0312 0.0347 0.0382 0.0417 0.0452 0.0486 0.0556 0.0625 0.0695 0.0799 0.0833 0.0868 0.0937 0.0972
0RAWI)()'nN AT WELL T-1l5
(FEET)
0.01 0.02 0.03 0.04 0.04 0.04 0.05 0.06 0.08 0.09 0.10 0.11 0.12 0.13 0.15
0.18 0.20
0.21 0.22
DISCl-AAGE: Q = 353 gpm.
DISTANCE TO: WELL T-115 1 r = 121 FEET.
DRA~ AT DUG WELL
(FEET)
0.005 0.025 0.045 0.065 0.065 0.060 0.065 0.085 0.100 0.130 0.155 0.173
0.203.
0.227
DUG WELLI r = 213 FEET.
THE SINCE P\..MP I I'G BEGI>.N
(DAYS)
0.1007 0.1076 0.1111 0.1145 0.1250 0.1319 0.1389 0.1528 0.1597 0.1944 0.2361 0.3194 0.4028 0.4861 0.5694 0.7361 0.9027 1.2361 1.5694 1.9860 2.4860 2.9016 3.1526
DRAWOOtoIN AT WELL T-1l5
(FEET)
0.23 0.24
0.25
0.27 0.28
0.38 0.41 0.45 0.49 0.52 0.55 0.58 0.60 0.64 0.67 0.70 0.73 0.75 0.76
DRAWDOWN AT ou; WELL
(FEET)
0.247
0.263
0.280 0.293 0.300
104
TABLE G-4. DRAW~ DATA FROM THE PUMPING TEST OF WELL T-1l4 ON APRIL 10, 1972.
OISCHAAGE: Q = 976 JPII.
OISTAACE TO: WELL T-114, r = 121 FEET. DUO WELL, r = 100 FEET.
Ttl'£ SHa 0AAl000Cl\0tI AT ~AT T11'£ SINCE ~AT QR.A:.,~ AT P\.H' I N'; BEGAN WELL T-1I4 DUO WELL PIH' I N; BEG.6N WELL T-I1'+ DUO WELL
(DAYS) (FEET) (FEET) (DAYS) (FEET) (FEET)
0.0035 0.08 0.312'+ 1.30 0.0069 1.23 0.19 0.3402 2.98 0.0104 0.25 0.3541 1.34 0.0139 0.32 0.3819 3.02 0.0174 1.74 0.38 0.3958 1.38 0.0208 0.42 0.4235 3.07 0.0243 0.46 0.4374 1.41 0.0278 1.98 0.50 0.4652 3.10 0.0312 0.53 0.4791 1.44 0.0382 2. 10 0. 5069 3.13 0.0417 0.62 0.5624 1.49 0.0521 0.69 0.6319 3.17 0.0591 2.29 0.6457 1.52 0.0625 2.36 0.76 0. 6735 3.19 0.0729 2.'11 0.80 0.6978 3.20 0.0813 0.85 0.7048 3.18 0.0902 2.47 0.7152 3.18 0.0937 0.89 0.7257 3.18 0.1007 2.51 0.7674 3.20 0.1041 0.93 0.7707 1.56 0.1111 2.55 0.8507 3.25 0.1215 2.58 0.8540 1.59 0.1319 2.61 0.93100 3.30 0.llt24 2.64 0.'1757 3.32 0.145S 1.06 0.9790 1.64 0.1528 2.67 1.062" 3.34 1.66 0.1632 2. 69 1.3124 3.39 O.I73S 2.71 1. 3957 1.72 0.1840 2.73 1. 5624 3.44 1. 75 0.IS74 1.13 1.8957 3.51 1.81 0.19lt5 2.7S 2.2290 3.S6 1.86 0.2048 2.77 2.5624 3.61 1.90 0.2152 2. 79 2.8957 3.65 1.93 0.2291 1.20 3.2290 3.69 1.96 0.2569 2.86 3.5624 3.13 1. 98 0.2708 1.25 3.8957 3.77 2.00 0.2985 2.92 ".2290 3.81 2.015
TABLE G-5. DRAWOOWN DATA FRO'v1 THE PUMPING TEST OF WELL T-114 ON MAY 16, 1972.
Tt~ SINCE PUof'ltG BEGAN
(DAYS)
0.0035 0.0053 0.0069 0.0087 0.0104 0.0139 0.017" 0.0208 0.0243 0.0278 0.0312 0.0382 0.0417 0.0521 0.0625 0.0729 0.0833 0.0937 0.1041
QRAWXlWII AT WELL T-11S
(FEET)
0.81 1.13 1.:31 1.41 1.50 1.63 1.72 1.81 1.87 1.93 1.99
2.12 2.23 2.31 2.39 2.45 2.51 2.55
OISCHAAGE: Q = 909 g~.
DISTAACE TO: \!ELL T-115, r = 121 FEET.
ORA~AT
OLe WELL (FEET)
0. 03 0.06 . 0.09
0.15 0.19 0. 23 0.27 O.~O
0.36 O.ltl
0.49 0.54 0;59 0.63 0.67 0.70
DUO WELL, r = 213 FEET.
T11'£ SINCE PlJ1> I N'; BEGAN
(DAYS)
0.1145 0.1250 0.1354 0.1458 0.1562 0.1666 0.1874 0.2708 0.3541 0.437" 0.6041 0.7707 0.9374 1.2707 1.6041 1.937" 2.2707 2.60ltl 2.9374
~AT
IlELL T-115 (FEET)
2.59 2. 63 2.67 2. 70 2.73 2.75 2.85 2.99 3.08 3.17 3.28 3. 38 3.lt6 3. 57 3.68 3.77 3.82 3.87 3.93
~AT
Dt,x; WELL (FEET)
0.73 0.76 0.78
0.83 0.85 0.87 0.98 1.05
1.19
1.30
1.46 1.50 1.54 1.58 1.61
TABLE G-6. S~Y OF DATA FRQ'-1 STEP-DRAWDOWN TESTS ON WELLS T-114 AND T-115.
STEP-DRAWDOWN PUMPING TEST ON WELL T-114, MARCH 3, 1972.
5 = 3.59 X 10-2Q + 1.08 X 1O-IIQ2
PLMPING RATE (gpm)
120 207 265 353 436
STEADY-STATE DRAWDOWN
(FEET)
5.89 11.78 17.33 26.34 35.92
STEP-DRAWDOWN PLMPING TEST ON WELL T-114, MA.Y IS, 1972.
5 = 1.84 X 10-2Q +
1.53 X 10-sQ2
PLMPING RATE (gpm)
319 492 652 909
1143
STEADY-STATE DRAWDOWN
(FEET)
7.51 12.71 18.48 28.87 41.53
STEP-DRAWDOWN PUMPING TEST ON WELL T-115, APRIL 6, 1972.
5 = 8.28 X 10- 3Q +
3.25 X 10-sQ2
PLMPING RATE (gpm)
387 566 682 896
STEADY-STATE DRAWDOWN
(FEET)
8.09 15.02 20.80 33.50
105
106
Geology
No driller's logs or geologic logs are available for these wells, but
the geology is typical of most windward valleys. The valley floor consists
of a layer of alluvium overlying Koolau basalt and has an average thickness
of 100 feet or more where the valley intersects the coastal plain. l The
thickness of this layer at the head of the valley in the vicinity of the
wells is probably about half of this value or less. The dug-well penetrates
only into the alluvium (i.e., to about 28 feet) while wells T-114 and T-115
both penetrated into the basalt with-the alluvial layer presumably cased
off.
Waihee Valley is entirely within the northwest rift zone of the
Koolau volcano, and dikes are present in the vicinity of the wells. The
Waihee tunnel penetrates a 6-foot dike and taps a perched water reservoir
near the head of the valley about a quarter of a mile from the wells, and
multiple dikes are present at the Waihee Stream gaging station located
only a few feet from the wells. 2
Hydraulic and Hydrologic Aspects
The groundwater tapped by wells T-114, T-115 and by the dug-well is
at a high elevation. Since the area is within a rift zone, it is likely
that the water is at least partially restricted from downward movement by
impermeable dikes. Waihee Stream shows a considerable gain in discharge
at an elevation of about 200 feet, indicating that water is indeed trapped
by the dikes. 3
Analysis of Pumping Test Data
Analyses of the transient data were carried out using the Jacob,
Walton, and Hantush-Theis methods. For the test of 3/7/72 on well T-114
there are two jogs in the data collected at well T-l15 at about 25 minutes
1. K.J. Takasaki, G.T. Hirashima and E.R. Lubke, "Water Resources of Windward Oahu, Hawaii," (USGS Water SuppZy Paper 1894, U.S. Gov't Printing Office, Washington, D.C., 1969) Plate 3. 2. Ibid., p. 103-104. 3. Ibid., p. 71-73.
and 250 minutes. There is one jog in the data from the dug-well at about
50 minutes. These jogs are clearly seen in both the semi log and log-log
plots of Figures G-2. G-3. and G-4. The cause is unknown but it could be
the result of improper setting of the water-level recorder when changing
the chart during the test.
107
Estimates of the aquifer depths from the Hantush-Theis partial pene
tration type curve are questionable. It should be observed that the curves
defined by the data do not appear to undergo a discontinuous change of
slope at their respective points of departure from the Hantush-Theis type
curves as is the tendency when such departures are produced by the influ
ence of a boundary. Rather. they appear to diverge as smooth curves with
continuous slopes. Since the data follows the Walton type curves quite
closely. such departures from the Hantush-Theis type curves imply that the
influence of leakage appears in the drawdown more quickly than the influ
ence of a bottom boundary. However. aquifer depths were estimated on the
basis of these observed departure points. with the exception of the test
data from the dug-well of 3/7/72. for which there is no departure point.
These estimates should be considered as minimal values for the depth.
The results of the analysis of the transient data from the several
.wells are contained in Figures G-2 through G-lO and in Table G-7A. The
columns labeled L and D'/K' represent the leakage factor and the hydraulic
resistance factor of the alluvium. respectively. Hence. only entries for
the Walton method appear in these columns.
The step drawdown data was analyzed by Zanger's method after correc
tions for well losses were made. and the resulting hydraulic conductivities
are given in Table G-7B. The corrections for the losses were calculated
by the usual technique of determining the straight line relation between
the specific drawdown. s/Q. and the discharge. Q. The resulting equations
are given in Table G-6.
Discussion
TRANSMISSIVITY. There is relatively good agreement between the transmissi
vities estimated by the several methods applied to the transient data.
The Hantush-Theis method produces the highest value. i.e .• 7.27xlO s gpd/ft.
while the Walton method gives the smallest. i.e .• l.65xl0 5 gpd/ft. The
results of the Jacob and Walton analysis agree quite closely for all tests.
~
TABLE G-7A. RESULTS OF ANALYSIS OF TRANSIENT DATA. 0 00
DATE OF PlM'ED OBSERVATION METHOD OF TRANSMISSIVITY STORATIVITY L=KDD' /K' D'/K' REFERENCE TEST WELL WELL ANALYSIS (gpd/ft) (S) (ft)2 (DAY) FIGURE
3/07/72 T-114 T-115 J 2.54 X lOs 11.9 X 10-2 G-1
" " " Wn 1.88 II 15.6 " 605 14.6 G-2
" " " H-Ts 4.60 " 42.0 " G-2
" " ou; WELL J 2.54 " 3.86 " G-1
" " " Wn 1.65 " 5.33 " 533 12.8 G-3
" " " H-ls G-3
4/10/72 T-115 T-114. J 2.94 " .0840 " G-4
" " " Wn 2.15 " .279 " 2420 204 G-5
" " " H-ls 5.08 " 1.81 " G-5
" " ou; WELL J 3.33 " 6.60 " G-4
" " " Wn 3.24 " 7.02 " 2000 92.4 G-6
" " " H-Ts 7.27 " 4.99 " G-6
5/16/72 T-114 T-115 J 2.28 II· .185 " G-7
" " " Wn 2.26 " .205 " 4840 774 G-8
" " " H-Ts 4.07 " 1.29 " G-8
" " DUG WELL J 3.62 " 2.25 " G-7
" " " Wn 3.46 " 2.38 " 4260 392 G-9
" " " H-Ts 5.67 " 6.09 II G-9
wel«' t1
o.B~I------------------~--------------------~------------------~------------------~
TEST DATE: 3 1 7 172 PUMPED WELL: T-1I4
0.71 DISCHARGE: Q. 353 9pm
0.6~ OBSERVATION SYMBOl.
WEl.l.
<:> T -II! 121 "
~ o,sr A DUG WEll. 21! ft
I (or SYMBOL '. s. 2.2! TIl •
,i
0 55 mlR
A .
:s:s nMR g 0.3
A ,/LOG CYCl.E 2.!O 0
T • 4"A,/l.OG CYCl.E '1440 mlnlclo,
O.!6! II 2.&4 X 10' VPclll1
O. !6! II 2.&4 X 10' VPcl/ll
I
17."8)(1""0) val/II • mlnldo,
0.119
0.03B6
0.21 I rIi--------+------------i
0.1
o o 0' g>, I III /' I I I I I I I
100 ._.. ._" 10' TIME SINCE PUMPING BEGAN, I (minutes)
FIGURE G-2. DRAWDOWN, 5 VB TIME, t AT WAIHEE WELL T-115 AND DUG WELL; JACOB METHOD. ...... o I.D
TEST DATE: 3/7/72 PUMPED WElL: T-1I4
DISCHARGE; Q - 3~3 opm DISTANCE TO OBSERVATION WELL. T- II~: , - 121 feet
" • OElu,b/',d/" .1,1 ... Ib-d"
" • '~.i "/doy
SID 4 Klu . ----.------~----,I 1 .. 40 mlnldo,
SID. 3.82 X 10.4".'
HAN TUSH - THEIS METHOD
1 .... 0 mill I doy
7.411 oollfl' o ~ 0.$ ( b •• • , J ~/IIOE'AIITU"1[ )
o ~ 1100 fI
T • KO·7.4~ oollfl'
T • ".60 X 101
OPd I "
100~~---------------------1----------------------L---------------------~------------------~~~------------------~ HANTUSH - THEIS MATCH POINT·
b • 2~1 " d • ~7.~ "
S • 0.420
• .:!
• :i 10-1
~ o o ~ a:: Q
WALTON METHOO
T • Ow I u, rill. 1440 min I do, 4 .".
T • 1.88 II lOll OPd If'
4 Tlu 5 • -;r·17.481\1 .... 01.oollfl' .mln/da,
S • 0.1$' -, L • --;-;-L
L • 0.60~ II 10' fI
O"k' • LI
-T-· 7."11 001/'"
0'1'" • 1".6 do,.
100
•• 241.' " E lu, blr, dlr, ./rl • 1.0
lIu • 1.0
I • 36 min
•• 0.2~ fl
WALTON MATCH POINT ~ W\u, r/L) • 1.0 --rrlIu • 1.0
I • 32.~ min
•• 0.2" "
o
o
101
TIME SINCE PUMPING BEGAN, (minutes)
TYPE -CURVE
W II: ::. .. ~I . L 0 ~ ..
a .....
FIGURE G-3. DRAWDCMN, s VB TIME, t AT WAIHEE WELL T-1l5; HANTUSH-THEIS AND WALTON METHODS.
.... ..... o
• -= ..... • z ~ o o ~ < II: o
1001~ ~~;:------r----= TEST DATE: 3/7/72 PUMPED WELL: T - 114
DISCHARGE: O· 353 opm DISTANCE TO OBSERVATION
WALTON
"ATCH POI N T
W(u. rlL) a 1.0
I/u • 1.0
HANTUSH - THEIS
MATCH POINT
E (u. b/r. d/r. I/r) • 1.0
lIu .1.0 TYPE-CURVE
WELL DUG WELL:
r • 213 ft
, • 39.~ min
•• 0.2"~ ft
, a .. 7 min
----0&-b·2~IfI
d • ~7.~ fI
10-'1 r-----+-~~ WAL TON METHO~
0. (u.r/L).I .... O ",In Ida, T. .. ". •
T • I.fi~ X 10' 9Pd 1ft <:>
5.~. I rZ (7 ... 8)(1 .... 0).90Ilfl '.mln/doy
5 • 0.0533
10-2 r
L • --;-tL
L a 0.~33 X 10' ft.
O'/IC' a LZ
-T- . 7."8 901 1ft'
<:>
O'/IC' • 12.8 do,.
o on AJ
, I L • 0."
HANTUSH - THEIS METHO~
IC. OE(u.blt,d", ./r)
8r(b-dh
IC • 58.2 ft/day
5/0 ... ICIu
,Z I".Omln/do,
SID. 1.68 XIO"4 ft "'
1 .... 0 min I do,
7 ... 890Ilft '
O. O.\b.'.'J~/UD['ARTURI) o ~ 660 II -T a KO·7 ... 8 9011'"
T ~ 2.88 X 10' 9pd 1ft
S~O.II' ====-
'4,,,,,,,/,yq;; !AM
10-" I I I I I I I , I I 10° 10 I 10 2 10 3 10"
TIME SINCE PUMPING BEGAN, t (minutes)
FIGURE G-4. DRAWDCMN., s VS TIt-'E., t AT WAIHEE DUG WELL; !-WfrUSH-THEIS AND WALTQ\J t-ETHODS.
..... ..... .....
• .!!
..
. 4.0
SYMBOL OBSERVATION
WELL.
0 T-1I4 121 II
6 DUG WELL 100 fI
TEST DATE: 4/10112 PUMPED WEll: T -115
DISCHARGE: O· 916 9pm
6" LOG CYCLE T • 2.30 0 440 41F6'/LOG CYCLE' I min/do, I.
0.B7 fI 2.94 X 10' IIPdl 'I 0.2 ",In
0.77 fI 3.33 X 10' lI~dl fI 8.5 mill
3.01-1 ----------+-----------+-------
2.25 TI. I S • ,I (7.4 B 1(1440) lIoil~· min/do,
8.40 X 10. 4
6.60 X 10.1
Z 2.0 1 :J"'5 ""./ ~ o o ~ <t a: o
1.011-----
100 10 1 10 2
TIME SINCE PUMPING BEGAN, , (minultl)
FIGURE G-S. DRAWDOWN, 5 VS TIME, t AT WAIHEE WELL T-114 AND DUG WELL; JACOB METHOD.
10 4
~ ~ N
10'~t +I~-------r-+ WALTON MATCH POINT
b a 339 ft
d a 144 ft
a a 15'.8 ft
WALTON TYPE
.• <>O<)OCO-~- ' /L .O.O;CURVE
• • -
W Cu, , ILl a '0. lIu a '0.
a 5.' milt
• a 5.2 ft ~ a: ~ a: --
zlOO ~. --~ ~ ~~~ o ~~ l::l
.. HANTUSH - TH[IS
MATCH POINT
[Iu, blr, 41/" a/r) a 1.0
Ilu a '0.
:1 0 ~ 0 ~ .....
o ,," :t " C( ,,"
~ "
10-'EI __________ L
TEST DATE: 4110/72 PUMPED WELL: T a l15 DISCHARGE: 0 a 976
DISTANCE TO OBSERVATION
WELL T-1I4: r a 121 'I
, a 14 min
• a 0.90 ft
WALTON METHO~
Ow (u I r/L). 1440 min /410' T· .. " •
T • 2.15 X 10 1 IIPdlf'
5 • _4_T_I_u. ___ ~_--:....; __ -:-_~_
,Z (7. 48 1114401,0Ilft"mln/do,
5 • 2.79 X 10·'
L • r/L
L a 2.42 X 10' fI
O'/K' • LI
-T- . 7.48 11 0 11 ft'
0'1 K'. 204. do,.
10° 10 1 10 2 '
-- ------HANTUSH - THEIS TYPE CURVE
HANTUSH - THEIS METHO~
K a o E I u, b/r, d/r, 1/')
8rlb-dh
K • 42.4 ft /410'
4 Klu
SID. --;z 1440mlll/4.,
.1 .1 srOa "14XIO fI
1440 min 14101
7.48,.lIft'
o a 0.5(bO I. r~ 5/.DI~"IIITUIIII) o Z 1595 ft - , T • KO·7.48 1I01lf,
T • 5.08 X 10' Ud Ifl
S • 1.81 X 10.1
TIME SINCE PUMPING BEGAN, , (minutes)
FIGURE G-6. DRAWDOtIN, s VS TI ME, t AT WA r HEE WELL T -114; J-W.JTUSH-THE I 5 AND WAL T()\I t-ETHOOS.
~
~
!J.I
• :;. • z ~ o o ~
"' a: o
101 I
TEST DATE: 4110/72 PUMPED WELL: T-IIS DISCHARGE: Q • 916 DISTANCE TO OBSERVATION
WELL, DUG WELL: r· 100ft
1001 HANTUSH - THEIS MATCH POINT
WALTON 'MATCH POINT
W(U,'/L).IO,+ lIu • 10,
t • ~8. mill
•• 3,4' fI
b • 339. ft d • 144. ft
•• I I. "
E(", b/" dl" II,) • 1.0
1/ u • 1.0
t ... 85 mill
+0"" :0 .....
WALTON TY . ".CUR.' .",~_..o-<>'>'>=----- .". 0.0'
_ fr~~ "1 -----
.o.o~ --HANTUSH- THEIS T I "'.CUR.' I
T
WALTON METHO~
0. (u, ,/U. 1440 mill I dar 4 .....
T • 3.24)( 10' VPd/ft
4 Tiu
K·
K •
HANTUSH - THEIS METHO~
OE(u,b/" dl" II,)
8 .... (b-dh
106 It Ido,
14 .. 0 ... In I do,
7.48 901lft'
4 Klu SID· -,-Z-' 1 .... 0 mini dar
10-11 II-t----------J.-
O IJ 'IJ /,
S • --;Z'(7.48)(1440),vollfl',mln/do r
S • 0.0702
• S • I SID. 5.45 )( 10 It
o • 0.5 (lit I" J 5/u D£'",RTUill: )
L , I L O. 915 ti
L 2.00 X 10' ft
O'IK' • Ll
-T- , 7.48 vall II'
T • KO·7."8 VOIIlI'
T • 7.27 )( 10' Qpd Iii
O'IK' • 92." dO,1
S • 4.99 X 10. 1
TIME PUMPING BEGAN, (minules)
FIGURE G-7, DRAWDONN, s VS TIfvE, t AT WAIHEE DUG WELL; HANTUSH-THEIS ft.ND WALTQ'\I fvETHODS,
~ ~ ~
• ~
•
SYMSOL 09SERVATION
WELL
<:> T-1I5 121 ft
A DUG WELL 213 fI
l:l. '/LOG CYCLE
'.05 " 0." ft
2.30 0 T -. 4 "AI/LOG CYCLE· 1440 ",In/do,
2.28 X 10' Olld/II
3.12 X lOS Olld/fl
2.25 Tt. I.
S - ,I 17.49)(1440)00I/I,S. "'ill/do,
0.57 ",ill 1.85 X '0"
13.5 .i" 2.25 X 10.1
~ol 7
TEST DATE: '/16172 PUMPED WELL: T -114 DISCHARGE: 0 - 909 9pm.
3.0t-1 ----------+------------4-----
22.01 ~------+----------------------4--------------------~ ~ o o ~ ~ ~ o
1.01-\ -------
100
TiME SINCE PUMPING BEGAN, I (minUles)
FIGURE G-8. DRAWOOWN)' 5 VS TItvE)' t AT WAIHEE WELL T-115 AND DUG WELL; JACOB t-ETHOD.
-----..,..
~
~
VI
.. .!
•
TEST WELL: 5/16/72 PUMPED WELL: T-1I4
DISCHARGE: o· 909 Qpm DISTANCE TO OBSERVATION
WELL 1-115: r· 121 fI
T -
~l WALTON METHO~
Ow (u,r/Ll' 1440 mlnldoy 4 W' •
T • 2.26 X 10' OPd 1ft
4 Tlu S - --.
r 2 17.48)( 1440)'00111'"
mlnldoy
r l - -;-t"L
l • 4.84 X 10 I fI
•• II Olk • -T-' 7.48 0 01 /11
'
O'/k'. 774 day.
lOll ~-t--=t----+~ + WALTON T YPE·CURVE
S • 2.05 X 10.1
w cz:
WALTON MATCH POINT
WIII.r/ll-IO. I/u. 10 •
• • 3.6 min
• - 4.60 fI
b • 3"'2 fI
d " 57.5 f.
• • 241.5 ft
r/l:o 0.025
_~~~~~~~0----:> .. cz: ci . II. 0 W on 0
" ..... HAN TUSH • THEIS TYPE.CURVE
~IOOI~ __________ _ HANTU5H • THEIS METHOO
o o ~ ~ ~ o HANTUSH • THEIS
MATCH POINT
E lu, b/r. d/r. 11r) .1.0
lIu • 10 .
• • 12.:) min
• z 0.56 fl
I I
10'
OE(u,b/r,d/r • • /r) K "
8r(b-dh
K • 43.6 ft Idoy
O 4 Klu
5/ • ,2 1"'40 mIn/day
5/0 • 1.03 X 10" fI·'
1"'40 min I day
7.480011f,1 o • 0.5 ( b • I • r J :) I uOE,,\lITU II [ )
O. 1250 fl ==
'T" KO·7."'8 ool/fl'
T " 4.07 X 10' OPdlf1
5 • 1.29 XIO·1
~~I 1~---L-L-L.L.l.......1..J INr~ II
~ ____ ~~-J-L~~'lll 102
TIME SINCE PUMPING BEGAN. (minutes)
FIGURE G-9. DRAWDOWN; 5 VB TIME, t AT WAIHEE WELL T-115; HANTUSH-THEIS AND WALTON METHODS.
~ ~
0\
10 0
-• ~
• z ~ 0 0 ~ c a:: 0
10.1
TEST DATE: '5/16/72 PUMPED WELL: T ·114 DISCHARGE: O. 909 9pm DISTANCE TO OBSERVATION. WELL DUG WELL: ,.213 fI
WALTON --+--- MANTUSH. THEIS
MATCH POINT MATCH POINT
VIlli, ,ILl' 1.0
1/11. 1.0
£111,11/" dl" 1/r)' 1.0
lIu' 1.0
•• '.4 III hI' • a IS.5 111111
•• O.SO fl -+t+1 .' aO.SO fl
I ./,. ./r.
II • :5 42 fI
• a 57.5 fl
• a 11.0 II
./ t:J
/ / /
o /
/ d I
1 1
1 01 1
~.
TYPE· CURVE
WALTON TYPE· CURVE
,/LaO.05
~ ___ ~~o~~----_-"0-0 -2 .... ..,
----
o WALTON M£THOO
O.lu, ,/LI. 1440 1IIIII/cI., T. 4 ...
T • S.46)( 10' 9Pdlfl
4Tlu I
S • -;r' 17.481(1440)' 90llfi S '1IIIII/do,
5 • 2.38)( 10'Z
, L • -;tL
L • 4.26 )( 10' "
O'/It' • LZ -T- . 7.48 ,all II
O'/It' • S92. do,.
MANTUSH· TH[IS M[THOO
K • O[ I" ,lIlrl dlr, 1/".1440 1II11I/"l
• .. 111 •• 1& 7.4' "Ilfl'
I( •• 1.5 'lido,
4 KI" SID a -_. ,Z 1440 1111111 cia,
., .1 SID • 6.55)( 10 II
o • 0.5 (II" ., J SIll DE'&IITUIII )
O' 9S0 "
T' KO·7.48 901ltl'
T • 5.67)( 10' ,p4I1f1
S • '.09 )( 10·a
TIME SINCE PUMPING BEGAN, (minu.es)
FIGURE G-IO. DRAWDOWN, s VS TIME, t AT WAiHEE DUG WELL; HANTUSH-THEIS AND WALT(l\j twETHODS. .... .... "
118
. d,
TEST DATE
3/03/72
4/06/72
5/15/72
3/07/72
" 4/10/72
" 5/16/72
"
TABLE G-7B. RESULTS OF ZANGER AND HANTUSH-THEIS ANALYSES FOR HYDRAULIC CONDUCTIVITY.
ANALYTIC Pl..MPED OBSERVATION HYDRAULIC AQUIFER METt-K>D WELL WELL CONDUCTIVI - DEPTH:~
TY (ft/DAY) (FEET)
ZANGER T-1l4 NONE 26.9
" T-1l5 " 113
" T-114 " 36.9
HANTUSH T-114 T-1l5 55.9 2200
" " DUG WELL 58.2 ~ 660
" T-115 T-114 42.4 1595
" " DUG WELL 106 915
" T-114 T-1l5 43.6 1247
" " DUG WELL 81.5 930
:~ DEPTHS ARE BASED ON QUESTIONABLE POINTS OF DEPARTURE FRO'-1 THE HANTUSH-THEIS TYPE-CURVE AND ARE CONSIDERED TO BE MINIMAL .
The relatively higher values produced by the Hantush-Theis method are con-
sidered to be mainly the result of partial penetration. Transmissivities
based on data from the dug-well tend to be slightly higher than those based
on data from T-114 or T-115. This is most likely the result of a smaller
leakage flow from the alluvium to the basalt, generating a lesser drawdown
in the dug-well. The largest resistance factor occurs for the tests of
5/16/72, with T-115 as observation well, indicating that leakage to the
basalt is at a minimum. Hence, the best estimate of the transmissivity is
probably given by the Hantush-Theis method using this data, i.e.,
2.00xlOs < T < 4.00xlOs gpd/ft.
HYDRAULIC CONDUCTIVITY. Zanger's method gives consistent values of conduc
tivity for the data from T-114, i.e., 26.9 and 36.9 ft/day. However, T-115
data gives a value of 113 ft/day. It should be pointed out that the well
bore geometry plus the condition of leakage violate the boundary conditions
upon which Zanger's method is based. The conductivities calculated from
the Hantush method agree quite well with the results of Zanger's analysis,
with the best agreement for the tests on pumped well T-114 on 5/15/72 and
119
5/16/72.
STORATIVITY. Storativity values fallon a range which extends from
O.084xlO- 2 to 42.0xlO- 2 • Several observations may be made. First, the
storativities are fairly large and the largest values result from the test
data of 3/7/72 with T-llS as the observation well. This adds further sup
port to the supposition that there is some leakage from the alluvium to the
basalt, and that it was noticeably greater before T-ll4 was extended.
Second, the generally large values of the storativity from all three meth
ods of analyses are of the same order of magnitude when observed drawdowns
from the dug-well are used, regardless of whether T-114 or T-llS is pumped.
This implies that the drawdown in the dug-well is smaller than it would be
if it penetrated into the basaltic aquifer and is consistent with the
smaller drawdowns one would expect to find in the presence of a supplemen
tary leakage flow from the alluvium to the basalt. Finally, if the results
involving data from the tests of 3/7/72, along with the data from the dug
well in subsequent tests, is considered unreliable, the remaining values
of storativity fallon a much narrower range (O.084xlO- 2 to 1.8lxlO- 2 ) with
Hantush-Theis method giving the largest and the Jacobs method giving the
.smallest values. If it is assumed that leakage is negligible for the
tests of 5/16/72, then the Hantush-Theis method applied to this data should
produce the best estimates for storativity. It should be recalled, how
ever, that this will be a conservative estimate as the aquifer depths are
considered as minimal depths calculated on the basis of the departure
points described above.
ANISOTROPY. There is insufficient data to determine the presence or nature
of any anisotropy.
SU~Y AND CONCLUDING REMARKS. In this case transient as well as step
drawdown data from three wells--two of which were pumped while the remain
ing two were used as observation wells--were collected. One of the three
wells, used just for observation, was a large diameter "dug-well" penetrat
ing only into the alluvium which overlies the main basaltic aquifer. One
of the pumped wells, T-114, was extended by approximately SO percent be
tween tests. Analysis of the data indicates that leakage from the alluvium
was a significant part of the discharge when T-ll4 was pumped prior to
being extended. Values of the storativity based upon drawdown data from
120
the dug-well were consistently high, confirming that a leakage flow from the
alluvium to the basaltic aquifer exists. Data, from wells T-115 and T-114
after its extension, analyzed by the Hantush-Theis method for partially
penetrating wells or the Zanger method, if equilibrium data is available,
should provide the most reliable estimates of conductivity. The values of
transmissivity and storativity remain is questionable, however, as the
determination of the aquifer depth is uncertain.
121
CASE STUDY H WILDER AVENUE PUMPING STATION, OAHU
Introduction
The Wilder Avenue Pumping Station has six wells (#36A through F) which
tap the artesian aquifer beneath the Honolulu coastal plain sediments. The
station is located at the mouth of Manoa Valley in isopiestic area 11.1
The arrangement of the wells is shown in Figure H-l. Wells 36A and B were
drilled in 1912. Wells 36C through F were drilled in 1962. In 1965, well
36F was modified to solve caving problems. The dimensions of the wells are
given in Table H-l.
TABLE H-l. Sl,.Mv1ARY OF PERTINENT INFORMATION ON THE PLMPED AND OBSERVATION WELLS.
CASIt-G GROI.JI'.Ir CASIt-G TOTAL WELL t-l). DI.AMETER ELEVATION DEPTH DEPTH REMARKS
(INCHES) (FEET) (FEET) (FEET)
36-A 12 47.8 -~-
36-8 12 42.4 -~-
36-C 16 42 270 410 LOWER 21' FILLED WITH CAVED MATERIAL
36-0 16 53 288 403 OPEN t-DLE IS 11" IN DIM-lETER
36-E 16 58.7 294 405 OPEN t-DLE IS 11" IN DIM-lETER
36-F 16 54.8 281 371 (BEFORE 1965) OPEN t-DLE IS 14" IN DI.AMETER
36-F 16 54.8 330 421 (AFTER 1965) OPEN t-DLE IS 11" IN DIM-lETER
)C ELEYATICJ.IS ARE WITH RESPECT TO MEAN SEA LEVEL.
The conditions of the several pumping tests performed on the Wilder
Avenue wells are summarized in Table H-2, and test data is compiled in
Tables H-3through H-8. Although all the tests were of the step-drawdown
type. water level measurements were taken at the nearby idle wells so that
1. Chester K. Wentworth. 1951, Geology and Gpound-watep ResouPces of the Honolulu-PeaPZ HaPbop Area.
122
I
--10 0 20 FEET
36 - c (I )
40
OAHU
FIGURE H-l. SITE MAP-WILDER AVENLE STATl~ WELLS, OAHU.
123
TABLE H-2. S\.JIMARY OF Pl..WING TEST CONDITIONS AT THE WILDER AVENUE WELLS.
PLM'ED OBSERVATION PLMP I I'G RATES REFERENCE TEST DATE WELL' WELL I'S (gpm) TABLE
02/01/62 36-C 36-A, B & E 1840, 1800, H-4 1400" 830
03/05/62 ' 36-F 36-B, C, 0" 2000, 1233 H-5 (DRA~)" E & F 893 H-6 (RECOVERY)
03/17/62 36-0 36-C, 0, E 1800" 1070 H-7 & F
03/28/62 36-E 36-A, C, 0 1846 H-8 & F
11/22/65 36-F 36-A, 0, E 3800, 2800, H-9 & F 2300, 1600,
1200
TABLE H-3. EQUILIBRIUM DRAWDOWN DATA FOR WILDER AVENUE, HONOLULU" PUMPED WELL 36-C, ON 2/1/62.
DISCHARGE, OBSERVATION DISTANCE FRav1 STEADY-STATE PLMPED WELL" DRAWDOWN Q (gpm) WELL t-()S.
r (FEET) 5 (FEET)
1840 36-A 18 0.37 36-B 77 0.25 36-E 116 0.16
1800 36-A 18 0.34 36-B 77 0.19 36-E 116 0.15
1400 36-A 18 0.24 36-B 77 0.12 36-E 116 0.12
830 36-A 18 0.13 36-B 77 0.06 36-E 116 0.08
124
TABLE H-4. EQUILIBRILM DRAWDOttIN DATA FOR WILDER AVENUE, HONOLULU, PUMPED WELL 36-F, ON 3/5/62.
DISCHARGE, Q (gpm)
2000
1233
983
OBSERVATION WELL NOS.
36-B 36-C 36-0 36-E 36-F
36-B 36-C 36-0 36-E 36-fX
36-B 36-C 36-0 36-E 36-Fx
~~ PLMPED WELL. m~RAD I US OF PLMPEO WELL.
DISTANCE FR<l-1 PLMPED WELL r (FEET)
77 92 63 66 0.67xX
77 92 63 66
0.67"':
77 92 63 66 o . 6 7::~c
STEADY-STATE ORAWDOWN 5 (FEET)
0.26 0.21 0.23 0.15 9.01
0.13 0.09 0.16 0.14 4.16
0.11 0.08 0.08 0.06 3.00
TABLE H-5. EQUILIBRIUM DRAWDOWN DATA FOR WILDER AVENl£, HONOLULU, PUMPED WELL 36-F, ON 3/5/62.
TIME SINCE PLMPII'G TIME SINCE PLMPII'G DRAhOOWN AT DRAWDOWN AT DRAWDO\\N AT STOPPED, t" STARTED, t 36-C 36-0 36-E
(MINUTES) (MINUTES) r = 116 FEET r = 60 FEET r = 66 FEET
0 210 0.07 0.07 0.05
1 211 0.07 0.05
2 212 0.06 0.05
3 213 0.06 0.05
4 214 0.05 0.04
5 215 0.04 0.05 0.03
6 216 0.00 0.03 0.02
7 217 0.00 0.02 0.01
8 218 0.00 0.01 0.00
9 219 0.00 0.00 0.00
TABLE H-6. EQUI LIBRIU'1 DRAWDG/N DATA FOR WI LDER AVENUE, HONOLULU, PUMPED WELL 36-D, ON 3/17/62.
DISCHARGE, OBSERVATION DISTANCE FRQ'It STEADY-STATE Q (gpm) WELL NOS. PUMPED WELL, DRA~
r (FEET) 5 (FEET)
1800 36-C 57 0.34 36-D:~ o. 6 7~~:e 8.08 36-E 60 0.43 36-F 63 0.10
1070 36-C 57 0.22 36-D:~ 0.67:::: 3.58 36-E 60 0.29 36-F 63 0.01
:~ Pl..MPED WELL. :mRAD I US OF PLt-1PED WELL.
TABLE H-7. EQUILIBRILt-1 DRAWI:XMN DATA FOR WILDER AVENUE, HONOLULU, PUMPED WELL 36-E, ON 3/28/62.
DISCHARGE, Q (gpm)
1846
OBSERVATION WELL NOS.
36-A 36-C 36-D 36-EX 36-F
x Pl..MPED WELL. :mRADIUS OF PLt-1PED WELL.
DISTANCE FRa.1 Pl..MPED WELL r (FEET)
121 116
60
66
STEADY-STATE DRAWDOWN 5 (FEET)
0.21 0.20 0.35
20.10 0.02
125
126
TABLE H-S. EQUILIBRIUM DRAWOOWN DATA FOR WILDER AVENUE, HONOLULU, PUMPED WELL 36-F, O'.J 10/22/65.
OBSERVA TI {!II DISTANCE FRG1 STEADY-STATE DIS01ARGE, OBSERVATION D I STANCE FRCfoI STEADY-STATE DISCHARGE, PI.H'ED WELL, ~ PlM'ED WELL, ~
Q (epe) WELL I'CS. r (FEET) 5 (FEET) Q (gp!l) WELL I'CS. r (FEET) 5 (FEET)
3800 36-A 87 0.44 2300 36-E 66 0.25 36-0 63 0.55 36-f'C 0.67"" 4.39 36-E 66 0.57 36-F" 0.67'''' 15.13 1600 36-A 87 0.20
36-0 63 0.23 2800 36-A 87 0.28 36-E 66 0.24
36-0 63 0.35 36-f".1 0.67l:X 3.93 36-E 66 0.37 36-F" 0.67 .... 7.39 1283 36-A 87 0.15
36-0 63 0.18 2300 36-A 87 0.20 36-E 66 0.18
36-0 63 0.25 36-F" 0.67"" 2.54
x PlH'ED WELL. ""RAD I US OF PlMPED \oEU..
the data may be analyzed for transmissivity. This latter feature is not
generally included in step drawdown pumping tests.
Geology
The aquifer tapped by the Wilder Avenue wells consists of layered
Koolau basalts. The wells each penetrate about 240 feet of basalt. How
ever, the first 100 feet or so are cased off in these wells because the
rock on the upper zones is weathered and is subject to caving. Above the
basalt there is 150 to 185 feet of sediments which form the Honolulu coastal
plain. The sediments consist of mainly alluvium; much of it is clay size.
Some of the wells encountered coral at about the present sea level and also
a layer of basalt from the posterosional eruptions of the Honolulu series.
The well logs for the Wilder Avenue group are shown in Figure H-2.
Hydraulic and Hydrologic Aspects
The basalts here, as elsewhere on Oahu, are excellent aquifer material
with very high yields. The sediments overlying the basalts offer quite
high resistance to flow of groundwater and thus effectively confine the
water under an artesian head of 22 to 27 feet.
Analysis of Pumping Test Data
The bulk of the data from the four pumping tests is of equilibrium
type. The data were analyzed by the Thiem method in two different ways.
3'-A 3&-8
DEPTH IELOW
a"OUND I ftl o
10"T IIIOW" CLAY
n-c
'SZ
ELEVATION
", I 42
GIIOUND
lTATIC U
DEPTH BELOW aROUND (ftl
o CL ... Y
AND IDULDERS
41
36-0
ELEVATION ( ttl
!15 GROUN-
SL I-!---.. IT ... TI
u
DEPTH IELOW
GROUND (II) o
BOULDERS
:u
36-E
'iZ
ELEV ... TlON
(II) 58.1
GROUltD
22 STATI~
DEPTH BELOW GROUND I If )
o CL ... V ... ND
IS 10ULDERS
WEATH[AED ROCI(
31-'
SZ
EL[YATIOI!
G"OUND (Ill ----- 55 ITATIC WATER LEVEL
II 10
I I I I 40 45
BAS ... LT'\.. ··CORAL/"
.. .• _.Jt,tEJI L VEL
·---IEA·---_ ......... _-... -.. - '" ··~····~m ~-.. -.. - ... -.-.. _ •• _. B .... ALT ... --'~N~ 110
.,--SEA---52 LEVEL
.J;"O~L_.
BASALT 71
SOFT ,"0WN
CL ... Y
~ ... -' -' • • c ~I ITI -' j c
> c c
8 .. 0 ... -'
0 0 • • IASALT
:AVED "ATEII"'I; 410
co a: .. c u
.!: !
.:: .. .. N
ti .j-
c -... ... -' -":> ':I:
Fa: .. ~ =0
10TTOM OF
CASING
10TTDM O~
CONCRETE PLUG
TOP O~ CAVED
MATERIAL
LEVEL DATUM
·211
·221
.541
10TTOM ·MI O~
WELL
FIGURE H-2.
IAIALT .!:
15 ! , ::
SOFT .. IROWN !
CLAY TOP 0 12 I
CUiN 1111 .. .111
z on ~
.!: ~ , - IIOTTOM 0 OF ~ CASING
BASALT ·1511
.~w --' _0 ,:z:
::z ..... IOTTOM _Q.
-0 0"
40S WELL
·3110
.0
10FT IROWN
CLAY
115
B .... ALT
404
DATUM
.. z on c u
.!: ! , -.. '" N
BOTTO~ OF
CASING
oJ ·U5
·210
BOTTOM OF c.., CONCRETE
- -' PLUG =0 ,:I:
=: -L =0
.S41 BOTTOM
0' WELL
GENERALIZED WELL LOGS FOR WILDER AVENUE STATION WELLS.
II
141
ze. SOS S04 S25
STI
WE"'TH[R[O ROCI(
SOFT IROWN
CLAY
WE"'THEREO ROCI( WITH CLAY
LAVERS
~lj,"'LT RED CLA!/,
B ... SA LT
IAIALT
.. a: .. c u
.!: !
.:: ; N
10TTOM OF
C"'SING ·2n
> PLUG '. INST"'LLED .' 11I6S
:)CONCRETE
.' ·21$ 10TTOM OF
CONCRETE PLUG
lOTTO .. 0" WELL
10TTON 0"
WELL·
.SII
• WELL DEEPEIIED III '"'
...... N -...J
128
First, only the data from the observation wells were analyzed and the re
sults shown in Figures H-3, H-4, H-6, H-7, and Table H-9A. In the second
approach the equilibrium drawdown from each observation well and the cor
rected drawdown at the pumped well were substituted in the Thiem equation.
The corrected drawdown was calculated on the assumption that the well
losses are proportional to the pumping rate squared. The transmissivities
are tabulated in Table H-lO. The average transmissivities for the range
of pumping rates used are summarized for each observation well in Table
H-9B.
In addition to equilibrium data, the pumping test of 3/5/62 included
measurements of the recovery of the piezometric surface. This data was
subjected to the Theis recovery analysis for the determination of trans
missivity, and the results are given in Figure H-5 and Table H-9C.
Finally, Zanger's method was applied to the drawdowns at the pumped
wells after correcting for well losses by again assuming that such losses
are proportional to the discharge squared. Since the penetration depths
of the several wells were known, the equivalent well-radius was used. The
results of this analysis are presented in Table H-9D.
Figure H-8 presents a plot of the equations of drawdown vs. pumping
rate determined by the method of least squares. The coefficient of the
Q-term represents the well loss per unit of discharge.
Discussion
TRANSMISSIVITY. The Thiem and Theis recovery methods both assume a fully
penetrating pumped well. which is not present in this case. Hence. the
calculated transmissivities will tend to be smaller than they actually are.
When only the observation well data is used the transmissivities fallon
the range 2.02xl06 ~ T ~ 7.2lxl0 6 gpd/ft. The upper limit of the range is
the average T value for three different pumping rates applied to well 36F
(3/5/62 test). There is considerable scatter of data for two of the pump
ing rates (see Fig. H-4) and lines having slopes close to that of the line
for the third pumping rate of 1283 gpm could easily be drawn. This would
give a transmissivity of about 2xl0 6 gpd/ft and would agree closely with
the value from the 10/22/65 tests when 36F was also the pumped well. Such
agreement is to be expected since the addition of a concrete lining to a
1.0
6.1 LOG CYCLE 2.30 Q
SYMBOL DISCHARGE, Q T = • 1440 mln/day 2 Tf 6& I LOG CYCLE
0 1840 opm 0.23 fl 6
4.22 X 10 OPd 1ft
:; 0.81 8. 18000pm 0.24 fl 3.94 X 106 OPd I ft
0 14000pm 0.17 fl 4.33 X 106 OPd 1ft
• 0 83 0 9pm 0.08 ft 5.48 X 106 9Pd 1ft Z 0.6
~I MEAN 4.49 X Iff 9Pd 1ft ~ 0 ID 0 ..., ~ ~ m a: , 0
~I-I~ 0.4
~ ::l ~ a: m ...I
::l 0 0.2 ...,
I I I I I I I I o I 2 3 10
0 10 1 10 10 DISTANCE FROM PUMPED WELL, r (feel)
FIGURE H-3. STEADY-STATE DRAWDOWN, s VS DISTANCE, r FROM WILDER PUMPED WELL 36-C; TH I EM METHOD.
~
N \0
-• • -• -z ~ 0 0 ~
'" cr 0
2 :> cr CD
..J
:> 0 ILl
1.0"--1 -------~-=-~=~~~d.~;;;~~~ SYMBOL DISCHARGE, Q' /::) • I LOG CYCLE T ~ 2.30 Q : 1440 mln/day 2." t:::. II LOG CYCLE
0.8 0 2000 opm 0.095 ft II. I X 10' OPd 1ft
l:l. 1283 opm 0.36 ft 1.87 X 106 OPd If'
0 9830pm 0.060 ft 8.65 X 10' OPd I ft
MEAN 7.21 X 10' OPd 1ft 0.6
0.4
ILl CD
°1l~~IU ~ ...,"" ~ ..., ..J..J ...,
..J !oJ
0.2
0 1 I I I I I I I I I 10
0 10' 102. 10' DISTANCE FROM PUMPED WELL, r ('u')
FIGURE H-4. STEADY-STATE DRAWDOWN, s VS DISTANCE, r FROM WILDER PlJt'lPED WELL 36-F; THIEM M:THOD.
I-' ~ o
0.141' ~~=:-:-:-:~~ill7"'--"'--7·-------r-----------TEST DATE: 3/5/62
PUMPED WELL: 36-F
DISCHARGE: 0 • 983 vpm 0.12 t-I ___________ ...L-_
0.101-1 -------------• • -"' • _O.osl-I---------z ~ o o ~ ca:
~ 0.061~ --------~ ..J ca: ::) o I/)
III
Q: 0.04~1 --------
0.021-1 ------
0 1 1'":0'71---...l.-~
<>
o
<> <>
OBSERVATION l:,," 1 LOG CYCLE
WElL T :r
36-C 0.283 ft
36-0 0.184 ft
36 -E 0.162 ft I I I I
102 10 3
TIME SINCE PUMPING BEGAN I TIME SINCE PUMPING CEASED, tIt"
2.30 Q
2 ... 6./LOG CYCLE' 1440mln/doy
0.941 )«10' 9Pd/ft
1.40 X, 10' 9pd 1ft
l. 59 X 106 9Pd I ft
( DIMENSIONLESS)
FIGURE H-5. RESIDUAL DRAWOOWN, 5 VS DIMENSIONLESS TIME, tit" AT WILDER OBSERVATION WELL 36-C AND 36-E; THEIS RECOVERY METHOD.
104
.... ~ ....
.. .. !::
•
z ~ 0 0 ~ Cl II:: 0
:I ;:)
II:: !XI :; 5 0 I&J
TEST DATE: 2/28/62
PUMPED WELL: 36 - E
DISCHARGE: Q :: 1846 opm
1.0\1-----------r-----------,-----------i
0.8
0.6 0
II) u...
If) II) If)
U Cl
II) II) If) 0,4 If)
...J ...J
...J ...J 2.30 Q w W T = . 1440 min 1 day
~ ~ 2 .. 6..1 LOG CYCLE
0.21 T = 2.02 X 10' OPd 1 ft
0 1 I I I I ...... ' , , I I I 10° 10 1 10 2 '"
DISTANCE FROM PUMPED WELL, r (feet)
FIGURE H-6. STEADY-STATE DRAWDOWN, s VB DISTANCE, r FROM WILDER PUMPED WELL 36-E; THIEM METHOD.
~ (;.J N
TEST DATE: 10/22/65 . PUMPED WELL: 36 - F
DISCHARGE: AS INDICATED
1.4' 2.30 0 I SYMBOL DISCHARGE, 0 il,1 LOG CYCLE T • il . 1440 1111 a 141,
1.211------------t-
-: I.ol-I------------~------• z ~ 0 0.81 o ~ c( II: o
Q
~II! ...,
4 I
3800 0p·
2800 0p",
1600011111
2300 "'"
1200 "III
0.'4 fI
0.80 fI
0.241 It
0.37 fI
0.22 fI
MEAN
2." ,I LOG CYCLE
2 .1 3 X 10' Olld Ifl
2.4& X 10' "d I fI
3. U X 10' "dI fI
3.21 X IO' "d I ft
2.87 X 10' Gild I fI
2.80 X 10' Gild/ fI
~ 0.6 ~I------~------------------+-------------------------~ II: CD :; :)
:30.41 ~ ~
0.21t------------+------~
01 II I I II I J
100 101 102 103
DISTANCE FROM PUMPED WELL, , (ftl')
FIGURE H-7. STEADY-STATE DRAWDOWN, s VB DISTANCE, r FROM WI LDER PUMPED WELL. 36-F, THIEM METHOD. ..... t.l t.l
134
E A 0-.... -• ..
0 .... • z :t 0 0 :t ct a: 0
0
..... 0 I&J a.. en
0.010
0.008
0.006
0.004
0.002
o WELL 36-F /::::. WELL 36-F DWELL 36-C <> WELL 36-0
,EtC)
,0 ~"i-
f)rQ ,.
3 1 5/62 10/22/65 21 1162 31 17162
,Et C) ,~ lC ,0
,0 0 .... 0 .... 0.'"
~1. ,.
,~ )t , . ....,0 '10
\C) .. 1.0 ~
~,.
.. \C)
/::::. .1 a
'/.\0 4&9
.!I .-.6· '/.\0
_ \.\0'2. ,,10 -
/::::.
O~ ____ ~ ____ ~ ______ ~ ____ -L ____ ~~ ____ ~ ____ ~ ____ --J
o 1000 2000
DISCHARGE, Q (opm)
3000 4000
FIGURE H-S. SPECIFIC DRAWDOWN-DISCHARGE RELATIONSHIP AT WILDER AVENUE WELLS.
TABLE H-9A. RESULTS OF THIEM ANALYSIS; OBSERVATI~ WELL DATA ~LY.
OBSERVATION AVERAGE TRANSMISSIVITY REFERENCE TEST DATE PI.WED WELL WELL OOS. (gpd/ft) FIGURE
02/01/62 36-C 36-A, B, & E 4.49 X 106 H-3 03/05/62 36-F 36-B, C, 0, 7.21 " H-4
& E 03/28/62 36-E 36-A, C, 0, 2.02 " H-6
& F 10/22/65 36-F 36-A, 0, & E 2.80 " H-7
TABLE H-9B. ,ANALYSIS BY THIEM t-ETHOO; PUMPED WELL #I) OBSERVA-TI~ WELL DATA. '
OBSERVATION AVERAGE TRANSMISSIVITYx TEST DATE PLMPED WELL WELL 00. (gpd/ft)
02/01/62 36-C 36-A .339 X 106
" " 36-B .471 " " " 36-E .509 "
03/05/62 36-F 36-8 .743 X 106 .. " 36-c .756 " " " 36-0 .710 " " " J6-E .705 "
03/17/62 36-0 36-C .750 X 10' " " 36-E .789 " II " 36-F .689 II
10/22/65 36-F 36-A 1.21 X 10' " " 36-0 1.17 " " " 36-E 1.18 "
x THESE VALUES REPRESENT THE AVERAGE FOR THE RANGE OF FLOW RATES USED. REFER ,TO TABLE H-4 FOR THE ACTUAL VALUES.
TABLE H-9C. Af'.lALYSIS BY THEIS RECOVERY t-ETHOD.
OBSERVATION AVERAGE TRANSMISSIVITY TEST DATE PI.foPED WELL WELL 00. (gpd/ft)
03/05/62 36-F 36-C .914 X 10' " " 36-0 1.40 " II " 36-E 1.59 "
REFERENCE FIGURE
H-5 " "
TABLE H-9D. ANALYSIS BY ZANGER'S METHOD; PLWED WELL DATA ONLY .~:
TEST DATE
02/01/62 03/05/62 03/17/62 10/22/65
PLMPEO WELL
36-C 36-F 36-0 36-F
HYDRAULI C CQN)UCTIVITY (FEET/DAY)
252 905 930
1520
x ~ HAVE BEEN CORRECTED FOR WELL LOSSES.
T EQU1V. (FEET)
21.8 16.6 19.7 16.1
135
TABLE H-1O. TRANSMISSIVITY AS DETERMINED BY THIEM ANALYSIS USING DRAWDOWN DATA FROM PUMPED WELLS AND EACH OBSERVATION WELL IN TURN. ...
(A a-
TEST DAre PUMPED 08S OISCHARGE 08S WELL PU"IPED WEll OBS WELL PUMPEO WEll AQUIFER LOSSES TRANS'II SSIYI TV AZIMUTH wEll NO wEll tiD RAOI US RADIUS OR AWDOWN ORhOOWN AT PUMPED WEll-
CGPMJ HEETI (FEETJ CFEEU CFHU CFEEU CGPD/FT) COEGREES)
1I1/IISlU 36-F 36-8 lOOO. 77. 0.58 0.l6 9.01 3.l"" 7505U. 22~. OJ/J5/!>2 36-F 36-8 1233. 77. 0.58 0.13 •• 16 2.00 738J1t4 • 224. 03/05162 36-F 36-8 983. 77. . O. 58 0.11 3.00 1.59 741510. 22 •• 1J3I0,/62 36-F 36-C 2000. 92. 0.58 0.21 9.01 3.24 765039. 170. uJ/0~/62 36-F 36-C 1233. 9l. 0.58 0.09 •• 16 2.00 149215. 170. u3/JSl62 31>-F 36-C 983. 92. 0.58 0.08 3.00 1.59 753299. 170. 03/1J5/1>2 36-F 36-0 2000. 63. 0.58 0.23 9.01 3.l4 71l499. 134. 03/11>11>2 36-F 36-0 1233. 61. 0.58 0.16 10.16 2.00 119556. 13~. u3/.J5Ie.2 36-F 36-0 983. 63. 0.58 0.08 3.00 1.59 t>969J7. 134. 1J3/0;/1>2 3b-F 36-E 2000. 66. 0.58 0.15 9.01 3.210 700954. 78. \lJ/U)/",2 36-F 36-E 1233. 66. 0.58 0.1. 4.16 2.00 718883. 78. 11310; I!> 2 3~-F 36-E 983. 66. 0.58 0.06 3.00 1.59 694678. 78. lUI UII>S 36-F 36-1. 3800. 87. 0.46 0.44 15.13 4.19 1218545. 182. 1u/ZZlb5 36-F 36-1. 2800. 87. 0.46 0.28 7.39 3.09 1199344. 182. IIJIUlb5 36-F 36-A 1600. 81. 0.46 0.20 3.93 1.76 12300J2. 182. 10/221!>5 36-F 36-1 2300. 87. 0.46 O.ZO •• 39 2.53 1183933. 182. 1u/221"S 36-F 36-A 1200. 81. 0.46 0.15 2.54 1.32 1230032. 182. l11IUI!> 5 36-F 36-0 3800. 63. 0.46 0.5'5 15.13 •• 19 1178150. 13~. 11J/2Ub5 36-F 31>-0 2800. 63. 0.46 0.35 7.39 3.09 1154351. IH. 11J/U/,,5 36-F 36-0 1600. "3. 0.46 0.23 3.93 1.76 1116937. 1H. 10/Ulb5 ]6-F 36-0 2300. 61. 0.46 0.25 •• 39 2.53 1135405. 13~. 10/2U!>5 36-F 36-0 1200. b3. O.~6 0.1£1 2.510 1.32 118 .. 60". 13~. 10/U/b5 .J6-F 3/J-E 31)00. 66. 0.46 0.57 15.13 4.19 11958H. 18. 1U/ u/65 36-F 36-E 2800. 66. 0.46 0.37 7.39 3.09 11738 .. 0. 78. 111/2UIlS 36-F 36-E 1600. 66. 0.46 0.Z4 3.93 1.76 1195857. 78. tJI ll/65 36-F J6-E 2300. 66. 0.46 0.Z5 4.39 2.53 1146133. 18. 10/Z,,11>5 36-F 36-E 1200. 66. 0.41> 0.18 2.54 1.32 1195858 • 78. • u.loJl/b}. 3b-C 36-A 1840. 18. 0.67 o.n 1~.24 4.43 342111. ZBl. Uz/.H/o1. 36-C )1>-1. 1800. 18. 0.61 0.34 11.44 4.33 340,230. 281. "1.I~1/':>2 31>-C 31>-A 1400. 18. 0.67 0.24 10.97 3.37 331575. 2Pl. uUOl/b2 31>-C lb-A 830. 18. 0.61 O.ll 4.85 2.00 335355. Z81. tJ2Iu!ll>iI. 36-C 31>-8 1840. 77. 0.61 0.25 18.24 4.43 40 78829. 296. 02lJl/!>2 36-C 31>-8 1800. 77. 0.67 0.19 17.44 4.33 472526. 296. ,,2101/62 36-C )"-8 1"00. 77. 0.67 0.12 10.97 3.31 4684089. 296. O./.lOl/b2 36-C 31>-8 830. 17. 0.67 0.06 4.85 2.00 465796. 296. ,,2/;)11':>2 3"-C ll>-E 1840. 116. 0.67 0.16 18.Z4 ~.43 !S091114. 25. uUII1/':>2 36-C 36-E 1800. 116. 0.67 0.15 11.~4 4.33 508J90. 25. u"oJ1/~2 3b-C )b-E 1400. 111> • 0.67 0.11 10.97 3.)7 508912. 25. I.I2IOl/b2 J6-C 36-E 830. 116. 0.67 0.08 4.85 2.00 511l61. 25. J3/17/1>/' 31>-0 36-t 1800. 57. 0.46 0.34 8.08 3.01 745890. 21Z. 0~11 {/02 36-0 36-C 1070. 57. 0.46 0.22 3.58 1.19 75441.14. 212. 03/171"'2 36-0 36-E 1800. 60. 0.46 0.4] 8.08 3.01 780154. 18. oJ]/l1lb/. 36-0 36-E 1070. 60. 0.46 0.29 3.58 1.79 198073. 18. 1J3/1110l 36-0 36-F 1800. 63. 0.46 0.10 8.0B 3.01 69114098. 314. fH/ll1bZ 36-0 36-F 1070. 63. 0.46 0.01 3.58 1.79 619065. H~.
*c~UATIJN~ fOR ORA~OO~N AT PUMPED WELLSs
lEn DATE PUMPED WELL EOUATIO~
1.I"J/u:'lb2 36-F S • 1.620E-OJ·0 + 1 •• ~OE-06*0*"Z 11.1/2/./65 36-F S • 1. 10ZE-03. II + 6. 489E-0 7* 0* *z OUOJ.lbl 36-C S • Z .1008E-0). 0 + 4. 029E -0 6.0."2 1J3/17/62 36-0 5 • 1.670E-03*0 + 1.566E-06*0··Z
137
portion of the well bore should not change the aquifer properties.
The results of analyzing the pumped well with each observation well
separately, after correcting the drawdown for well losses, produced values
of transmissivity in the range 0.335x10 6 ~ T ~ 1.23xl06 gpd/ft. These
values are all smaller than the lower limit of 2.02xl06 gpd/ft, based only
on the observation well data. This could be the result of partial penetra
tion causing the aquifer losses near the pumped well to be larger than
those for a completely penetrating well pumping at the same rate.
The results of the Theis recovery analysis on pumped well 36F (3/5/62
test) indicated the transmissivity to be about 1.50xl0 6 gpd/ft. This agrees
closely with the results of the analysis of just the observation well data
for 36F pumping at a rate of 1283 gpm. (It should be recalled that the data
for the other two pumping rates shown in Figure H-4 could easily be inter
preted to give similar transmissivities but that data scatter prevents a
more precise determination.) However, some measure of agreement between
the Theis recovery method and the Thiem method applied to the observation
well data is expected because the well losses play no significant part in
either analysis. A reasonable estimate of the transmissivity would appear
to be 2.0xl0 6 gpd/ft.
CONDUCTIVITY. The results of the Zanger analysis give an average value of
the conductivity of about 1000 ft/day with extreme values of 252 and 1520
.ft/day. The use of Zanger's method should be questioned here since the
cased portion of all the wells penetrates the aquifer more than 200 feet,
except possibly wells 36A and B where the length of the cased portion is
unknown. The open-hole portion of each well is from 50 to 120 feet in
length, again with possible exception of well 36A and B. For this reason
a three-dimensional radial flow to the pumped well, assumed in the Zanger
method, may not be a reasonable approximation. In fact,the proximity of
the wells in the group and the penetration of their respective cased
lengths to approximately the same elevations would suggest that the flow
paths intersecting the observation wells and the pumped well could be
essentially horizontal. Hence, one might better estimate the conductivity
by dividing the average transmissivity--determined by application of the
Thiem method--by the average open-hole length of approximately 100 feet,
i.e., 2xI06/[(lOO)(7.48)] = 2700 ft/day.
138
STORATIVITY. Storativity cannot be calculated from equilibrium or recovery
data. However, from the plot of the recovery data the ratio of storativity
under pumping conditions to that under recovery conditions is approximately
30 (see Fig. H-S).
ANISOTROPY. Equilibrium or recovery data is not sufficient to determine the
presence or nature of anisotropy. If anisotropy is present the transmissi
vities and conductivities as determined above will be equivalent values for
an equivalent isotropic aquifer.
SUMMARY AND CONCLUDING REMARKS. Three different wells were pumped, each at
several flow rates, and the drawdown was observed in three or four observa
tion wells, thus generating a considerable amount of data. However, the
data was of the equilibrium type, except in one instance when recovery data
was taken. Also, the wells were partially penetrating with the open-hole
penetration more than two hundred feet below the upper confining surface.
The former condition prevents analysis by the Hantush-Theis method for
partially penetrating wells while both conditions preclude the application
of the Hantush method for anisotropic aquifers. Methods are available for
analyzing equilibrium data from partially penetrating wells in confined or
semi confined aquifers but they require an a priori knowledge of the aquifer
depth.l Hence, analyses appear to be limited to the Thiem and Zanger
methods, both of which require boundary conditions not totally satisfied
by the wells. Nevertheless, the estimated values of transmissivity and
conductivity are reasonable for the basal aquifer tapped by the Wilder
Avenue wells.
1. Kruseman and DeRidder, p. 146-191.
139
CONCLUSIONS
Analysis of Data
GENERAL CONSIDERATIONS. The case studies of the previous section make it
clear that, in general, the application of several methods of analysis, rath
er than a single one, will give the best understanding of the aquifer and its
properties. A knowledge of the geology of the aquifer is also required. An
example in point is the Kalihi-Uka case study where the possibility of par
tial penetration suggested the application of the Hantush-Theis method. The
Theis method was also applied for the purpose of comparison. The results of
those two methods, together with a knowledge of the geology of the aquifer
led to the conclusion that flow was radial and partial penetration was not a
factor. Application of the Theis or Jacob method, in addition to other meth
ods considered to be pertinent, appears to be a good general rule for anal
ysis of pump test data. In particular, the Theis method, when used with ear
ly time data, should give reasonable results, even though boundaries or leak
age are involved, and conservative results if the well is partially penetrat
ini . . '
Another important question is whether late-time or early-time data
should be given preference in fixing a match point with the type curve. In
general, early-time data is influenced the least by boundaries and leakage.
On the other hand, early-time data is not always easy to obtain as it may
involve only the first few seconds of pumping. For this reason it may also
be inaccurate, as the discharge does not commence instantaneously as assumed.
The data from each pump test must be considered on its own merit, but in
general, early-time data, if it appears reliable, is perferred for the de
termination of transmissivity and storativity. It should also be noted that
early-time data yields a more definitive match point since it is much easier
to fit late-time data to more than one member of a type curve family or to
more than one segment of a single type curve, as in case studies B and C.
LOCAL CONSIDERATIONS. Hawaiian aquifers have two distinguishing character
istics. They are highly permeable and, in the case of the basal aquifer,
are exceptionally deep, with no known boundary delineating the bottom. Con
sequently, all of the wells in the basal aqiufer are partially penetrating
and an analysis should account for this feature. The two methods which are
directly applicable are the Hantush-Theis method for nonequilibrium data and
140
the Zanger method for steady-state data. As illustrated, for example, in
case study G, the aquifer depth cannot always be determined by the former
method, and subsequent estimates of storativity and transmissivity are mini
mal values. As indicated previously, the Zanger method of analysis does
not involve the depth and yields only the conductivity. Since the basal
aquifer is apparently several thousand feet deep, then a well could pene
trate down to 400 feet and still be within the 20 percent limit required by
the Zanger method.
Design of Pumping Tests
The controlling factors in most pumping tests seem to be economic, i.e.,
budgets are limited, insufficient personnel and equipment are available, time
cannot be spared, etc. However, if the effort is made to conduct a pumping
test, then for a relatively small additional investment of effort, a maximum
of information can be obtained. In particular, recovery data can be ac
quired after every drawdown test which will give an independant determination
of transmissivity and, in general, provide a check on the drawdown data.
Also, advantage should be taken of any additional observation wells as each
one will provide an independent estimate of the aquifer properties. If ob
servation wells on three different rays from the pumped will are used, then
estimates of the anisotropic properties of the aquifer can be made. Finally,
before the test is conducted care should be taken to determine any "back
ground" fluctuations in the piezometric head which may result from barometric
pressure changes, irrigation in the vicinity of the test site, tidal gener
ated oscillations, etc. Drawdown data may then be corrected for these ef
fects if desired.
Summary
The following points summarize the conclusions concerning pumping test
analyses and Hawaiian aquifers:
1. Analyses by at least several methods will be required to study
thoroughly a set of pumping test data.
2. In general, the Theis or Jacob method should always be included in
a stuay since either will provide a set of reference values for the aquifer
properties. These values will tend to be conservative if partial penetra
tion is a factor. If a moderate amount of leakage or boundaries are a
141
consideration, the values should be reasonably good estimates of the aquifer . properties if the calculations are based on the earlier-time data.
3. Early-time match points are preferred to late-time match points
provided the early-time data is reliable.
4. For tests on the basal aquifer, either the Hantush-Theis method for
nonequilibrum data or the Zanger method applied to stepdrawdown data may be
used. If leakage or boundaries are also a factor, then the former method
with early-time data is recommended.
5. In designing a pumping test provision should be made to use at
least two or three observation wells if they are available and to monitor
recovery in the wells after pumping has stopped. The recovery data, if
equilibrium is sufficiently approximated at shutdown, may be analyzed as
drawdown data.
6. A good working description of the geology and hydrogeology of the
region should be obtained. To this end, a standardization of drillers' logs,
both in format and degree of included detail, would be of great help.
143
ACKNOWLEDGMENTS
The authors wish to acknowledge here Professor L. S. Lau, Director of
the Water Resources Research Center at the University of Hawaii, who
proposed this study and who helped to organize the initial stages of the
data collection and analysis. We should also like to acknowledge
Mr. Daniel Lum of the Department of Water and Land Development, State of
Hawaii; Mr. Stanley Maekawa and Mr. Chester Lao of the Board of Water Supply
of the City and County of Honolulu; and Mr. R. H. Dale of the U.S. Geologi
cal Survey for their kind assistance in collecting the data. We are also
grateful to Mr. Dale for his review and criticism on the final draft of this
report.
145
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APPENDICES
Symbol
a n
b
b'
d
d'
D
D'/K'
E(u,b/r,d/r,z/r)
K
L
m
Q
r, r p
r.,r. ,r. ,r. , .. 1 11 12 13
S, 8"
s, s , s. P 1
s'
153
APPE~IX A. LIST OF SYMBOLS.
Units
Ratio of directional transmissivities dimensionless
Depth that a pumped well penetrates an feet aquifer.
Depth that an observation well pene- feet trates an aquifer.
Depth that the casing of a pumped well feet extends below the top of an aquifer.
Depth that the casing of an observation feet well extends below the top of an aquifer.
Aquifer thickness. feet
Hydraulic resistivity of confining day layer.
Well function for partially penetra- dimensionless ting wells (Hantush-Theis method).
Hydraulic conductivity. feet/day
Leakage factor. feet
Ratio of principal values of Trans- dimensionless missivity.
Discharge. gpm
Distance from the center of a pumped feet well.
Distance from observation well to an feet image well associated with an aquifer boundary or boundaries.
Storativity. dimensionless
Drawdown of the water level in a well feet below the static level.
Recovery of the water level in a well feet above the maximum drawdown reached before pumping ceased, i.e., "recovery drawdown".
154
Symbol
s"
T;T ,T ;T ;T x y n e
t
t"
t P
t.,t. ,t. , •.• 1 11 12
u, U. 1
W(u)
W(u,r/L)
z
CL. 1
e
Residual drawdown of the water level in a well below static level after pumping has ceased.
Transmissivity, principal values of, directional and equivalent.
Time since pumping began.
Time since pumping ceased.
The time intercept on the zero-drawdown axis of a straight line fitted through a semi-log plot of drawdown versus (log) time.
Time since pumping began associated with the pumped well.
Time since pumping began referred to the image wells associated with a boundary or boundaries.
Argument of the well function.
Theis well function.
Walton well function for leaky artesian aquifers with fully penetrating wells without delayed yield.
= (b I - d I)
2 ' the depth to the middle
of the open hole portion of a partially penetrating observation well.
Angle defining direction to observation well.
Angle locating principal directions.
= r. /r 1n p
Units
feet
gpd/foot
minutes
minutes
minutes
minutes
minutes
dimensionless
dimensionless
dimensionless
feet
degrees
degrees
dimensionless
APPENDIX B. COMPUTER PROGRAM FOR COMPUTATI(}..I OF TYPE-CURVE FOR HANTUSH'S MODIFICATION OF THE THEIS METHOD FOR PARTIALLY PENETRATING WELLS AND EARLY-TIME DATA.
FORTRAN IV G LeYEL 20 )lAIN CAU • T316~ 18/36/04 PAGE 0001
0001 0002 OOO~
0004 0005
0006 0007 0008 0009 0010
OOB 0012 OOU 0014 0015 0016 0017
C C C C C C C C C C C C C C C C C C C C C C
C
PROGRAM TO COMPUTE THE WELL FU~CTION FOR P~RTIALLY PEN~TP~TING wELLS PROGRAM BY RONALD L. SO~OOS
REFERENCES: (1) HANTUSH,M.S.,lQ61,CPAWDOwNS 4RGUNO A P~PTIALLY PENETRATING WELL:
AM.SOC.CIVIL ENGINEERS PROC.; V.81,NO.Hy~,P.83-Q8. (2) HANTU5H.M.S •• lq61,~QUIFER TESTS ON P~RTIALLY PENETPATING WELLS:
AM.SUC.CIVIL ENGI~EERS PROt.; V.87,NO.HY5,P.1T1-195. (3) KRJSF.MAN,~.P. ANO DE RIODfR,N.A.,L970,ANALYSIS AND EVALUATION OF
PU~PING TEST DATA: INTERNAT'L I~ST. FOP LAND RECLAMATION AND IMPROVEMENT, wAGE~INGEN, THE ~ETHERlANCS
INPUT - GEOMETRIC P~RAMETERS OF THE WELLS; PWELL • PUMPEU wELL DESIGN~TION D a tEPTH OF CASING B~LGW TOP OF ~~~IF~R IN PUMPfO WELL B = DEPTH OF wELL BELeW TOP OF AQUIFEP IN PUMPED WELL OW~LL • OBSERVATION WELL DESIGNATICN UC • DEPTH OF CASING BELOW TOP OF a'UIFER IN OBSERVATION WELL BO • DEPTH OF WELL BELCw TOP Of AQUIFER IN OBSFRVATION WELL R • DISTANCE BETWEEN PUMPED WELL A~C CBSERV~TION WELLS
REAL B~TA(4), M(4) 01 kEAD 15,02,END:1000) PftElL1,PWELL2,D,B,G~ELL1,OwELL2,DO,BO,R 02 FORMAT 12X,2A4,2FIO.1,lX,2A4,JF10.1J P~INT-OUT INPUT DATA O~ wRITE ,~,04) PWELL1,PWELL2,D,B,OWELLl,CkELL2,O~rBO,R 04 FORMATllHl,'PUMPED WELL OBSERVATION wELL CASING O~PTH ~ELl',
l' UcPTH OISTANCE TO PUMPEO WELL'112X,2A4,F32.1,F12.1/17X,2A4, 2f17.1.~1i.l,Flq.111)
C C CALCULATE BETA PARAMETERS; BETA,l), BETA(2), BETAI31, 6ET~'4) C
101 l z (BG + 001/2. 1U2 B~TAlll • (B + ll/R 103 BETA(2) • (0 + ll/R 104 BETAI31 • (B - ll/R 10~ ~ETA(4) • 10 - II/R
C PRINT-UUT BF-TA PA~AMETERS AND COLUMN HEADI~GS I~ W~lT~t6,1~JZ
c
14 FORMATt6X,'l c',F7.1) DO 05 N • 1, 4
05 W~ITE 16,061 N, BETAINI 06 FUR~AT 'lX,'BE~Al',ll,') ~'·,F7.3) 01 WRITE 16,081 08 FORMAT'lll1~,'U',13X,'1/U' ,1),'M(U,8ETAll»',3X.'MtU,BETA(Z)",3X.
l'MlU,BETA(3)',3X,'"'U,BETA(4»',2X,'E'U,D/R,B/R,Z/R' 'I. ..... VI VI
fORTRAN IV G L~VEL 20 MAIN CATE • 73165
C V'RV U ~ROM 2*10 •• 1-6) TO 10 IN fiVE EQUAL I~CPEMENTS fOR EACH C POwER INCREMENT Of TEN
0018 00 09 I • 1, 7 0019 00 09 K • 2, 10, 2 0020 201 UI • K 0021 202 A a 1 0022 203 U • UI.llO ••• IA - 7.11 0023 204 KCPU • 1./U 0024 00 800 N • 1, 4
C C EVALUATE MIU,8ETAlNI) • INTEGRAL FROM U TO I~FINITY OF C (EXP(-Y)/Y)*ERFleETAIN)*SQRT'Y)).OELTAY C
18136/04
C WHEN U IS LESS THAN (O.Ol/BETAIN) •• Z', MlU,eETAIN)) MAY BE EVALUATED C WITH ~UFFICIENT ACCURACY BY ONE OF THE EQUATIONS LISTED IN STATEMENTS C 501 ANO 601
0025
0026 0027 OOL8 002Q 0030 0031 0032 0033 0034 0035 0036 0031 0036 OOH 0040 0041 0042 0043 0044 0045 0046 0041
C IF (U.lT.(O.Ol/BETAIN) •• Z)) GO TO 401
C C THE NEXT 21 STATEMENTS EVALUATE M(U,BETA(NI) BY NUMERICAL INtEQRATIO~ IN C CAS~~ wHERE U IS GREATER THAN (O.Ol/BETAIN) •• l' C
C
301 DELTAY • U.10 ••• '-2.) 302 Y • U + DELTAY/2. 303 Xl • ([XP(-YI/YI*ERFIBETA(N).SQRTIY)I 304 Y .. Y + DELTAY 305 X~ • IEXP(-Y)/Y).ERF(BETAI~I.SQRTlY)1 306 SUM • X2.0ELTAY + XI-OELTAY 301 DIFF • Xl - X2 308 Y • Y + DELTAY 309 X3 • lEXP(-YI/Y).ERFISETAIN •• SURTlY)1 J10 SUM • SU, + X3.DELIAY j11 IF (SUM/lX3-0ELTAY).GT.10 ••• IOI GC TO ~21 312 IF IABSIX2 - X3).LT.ABS(DIFF/2.1. GO TO 316 313 Y & Y + DELTAY 314 X2 .. X3 315 GO TO 309 316 OIFF • X2 - X3 317 OtLTAY • 2.*OELTAY J18 Y .. Y + 0.15.0ELTAY 31q X2 .. Xl 320 GlJ TO 30~ Jll MHU • SlJM 400 GO TO 800
C THE NEXT 36 STATEMENTS CALCULATE THE INVERSE HYPERBOLIC SINES OF THE BETA C PA~AMETERS (ARCSINH(SETA(NIIJ TO AN ACCURACY OF FOUR OECIMAl PLACES C
PAGE 0002 ..... c.n 0\
FORTRAN IV G lEV~L 20 MAIN CA TE • 73165 18/36/04
0048 0049 0050 0051 0\)52 0053 0054 0055 0056 00')7 0058 0059 0060 0061 00~2
0063 00t>4 0065 0066 0067 00613 0069 OU70 0071 0072 0013 0074 0075 0076 0077 0078 0079 0060 0081 008l 0083
00tl4 001S5 0080 ooe7 0088
C
401 402 403 404 405 406 407 408 40Q 410 411 412 413 414 415 416 417 41e 419 420 421 422 4lJ 4<14 425 426 427 428 429 43u 431 432 43..; 434 435 436
BETAl • A~SlBETAlN" SUM " 0 BS INH ~ 0 SUM ~ SU~ + 1.0 ~lSINH " SINH(SUM) IF lBETAl - B1SINH)409,401,407 BSINH • IHSINH GO TO 404 SUM .. SUM - 1.0 SUM .. SU~ + 0.1 B1SINH " SINHlSUMl IF lBETAl - B1SINH,415,413,41J IiSINH =: B1SINI1 GO TO 410 SUM .. SUPI - 0.1 SUM • JoUfI/, + 0.01 B1SlNH • SINHlSUM) IFlBfTAl - B1SINH)421,419~419 BSINH • B1SI,NH GO TO 416 SUM .. SUM - 0.01 SUM .. SUM + 0.001 blSlNH = SINH(SUMI IFlSfTAl - BISINHl427,425,425 BSINH .. BISINH Gll TO 422 ~UM 3 IU,." - 0.001 SUM = SUM + 0.0001 B1SINH .. SINHliUM) IFIBcTAl - B1SINHl433,431,4Jl USINH = B1SINH GO TO 1t28 IFlAbSISETAl - BSI~HI.LT.ABSIB1SINH - eETA\ll ARCSNH • SUM-O.OOOl IF lABSlBETAl - BSINHl.GE.ABSIB1SINH - BlTA1»ARCSNH • SU~ IF IBETAINlI436,500,500 A~CSNI1 II: - A~CSNH
C CALCULATE M(U,BETAIN» WITH EIThER STATEHE~T 501 OR ~Ol DEPENDING ON C wHeTHER uH NCT U IS GREATER THAN 0.01 C
C
500 If lU.~T.O.Ol) GO TO 601 501 MIN) • 2.*'ARCSNH -I2./SQRT(22./7.».BETA(~)*SQRT(U)J bOO Gu TO 800 601 MIN) • 2 •• 'ARCSNH - 8ETA(N)*EPF(SQRT(U») 800 CONTINUE
C CALCULATE EIU,O/R,B/R,lIR) a MIU,B6TAIIJ) - ~lu,BETA(2)J + M(U,BETAIJ» -C MIU,~ETA'41J
PAGE 0003
~ VI -..J
FORTRAN IV G LEVEL 20 MAIN tAte • 73165 18/36/04
0089 0090 0091 009l 0093
0094 0095 0096
c 701 E • "(1) - M(2) + "'3) - "'4)
09 wRITF(6,10)U,RCPU,Mll),MC2),HC3J,Ml4',E 10 FORMAT(1X,1P2E15.3,OP4E15.4,8X,1PE11.3) 11 W~ITE (6,llJ 12 fORMAT(111A,'THE ABOVE VAlU~S Of E'U,C/~,B/R,llP.) IS THE WELL',
l' FUNCTION FOR THIS PAIR OF PA~TIAlLY PE~ETRATING WELLS.'I 2' E(U,O/R,8/R,lIR) SHCULO eE PLOTTED ~G6INST U OR l/U ON LOG-LeG', 3' PAPER. THIS PROVIOES THE TYPE CURVE feR THIS ~ELL PAIR.'I 4' THt TYPE CURVE IS THEN APPLIEO IN THE SAME MANNER AS TH', 5'l THEIS HFTHO~ OF ANALYSIS.')
900 GO 10 01 1000 CALL EXIT
END
PAGE 0004
..... VI 00
APPENDIX C. C().1plJTER PROGRAM FOR C()'v1PUTATIGJ OF TYPE-CURVE FOR STALlJw1AN'S t-£THOD FOR AQUIFERS WITH STRAIGHT" FULLY PENETRATING BOUNDARIES.
FORT~AN IV G lEVEL 20 MAIN C~TE • 13165 18/30/54
C C THIS p~OG~AM CALCULATES THE ~Ell FUNCTION FC~ AQUtFE~S OEllMITEO BY C STRAI~HT 6~~~teR BOUNDARIES C SOMETIMES REr~RAEO TO AS STAlL~AN'S METHOD. C C REFEAF.NCEs ~e~AIS,J.G. ET.Al.,1962, THEORY CF AQUIFE~ TESTS C U.SG.S. WATE~ ~UPPLY PAPER 153~E, 174 PP. C
0001 DIMENSION ~(99), BETAI99, C C INPuT NU"b~~ Of IMAGE wELLS ASSOCIATED ~IT~ T~E B~RPIERS THAT AAE TO C SE CONSIOf~ec AND THE DISTANCE FROM THE OBSERVATION ~ELL TO THE RE~L C PUMPEU WELL IN fEET. C
OOul lu01 ~EAO (~,l,ENO • 1000)N,R~ 000) 1 FO~"~l (1~,F20.0) 00C4 ~~ITE(b,102)P~
0005 102 fU~M~l(lHl,lX,'R~ .'.F6.0)
0006 0007 0008 vOOa 0010 0011
0012 OOH
0014 0015 0016 01117 001& 001'1 OU20 ooa 0022 0023 OOllo
C C INPUT THE DIST~~CES fRGM TH~ OBSERVATIUN wELL TO THE IMAGE wELL~ C IN FEET ANU CALCUL~TE BETA PARAMETERS C
101 fOAM~T 12X,'kl',fl,') .·,F~.O) DC; 2 I • 1,N r..~AU I~,3) 11111
3 FORMAT IF20.0) dETt.III • RUI/RIC
2 W~ IT E I.., ,1 0 I II ,R I U C C P~INT COLU~N HEADINGS C
wI' JTE I b, l' 7 FO~~AT IIII,16A,'U',18X.'I/U,,~X,'WIU,~ETAll TO H))')
C C GENERATE SE~IES OF VALUES FDA U AND CALCULATE THE CO~"ESPONOIhG C VALUE FOR wELL FUhCTJON, wIU,SElAIl TO N)' FOR EACH VALUE OF U C
DO 4 J • 1,9 E • J Du 4 K • 1,9,2 Y • Ie.
U • Ill. - Y' • 110 ••• 11.- E)) Ul • 1./U C~LL EXPlI~,WOFU,AUXJ DO 5 I • 1,h
X • U.ISETAIJ' •• Z.' Iflx.GT.llO.) GO TO 5 CALL EXPIIX,~,~UX)
159