Research Award 1989
hnalysis of a Pumping Test Performed On A Sand and Gravel Confined Aquifer in Qong Xi Hu, Hubei Province, China . ~
by Barbara J. Lubberger 1989
Submitted as partial fulfillment of the requirements for the degree of Bachelor of Science in Geology and Mineralogy at The Ohio State University,
Autumn Quarter, 1989
Approved by:
~~-----~..,, i Sf.N !OR. l-lfli.51S D~ /9111 l.lltJ tJ&eGtf? K3/lRJW!r ACKNOWLEDGMENTS
The opportunity to participate in a field study in the Peoples Republic of China was a rare and exciting challenge. The author would like to express her appreciation to The Ohio State University and the Hubei Provincial Government for making the exchange-student program possible.
She would also like to thank the many people at the Wuhan University of Hydraulic and Electrical Engineering (WUHEE) who helped her with this study. Foreign visitors in China are still considered a novelty and their presence in places that are not "set up" for them can be highly problematic. The author thus owes a profound debt to those individuals who spent a great deal of effort arranging for her participation in the necessary field trips.
In order to complete this paper, a small army of volunteer babysitters was pressed into service. A heartfelt thanks is extended to Pat Merkle, Barbara Nokes, Tom Pettenski, John Price, and my mother, Pearl Lubberger, for extraordinary generosity with their time and energy.
Finally, this paper could not have been completed without the guidance of two individuals in particular. Dr. E. Scott Bair, of The Ohio State University's Department of Geology and Mineralogy, set the author up with the books, the word-processor, and the agenda, and generously took time out from a hectic schedule to offer advice and encouragement. Shen Nai-qi, instructor in WUHEE 's Geology Off ice, proved to be not only a superb teacher but a true friend who personally took on the author's every need during her nine months in China. For her warmth, patience, energy, and friendship, the author wishes to extend a heartfelt "thank you". TABLE OF CONTENTS
Page
INTRODUCTION 1
BACKGROUND ...... • . . . . 1
DESCRIPTION OF THE PUMPING TEST • • • • 12
FIELD DATA • • 17
DISCUSSION OF THE PUMPING TEST • • 18
Mathematical Foundations • 18
Calibration of the Model • 22
ANALYSIS OF THE DATA . • . • 24
Hantush-Jacob Technique. . . • • 24
Cooper-Jacob Straight-Line Technique . . • 25
Distance-Drawdown Technique. . • 26
Recovery Curve Analysis. • 27
Adjustments to the Data . • 28
Well Discharge . . . . • • • 28
Diameter of the Pumping Well . . . . • . • 29
Areal Extent of the Aquifer • . . • . . • 30
Partial Penetration of the Aquifer • . 31
Homogeneity and Isotropy . • 35
RESULTS AND CONCLUSIONS • . • 36
BIBLIOGRAPHY • 40 LIST OF FIGURES
Figure 1. Map of Hubei Province • . • 2
Figure 2. Topographic Map of the PRC 4
Figure 3. Geologic Map of the PRC . 5
Figure 4. Precipitation/Evaporation in the Yangtze River Valley . . . . 7
Figure 5. Geologic Map of the Dong Xi Hu Area • 9
Figure 6. Hydrogeologic Cross-Sections of the Dong Xi Hu Region . . . . . • . . . . • 10
Figure 7. Plan View of Dong Xi Hu Well Field • 13
Figure 8. Photos of Data-Taking Techniques for Pumping Test and Settling Tank . • • • • 16 Figure 9. Distance-Drawdown Graph for t = 10,000 Min 31 Figure 10. Effect of Partial Penetration on Flowlines . . . • . • • . . . • • • • • 32 LIST OF TABLES
TABLE 1. DEPTH, STATIC POTENTIOMETRIC LEVEL, AND RADIAL DISTANCE FROM PUMPING WELL OF THE WELLS AT THE DONG XI HU PUMPING TEST SITE ...... • . . • . . 14
TABLE 2. DETERMINATION OF R/Rw FOR EFFECT OF PUMPING WELL RADIUS ON DRAWDOWN IN THE OBSERVATION WELL . • . . • . . 29
TABLE 3. VALUES OF PARTIAL PENETRATION CONSTANT FOR OBSERVATION WELL ...... 34
TABLE 4. PARAMETERS USED FOR DETERMINING CONSTANT OF PARTIAL PENETRATION FOR PARTIALLY- PENETRATING WELLS . . . • • . • ...... 35
TABLE 5. CALCULATED VALUES OF T, S, K, AND K' FOR THE AQUIFER AT DONG XI HU . . • • • • 37
TABLE 6. RANGE OF VALUES OF HYDRAULIC CONDUCTIVITY AND PERMEABILITY . . • . • • ...... • • . 39 INTRODUCTION
From December 1987 through August 1988, the author lived and studied at the Wuhan University of Hydraulic and Electrical
Engineering (WUHEE) in Wuhan, China, through an exchange-student agreement between The Ohio State University and Hubei Province. During this time she took a class in Engineering Geology (taught in Chinese), participated in field trips, and in June 1988 joined the Hydrogeology Team of Wuhan in performing a pumping test on a confined sand and gravel aquifer. The test site was located in the Dong Xi Hu (East West Lake) region 40 kilometers northwest of
Wuhan (Figure 1). The objective of the pumping test was to gather information on the hydrogeologic properties of the region, which would be incorporated in a comprehensive nationwide survey of ground-water resources. China currently is developing and industrializing at a rapid pace and the data compiled in this survey will be used in future land-use decisions.
BACKGROUND
In terms of areal extent, China is one of the largest countries in the world. It is bounded by the Tibetan plateau in the west and the Pacific Ocean in the east. In a west-to-east cross section the topography grades downward from the heights of
Tibet (average elevation 5,000 meters) to the sea. This topographic gradient and the series of east-west trending mountain chains traversing the country are responsible for the west-to-east flow of all of China's major rivers. The most famous of these ~Jl ::"' fliiil!11.!i~fLlll& ~ ., ~f,
• '"' l'i
~
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~
Figure 1. Map of Hubei Province 3 rivers are the Yellow River in the north and the Yangtze River
(known as the Chang Jiang, or "Long River" in Chinese) in the central part of the country.
The Yangtze River arises from a group of tributaries in the high plateau of Qinghai Province. East of the mountains it develops the characteristic sinuosity and deeply-cut channel of a more mature river but the terrain it crosses remains rugged until it traverses western Hubei Province, where it abruptly enters the
Central Yangtze Basin at the famous scenic area known as The Three
Gorges (Figure 2). The Central Yangtze Basin can be recognized on a geologic map as an isolated patch of Quaternary alluvium between the Mesozoic outcrops of the Guizhou Plateau to the west and the pre-Cambrian outcrops to the southeast (Figure 3). Although tectonically part of the extensive North China Plain, it is separated from it by the
Qin Ling Mountains. Level topography, an abundance of lakes, and rich alluvial soils combine to make the Central Yangtze Basin one of the most agriculturally productive areas in China. Hubei Province has long been regarded as one of the most prosperous provinces in a country where the contrast between "rich provinces" and "poor provinces" is marked. Wuhan*, the capital of Hubei
Province, is located at the confluence of the Yangtze River and
*The city of Wuhan is actually three cities, of which Hankou is the most prominent. On older maps Wuhan may be designated as Hankow or Wu-ch'ang. N ', ..,....
ro _.,. s:: ·r-1.c ..... _ CJ ~ 0 0 · r-1 lit M .fl .Q ::l ~ Q) ~
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~ta!E Ii'·~"* .. ;t .. *i ~ ~ W K "1 ~ f,T 4 i@! ii ~ .; :!~ ~IE ti: +o"' ; 6 one of its largest tributaries, the Han River, which flows down from the north along a corridor of Quaternary alluvium that cuts through the Qin Ling Mountains. (An historical note: the proto type of Chinese civilization developed along the upper reaches of the Han River and to this day the Chinese refer to themselves as
Han ren, or "Han People".)
The Qin Ling Mountains that form the northern boundary of the Central Yangtze Basin also act as a natural national divide between humid southern China and dry, dusty northern China. Moisture-laden air masses sweeping northward from the South China Sea are trapped by these mountains and the transition from northern China to southern China is thus abrupt and clearly visible to any passenger on a train from Beijing to southern China. Within the Central Yangtze Basin the climate is tropical continental and is characterized by four seasons. (On WUHEE's campus, sycamores, pines, and palm trees grow side-by-side.) Temperatures range from -18.1° c in winter to a searing 41.3° c in the summer, with an average of 16. 1° c. Rainfall is greatest from May to July and evaporation is greatest from June to September (Figure 4).
The pumping test of this study was conducted in the Dong Xi
Hu region northwest of Wuhan, in the Han River valley. The area was formerly overlain by a lake infested with a legendary (but nameless) deadly parasite. Sometime during the 20th century the waters were drained off and the region became agriculturally productive (Shen, oral communication, 1989). Geologically the area 7
100
0
100
...... ------1981 JOO Evaptx-atiOV\ (.1t1m)
Figure 4. Precipitation/Evaporation in the Yangtze River Valley 8
is a slightly undulating plain overlain by widely distributed terraces of Holocene fluvial deposits. The primary terraces, which dominate the central and southern parts of the region, are 18-21 meters above sea level and are composed of sandy and clayey soils, silts, and fine- to coarse-grained sand and gravel. The secondary terraces, which are located in the northwest part of the region, are 24-26 meters above sea level and are composed of Pleistocene clay and sandy gravel. As in China as a whole, the terrain slopes from northwest to southeast (Figure 5).
The subject of this pumping test is a confined aquifer composed of gravel and fine-grained sand lying within one of the
Holocene terraces of the Han River. From top to bottom, the aquifer lies at an elevation of 8 m above to 24 m below sea level, with a total thickness of 32-33 m. Overlying the aquifer is a 13.5 m thick layer of Holocene clays; the top 3 m consist of yellow clayey soils and the bottom 10.5 m consist of silty clay. This layer acts as an upper confining layer. Underlying the aquifer is
Pliocene argillaceous siltstone and, below that, conglomerate. The siltstone transmits water poorly but due to abundant joints and bedding planes, the deeper-lying conglomerate serves as a confined aquifer (Figure 6).
The Han River, located approximately 6 km to the south forms a regional recharge boundary. Within the area of influence of the pumping well, however, there do not appear to be any hydraulic boundaries. The numerous producing wells within the area of 9
x l
0 5 10
road
Figure 5. Geologic Map of the Dong Xi Hu Area Ho<1Lon1-;a\ sco.\e i : 500 10 Vut:1 c.&- \ sc.i,k \ : -'\000
. ! - j· I I . f l . I . •.• ...... r-r ~ - --- -:-::;:::--:-'. - --·---·- - 1~ : ~~ ._:_: __ :~-; +-::_ ·.:~:- ~ ··--·-· ' - . 1 ! Jo j I I I ! ; .-·- l .. l 1 ! I I . I i . >.... I ! I I I l 1 . J - l l I l t l l ; - ti i I l ~- I. _.._ __ ,_ -1- --+ r _-~- i---:- l ' -- I i r--1----1 ~ d sf - !~ __ J______~-----
l i i I I - I r
Me(f11,\m - _gca ;t'I eJ ~<11'\c;{ ,.. "Cl s-r21vel
AY°i i \ \ ;i.c.eovs 5, \\s1or1e
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Figure 6. Hydrogeologic Cross-Sections of the Dong Xi Hu Region (drawn by N.C. Shen) 11
_.,.. .,. •• , --J , , --·- -
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Figure 6 (continued) 12 influence of the pumping well were shut down during the test period and, thus, were considered to have no influence on the test results.
DESCRIPTION OF THE PUMPING TEST
In this field study, one pumping well and seven observation wells were used. The layout of these wells is shown in Figure 7.
Observation wells 1, 2, 3, and 5 were completed in the aquifer of interest and the time-drawdown data from these wells were used for subsequent type-curve matching. Observation wells 6 and 7 were completed in the overlying confining layer. The time-drawdown data from these wells were used to determine whether vertical leakage was occurring through the confining layer. Observation well 4 was completed in the confined conglomeratic aquifer beneath the sand and gravel aquifer to determine whether vertical leakage was occurring across the underlying confining layer (Figure 6). The various depths of the observation wells and their radial distances from the pumping well are shown in Table 1. The pumping well was completed to a depth of 50.5 meters and is screened along 29.3 m of the 33-meter thick aquifer.
It is worth noting that a field study as thorough as this one is uncommon in a country like the United States where drilling and labor costs prohibit the completion of numerous observation wells for a relatively small area. Although the analytical techniques used by the Chinese are identical to those used in Western countries, the methods used to take data reflect the philosophy of 13 14
TABLE 1. DEPTH, STATIC POTENTIOMETRIC LEVEL (SPL), AND RADIAL DISTANCE FROM PUMPING WELL (RD) OF THE WELLS AT THE DONG XI HU PUMPING-TEST SITE*
Depth of SPL Well RD (ft above Well Number (ft) illl sea level) Comments
PW N/A 67.4
OBS-1 160 33 67.5
OBS-2 123 98 67.3
OBS-3 91 164 67.3
OBS-4 258 33 60.7 Completed in lower conglomeraticaquifer
OBS-5 118 95 67.2
OBS-6 34 33 66.3 Completed in upper confining layer
OBS-7 20 33 66.1 Completed in upper confining layer
*Throughout this study, PW designates "Pumping Well" and OBS designates "Observation Well". 15 a developing country where more reliance is placed (necessarily) on manpower and ingenuity than on sophisticated field equipment. This is nowhere more apparent than in the method of measuring water levels in the observation wells. As illustrated in Figure 8, a post was driven into the ground beside each observation well and a tape-measure marked off in millimeters was fastened to it. After the pre-test static water level within the well had been measured with a water-well probe, a tiny float on a string was lowered to rest on the water surface; the other end of the string then was positioned over a pulley at the top of the post and tension was maintained by a balanced weight (a block of wood). The worker stationed at each well chose a convenient marker on the meter tape, pushed a straight pin through the string at that point, and thereafter read off the change in water level directly, by reading the distance from the reference point. This sublimely simple method of taking data worked very well, with only one problem; hot summer winds tended to whip the weight around the post and "anchor" the string to the post, causing heat-dazed workers to collect several identical readings before noting the problem! For the first 10 minutes of the test, two workers were stationed at each well, one to read water levels off the tape, the other to record the readings. The head of the hydrogeologic team positioned himself at the center of the site, cued the start of the pump, and signaled the readers to take recordings by timed blasts on his whistle. During the first minute data were taken every six seconds. As time passed the frequency of recordings 16
Figure 8. Photos of Data-Taking Technique for Pumping Test (above) and Settling Tank With Calibrated V-Notch Weir (below) 17 quickly decreased until data were taken only every 60 minutes, in accordance with standard pumping-test methods. After 10,010 minutes (7 days), the pump was turned off and water levels were allowed to recover. Data also were recorded during this recovery period.
The pre-test for the Dong Xi Hu pumping test was initiated on
May 24, 1988, at 1:00 PM and was terminated after two hours. On the following day, at 5:50 PM, the formal pumpping test began and continued through June 1, when the recovery period began. The test formally concluded at 1:20 PM on June 4. Six tons of pressure were delivered by the pump, and the average discharge, as measured by a calibrated V-notch weir (Figure 8) was 1,350 cubic meters per day
(247 gallons per minute).
FIELD DATA
Water-level readings from all seven observation wells and the pumping well comprise the bulk of the data for this study and are included in Appendix I. 18
DISCUSSION OF PUMPING TEST
Mathematical Foundations
The objective of any pumping test is to gather information about the hydraulic properties of the aquifer, among which the single most important is the hydraulic conductivity (K) of the aquifer. K is defined as a coefficient of proportionality describing the rate at which water can move through a permeable medium (Fetter, 1980, p. 473).
In a laboratory setting, K can be determined by allowing a known amount of water to infiltrate a lithologic sample positioned at a known slope, and measuring the velocity with which the water exits the sample. By rearranging the Darcy equation (Eqn. 1), K can be calculated as shown in Eqn. 2.
v = -K ~h/~l (1)
K = -v Al/Ah (2) where v = specific discharge (L/t) bh =change in hydraulic head (L), and 61 = length of sample between measured points (L}
However, such a simple laboratory method cannot be used to estimate the average hydraulic properties of an entire wellfield or basin. Lithologic contrasts resulting from original bedding patterns or from later diagenetic and tectonic changes cause variations in flow rates. The variation in K in an aquifer is 19 variations in flow rates. The variation in K in an aquifer is known as heterogeneity. Rates of flow also may vary according to the direction of flow. In some materials the rate of horizontal flow may exceed the rate of vertical flow by as much as 1000 times.
This property is known as anisotropy.
Therefore, a number of parameters have been defined that more adequately describe the response of an entire wellfield to pumping.
For confined aquifers, the most important parameters are transmis- sivity and storativity. Like all parameters used to describe hydrogeologic properties, they are derived from the six basic physical properties of the fluid and the porous media (for the fluid: density Cp), viscosity (µ), and compressibility (~): for the media: porosity (n), permeability (k) , and compressibility
(a) ) •
Transmissivity is defined as the amount of water that can be transmitted horizontally by the full saturated thickness of the aquifer under a unit hydraulic gradient. Mathematically, it is simply K multiplied by the saturated thickness of the aquifer (b), such that
T = Kb (3)
For a multilayer aquifer, the overall transmissivity is the sum of the transmissivities of the individual layers:
n T = ITi (4) i=l 20 Storativity is defined as the volume of water that an aquifer will accept or expel from storage per unit surface area of aquifer per unit change in hydraulic head normal to that surface. It is expressed as a unitless ratio. It is only since the beginning of the 20th century that the mathematics of well hydraulics has advanced enough to provide reasonable estimates of transmissivity and storativity from drawdown data obtained from pumping tests. The most significant advancement was the Theis equation, presented in 1935, which utilized an analogy to heat-flow theory to produce an analytical solution of transient, horizontal radial flow toward a pumping well. Written in terms of drawdown, it is
Q s = du (5) 47rT
where u = r 2S/rTt, s = drawdown at any point of observation near a discharging well, Q = well discharge, T = transmissivity, e = base of Naperian logarithms (2.7183), r = distance from point of observation to pumping well, s = storativity, t = time since pumping started. (Peters, 1987, p. 19)
The integral in Eqn. 5 is known in mathematics as the exponential integral. In this application it is simply called the well function or W(u). Tables of values are available for this 21 integral for various values of u. The Theis equation also can be written as simply
Q s = W(u) (6) 47rT
Thus, if the pumping rate (Q) and the aquifer properties T and s, are known, it is possible to predict the decrease in hydraulic head in a confined aquifer at any distance r from the pumping well, at any time t after the start of pumping. _one simply calculates u in Eqn. 6, looks up the corresponding value of W(u) in the table, and performs the algebra. In actual practice, however, the Theis equation is most valuable for calculating transmissivity from a given set of drawdown values measured in an observation well during a pumping test, such that
Q T = W(u) (7) 47rS
Likewise, Eqn. 5 is rearranged to calculate storativity, such that
s = 4Ttu/r2 (8)
The Theis equation, like all well-hydraulics equations, is based on an idealized flow system. It assumes that: the well discharges at a constant rate the diameter of the well is infinitesimal and storage in the well is negligible the well fully penetrates the aquifer the aquifer is infinite in areal extent and uniform in thickness 22
the aquifer is overlain and underlain by impermeable confining units the aquifer is homogeneous and isotropic all water pumped is from aquifer storage and is released instantaneously with head decline. (Peters, 1979, p. 20)
Since the development of the Theis equation in 1935, a great deal of the research in well hydraulics has been devoted to developing equations that more closely model less-than-ideal flow conditions. The successful derivation of hydraulic parameters from these analytical solutions obviously depends on closely matching the field situation with an appropriate mathematical model. In the following section the problems encountered at the Dong Xi Hu well field are discussed and the mathematical adjustments that were used to calibrate the analytical model are presented.
Calibration of the Model
The initial plotting of time-drawdown data on a log-log graph produced a curve that dropped below the standard Theis curve during the later half of the pumping test, suggesting that significant leakage was occurring through the confining layer. The Hantush
Jacob equation developed in 1955 for leaky confined aquifers was therefore considered the most appropriate model for the hydrogeologic conditions at the Dong Xi Hu site. This equation takes a form very similar to the Theis equation but employs a different well function. It can be written as 23
Q s = W(u, r/B) (9) 47rT where W(u, r/B) is known as the leaky well function and is equal to
00 J (l/y exp(-y -r2/4B2y)dy u where,
B = (Tb I/KI ) 1/2' b' is the thickness of the confining layer, K' is the vertical hydraulic conductivity of the confining layer, and y is the variable of integration.
(Peters, 1979, pp. 29-30; from Hantush and Jacob, 1955)
In addition to the assumptions previously listed for the Theis equation, the Hantush-Jacob equation is based on the following assumptions:
1. The aquifer is overlain by a continuous confining layer of uniform vertical hydraulic conductivity and thickness. 2. The confining layer is overlain by an infinite, constant head source layer. 3. The confining layer is incompressible and release of water from storage in the confining layer is negligible. 4. The aquifer is underlain by a nonleaky confining layer. 5. The flow toward the pumping well is radial in the aquifer and is vertical in the confining layer. 24
At Dong Xi Hu, condition 2 is violated because the confining bed is not overlain by a source layer. Nevertheless, the Hantush
Jacob equation is considered the best analytical model available for analysis of the pumping-test data obtained at the Dong Xi Hu test site.
ANALYSIS OF THE DATA
The drawdown and recovery data from the Dong Xi Hu site were originally measured in meters. These data were converted to feet and retabulated (Appendix I) • The drawdown data were then used to construct time-drawdown curves for four different methods of analysis, as detailed below.
Hantush-Jacob Technique Drawdown and time values were plotted on log-log paper of the same scale as an overlay of Hantush-Jacob type curves. The time drawdown curve was matched as closely as possible to one of the type curves and a matchpoint was chosen. Inserting the value of s at the matchpoint into Eqn. 9 and the value of t at the matchpoint into Eqn. 8, values of T and S were obtained. Hydraulic conductivity was then calculated from Eqn. 3 and vertical hydraulic conductivity of the confining layer was calculated according to the following equation (parameters defined above):
K' = (Tb'(r/B2 )]/r (10) 25 The time-drawdown curves constructed according to this technique are presented in Appendix II, Graphs 1 to 5.
Cooper-Jacob Straight-Line Technique
C.E. Jacob observed in 1946 that after a pumping well has been running for some time, higher values of the well function become very small, so that the Theis equation reduces to
2 s = 2. 3Q/ 47rT) loglO ( 2. 25Tt/Sr ) (11)
When the pump has run for t > Sr S/T, a plot of drawdown on an arithmetic scale as a function of time on a logarithmic scale will be a straight line. Although this technique is meant for Theis conditions, it can be used to corroborate the results determined by the Hantush-Jacob technique for a leaky aquifer.
For this study, time-drawdown curves for observation wells 1,
2, 3, and 5 were constructed on semilog graph paper according to the standard procedure for Cooper-Jacob straight-line analysis
(Fetter, pp. 266-267). Using American practical units for the parameters, the values of transmissivity and storativity were calculated from the following equations:
T = (12) 26 and Tt s = (13) 4 790 r 2 where
Q = constant rate of pumping (gallons per minute), s = drawdown per log cycle of time (feet), t = time since pumping began (minutes), T = transmissivity (gallons per day per foot), and r = distance to the pumped well (feet).
Graphs also were constructed for observation well 4, completed in the lower conglomeratic aquifer, and observation wells 6 and 7, completed in the overlying confining layer. All of the Cooper
Jacob straight-line graphs are presented in Appendix II, Graphs 6 to 11.
Distance-Drawdown Technique If drawdown is measured simultaneously in several observa- tion wells, it is found to vary with the distance from the pumping well in accordance with the Theis equation. A modification of the
Cooper-Jacob straight-line technique then can be used. In this technique, drawdown is plotted on an arithmetic scale on semilog paper as a function of the distance from the pumping well on the logarithmic scale. The drawdown in the wells closest to the pumping well should fall on a straight line.
A distance-drawdown curve was constructed according to standard techniques and transmissivity and storativity were calculated according to the following equations {Fetter, 1980, pp.
268-269): 27
T = 528Q (14) s
s = Tt (15) r2 4790 0 where
Q = constant rate of pumping (gallons per minute) , s = drawdown per log cycle of distance (feet), t = time since pumping began (minutes), T = transmissivity (gallons per day per foot), and ro = the intercept of the straight line with zero-drawdown axis (feet)
The distance-drawdown graph is presented in Appendix II, Graph 12.
Recovery Curve Analysis
Once the pumping well is shut off, water levels in the observation wells will gradually rise and return to static water levels. Data recorded from this recovery period also can be used to determine T and s. In this technique, residual drawdown (s') is plotted on the arithmetic scale of semilog paper against t/t' on the log scale, where t is the total time since the start of pumping and t• is the time since recovery began. When t' becomes large, the points should fall on a straight line. Transmissivity and storativity are then calculated from the following equations:
2.303 Q T = (16) 47rS 1 and
(17) 28 where
T = transmissivity (any consistent units), s = storativity, Q = constant rate of pumpage (any consistent units), t' = an arbitrarily chosen residual time of recovery, r = distance from pumping well (any consistent units), recovery at t' (any consistent units), and change in recovery over one log cycle (any consistent units) •
The graphs for observation wells 1, 2, 3, and 5, and for the pumping well are included in Appendix II, Graphs 13 to 17.
Adjustments to the Data
Because the aquifer at Dong Xi Hu did not meet the idealized conditions assumed by the Hantush-Jacob equation, a perfect calibration of the analytical model was not expected. However, some effort was made to adjust for deviations from some of the original Theiss assumptions, which are also assumed by the Hantush- Jacob equation.
Well Discharge
The Hantush-Jacob equation, as well as the Theis equation, assumes that discharge from the pumping well is constant. In this study the discharge dropped abruptly at t = 9,000 minutes, from index number 37 to index number 35 on the V-notch weir (the actual amount of the decrease in units of discharge was not available to the author) . However, the time-drawdown curves did not reflect any significant decrease at t = 9,000 minutes and an effort was made to concentrate on matching the earlier data (i.e., before t = 9,000 29 min) to the Hantush-Jacob type curves. It is believed that the drop in discharge had no appreciable effect on the final calculated results.
Diameter of the Pumping Well
The Hantush-Jacob equation assumes that the diameter of the pumping well is infinitesimal. This, of course, is impossible in reality; the actual diameter of the pumping well in this test was
0.72 feet. Moreover, the effect of storage in the pumping well on drawdown in an observation well can be neglected if
r/rw > 300 (18) where r is the distance between pumping and observation wells, and rw is the radius of the pumping well (Peters, 1979, p. 20). As
Table 2 shows, the early time-drawdown data from three of the four wells may have been distorted by the effect of borehole storage in the pumping well. However, it is believed that the later time- drawdown data are still reasonably sound and that the overall distortion is minimal.
TABLE 2. DETERMINATION OF R/R,, FOR EFFECT OF PUMPING WELL RADIUS ON DRAWDOWN IN THE OBSERVATION WELLS
Distance from Well Diameter Radius Pumping Well r/r il.t.l (ft) (ft) (ft) PW .71 .35 OBS-1 .29 .14 33 94 OBS-2 .29 .14 98 280 OBS-3 .29 .14 164 469 OBS-5 .29 .14 95 271 30
Areal Extent of the Aquifer A perfect calibration to the Hantush-Jacob model requires that the aquifer be infinite in areal extent and uniform in thickness. In reality, the first condition is impossible but becomes irrelevant once the drawdown is too small to be measured. The designer of a pumping test generally needs to be concerned with known barrier and recharge boundaries that lie within the probable area of measurable influence of the pumping test. In this study, the only known boundary is the Han River located 3 miles south of the wellfield. To determine whether the influence of the pumping test could have extended that far, a distance-drawdown graph was drawn for t = 10,000 minutes, which was the final minute of the test (Figure 9). As the graph shows, locations greater than 6,700 feet (or 1. 3 miles) from the pumping well would record zero drawdown at this time. Therefore, recharge from the Han River clearly was not a factor in this study.
The requirement that an aquifer be uniform in thickness also is rarely met but many aquifers commonly vary only slightly in thickness within the area of influence. As the hydrogeologic sections in Figure 6 indicate, the aquifer at Dong Xi Hu varied only about 3.3 feet in thickness within the immediate vicinity of the wellfield. Moreover, its average thickness (105 feet) is so great as to minimize the effect of a 3.3-foot variation. 31
~ :: "Z . . 3: :-: =-: ,,o _ 3: c ~ t: 0 ~-··
10
Figure 9. Distance-Drawdown Graph fort= 10,000 Minutes
Partial Penetration
The Hantush-Jacob equation is designed to solve equations of horizontal radial flow toward a pumping well. However, if a well does not fully penetrate the aquifer, vertical flow components will develop in the vicinty of the well which will distort the flow regime as shown in Figure 10. Compounding the problem, anisotropy may cause the vertical flow components to be further distorted relative to the horizontal flow components. Therefore, adjustment may be necessary for a well that is not fully penetrating. 32
I I I I - -m2 --- I - - J ...... - .LL ...... ---- I - m1 - //// \~-... - - --- I - .- /I - / I / \" ----- I ---- '-.. --- ~ ~,- /l( bottom) I ' I I I I x. outer limit of the effect of partial .. , ~penetration= 2m 1.../Ph!P.l
Figure 10. Effect of Partial Penetration on Flowlines (From Butler, 1957)
The effect of partial penetration on drawdown is a function
of distance from the pumping well, and can be dismissed if
r > 1. Sb (Kb/l where r =distance from pumping well (ft), b =thickness of aquifer (ft), Kh =horizontal hydraulic conductivity (any units), and Kv =vertical hydraulic conductivity (any units). For this study Khfl to lie at a radial distance of at least 500 feet from the pumping well to escape the effect of partial penetration. Three of the 33 four observation wells at the Dong Xi Hu site are partially pene- trating and all the wells lie within the limit of 500 feet. The pumping well is fully penetrating. There are several techniques for adjusting time-drawdown data for partial penetration (Butler, 1957). For this study, the technique used is described below and summarized in Table 3. A penetration ratio (a) was calculated for each partially-penetrating observation well, where a = length of screen (20) b and b = thickness of the aquifer. A value n was calculated for each partially-penetrating observation well, where (21) and r = distance from pumped well to observation well (ft) I K.. = vertical hydraulic conductivity, and Kh = horizontal hydraulic conductivity. • A partial-penetration constant (C~) was obtained for each partially-penetrating well from Table 3. (In Table 3, re is the virtual radius of the cone of depression and is assumed to be 10,000 feet for a confined aquifer (Walton, 1970, p. 8).) 34 TABLE 3. VALUES OF PARTIAL PENETRATION CONSTANT FOR OBSERVATION WELL (From Walton, 1970) a 0.3 0.5 0.7 r/m .J P,IPA Values of C,_ for r,/m • 3 0.318 0.621 0.768 0.882 0.40 0.716 0.817 0.905 0.50 0.792 0.860 0.927 0.60 0.848 0.897 0.943 0.80 0.918 0.941 0.966 1.00 0.954 0.967 0.980 1.40 0.984 0.988 0.993 2.23 0.998 0.999 0.999 Values of c,,. for r,/m = 5 0.318 0.691 0.8tt 0.904 0.40 0.774 0.854 0.925 0.50 0.837 0.891 0.943 0.60 0.884 0.92J 0.957 0.80 0.940 0.957 0.975 1.00 0.969 0.976 0.986 1.40 0.99J 0.993 0.996 2.23 0.999 0.999 1.000 Values of C,_ for r,/m • JO 0.318 0.753 0.848 0.923 0.40 0.823 0.884 (J, 94J 0.50 0.874 0.917 0.956 0.60 0.913 0.940 0.968 0.80 0.957 0.968 0.983 t.00 0.978 0.983 0.989 t.40 0.993 0.994 0.998 2.23 0.999 0.999 1.000 Values of c,. for r,/m "' JOO 0.318 0.853 0.909 0.95~ 0.40 0.897 0.933 0.966 0.50 0.929 0.953\ 0.976 0.60 0.953 0.968 0.983 0.80 0.978 0.984 0.990 1.00 0.990 0.993 0.996 1.40 0.997 0.998 0.999 2.23 1.000 1.000 1.000 From Bui/tr' (1957); ada/lud.from ]a&ob (1945) 35 • The values for observed drawdown were adjusted for partial penetration according to the formula: (22) where Sadj = value of drawdown after adjustment for partial penetration, and = observed drawdown. The adjusted values of s then were replotted on the original time-drawdown curves (Graphs 1 to 5, and Graphs 6 to 9 in Appendix II) . TABLE 4. PARAMETERS USED FOR DETERMINING CONSTANT OF PARTIAL PENETRATION FOR PARTIALLY-PENETRATING WELLS Well _I _l _.12._ _g_ r/b CKvL.Knl cpo OBS-2 98 79 105 .75 . 3 .95 OBS-3 164 56 105 .53 .5 .95 OBS-5 95 79 105 .75 .3 .95 Homogeneity and Isotropy When an aquifer is anisotropic and/or heterogeneous, the flow equations can be approximated numerically by replacing the continuous variables of the analytical solutions with discrete variables identified in grid blocks at nodes and using a separate algebraic equation at each node. Matrix algebra is then used to solve the equations (Peters, 1987, p. 14). Although the use of numerical analysis has expanded with the availability of digital computers, it requires a great deal of lithologic information and 36 is therefore more expensive than an analytical study. As a result, it is usually reserved for studies involving regional flow systems. RESULTS AND CONCLUSIONS From Table 5, the average values of the hydrogeologic parameters are: Transmissivity = 60,000 gal/day/ft Storativity = 5.1 x 10·3 Horizontal hydraulic conductivity = 550 gal/day/ft1 Vertical hydraulic conductivity = 8.4\ 9-a.l/O.-Ay I ft 1 Table 5 also shows that for each of the four techniques used, observation wells 2 and 3 consistently had lower values of T and K than wells 1 and 5. This is thought to be due to heterogeneity; i.e., the lithologic medium in which wells 1 and 5 were completed may have greater hydraulic conductivity than that of wells 2 and 3. Adjustment for partial penetration caused a slight increase in the transmissivity computed for wells 2 and 3, and a slight decrease in the transmissivity computed for well 5. In all cases, the effect on the final values was insignificant. The leakage that was suspected from the original time-drawdown plot on log-log paper was confirmed by Graphs 10 and 11. At t = 550 minutes, leakage from the confining layer became significant. 37 TABLE 5. CALCULATED VALUES OF T, S, K, AND K' FOR THE AQUIFER AT DONG XI HU t\AN1'U6K - :JACO~ C001'ER- :JACO!> RE.C.O"e.R'( t>\G"f "NCIC. - A'IERM~ ~AAwt>OWfll B'{ Wf:L..~ PVHP/116 M"....t.e-' ~·iuteit &,.,.!J ,-r1.1~I Joi ,,. rt' 1 l 'tffLL -~t>tio" -~tio'Jll ,.. -=15,000 -=15,000 --~ - - - s - - - - K" - ":Jl4 - -={14 K.,. ------OBS-1 - 52.,000 T G5, 000 :r1 1 000 16 ODO ~6 ooo s fJ.Sx 10-3 5./ x10-J 5,2x 10·3 2. 8X 10·3 -1.1J(10·3 ~"' 500 620 li":l" 130 62-!5 K.,. 12.0 12. 0 ~· - - - OBS-2 I 30,000 .f-3 000 - s /.').. )( wz. 9.8){10·.J - ~.. ~1-=t 420 - K..,. 11.0 - - I - 31,()0() 41 DOC 51 000 ~3,000 s 1.3 )( 10-i. 1.01 x1o·i. .3.3x 10·3 1. 8 X/63 Ki. 281 435 I 5+2. 405 \(,, IL~ - - (1.3 0135-:!J I Ii T 31, 000 .f3,DOO i i - 5 1.1 x10~ 1Ax 10·.:3 i ' - K.1i 28':f 400 " - K.,.. 5,0,3 - ! I 31.000 "15 ODO Ii 56 000 I 43,DOO I s 1.2x161 8.1x163 I 3,"":lx/0-3 1.3x 10·3 ].9{? I ~-~ r----··--- 41-=f .r;-~3 I 401 K.., _, I 5.1 - I 6.1 085-5 I 13,000 '=10 000 $ .2.\ x 10-3 2.1x10·3 K" '1Q5 "10 11 Kv J.95 - i T ·:u .ooo ".l2.0Db 13.000 ii ,,, 000 3 3 3 3 $ f.9 x 10· 25x 16 =I .t:J )( 10· I 3.34)(10· Kh ~lb 686 695 1: 681 \(.,. J t;i,.CI - I, /. a9 « luJD I 1'11\Q I \.!50 44 56,00b 66 000 I 18,00C> 60. 000 14:?= '·""5,.,_, &;.G ic10·~ S.9X 10-3 '1 4.1x10·3 z.e x 10-> .5.1 )( lO-~ ot~ ult: \(11~ 412 5~1 6.;rt 130 .t;S4 ~~ ~~ 8.4 4 - - - 8.4 38 The aquifer at Dong Xi Hu is believed to be composed of mostly unconsolidated sand and gravel, and the values of the hydrogeologic parameters do in fact correspond with those generally obtained from clean sand aquifers (Table 6). In conclusion, the sand and gravel aquifer underlying Dong Xi Hu could support a greater demand for ground water than it currently supports. Although the transmissivity is lower than the 100,000 gal/day/ft recommended by Freeze and Cherry (1979, p. 60) as the lower limit for profitable ground-water development, its areal extent, thickness, and apparent lack of significant boundaries--other than the Han River located 3 miles away--suggest that Dong Xi Hu could be a favorable site for future ground-water development. 39 TABLE 6. RANGE OF VALUES OF HYDRAULIC CONDUCTIVITY AND PERMEABILITY (From Freeze and Cherry, 1979) Unconsolidated k k K K K Rocks 2 deposits (darcy) (cm2) (cm/s) (m/s) (gal/doy/ft ) 105 10- 3 102 106 104 10- 4 10 10-1 "'> 105 ~ 2 103 10-5 10- 10 4 Q)I I 10 c~ 1J 102 10-6 10-1 10-3 oo c I -"'0"' 0 103 E.a "' 4 c 10 10-7 10-2 10- =~-of 0 ~ 0 c Vl ~ 102 '- Q) 0..lr:'.'. iJu o E.,, u 10-8 10-3 10-s ~ '- :::> 0 ~I 10 >- 10-1 10-9 10-4 6 ·- 10- (f) lfH1211J 0 0 I "'E"'"' ~ 0 C-°"= Cl> 10-2 10-10 10-s 10-7 -w.EEc 0~I .. :5 E ~EE - 10-1 '- E o tn ·-- 10-3 10-11 10-6 10-8 (f) 10-2 ~1 'P :== I 10-4 10-12 10-7 10-9 'JI 0 w >-·u 10-3 ~co Q>-- 10-5 10-13 10-8 10-10 I .C U0 1J o"' 10-4 c "'c ~·;:: 10-6 10-14 10-9 10-11 1J 0"' co ~ u"D ::::> E 10-s 2..c. ~ (1) u a..Vl - 10-7 10-15 10-10 10-12 0 0 ::> 0 I ~E~~ 10-6 ::::> .2 c I 10-B 10-16 10-11 10-13 "'E·- "" I 10-? 40 BIBLIOGRAPHY Atlas of The Peoples Republic of China, 1983, Map Publishing Company, Beijing. Butler, Stanley s., 1957, Engineering Hydrology: Prentice-Hall, Inc., Englewood Cliffs, NJ. Fetter, c.w., Jr., 1980, Applied Hydrogeology: Charles E. Merrill Publishing Company, Columbus. Freeze, R.A. and Cherry, J.A., 1979, Groundwater: Prentice-Hall, Inc., Englewood Cliffs, NJ. Groundwater Manual, A Guide for the Investigation, Development, and Management of Ground-Water Resources, 1977, U.S. Dept. of the Interior Water and Power Resources: John Wiley & Sons, New York. Lee, J.S., 1939, The Geology of China: Thomas Murby and co., London. Shen, N.Q., 1988, Written Communication. Wal ton, W. c. , 1962, Selected Analytical Methods for Well and Aquifer Evaluation, Bulletin 49: Illinois State Water Survey, Urbana. APPENDIX I DATA SHEETS OBSERVED DRAWDOWN VALUES FOR AQUIFER TEST (ft.) AT DONG XI HU, HUBE!, CHINA (May 25 - June 4, 1988) t (min) t' t/t' I PW OBS-1 OBS-2* OBS-3* OBS-4 OBS-5* OBS-6 OBS-7 a. I ' .033_ 0.0 0 0 0 0 0 (J, -;;.. .O'f 6 o.o 6 0 {) 0 0 0.3 - .016 0.0 0 0 0 0 0 t>.4 - .f/5 .003 () 0 0 0 0 (). ~ - . I~ 'T· , 003 0 C) 0 0 0 {).b - • :213 .oo3 0 0 0 0 0 O.r - .1~3 . O'i 'I 0 0 0 0 0 o.~ - . 31 ;2. .0~9 0 0 0 0 0 0.9 - . 3l8 .051 0 0 0 0 0 J .o - .3'l1 .osCf 0 0 0 0 0 I, J... . 4·H, •00·1 j.oo "t 0 0 ,00~ 0 0 /-4 ,55l , 009/. 009 0 0 .oo-=t 0 0 I .<;; , c,;..o .ooct.J.oo~ 0 0 .010 0 0 /.B ,hf,(:, .ooy.oo'f 0 0 .01~. 012.. 0 0 ,:). 0 .-=t-06 .D/3). Dl;J.. 0 0 ,013/. 0['2. 0 0 J,). ,:r65 .D13/. Ol.1- '0()3 c) . 013/. 012. 0 0 J.4 .-:rq1 .020/. 019 .003 0 . 013/. 01'2. 0 0 ~.b .'Zl1 .023/. 02.:L. '()03 0 . 013/. 01'2 0 0 ;i .g ,'Z5' .ou).025 .003 0 .ol?:>/.ol'Z.. 0 0 3.0 ·?1Z' .030J. 02'1 ,003 C) - 0 0 J.5" •'165 ,036/.034 .003 0 - 0 0 4.0 J. o l .Ol.fbj,o'-1'-f .OD3 0 . 013/0IZ... 0 0 4. '5 I. 01' .(J5l/ .Ot>-V • OO't 0 . 013/. 01 '2. 0 0 5.0 J.11 .Obf,/ .Ob3 , oo-=t 0 .Ot3f .0/2.. 0 0 5.5 I. 1r;, . oit/. o-:r'5' , oO""f 0 . 013/.012 0 0 6.0 /. l'l . DMj.O'l~ ,olO 0 • 0 l r,/, 0)5' 0 0 ..,. /,;l.f, . /12/. /Ob .013/ .D/2 0 . Olb/.C>lb 0 0 z /.3/ .t35/.12Z .011,./ ,(>(~ 0 .O/f,j.015' 0 0 0 9 J.5'5 ./S'f/. IL/-1 , 07J0 j , 026" 0 . b)b/, 01~ 0 /0 J. '-I J .1z11/, 115' . 033/' 03/ 0 .020/. 01~ 0 0 I;)., 1.tl' '233/,2?../ • o'f "" / •"'rt 0 .ow/ 01°1 0 0 14 /.55 · l'6'l /,lb<'./, .N-;1../, b~ .of :i . oz.of. OA 0 0 I~ /."} .. 331/. !>! f . or-q, /. o-:;5 I 01 '3 . oz.of. 019 0 0 1f!, J.'11 ,3'fLf/.3"t4 ,O'i<'d/. CCf 3 .013 . '!'11/. 'fit 1 0 0 ~o }.~, .'14D/.41e • 1;..1 / , 115' .o5b /.Ob/ l.01 0 *Second figure is the drawdown in feet after adjustment for partial penetration OBSERVED DRAWDOWN VALUES FOR AQUIFER TEST (ft.) AT DONG XI HU, HUBE!, CHINA (May 25 - June 4, 1988) t (min) t' tit' I PW OBS-1 OBS-2* OBS-3* OBS-4 OBS-5* OBS-6 OBS-7 ..1:2 1.15 flf=t~/. '1~~ • !'If/. 13'1 I 05'} t. ll/ 1.0-5 0 0 .14 J.19 .s:i.s/ .soo ,l,'i/ .15'- ,o5'f f. ftl/ J. o~ 0 0 :;.& J. '6.?. '5-=t 55 ~. l'f J.o=t I 1.oi • 5l>5j • '180 , /3'S J.50/ J. 'f3 0 - I 010 60 .;z.11 J.fl.f/ J.0'8 .'5~/ .530 ,J 3'5'... /.5Lf/ /,'f, D - . 010 1-0 ~.l3 J.').5/ /.IS . '83/. "'' , /3~ ,,,0/1. 52 0 - .013 go ;J.24 1.3~/1.2.1" ,T3S} ,lO/ ./35' /,,i,j l·=>S -. oo?J - ,013 qo ~.34 /.tf:l/ J.35 I 'f>30/ •18'f • J'i I /. ~//1.,2. -,001 - .013 ttJO • ~IJ'f -. 00=1 -.01~ ~.3?> (.50/ 1.42.. , CfO'l/, i~t.I /.15 '·" /20 ~· 'ftf ,,,f/J.53 1.0,/J.ol , :it I /. 9,2/ /. 't3 -. ()/0 -. 013 /LIV .:I.SI 1.1i/ l.'3 l.tO :t. C,0 1.~/1.~o \.~b/ ).:ti '2.1>0 /.'1S/ /.SS -.01~ -.0~6 :ioo ~.&ti- J.'f 1/ 1.i ( j.3(,/ /. i-i .J(,l J. *Second figure is the drawdown in feet after adjustment for partial penetration OBSERVED DRAWDOWN VALUES FOR AQUIFER TEST (ft.) AT DONG XI HU, HUBE!, CHINA (May 25 - June 4, 1988) t (min) t' tit' I PW OBS-1 OBS-2* OBS-3* OBS-4 OBS-5* OBS-6 OBS-7 gs-o 3.0i.f ". 46/ A. .?>4 ~.08 1-'l~ , 3'f'Cf ~.qq/ ~.32 -. O'i' - . io3 qoD 3.06 ~.t-=t/ ~.35' "J..C?>/ 1-cti .35') ,,"15/ j,33 - . O't'I - • :i.r=I '150 3.65 :1.1,.gI .t 3.5" . l Of> I I.'\ cg .3&S' ;;. "tb/ ~. 3 'f .... OLI? - • ~;lb }Ob() 3.0b ~.+Sf'-.35 :i.oi/ I·,~ . 3, ;2.,.. ).~s/:i.3& -,05~ - I :;i.~O l/c>O 3.0"t 2.48/ l. 35" J. O'l>} I ·'fcg • 3,!:> ). 50/,,3'b -.OS~ - I :2;1.~ 1ioo 3.0~ ~.tS/..1.3' :2.0"1/t.'t"I .3&~ :l.'ffi;1.?.'t -.066 - . ~3~ 1300 3. ID ;..s~/ .2.+I ~.oi/1.4CJ . 335 :l.si/~.35 -. 01~ -,:140 1400 3.10 '-.5'/ .2.43 .?.oci/ 1.,ci . '10.,., ~.s-;;./:.3'1 -. 096 -.;("ff, 1500 3.10 ~.st,/ .2.f3 :i:22}2.11 . 'Ill~ '-· 53J ~. 'fO - • 10~ - , ,.49 /bOO $.O'f 3,.5i>/ :J.43 .2.:25/ :u lf' •so'./ ~.51.f/ ~-'If - • /O;J.. - • :>.4.9 r=tOO 3.0'f :J.5b/J.4-3 -:i..21:,/ :1..IS" ,553 a.54/ ~.'II -. (0~ - ,;t49 1ioo 3,11' J,{.Oj;t,q'T ~.l l/ :2.1" • 5";l1' "·"/.J.C/'g - , !IS - I '-5~ 1qoo 3.1~ ~.'3/J.SO '-.?..S/~Sf . 'ti/ ~.i,2/~. "'" -./~8 - I :;.53 2N>D 3.1~ ~.6~/.J.~'t J. 3C>/ .1 . \, . 'I 3:L '-'~/~.SI -.1~5 - • ~5'1 2100 3.Ft ~'.31/~.\~ -. /38 - • :z~:i :1. '2/:Z. "'' . 'US' ~.,~/ '·"' 1:1..bC> 3.f't ~.&.:i./;i.'t'f :i. stiJ. 19 ·4'11 ~.,'i/,,51 -. /35 - • ~6.:2 2300 :3. 1i J.1>2/ :i..~, ;l,3l/~.20 'lf5'/ /.,t,S/2.S'- - . l't't - I 26; 2400 3./~ 2.1,3/ J..50 ',) .3?../,,. 2_0 , 'l'i I ;J,{,l// ~.5/ - . / 4'f - • :266 ~5()0 3. :l I ~'3/~~o '· 3'./ ,.:i..o ' lf't <1 ;.,'//).SJ - , t'ltf - • ;lb' JbOD 3. ;>.I J.i,3/ J.SO j,3?./ ~. 20 ·'t't ti ,,,'//).5/ -.11.fS - .2.,'f J~O 3.~s :J..&3/2.SD :l.33 :> .:2 I .'l gI j_.1,s/,.s2 - • 15'f - • ~":f6 -.~;tO 21>00 3. :20 )."to/ J.51' :z. 31'/ ).. 25' I 411.f 2.l2/).SB -· '" 29DD 3.30 ~. T4/ :2. i>O l.40/ l·1f> ,s't4 ;.,sol ..2," - , l5'f - . z:2.0 30(>0 .5€,0 - .2F/ 3.3~ ~:~S'/J.61 -'·If 2 '· 60 ~.63/,.6, -.151 31DD ------:32~D 3 •.31 ~.~5 I l.&I =i.it5. ~.33 .S13 2.g'l/,.,10 -.151- - , /8'f 3300 3.31 J.. -=t'} :2.b:J, "J.t.ts/~.33 I 5'f3 .'2. S~/!2. m - •JS/ - • /80 3400 .3.30 ~, tS} :2.1;2 'J."l"/ ~.3"1 ,550 2. ~Lt/ ;J, 'lD - • 15"/ - , 11'4- 350{) 3.30 ~::t'1/~.'I :2.ti"t/ :t.3?. ,520 ).82/ .;1.~8 - I 151 - • l't If 3600 3.l1 113}~.SCf ~.'f3/ A.31 .sol ;1,t\/:i.'-1 - , 16/ - "11lf I 3=t00 3.l~ J. l3/).,/,0 ;l.~3, l.31 I 5''t0 ~.s2/:t 't - . I If/ -. ''tt :l.1.VJ.5't ;).,ti4/ ;2.3l ,,,2j ,,E>'& - .13 ( - . ,,, 3~00 3.~CJ .s-to 3q{)(> 3.~~ . :i. 13/ ;?. s-t 2 ,1.f.?.,/ ~t.31 .5'0 '-.&2.J J.61 -.1~1 - • llf8 4~0 3. ;l 'f ~.bt /:i..slf :;.3:SJ ~-'l.3 ,5,3 ').. C2./,..68 -.302 - • 08~ 4t00 3.30 ~."Tl/ j,5f' ;>.3,/ ;t:~'f' .551- ~ .i2/2. ''E - ..,_,;}. - . /~/ *Second figure is the drawdown in feet after adjustment for partial penetration OBSERVED DRAWDOWN VALUES FOR AQUIFER TEST (ft.) AT DONG XI HU, HUBE!, CHINA (May 25 - June 4, 1988) t (min) t I tit' I PW OBS-1 OBS-2* OBS-3* OBS-4 OBS-5* OBS-6 OBS-7 fj.00 :J.3'l ~.-=ii :2.f>O ;2.41.// ;i.5-;l 1560 ;..'b2/~.b'8 ... ~Ff - • LI~ 4300 3.to l.":fi/ ')..b(J ~"tb/ ~-3't ,51.f'O ;, iz) J.. IPf. -. 161 - .105 4100 3.40 ~.'l5/.2.6f J,. "t8/ ;i. 3& •s~c./ J. SS/ 'J. ":f I -./f?f - ./OS 1;-500 3.'f~ ~.~/ ~.6'5 ~.'i1/ :t .3-:r • 51.f"t ~. g-q/~. 13 - .13/ - • 090 4600 .3.'1~ .va1/ J,,, 2.5~ ~.ttD .5"13 '- .,o/ :J,"T, -. 098 -. 082. -t:=too 3,4;2.; ~-i3/ ,2.i,~ ~.55/ J.'11 ,513 .2. 6't00 .3.4'=t / 'J.. "i 2 :;..1,o"l 2. 't l .631:J j.'f1/2. '&2 .135' ,31'1- 'TtJOD 3.51 2. \l'/ ~. ,7. ~.i,Ofl·'ft '6 cf" ~-rr/:2.~2 • /'f 8 . J'l'f 7100 .3.51' :2.t'l/l.~+ :J./, I/ .:t. lfi .:2, 't t/.:2. s3 . 11 lf ' t/l/ 3 '" 15" 121)0 3.5'1 :ut3 /l."t, 2., f/;1.'ig .b'f:J, 3.02./ ;i, 'all • 191- • Lflb 1300 3.bl ~.15' 2.!J .:2. 6Y/ 2. s- I .1>'1;2.i 3. 02./ ::J..11 • ;1.03 ''IS~ "=t400 3.b:t . .l.'ll. ;l,1). 2.,,, 2,53 • b'l ;i. 3.o.3/~.!~ .~~o • LfS~ 15fJD 3.'13 2.1! J.c&3 ~.&S/ ~.55 .61~ 3.081~.,3 '.:Z33 , 5lS .;>.cf6 I =i6l>D 3.,3 ~."r'l/ l.CZJ't ~.-=to/ 2.51' I 7-"'~ 3.o'://~.12 60'1 *Second figure is the drawdown in feet after adjustment for partial penetration OBSERVED DRAWDOWN VALUES FOR AQUIFER TEST (ft.) AT DONG XI HU, HUBEI, CHINA (May 25 - June 4, 1988) t (min) t·' tit' I PW OBS-1 OBS-2* OBS-3* OBS-4 OBS-5* OBS-6 OBS-7 ~100 3.b.3 5.ooj :l. '15" ~.1c/ ~.5"1 .102. 3. 01/ :;.. Cf z , :J.'13 .srs 7U>O 3.'1~ .:l.11 :2. i «1 l.<-6/ ~.5,. .1o:i. 3. O':f /2. 'fZ ·'-lf6 • 53~ 1900 .3.bl ~.,i/ ~.iL1 2.1/i/ ~. S'b I b't 2. 3.0-:r/2.12 .~'f6 • 5'+/ gooo 3.bl ~.'t<\/ ~.(i.( .:u,i/;i.56 I b'j 2.- 3. o~/2. 'f 2 • ;1.'/3 . 5'15 g\O() 3.6?. l~,/ ..1. !1' ~.l>'t/ ~:5b . 6'1S 3.rFt/ ;z.'i2 • ~lfl, • 5118 • :z. ..,., 8l00 3.b?. 2.'f't/:2.1S'f ~ ·"'1/ :2. 5b • i>'t6 3.0!/2. ggoo 3.6:2. 2. ,~1 ~. i"f :2 ·bf> I).. 55 I b'li 3.6sh..13 • ,253 .558 I Z400 .3. b'i ~. °14/ .2. S5 :u,i I ;J,55'° • TO:l.- S.t>Fi ~. '13 • ;. ':/'b .56? $5DD j.6/o 3.01/1. i'=:. :1.fft/ 2:sb '711. 3.ll/4J. '15' • ~1-9 . 66'f 8{,0D .3.61 3.o"f/ .:i. si ~ ::ro I 2. r;=t • ';J-6 ~ .3.l'f/ ;1. '1'7> ,JJS • hO'f 8't0~ 3. ':l l 3.o:i/ :utl.. ~.":l't/l.~0 • ,., g 3. 1i} 3.02. ,335 .650 3~0() 3.1'J.. 3.o,/ ~ .~ 'f J.. 1s/ ;l." I , "Tlf I 3.o//J,S' .336 .b56 8'.JOO 3.'tf .3.01/.:l.'Pf ~:=t-=t-/ ~·"3 .~38 3.l'8~J.o2. ,Jlf8 . 66~ ' '[()()O 3.b9 3.0~ ~Jf ;2. ~.'f=l·/ d."3 , 74-I 3.13/~.'f":f . 3'1 ,,'10 'tl DO 3.6;2. 3.0,/ ~ ,~ j,,,/ ;2.,'1 ·1"5~ .3.1'/f J. 't~ .31+ . 653 'f:J.00 3.b3 3.0s/J .'f3 J..'r"t/ ,.,,3 • l-b8 3. II /:1.'tS • .3-:t~ . bf5f, '1300 3.61 3.06f 2.,, ~:=t~/ 2.'-0 I -=t:J-J 3. (),; ' . ., 'I • '3? I . 66'1 3.60 1t5t 'lLfOD 3.0b/ ~ .'f' '· "tO/ J.. 5-=t J.li/~.'15 • 3&1 . hr3 '150{) 3. 6t 3.oi,/ ,__,I :J:=tol 2 ..s:l ,7si :3.lo/~.'IS ,J':f/ . bt3 I 'fhOl> 3·h4 3.o,i ~- 'H J."t'I / .2.,0 .,,, 3. ui:i. ,s .31'f I(:)~· 3 1100 .3.,b 3,0=i/~.Cf':l :i..:=t'O ,':'f-SS 3.11/ ~ .15 . 3 :;::/' • E:it3 'fWO 3.&,h 3.o:t' ~.,i J..'=M/ l.60 I l4J .3.1iJ 2.'ifo • 51=l .b13 'J~DD 3.bb 3.os ~.'f~ J. ':J'i I J.. bO •':f-(, Lf 3 t 13 J:L'f't .31-1 'b"tb [0.000 .3.E>S 3.08 ~.CJ~ l.'lS/ l.(,f , ·=u,f - . If 10 . ?3~ *Second figure is the drawdown in feet after adjustment for partial penetration OBSERVED DRAWDOWN VALUES FOR AQUIFER TEST (ft.) AT DONG XI HU, HUBE!, CHINA (May 25 - June 4, 1988) t (min) t' tit' I PW OBS-1 OBS-2* OBS-3* OBS-4 OBS-5* OBS-6 OBS-7 b.5' 2.Dx1 o" 3.0'\ ~.1':5' .3.15' • 413 .13~ 3. "" '1'bl /,{) }.D JC I o'f :3.4~ 3.08 ~:::ts- I -=t6 I .3.15' • "113 .1$:J.. J,5 G.t lCIOl 3.3b .,.oi ;) •-=t 'S" ·i""l 3. JI • tff 3 . '?;lg :i.o s.ox 1 r! 3.l:J. s.ot :2 .1' '5' ,1,1 3.o-r • L{ 13 . "tl8 3 ;.5 t.Ol( 10 3, I\ 3.01' ;2 I ""qS' , i30 3.0/ . 'f/3 . 1-:L8 3.0 .3.3 >< u:J 3.03 .3."1- :2 .-:tS' 1\'31' :2 • ., i I i.fl3 .1~ s 3.5 :i.9)(10 2:H, =l ·C\S .!Ob :i. -=tS' 1M3 ~-' 3 .413 .":fU 4.0 J..6'>< 1rJ 2.'t rt 1.2 >< 10"' 1.99 .1. 4 \ ';J.'ZO ~- "1' .i53 2.3Cf • t113 I 1-2 8 lb 6.3 x 101. ,,,o ~.35 2.15" l.Ei3 I t>t'f :l. 3'1- • ..., 13 .155 I~ 5,{, l( ll>J. J.~, ~ .3 \ !2..l> 1 '2..b I ,i10 ;. 2'1 I '113 .135 20 5.() x [01. J.i ;/.l&:. 2.(,~ :.?. 5~ I !ID ,2.;l5 • "I 13 · 1"35" IL ).2 4,, x 10 J, :t'f ~.Oh :i.'o :z,53 1Y>IO ~.ti . 'i IS .135 -~ 2.4 '.2" /{) /. 18 ~.Sb :2.S I 'i10 :L 1', . '{ /3 . -=t35 2.'1 3.1x10'1. ~.lb~· '' j,6} ~."11 .1~4 ~.IS .&./1:3 • "135 '· =t t.f 2'b 3.b x 102. j.l3 l.13 ~.'IS ,.lt4 ,;i1 ..1. /0 I '11.;3 • ':f36 .1 30 3.3 xlD /. 'fO ;uo -1· 'llf ~.4/ ,7!>1- :i. 01' .&.{13 .13S as- 2.9 )C 10"'" /.{,5 ~.03 .2.35" .?.. 33 ,-7g4 ;2.02 • l.f 13 . 13a 40 ']..5'l< 10"' (.60 \.C\Z :z .'2.b ~.~5' I' 1'':l- /. 'l5 . 'i 13 .l-3~ 45 22 ')'( 101. /.5'( 1. 'l ~ .:2. ;20 :t I '1 I !l-J I. CJ • 413 . 138 50 2.D i< !Di. /.!#'I I ''JO :2. JI ;l. 11 .T~~ /.~, , t.EFI . 135 60 1.1 x lDt. /."15 J.~l ;J. O{) ~oo .~6~ /. 'fJ • l/ ~o . 1"3~ 10 t.4 ~ !01. }.3, ).74 /, COC!j J.cto .1"~! f, ':flf • y ).3 .135' 80 J.3x10" /.3/ j .bCf I. "6:2. l • J, / >< IDz. /. 30 t."4 J.,~ 1.1-'b I I.{ :l 1' . r.38 ~o .1"31 '· t.3 JO{) 1.0 )( 10" /."J.2 ).bl ,,,, 1.69 '1'2.b" /.'5'7 .L/30 .138 12.D s.it x 1o' /.16 7.53 J.5?, J,5g . 7'l.&° /.53 . qao I 1"3B *Second figure is the drawdown in feet after adjustment for partial penetration OBSERVED DRAWDOWN VALUES FOR AQUIFER TEST (ft.) AT DONG XI HU, HUBEi, CHINA (May 25 - June 4, 1988) t (min) t' tit' I PW OBS-1 OBS-2* OBS-3* OBS-4 OBS-5* OBS-6 OBS-7 1 l.2)(10 I./ l. /.5'l, .Lf~O I /YO '· Lf'l 1.s1 . 1.?.I '· 'fb "=135 1 ,,0 '-'1 x10 /.O':f J.45 /."/b ,, 'f 5" .1:tl /, Lf 3 • ll-3b .138 1 l'iSO S"l x10 1.02 J.'i5 I. Lf l ,, ~, '1-l~ /.37 • '/LIO ,f'38 1 zoo 5.1 x10 .98 1.35 /.3b /.3S' 1-=tl'& /.3.& • ~33 • =739 1..2.0 4.b xtd I 'i «f 1.33 I. '3 1.31 11-l~ /. 30 ' t.t'I' .=t38 240 4.3x1o' , 'IO J.33 /. 21' 1. 2. i '115' I, ;2. & -=tDD J.5 x td I "t'f ,,'I ,g, •ci:~ ,5'3 .9~1 • Lf59 . 1'15 I J.'i x IO I 9,'-f ,,, • lj5b ~OD .1ir ''b1'b • S" 11 1$5, '1-'t5 9()() J.2. X LO' .5'f .. ~53 I,_, .io , 511 I ca 31 .tfS3 .1lf5 JOOO J,I x to' .5Lf ,il4 113 .1-~ • 50"7' ,?>30 • Li '3 • -=t't8 JJDD JO ,lf, .. 7<11 .1'::2... I ':f-4 I 1.1'11' ,5lf I 'f6' .1-48 11.0D 'f,3 • Cf 'j I •"t=t\ "cg I "t \ • 501 . '3'- =t .'/i>3 .~I 1300 '3.l .so ,755 I'' .,~ '50/ • ~l'f • "{'13 .1ss lfOD g,f . tf I .1:22 '''5' tbb .50rf I Ti'=f ,tJt,3 . r6l 1025 i·b ,a'f • 1 )."l. .6S' '"5' . 'tb~ •-:r:r I . l./6~ .'t&S Jt,'15 ':l. I ,3, ,715 ,/,3 1b.S- ,3&. 2 • T-l>15 , c.q-~ • "f{,f6 ,6'l>q IU5 6.1 .31 I" I , f,:t .333 . rlf l. ,Lfq~ .~1 t ,, 1is5 6.3 .3'f • 68°1 I 60 ,3'/3 • '13 .~os • '601 wos 6.0 • 3.3 • t,;i-=t • /,0 • bl 13b ,6/S ''Zllf • '''j 2.lZS s:f .30 .t.~3 ,59 .i,O .312- • '-50 .5J5 ,golf 22.Y~ 5.5 .2b I b"l3 • 5-=t • S'B ' 3 ":?"& 1b!":1 .SJS •go Y. ,30 .~ 16°"h ,3, ~'s s.2 • l,O""f --:r • 62.0 .5'/5 . iD'f 24i5 5.0 • .:i.b • 5~1 .5.l I sit • 3'.b I bOO .sis • 'lD'f U,05 4.a .30 • 5't I IS;2.. ,53 ,bo'I .5"JS • *Second figure is the drawdown in feet after adjustment for partial penetration APPENDIX II GRAPHS 11 't'\ .. fb:.. KEUFFEL 8c ESSER CO. MAD£ IN US A "'1-V / ...Jt'-V 1 2 3 4 5 67891 1 2 3 4 5 6 7 8 9 . I 1 2 3 4 5 6 7 8 9 ' 'I I I I 2 3 4 5 6 7 8 9 ' I I I lg I' : I' I' I' I' I' I' I I I , 1 2 3 4 5 6 7 8 9 ' 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 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 ' ,...... _...- ....._ 1 10 1 11 1 1 11 2 J 1 I :+ ~~I :: :~mH Pi·· f -- ~- - r-H+ : ii ::I ;1 • :_. _: !~- ~~ ~ ·t ·- = -H-t ~J ~~J :~· ~ i ! ;! '.1 i~ ~; Jf~ ±±tL T 1i-= ;:i-~ :... HL17i _; -·- ~f J_i~. ~ ; : i: : :; I[!.:.··:·-'.: 8 1 7 ii .11· 11 JJJl 1, i 1Ti rrt Ei 11 1 11u '::: ·:;· i+t+h lLl MLLLd~ <=~= ~ "" _=rnm:m: '.:::: w:: un ~= -~ = -·~ 1~- z :::~:fill~ cT::·:±t:n.~_;_I.LL ;0 J: 2~ :-:-~=:: 2c~:0 t ++ttJ rr:~ ~ 1 1 1 1 1 1 6 1 j ! i l 11 !i 1 ~ 1 · l'.!1 .. 1! : 1 1 1 i ! i I : i 1! •• • • ·:1 , • i 1 l 1 ! 1 1 . i 1 :r f: j 1n 1 , 1 : 11 11 j, ! ; 1 • ·: i1 , ! · 1 : " 1 1 1:1· ·· . 1 11 13 l ! i j I ii iii :1: ,i !1ii i!· i!;1 i: . l ! 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'Iii ' . ,, .1,1 lili I I ,1 Ill· .. :;i'• __j 1,111 1 ! :!!ii·~·r:'i'"', I.! , !! j1, il:·'i. 11·,1 .1 i! !fil'i v1_ t. I tt111i 11iw·1m·1u f 1 1 1.ni1uuJ:: : ri 'il 1 I I "\ I! • ! 1 r I 1 I ! r \. . I - '' ·rr: i ' 1 ~' 'j ·t t 1T ! "'. 3 I I I 11 I i ; I 1 ! I! 1: I ITTI1 ·:ri ! ' f!, I I ! 111111:! ! ii li 1I l.1 , I !! I :;!. i I! :I' 11 I 1 .. ; i'!i ·:: . 1 ·! il d ll 1:I· , , . Jll 1·111·1·:11 ' . ,1..... ,·1· 11· 11 1 1'I' I ·1· ., .. ,.. 11···1l'. I 11 ,1 .. 111w. .. 1·1·1··w .. I 11• . . ·11·qr11·:·1·1"· , 1 ... 1'•!·~ r-- i 1 1•1:L1· 1.1h:·:· .:, • 1111 111i:.~ ·r:"n;_; . . 1~:i.i1 1 :_Ji!i - ~:' !, 1 11 i··11ii .111:!·!i··.·. • ; ! !ti. ! •••i: jll ' II" . 1 "'I . I 11111 .... . ' J1·· 11 1 rm!. I ~ I I I . I 11 I ] :i . I 1;11 . /' T r ! !·1 .I .. 2 Ii I i I ., Ii ·I ; : ,ii ' : i 11 ! ;'. i i Ii ii 11 I 11! 1;1: ,i ' Ill • 'ii!l1 i 1 I I ,l·llk l t 1 1 1 : 11 I 1, , ., . q • ,_ I 'I!~'-, • 1I I :: :_;1'j , , . Ii , ~1 1 : ; .. ~! , l'I: • , I ... ::.1 :_:'1 :\I ~ i ~ 11:1 .•_.j :: ·1: ,_· I I. I 1'1 I' I' 1 1· • · 1i;· r , • ' ' I 11 1 I ' J . I .. I ' j[ I I I i11· llll ··1 ·. . ' 1 J ,J 1 ! . :f- ' • i i ~ 11; ! ·: ' ; ! ~ I; 1 , . - l 1:J. • • , , 'IJ' ;~ w1: ~ i 1~. :1 ~ ii·, .. . , . 1J 1 iri , I i 111 i r i 111 i , · lr111· i 1 11 i 111 . i · 1 1 1 1 1 1 11 11!;1:i. :11l Ill: 1 " 11 !1:f11: I .1 111:11 11 : 111: 1 1 \ ·1:: L ~ i I H~: 111 I IJ ':: 11 t!I I; I :llrli. I l li!l li Iii! : O~\ t ~ o. 'i 10 101, 10 3 10~ t,Jj ~ 0. Gf7 Tl ME (mi·n) GRAPH 5. Hantush-Jacob Time-Drawdown curve for OBS-5 ~~ . I~ b.., t= O-t T ',\ ... "" ,.. ! 1· (' -- \r) 1/\ 0 ~ 0 ' .. i I '. I 11 ! 1--1- _I_ I ___I i , I -r·~-i-!- I I I I I ' I . . I . i ~ :~ 1- I.Ji I: '1· ·- _,_ , _ j~ "' ! ; ! I 1.0 u.... ~jv!>hJ d.ah1rt1 ~ -adj"s~eJ. d7-i1otr>1 I ! i I I Ah:: 1~50 ~ ' A h.IJ .. i.-10 • I I I ·~ ! 1 1· •• . --, I I ' I ! I •-..:"' I : I I I ~ ...... · - - ~ • I : I ! 2.0 -- ~~·. I I 1J. ~~. : I I I I '.I •. • I I I ' ~ ..• I I I I' I I 1 '<:..:_ ...... 1.11. 11 1\ "'""- ~" ...... 'i I . : I i i I I I I 1 I '"- I I I I I' I 3.0 ~ II ·-f' - I ·. I - ·· -~-·- " ' · 1 I I 1 1:. 1. I( . , I G ' ·• _, ... : I . !. I I· 1 I '! .I 1 · I 1· : . · 4,0 . 1. -- _I -!- I·· .. i , .... -+- 1~- l ·i I I I: 11 I .. 1. 1: . .. I I. ' 11 I I I I I .11· , . I I l : .. 1 r I I I! l i I ., .... : I I : I ; I 1' 1 , I I I I I I '1 I I I I . GRAPH 7. Cooper-Jacob Straight-Line Graph for OBS-2 I I I I ! I i l I ; : I I I I I I I I ' I I I I i I I 0.1 1.0 10 10~ '\() ~ I i I i ! \6 ' ~ Tl KE I m.irt) ~ f: h' I· •J 1:1 i " ::: j.;;_ ..... " JOO .1: I I ' I"' ~ . 1 ' I I ,~· I' :. ' ' t.~;"" ~5 ""'~ I' • • • • • • • • • • • • ••• • I I 1 ! 1 - .-Ot t. . ~ '.• . r--- -·-- -·T 1· ,---,'- -·-"'T I • • l 1 '- I ' I I I I I I I ' 1' I I - I ( I I ' I I I I I f " I I I I I I ' I ' ; l ·. ~ ~ I ' I - I _i I I I I I :.~ I ;r ! ~ ' 4.. ; ! ; : I : I ! i I .'·I ' : : - l" " ~ I I I I I I ' I I ' I : I . ,1;0 A~-= 1.5 . ~-, ~-- ~- "· ! ' :-- _:~---! .. -- -!·~ i I !. I ,. .. ! . ,_ I l I I ; : ' " • • •\ j I I I 1' I 1 I 11 I A~~" 1.45 l I l . I • . ~ ' ,~ . I : '. I I~ I· "i ·- - ~:1. . I ! I -i .. · ~ - · ! ·~ I I I I 'I i 1 I I _ _:_ ~ - ~ · ~· ~ . : ·, : . · ! . ; I I l' .. ':l i:I 12.0 U' ~ I .__, ' I I ! I '. '.. . . I I 1 I I z 3.0 I I I I I I I i I I I i i' :' TT ~J l,I ~ I I I . I , ! . ~ _[ ~ ~ i I I I • I I I ' I ' ' " I I I I I 'I . ; 4.0 i I - . ---- ·--- ~- " I I 1 .. __ I - " '" I I I I ' I I I I . ! 1. I. I i i l I I --- I I '1 I ·1 I '· 1' : 1-. '! : I I I . I I 11 I I I I I I I 1 -- - '- --1- ·, . i. 1 I J "!- 1 ,. ,. i I I I I I I. I I. I I I I . . I ' i I I ! I I· 1 I I I I I 1 I I GRAPH 8. Cooper-Jacob Straight-Line Graph for OBS-3 I I I I I ' I : _I J : I - .I . I . i I : 1 I I i i I 111 : : ' I I I I I I I I ! I toi. 103 ' I i i I ! kJ4\ 0.1 1.0 w : I i I I I I I i I I i T\ ME. (-min.) ..:i · 1: G) •. .,. ..,, -..J ,, ;r ~ ,' I • • • I' ! '--·'-·r'·_l_i - I 1 I ' I I I I I lo -,· I I. I I I - ~ - ! I I I I I : I I 1 I I (~ , , ' ,- ~ ! I i I· ,· I .. .., . : I ! I I ! I I I' I I ! I i II j .. ;1.0 I I I. I I ·~ ' I ! . ! : I ! I ' I I I I I I Ah."'. 915 I I I I I i" I I ~ ' I 1 ; I I I Ah~j= ..90 I 1 I I I ! ! ! I i l.0 '! '1 I :--11_i 1,-i i I ' I I I 11 ' •• • • • I I - I I I I .. I I I I I I I1... 1 . , _ o ' ' • I, Ii · I I i --~ ~ 111 ~ ~··~~· .··· ;·+...... l : i I I : :::----i ..___ I ' I I I I I ; I . lt- ! ~: , • __ , __ ~ i 3.0 3 I I ·· 1-i-r 1111 0 I D I , , ! I , :1 __ !I I ·1 r·-- I 1 I 1 ~ I ; ' ,: I· I I I,I " I 1J-- ·- I I I I ! ..I _I I i I .. -- ' I ·1 p I 4.D ·--i- I I l I I I I j 1 I : ' : : I 11 l I I ' ! " I ' 11 I I !" I I I I I I II I . 1_ I I I I I ,. - i l I __ -- ,j If I1 I ' I I i . I I ' I 1 · I 11 : I I I : : J I ---- ! I I I I I I I ; 1 1 GRAPH 9. Cooper-Jacob Straight-Line Grap,h for OBS-5 I I' I I I I I I I I : J : ' i 11 T ,_ I I I ' I I I ' i I '1_ ',_ I I i ! ! I I ~ I I I 3 b. 1 1.0 10 10'- tb : ; i I:! i I H11 I I I - - liM~ / ·mht) r c ~ 1. 0 . . 10 . !DO 1000 I iJ, ''l (J :u ...... r , r' . ~ r _1 , 1 I i : ~ I I ! I I I i j I l I I I i 11 I I ' ; I I I I I ! ! ! I : - I. . ' ., ' I i I I ,- .. '1 . I I ' ' ' ! I n - 1· -- '"I ' I I ' I ' . ' I I I i . ! I' .I : I ' : ! ' I 1 1 1 ~ _l ~- . ~ _ l l i : _I i : ; _; -, r .: . : , • ; ! _, l l. i 'I. ~ ~ J_ '. : ;, , . : ! i I: i .. :.. : ; . ; : . . i : : i , : .. I I I I I • ' • . ' I ' I I ' i i I I I : : ' I . 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' .I. • . • . '. '. 1· .. . . 1· I .. " " . ' • I . I . I I I I • T t' I I' . I I. I . ; . '.,' .... " ,, .., ''I .. , I . I I I I I I I I I I I I I t I I I ' I ' I! l I•' I I II t I I I I 1 I ! t I I ; I . I : I"· " i I ' " ' . .. : " '' " . 11 I 1 " ' 1 " ' ' I .' I . I I I I I ·1 I '1 I ' I ' I i ! ! ,. I I ! I I I I; ... ".. . . ' • .. . I ...... I : ·1 I I I I ; I i I ! I I "1 :- 01 l...... - .... _._! ___ . , .-- - .. - ·-·--...... ) ... I _\ .... I I . I I . 1 . I . . . I I I I ' ~-;..·-····-·-··I ' . ~~11 I 'I ! ' I I I I I I I• ' . . . I . . . ,. I " ' . ' .. ,, . I'' . ' . , .. . " I . . I '. I I I . I ' I ' I I I ! ' ! . j' . I . ' ! ' ' ...... • II . I . II I I t ! t" ' '·I'I ... I I :t ·I"• ' .. I I I. .. I I I. ' I ' I ·I ' I I I ' I · 'I I I . . . . . I• • • ' I . ' 'I ' ••' ,,.. • I " ' I ' I ' . .. . ' t. ' • ' I 11 I l I I I I t • I I I ' ... ' : ' . • ' I I ' I " ... I ! .... " .. ·1 . ' I I . I I ' I 'i .I . • ' "· . ! . i i. ..Lf-1 .. · 1 : . 1... I - ~ L1 I .. I .. . • -· .. ..t .. . . .J I t- .; "' '1' 1 . 11 I 1" ·1 ... , . . ~ .. '1 ! ' . I · .l I ' • .. .. I I .. " . 11 . I I.· 1 . . I . I. ... . ·· 1 , . . ". . .. I I I ' I .. .. ' .. ' ' . 111 I. ' • • i ! . , ; 'j .. . ·. '"I .. ' ' ! ' I' • I I I I I • : I I I I I " I ' ' I ' 1 · I ! .. . . . I I ·1 ' 'I' ...... 11 ' ; ''I I ' I I " i I I I I ' ! I I" I t.. • i .. ,., I . • . ' I I ! I ' ' I i ' I I ! I . . I 1 1 I I I.; '1: , .,,,. ·1·11 .. 1..l 1-J., 11·!1 .• . . '' i ! ... , . .... , .. 1 ; I! 1.,1 kib1 I ' 1 "j · ,--···"·1 1··-" ; ..... ,, ... . ' ' ; 1 I 1 I 1 ' ' ' 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 ' . I ! ' I I .. 'I I ' ' t ' ' : ·I I I I. I ' I .... ! I I. • : . i ' ; ! i I ! I I ! : ' I : ' I ; " I I ., ' ; i I" I I I j I ...... '. 1· . I I : . . i . . ' I l ! : I i I I I I ' I I ' I l .. -. I :· ' ; i ! ' : t • : • ; 1 ·.. : I i I . I ; :. : -.J . • . ., ' l : : ' I . ; : . ! i ' I i '' I . '. I I I 'I . ,. 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' : ' I I ' I I I. . I I . . ; I '•i' '. . ' · ,··. I .. I . •: .. . I I I I I I l ; ' I . I I I : . i J .1 i . '. I I ,.. ,.. I : :. I I 1 ., ' . ' j I . . ''I I· ' I ! I ! I I ! I I ' ' ' : I I ! t +4;0 - . I +. ,... I • ~, j ... , . .. . I T ... 1...... I' • ' ' •• , ... i . I I I I l . I ' : I ' I ' I . i I I I ' .1 . .,...... ' . ,, I ., . .. . . I . ·1 ., . I I I ' I i I ' . I I I ' t ' ltil.I;. I I I ''!· ... !' .''·I 1. ,1 I; I I· !'1"1·l 1I 1 1.··; I ,j .1. 11!I!I'1', ,. I 'I : : . : ; '' ! ' i.:: i :. I' I' : I ' I '.. . . I I'. ' I j ' ... ! ·I I ' ': ,, ... ' ! I ' l . I I I ' I ! • I I ' I . I I I I I' ... . I I . '' ' I : I l"rr·-1·: I. J , IJ 1: , l i·: GRAPH 10. cooper--!acob st:a~ght-Line Graph for oss-6 : , ~I: i' 1 1 11 1 I i': ! !, . ··i (overlying confining layer) I I: i : Ii 1 I' I 1 tr , ·. I I .. 1 . . I ' I i I ! : 1 1 ·I ~·-·. · ,.. · i· 1 'i 1 1' 1 ] . . -·- r "l" !' I 1 " 1· ·1 11 · ~ ~ .. - " · - r 1 ; : ' i :. 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I I I I : i i ! I I I ' .I ' I . I I ' ' ' " " ' . " I I I ' I I I! 1 '; • I • ' • • ' I I I I - t ' 'I I I ' 1 I ' -·- l ' ·_ I I 1·I I 1., ' ...... _ .. , '· 1· ' ·-11 1 . j ..... ' j· I ' I ; ' I I > Ii I ~' ' ' ' ' I I I I I ' 'I I I I I i I : I ' ' ' ! I I I l I ' " I ' ! ' 1 11 ' : ' ' ' ' I I i I ' ; 'l ! I I ! I ! ' 11 i I I I l r::;I. I ; i 1., : I:;':· ·.:;.J · : ,. 1' 1!: : I ; : I I ' I i : ' I I ;r 4,; 0 ' I ! I I ' I I 1' i . • . . ' ... i : ' I I I 1 · ' 1" I i I ' i , i I ; J 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 '1 ! : ' "I. 1. J I I I I 11 . . I" I I i ' : I ! '"j' I I'• I "I" I' I I I I · ' I· .. I I I I i I ! I ' "-" ! . i ! i ' ' :. I i 1' I - I ' : I I I I I I· J I l ' ., ' I I I I II'' I ' I ' I : I I I ' ' ' . . ' ... - . ' ·- 1 'I I I I I I 'I 11 'I <; I 1 1 ·I · ~ l , ' ! ! I I : ! • GRAPH 11. Cooper-Jacob Straight-Line Graph for OBS-7 1 : 1 ' • I I' 1 (overlying confining layer) ! '. 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