nr i c, i j T i- T, XT **n o ft Pumping Water, 12 Water-Supply and Imgation Paper No, 153 Series ^ Unde^und ^ 50

DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

CHARLES D. WALCOTT, DIRECTOR

THE UNDERFLOW IN ARKANSAS VALLEY 

IN WESTERN KANSAS

BY

CHARLES S. SLIGHTER

WASHINGTON

GOVERNMENT PRINTING OFFICE

1906
TO- i o i j T i- T> W Hto o (K, Pumping Water, 12 Water-Supply and Irrigation Paper No. 153 Series -L' , r ° , ' cn J 6 r |0, Underground Waters, 50

DEPARTMENT OF THE INTERIOR .

UNITED STATES GEOLOGICAL SURVEY

CHARLES D. WALCOTT, DIRECTOR

THE UNDERFLOW IN ARKANSAS VALLEY 

IN WESTERN KANSAS

BY

CHARLES S. SLICHTER

WASHINGTON

GOVERNMENT PRINTING OFFICE

1906
CONTENTS.

Page.

Introduction............................................................. 5

Chapter I. Measurements of the underflow of Arkansas River............... 7

General statement.................................................... 7

Measurements 2 miles west of Garden, Kans. (camp 1)................. 7

Measurements at Sherlock, Kans. (camp 2)............................ 13

Measurements at Deerfield, Kans. (camp 3)............................ 16

Measurements at Clear Lake, near Hartland, Kans. (camp 4)............ 18

Measurements of the underflow at Narrows of Arkansas River, near Hartland, Kans. (camp 5)............................................... 22

^Jhapter II. Fluctuations of ground-water level............................. 25

Influence of the rainfall and of height of water in Arkansas River on

ground-water level.................................'................. 25

Fluctuation of ground-water level at Sherlock, Kans.................... 35

Fluctuation of ground-water level at Deerfield, Kans.................... 42

Evaporation experiments near Deerfield ............................... 43

Chapter III. Chemical composition of the waters of the underflow. .......... 45

Chapter IV. Origin and extent of the underflow............................ 51

Origin............................................................... 51

North and south limitations........................................... 54

Chapter V. Summary of tests of small pumping plants in Arkansas Valley ... 55

General results....................................................... 55

Specific capacity...................................................... 56

Cost of pumping...................................................... 57

Chapter VI. Details of tests of pumping plants ............................. 59

Test of pumping plant of D. H. Logan, Garden, Kans................... 59

Test of the Richter pumping plant, near Garden, Kans ................. 62

Test of pumping plant of C. E. Sexton, near Garden, Kans.............. 65

Test of pumping plant of N. Fulmer, Lakin, Kans................... ^.. 67

Test of pumping plant of J. M. Root, Lakin, Kans...................... 70

Test of well at King Brothers' ranch, Garden, Kans .................... 73

Test of city waterworks well, Garden, Kans............................ 76

Test of Holcomb's pumping plant, 7 miles west of Garden, Kans ........ 80

Test of producer-gas pumping plant near Rocky Ford, Colo............. 82

Index ................................................................... 89
ILLUSTRATIONS.

Pag-e. 

PLATE I. Cardboard model of changes in water plane near camp 1.......... 32

II. Cardboard model of changes in water plane near Sherlock, Kans.. 38

III. Cardboard model of changes in water plane near Sherlock, Kans.. 40 

FIG. 1. Map of water plane between Garden and Deerfield, Kans........... 8

2. Map showing location of underflow stations arid test wells at camp 1,

2 miles west of Garden, Kans.................................... 9

3. Cross section near camp 1, 2 miles west of Garden, Kans............ 11

4. Map showing location of underflow stations and test wells at Sherlock, Kans......._....____.___,_._....._._...............-._..- 14_

5. Cross section at camp 2, near Sherlock, Kans....................... lo

6. Map showing location of underflow stations and test wells at camp 3,

near Deerfleld, Kans............................................ 17

7. Map showing location of underflow stations and test wells at Clear

Lake, Kansas .................................................. 19

8. Map showing location of underflow stations and test wells near Hartland, Kans...................................................... 22

9. Cross section at the Narrows of Arkansas River, west of Hartland,

Kans.......................................................... 23

10. Elevation of water in Arkansas River and test wells, Garden, Kans.,

from June 16 to July 11, 1904.................................... 29

11. Curves of barometric pressure and height of water plane............ 33

12. Elevation of water in test wells and in Arkansas River, at Sherlock,

Kans., between July 15 and August 3, 1904....................... 38

13. Elevation of water in Arkansas River and in test wells near Sherlock,

Kans., during flood of July 27, 1904.............................. 40

14. Elevation of water in Arkansas River and test wells at Deerfleld,

Kans., August 4 to 14, 1904 ..................................... 43

15. Curve for Whitney electrolytic bridge used in converting resistance in

ohms into total solids for ground waters of Arkansas Valley ....... 47

16. Elevation of water surface of Arkansas River at Sherlock and rainfall

at Garden, Kans ............................................... 52

17. Elevation of water surface of Arkansas River at Deerfield and rainfall

at Garden,Kans................................................ 53

18. Rising curves for Logan well...................................... 61

19. Rising curve for Richter well...................................... 64

20. Rising curve for Fulmer well...................................... 69

21. Rising curves for Root well........................................ 72

22. Rising curves for main well and test well, King Brothers' well ...... 75

23. Rising curves for city waterworks, well, Garden, Kans .............. 77

24. Elevation of water in city waterworks well and engine cycles, Garden,

Kans .......................................................... 78
THE UNDERFLOW IN ARKANSAS VALLEY IN 

WESTERN KANSAS.

By CHARLES S. SLIGHTER.

INTRODUCTION.

The investigation of the underflow of Arkansas River, described in 

this paper, was made during the summer of 1904. The field party was 

under the general supervision of the writer. Mr. Henry C. Wolff had 

charge of the measurements of the rate of movement of the ground 

waters. He also made careful determinations of the fluctuation of the 

position of the water plane, and the success of the field work was 

largely due to his skill and hard wT ork. Mr. Ray Owen had charge of 

level and plane-table work, and made a contour map of the water plane.

A few of the principal conclusions ma}r be summarized as follows:

1. The underflow of Arkansas River moves at an average rate of 8 

feet per twenty-four hours, in the general direction of the vallej^.

2. The water plane slopes to the east at the rate of 7.5 feet per mile, 

and toward the river at the rate of 2 to 3 feet per mile.

3. The moving ground water1 extends several miles north from the 

river valley. No north or south limit was found.

4. The rate of movement is very uniform.

5. The underflow has its origin in the rainfall on the sand hills south 

of the river and on the bottom lands and plains north of the river.

6. The sand hills constitute an essential part of the catchment area.

7. The. influence of the floods in the river upon the ground-water 

level does not extend one-half mile north or south of the channel.

8. A heavy rain contributes more water to the underflow than a 

flood.

9. On the sandy bottom lands 60 per cent of an ordinary rain reaches 

the water plane as a permanent contribution.

10. The amount of dissolved solids in the underflow grows less with 

the depth and with the distance from the river channel.

5
6 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

11. There is no appreciable run-off in the vicinity of Garden, Kans. 

Practically all of the drainage is underground through the thick 

deposits of gravels.

12. Carefully constructed wells in Arkansas Valley are capable of 

yielding very large amounts of water. Each square foot of percolating surface of the well strainers can be relied upon to yield more than 

0.25 gallon of water per minute under 1 foot head.

13. There is no indication of a decrease in the underflow at Garden in the last five years. The city well showed the same specific 

capacity in 1904 that it had in 1899.

14. Private pumping plants in the bottom lands will be profitable 

for irrigation if proper kind of power be used. There should be a 

large field of usefulness for suction gas-producer power plants of from 

20 to 100 horsepower, with Colorado hard coal or coke as fuel. Kansas crude oil in gas generators should prove profitable for use in the 

smaller plants. The present cost of pumping with gasoline for fuel is 

not encouraging.
CHAPTER I.

MEASUREMENTS OF THE UNDERFLOW OF ARKANSAS

RIVER.

GENERAL STATEMENT.

Investigations of the underflow of Arkansas River were begun June 

11, 1904. The work consisted of the mapping of the water plane or 

ground-water level within a distance of 6 to 12 miles from the river 

channel, and of observations by the electrical method of the rate of 

movement of the underflow. The ground-water levels were obtained 

by observing the water levels in private wells in the neighborhood of 

the river and in a few wells which were sunk especially for this purpose. 

The slope of the water plane was found to be between 7 and 8 feet to 

a mile in a general easterly direction, and from 2 to 3 feet to a mile 

toward the river channel from the country immediately to the north 

and south. The southern margin of the river valley is bordered for 5 

to 10 miles to the south by sand hills, wrhich are only partially covered 

with natural vegetation. These sand hills extend from east of Dodge, 

Kans., to beyond the Colorado line. The river valley proper varies in 

width from 1 to 5 miles. Near the river channel there is a strip known 

as " first bottoms," which is only a few feet above the river level. 

The principal cultivated portion of the valley lies from 3 to 8 feet 

higher than first bottoms, and is locally known as ''second bottoms." 

North of the river valley the ground rises rather abruptly to the high 

plains with their well-known level topography and compact sod of 

native grasses. The slope of the water plane toward the channel of 

the river from the north is, as has been stated, about 2£ feet to a mile, 

but 10 to 14 miles to the north of the valley the slope of the water 

plane changes from southerly to northerly, and the land at the same 

time gently dips to the north toward the valley of White Woman 

Creek. The easterly slope of 7i to 8 feet to the mile is maintained, 

however, quite constantly throughout all of this region.' Fig. 1 shows 

the results of the determination of the water plane.

MEASUREMENTS 2 MILES WEST OF GARDEN, KANS. (CAMP i).

The measurements showed a rate of movement much greater than 

had been anticipated. The first set of underflow stations were established at a point about 2 miles west of Garden (camp 1), as shown on 

the map (fig. 1). The stations were in a north-south line, which was

7
8 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

about 1^ miles in length. At this point the river flows in an east by 

south direction, and borders closely on the north margin of the sand

T. 24 S.

 5 zz

hills, leaving but little bottom land on the south side of the river. The 

channel of the river where the observations were made is about 1,000 

feet wide. On the north side is a strip of low land, or first bottoms,
MEASUREMENTS OF THE UNDERFLOW. 9

about 1,100 feet wide, which is only a few inches above the general 

bottom of the river bed. This low bottom has several sloughs running through it approximately parallel to the river. North of this 

low strip of bottom the land abruptly rises several feet and continues

FIG. 2. Map showing location of underflow stations and test wells at camp 1, 2 miles west of Garden, 

Kans. The velocity and direction of flow is shown by the length and direction of the arrows at the 

various stations. The depth is indicated in figures at each location.

to rise gradually for several miles farther north, this slope constituting 

the cultivated portion of the valley the so-called second bottoms.

The measurements at this point were made at stations that lay, in 

general, in a straight line across the valley (fig. 2). Most of the measurements were made in the river channel itself, or on the low ground
10 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

to the north. One test was made on the south side of the river at the 

foot of the sand hills and another 1 mile to the north. The velocities 

were determined at depths ranging from 11 to 65 feet. The results of 

the measurements at this location are given in Table 1.

TABLE 1. Underflow measurements at camp 1, 2 miles west of Garden, Kans.

Date of tent.

1904.

Do..............

July!.. .............

July9................

No. of 

station.

9

1

3

9

5

5

4

8

10

12

6

40

Depth 

of well.

Feet. 

16

14

31

15

31

29

17

28

17

65

25

Velocity 

of ground 

water.

Ft. per day. 

5.3

4.8

10.3

9.6

8.0

8.0

9.0

9.6

8.2

1.75

1.3

6.6

Direction 

of flow, east 

of north.

o 

90

ior

71

103

65

77

55

121

121

120

101

104

94

Location and remarks.

Do.

Do.

Do.

Do.

1,100 feet north of river.

NW. corner SW. £ sec. 2, T. 23 S,, R.

33 W., 8i miles north of river.

Mean direction of river channel, 100° east of north.

Of the stations for which data are given in this table, No. 9 was 

located on the second bottoms 1 mile north of the river, No. 40 was 

located on the uplands 8£ miles north of the river, and No. 12 was in 

the sand hills south of the river. The other stations were either in 

the first bottoms or in the channel. Station No. 6 reached so-called 

"second water," or the water beneath a layer of silt which seemed 

quite impervious to the flow of water. The mean of all of the observed 

velocities was 6.6 feet a day. The average direction of the motion 

was 940 east of north, which may be compared to the average direction 

of the river valley at this point, which we have estimated to be approximately 100° east of north. On the cross section through the river 

channel and the first bottoms (fig. 3) are shown the depth of a number 

of the test wells near the river channel and the velocity of the underflow.

Except for occasional layers of silt, the gravels were very uniform 

in size and character of grain; a large percentage of any one sample 

consisted of grains larger than grains of wheat. .The gravel was also 

found to be very uniform in lateral extent, but showed a tendency to 

become coarser with the depth until 32 feet was reached. At about 

32 feet fine sand and silt was encountered, which seemed, as nearly as 

could be determined from the wells sunk in a comparatively small 

radius, to be horizontal in extent. Fine material was encountered at 

a higher level at only one place, which was near the center of the river 

at u depth of about 18 feet, but 50 feet upstream it was entirely absent.
MEASUREMENTS OF THE UNDEEFLOW. 11

A well was put down at station No. 11 in order to secure a sample of 

this fine material. It was found at the same level as at stations No. 6 

and No. 8, and consisted of about the same kind of material, except 

that it contained a considerable amount of gypsum mixed with sand. 

This fine sand must be more or less impervious, for no water could be 

drawn by means of a hand pump from a well driven in the sand, and 

a hole washed out 8 feet below the casing remained for a considerable 

time unfilled with sand.

Ve/ocity of'underflow in feet per day 

gjF] To fa/ so/icfs in parts per too, ooo 

su) Chlorine m parts per loo. ooo

Horizontal scale 

9 j Z9Q , 490 690 , SOP jopo fe et

Vertical scale 

o 2 4 e 8 10 feet

FIG. 3. Cross section near camp 1, 2 miles west of Garden, Kans. The total solids dissolved in the 

ground water at various depths are shown, in parts per 100,000, by the numbers inclosed in rectangles. The numbers inclosed in circles express the amount, in parts per 100,000, of chlorine found 

at the position at which the circles are placed.

The velocities above this layer of silt are very uniform, ranging 

from 1.8 feet a day to 10.3 feet a day, with an average for ten tests of 

7.68 feet a day, with the direction varying from 55° east of north to 

121° east of north.

The direction of motion at these various stations, as has been stated, 

was in general toward the east, but several exceptions were noted from 

time to time. At the* time field work was begun the channel of the 

Arkansas River was dry, as is very usual in the months from June to 

October. The summer of 1901, however, proved to be an exceptional 

one, and high floods were of constant occurrence throughout the season. One of these floods came down the river soon after the first 

underflow stations were established near the bank of the river. This 

offered an excellent opportunity of determining the influence of the
12 TINDEBFLOW IN ABKANSAS VALLEY, WESTEBN KANSAS.

river waters upon the underflow. At one underflow station, situated 

near the north bank of the channel of the river, 2 miles west of Garden, the direction of the flow of the ground waters was very greatly 

changed by the flood in the river. It was therefore possible to measure the rate at which the river contributed to the ground waters at 

this point. It was found that the water during the early stages of the 

flood flowed away from the river at the rate of 6 to 8 feet per twentyfour hours. This point can be established by consulting the record for 

stations No. 2 and No. 5, as given in Table 1. These stations are 

located at the same point. The velocity at station No. 2 on June 21, 

1904, before a rain on the night of June 21, and before a flood which 

came down the river at 3 p. m. June 22, was 9.6 feet per twenty-four 

hours in a direction 103° east of north, which is substantially the direction of the river channel. After the flood the velocity at the same place 

(at a greater depth, however) was found to be 8 feet per twenty-four 

hours, in a direction 65° east of north, or at an angle of 35° away from 

the river channel, the flood having therefore changed the former 

direction of flow by about 38°. On June 26, when the flood had still 

further receded, a second determination of velocit}^ showed the same 

rate as before, but the direction had shifted to 77° east of north, or at 

an angle of about 23° with the river channel.

It was not only possible to actually determine this rate of loss of 

water from the river by the use of the electric underflow meter, but 

the northerly progress of the water from the river into the gravels 

could be noted by observation of the changes in the temperature of the 

ground water as it flowed north. The liver water was much warmer 

than the natural ground water, and the increased temperature could 

be followed away from the river bank. These facts are shown by the 

temperatures of the water recorded in Table 11. In that table will be 

found the following entries:

Temperature of water of river and test wells, June 20, 1904. °P. 

River..................................................................... 71

Test well No. 3, 360 feet north of river...................................... 62. 5

Test well No. 1, 1,100 feet north of river.................................... 59

The water taken from the other wells had a somewhat more uniform 

temperature, excepting in two cases that taken from the wells at station No. 10 and station No. 8. At station No. 10, at a depth of 18 

feet, the temperature was 51°; at station No. 8, 28 feet below the 

bottom of the river, the temperature was 48°, which was the coldest 

water found at any point. At these two stations the direction of the 

underflow was the most southerly of any found, being in each case 

121° east of north.

It was also possible to partially trace inward moving ground water 

originating in the river by the change in the chemical composition of 

the water. Apparatus was at hand for determining the alkalinity,
MEASUREMENTS OF THE UNDERFLOW. 13

hardness, chlorine, and the total solids dissolved in the water; and this 

apparatus was used to secure the results just stated. A further verification of the inwardly moving ground water was found in the changed 

slope of the water plane during the flood periods in the river. The 

water plane sloped awaj^ from the river about 8 feet to the mile during 

the first stages of high water, and corresponded quite accurately with 

the observed velocities of the water. Fig. 3 shows the slope of the 

water plane on June 23 and July 3. Several gradients corresponding 

to other dates are given in Table 1.

MEASUREMENTS AT SHERLOCK, KANS. (CAMP 2).

Several underflow measurements were taken at camp 2, which was 

situated at Sherlock, Kans., 7 miles west of Garden. The results 

differed little from those found at the first set of stations at camp 1, 

except that more sorting of the gravels had taken place at the latter 

point, giving greater variety to the rate of movement. The location 

of the various test wells and underflow stations is marked in fig. !. 

The same stations are shown in cross section in fig. 5. The details of 

the results are printed in Table 2. From this table it will be observed 

that the average velocity of the underflow for all of the stations was 

8.9 feet per twenty-four hours. The mean direction of the motion was 

93.5° east of north, which maybe compared with the mean direction of 

the river valley at this point, which was computed to be 105° east of 

north. There was some water in the river throughout all of the time 

during which the tests were made, and on July 27 a heavy flood swept 

down the river.

TABLE 2. Underflow measurements at camp 2, Sherlock, Kans.

Date of test.

1904. 

July 16..............

July 30..............

July 17..............

July 23..............

July 22..............

July29...... ........

July 22..............

No. of 

station.

13

21

 >)

14

18

17

15

 20

16

Depth 

of

we ILs.

Fevi. 

18

28

 )9

36

22

26

18

Velocity 

of ground 

water.

Ft. per day. 

5.7

2'> 9

2.8

9 1

3.0

16.7

2.2

2.0

8.9

Direction 

of flow, east 

of north.

0

04. 0

64.0

103.0

132.0

93.5

Location and remarks.

Do.

Do.

Mean direction of river channel, 105° east of north. .

 By studying the results of the measurements it will be observed 

that station No. 22 was on the border of the second bottoms, 1,700 

feet north of the north bank of the river. The velocity at this station 

was 2.8 feet per day, and the direction of flow was substantially
14 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

the same as the direction of the river valley. This result is important, as the measurement was made on July 31, at a time when the

FIG. 4. Map showing location of underflow stations and test wells at Sherlock, Kans., 7 miles west of 

Garden. The velocity and direction of flow'of the ground water are shown by the length and direction of the arrows at the various stations. The depth is indicated in figures at each station.

flood of July 27 should have shown some influence upon the direction 

of flow, if it had any at all. The direction of motion at this station 

was in marked contrast to the direction of flow observed at stations
MEASUREMENTS OF THE UNDERFLOW. 15

No. 13 and No. 21, located in the first bottoms, 700 feet north of the 

river. At both of the latter stations the direction of flow was 64° 

east of north, or in a direction making an angle of 41° northeast of 

the general direction of the river valley. These stations were within 

the immediate influence of the fluctuations of the height of the water 

in the river. a

Of the stations established in the channel of the river itself, it is 

interesting to note that a station located north of the center of the

Silt and gypsum with 

occasional layers ofcfay 

to 3 depth of 56 below top

<Q> Velocity of underflow in Feetpertfay

Total solidsj parts per/OQ.OOO

Chlorine j parts per /OO.OOO 

The variation of total solids is shown by the contour lines

Horizontal scale 

soo 1000 isoo 2000 fe$t

Vertical scale 

o .... 3 10 I? feet

FIG. 5. Cross section at camp 2, nea.r Sherlock, Kans. The total solids dissolved in the^ground water 

at various depths are shown in parts per 100,000 by the numbers inclosed in rectangles. The 

numbers inclosed in circles express the amount, in parts per 100,000, of chlorine found at the 

position where the circles are placed. The contour lines show the position of water of the same 

strength. The contribution of soft water from the sand hills is very apparent.

channel (station 18) showed a component of velocity northerly to the 

general trend of the valley, while a station south of the channel (station 15) showed a component of velocit}r southerly*to the direction of 

the valley. At station No. 17, in the channel at the same point as station No. 15, but at a greater depth, the direction of the flow corresponded closely with the direction of the valley, indicating that the 

influence of flowing water in the river did not extend so deep. Station 

No. 20 was located on the first bottoms, 200 feet south of the south 

bank of the river. The motion at this point showed a southerly component, the direction of flow making an angle of 17° with the direction 

of the valley. The measurement was taken while the river was in

"This fact will be further illustrated at a later place in this report.
16 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

flood. Station No. 16 was located in the border of the sand hills, 

nearly a half mile south of the river. The direction of flow was toward 

the river and away from the sand hills, as should be expected on 

account of the excellent collecting area offered by the sand hills to the 

rainfall.

The fact that the influence of the river only extends to very shallow 

depths and that a considerable portion of the ground water originates in the sand hills is shown by the cross section (fig. 5). The contour lines in this figure correspond to equal amounts of total solids 

dissolved in the ground water. The soft water from the sand hills can 

be observed to be crowding the strong water of the underflow to the 

north of the valley.

MEASUREMENTS AT DEERFIELD, KANS. (CAMP 3).

Camp 3 was established near the Deerfield bridge, 14 miles west of 

Garden. The valley at this point lies mostly south of the channel. 

All of the south-side lands, to the edge of the sand hills, would probably be classed as ;i> first bottoms." The surface of the ground on these 

lands is only a few feet above the river bed and the soil is unusually 

sandy. The topography of the sand hills south of the bottom lands is 

unusually well adapted for collecting the rainfall, there being several 

level stretches inclosed or hemmed in by the hills. A short distance 

south of station No. 23 there are found the remains of a former river 

bank, indicating that an ancient channel extended as far south as station No. 23 (see fig. 6).

On the north side of the channel the river sweeps a high bank from 

6 to 10 feet above the river bed for a distance of about 3 miles. The 

uplands begin not more than 1 mile north of the river.

Since the channel here borders the extreme north margin of the 

valley the underflow measurements were made south of the river or 

in the channel. The results are printed in Table 3.

TABLE 3. Underflow measurements at camp 3, Deerfield, Kans.

Date of test.

1904.

Do..............

No. of 

station.

23

26

27

28

29

00

Depth 

of 

wells.

Feet. 

16

24

36

24

21

17

01

Velocity of 

ground 

water.

Ft. per day. 

6.3

12.5

9.2

14.8

1 9^

1.6

Direction 

of flow east 

of north.

o

67.0

111.0

129.0

74.0

56.0

63.0

Location and remarks.

Do.

Mean direction of river channel, 70° east of north.
MEASUREMENTS OF THE UNDERFLOW. 17

The average velocity of the ground water, 8.4 feet per twenty-four 

hours, compares accurately with the average velocities found for 

stations similarly located at previous camps. The mean direction does 

not correspond as accurately with the general trend of the river

FIG. 6. Map showing the location of underflow stations at camp 3, near Deerfield, Kans. The 

velocity and direction of flow of the ground water is shown by the length and direction of the 

arrows. The depth is indicated in figures at each station.

channel as at other stations, probably in part owing to the fact that 

the river has at this point a verjr northerly course.

It will be observed that the direction of flow at stations Nos. 23, 26, 

and 27, which are, respectively, 500, 500, and 1,050 feet south of the 

river, had a strong southerly component, the resultant direction of

JKR 153 06 2
18 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

motion making angles in the three cases of 41°, 41°, and 59°, respectively, away from the river. These are to be contrasted with the 

direction of motion nearer the sand hills, at stations Nos. 29 and 32, 

where the direction of flow was away from the sand hills and toward 

the river, the direction of flow in the two cases making angles of 14:° 

and 7°, respectively, toward the channel of the river.

MEASUREMENTS AT CLEAR LAKE, NEAR HARTLAND, KANS.

(CAMP 4).

About 2i miles southeast of Hartland, Kans., in section 13, T. 25 S., 

R. 37 W., there is situated a small body of water called Clear Lake. 

This pond is nearly circular, 320 feet in length and 280 feet across at 

the narrowest point. The pond is located within 500 feet of the southside ditch, and the owners of the canal have had under serious consideration the erection of a pumping plant to take water from the pond 

to supply the ditch with water for irrigation. It was expected by 

the promoters of this scheme that the lake would act as an enormous 

well and would furnish a large amount of water when its level was 

lowered by means of large centrifugal pumps.

There have been the usual rumors current among the settlers to the 

effect that the pond was very deep, and that its elevation was independent of the amount of rainfall or the fluctuations in the river, which at 

this point is about 1 mile northwest of the pond. Investigations 

showed that the water in the lake was 11 feet below the water in southside ditch. The location of the lake with reference to the ditch and 

the topography near it is shown on the map, fig. 7. This is a 5-foot 

contour map of the district surrounding the lake, made from the level 

of the water in the pond as datum. Mr. H. E. Hedge, engineer of 

the south-side ditch, furnished the field party much assistance, and 

especially aided them in the construction of a raft from which to take 

soundings, so as to make a hydrographic map of the bottom of the 

lake. The shores slope at an angle of about 35° to a depth of 16 

feet, where there is practically a flat level floor of mud. At this depth 

the diameter of the lake is about 100 feet. From this it can be computed that the total volume of the lake is 483,000 cubic feet, or that 

the lake contains about 11 acre-feet of water. The bottom of the lake 

consists of an accumulation of black muck, which is very soft. A test 

well was sunk in the center of the lake from the raft for the purpose 

of determining the character of the material at the bottom, so as to 

settle, as far as practicable, the question of whether the lake could be 

used as a large well from which to secure a supply of water. In sinking a 2-inch pipe for this purpose it'was found that it would sink of 

its own weight to a depth of 30 feet. The pipe was then forced 

down without driving to a depth of 40 feet, after which it was easily 

jetted and driven to a depth of 62 feet below the water, or 46 feet 

under the bottom of the lake. In clearing the material from the 2-inch
MEASUREMENTS OF THE UNDERFLOW. 19

pipe 75 feet of wash pipe was used, so that samples were washed up 

from a depth of about 12 feet below the bottom of the 2-inch well. 

The material washed out consisted of black mud and clay, with some 

quicksand.

@ Elevation of water plane compared with surface of take,

FIG. 7. Map showing location of underflow stations and test wells near Clear Lake, Kansas.

A line of levels was run from Clear Lake to Arkansas River as 

nearly as practicable at right angles to the direction of the river 

channel. The result of this leveling showed that the river was at 

least 8 feet higher than the lake. a

a Field notes show that the river was quite high at the time of the observation on August 20,1904.
20 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

This result was somewhat surprising, so that a second line of levels 

was run to the river along the east line of section 13 until this line 

intersected the river. This line of levels intersected the river at a 

point three-fourths of a mile below the former point. The river at 

this point was found to be 3 feet higher than the surface of Clear 

Lake. Since the river slopes about 7& feet to the mile, this checks 

the former measurement that the river opposite the pond is 8 feet 

higher than the water in the latter.

The above observations seem to indicate that the small pond known 

as Clear Lake is one of the many circular depressions which are found 

throughout the western plains, and which have been fully described 

by Mr. Willard D. Johnson.«

This small pond is of especial interest because it is in line with the 

dry channel of a plains stream called Bear Creek. This stream rises in 

Colorado, and near the western border of Kansas has a well-marked 

valley, eroded to a depth of nearly 100 feet, but as it approaches 

Arkansas River, near the north edge of Grant County, it loses this, 

and its waters spread out on the plains and sink. The ordinary flow 

of this stream is very small, but during times of heavy rain in eastern 

Colorado and western Kansas it may carry a large quantity of water, 

which it pours out upon the high plains of northern Grant County and 

into the sand hills along the south side of Arkansas River. On some 

occasions the freshets in this stream have been so severe that the 

waters have nearly reached the Arkansas. There is a slight elongated 

depression extending through the sand hills in line with Clear Lake, 

which makes it possible to believe that the waters of Bear Creek have 

on some occasions in the past extended to the Arkansas, but so far as 

fenown there is no settler who can testify to having actually observed 

slich an event.

' It can easily be believed, from the rather remarkable character of 

Bear Creek, that settlers would naturally associate Clear Lake with the 

disappearing waters of Bear Creek, so that the story would become 

current that Clear Lake was merely an evidence or indication of the 

existence of an underground stream extending from the sand hills to 

Arkansas Valley itself. On this account belief in the adaptability of 

tljie lake for a supply of a large, quantity of water for irrigation has 

been prevalent, so that an investigation of the conditions surrounding 

the lake has importance. There are several streams of the same type 

as Bear Creek in western Kansas.

Underflow stations Nos. 33, 35, and 36 were established, as shown on 

the map (fig. 7), for the purpose of determining the direction and magnitude of the velocity of the underground water. It was hoped to 

determine in this way whether or not there was any seepage at this 

point from the direction of Bear Creek toward Arkansas Valley. The

a The High Plains and their utilization: Twenty-first Ann. Kept. U. S. Geol. Survey, pt. 4, 1900, pp. 

609, 693-715.
MEASUREMENTS OP THE UNDERFLOW. 21

direction and velocity of movement are indicated by the arrows shown 

in fig. 7, and the details of the measurement are given in Table 4. 

Station No. 33, 25 feet south of Clear Lake, gav.e a velocity of 5 feet 

a day; the direction was almost exactly across the dry channel of Bear 

Creek and in the general direction of Arkansas Valley. Station No. 

36, located at the same place, but at a depth of 38 feet, showed a 

velocity of 4.3 feet in the same direction. Station No. 35,150 feet northwest of Ci 

feet. Th velocities observed at this point may have been due in part 

to seepage from the south-side ditch, as the direction was almost 

directly away from this ditch and in the general direction of the slope 

of the ground. Even if this be the case, it nevertheless proves that 

there is no seepage nor movement of ground water extending down the 

so-called c lannel of Bear Creek, for if there had been such motion the 

resultant velocity found would at least have shown a component of 

motion in the direction of the flow in the channel of Bear Creek. It 

would be impossible for the seepage from south side ditch to disguise 

completely a ground-water movement in another direction.

TABLE 4 Underflow measurements at camp 4, Clear Lake, near Hartland, Kans,

Date of tes

1904.

t. No. of 

station.

33

35

36

Depth 

of 

wells.

Feet. 

30

15

38

Velocity of 

ground 

water.

Ft. per day. 

5.0

Direction 

of flow, east 

of north.

o 

74

101

74

Location and remarks.

;ar Lake, showed a velocity of 5 feet a day at a depth of 30

An

feet south 

of 40 feet, 

from the 

account n<

It can 

feasible t 

water can 

undoubte 

and show; 

dence 

33, 35, an 

the water 

middle of 

use as a sc

These o 

Clear Lak 

Any seep 

must take 

entering

attempt

ea;

from

was made to sink a set of wells at station No. 34, 230 

of Clear Lake. At this point wells were driven to a depth 

but the material was so fine that no water could be pumped 

wells, except a very little at a depth of 16 feet. On this

test was made.

sily be concluded from the tests made above that it is not

use Clear Lake as a well from which a large quantity of

be pumped for irrigation purposes. While Clear Lake 

ly has direct connection with the surrounding ground water 

the level of the ground water in its neighborhood, the evithe character of the material encountered in stations Nos. 

I 36, and the evidence from direct observation of the flow of 

and the material encountered in the deep well sunk in the 

the lake, show that the pond is not favorably situated for 

urce of a large supply of water for the south-side ditch, 

aservations also show that no ground water reaches either

or Arkansas River from the lost waters of Bear Creek, 

ige water approaching Arkansas Valley from Bear Creek 

up a generally easterly movement almost immediately upon 

t le sand hills.
22 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

MEASUREMENTS OF THE UNDERFLOW AT THE NARROWS OF 

ARKANSAS RIVER, NEAR HARTLAND, KANS. (CAMP 5).

Two miles west of Hartland, Kans., Arkansas River flows between 

rock bluffs, the distance between which at the narrowest portion is

2,250 feet. The river channel occupies 900 feet of this distance, only 

a portion of which was utilized by flowing water on August 24, 1904.
MEASUREMENTS OF THE UNDERFLOW.

Test wells A, B, and C were driven to shallow depths for the purpose of determining the slope of the water plane through the Narrows.

3 {JSM

r

g U3M

f/SM $J

5 "S

In addit: on to these test wells, the elevation of the water was taken 

at Demli tiger's well and in the wells of station No. 38, and in test wells
24 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

driven for the purpose of testing- for rock. These wells form a line 

about a mile long', as indicated on the map (fig. 8). The gradient of 

the water plane in the first portion of this line was 7.5 feet per raffle; 

in the next portion it was 6A feet per mile, and in the next 9.2 feet 

per mile. Just above the Narrows the gradient was found to be 11.4 

feet per mile, and in the last portion, in the Narrows itself, the slope 

of the water plane was 8.5 feet per mile. A profile showing these 

gradients is given at the bottom of fig. 9.

Test wells Nos. 1 and 2 (shown in fig. 8) were driven for the purpose of testing for bed rock. What is believed to be rock was 

struck at test well No. 1, at elevation 3,011.7, or 37 feet below the 

water plane, and at test well No. 2 rock was reached at elevation 

3,009.8, or 39.3 feet below the water plane. Rock was also struck at 

station No. 38 at 38.75 feet below the water plane. As a diamond 

drill was not at hand, the evidence that bed rock was reached is, of 

course, not conclusive. The only test that could be applied was the 

evidence supplied by the drill on the wash pipe and by the way in 

which the 2-inch casing acted when an attempt was made to drive it.

Two measurements were made of the rate of movement of the 

underflow near the center of the Narrows at stations Nos. 37 and 38. 

The velocities determined were 9.6 feet per twenty-four hours at a 

depth of 16 feet and 3.4 feet per twenty-four hours at a depth of 

25 feet.

TABLE 5. Underflow measurements at camp 5, Narrows of Arkansas River, near Hartland, Kans.

Date of test.

1904.

No. of 

station.

37

38

Depth 

of 

wells.

Feet. 

16

25

Velocity of 

ground 

water.

Ft. per day. 

9 6

3.4

Direction 

of flow, east 

of north.

Location and remarks.

Do.

From the cross section of the Narrows (shown in fig. 9) an estimate 

can be made of the amount of water which flows through the Narrows. 

The total cross section of the sands, assuming the above test borings 

as indicating the true position of bed rock, is 75,000 square feet. 

Assuming one-third as the porosity of the sands and 10 feet per day 

as the average velocity of the ground water, the total flow through the 

Narrows would be 250,000 cubic feet per day, or 2.9 cubic feet per 

second. The actual average velocity of the underflow is undoubtedly 

much less than 10 feet per day, so that the above result represents the 

maximum that can be claimed in a high estimate.
CHAPTER II.

FLUCTUATIONS OF GROUND-WATER LEVEL.

INFLUENCE OF RAINFALL AND OF HEIGHT OF WATER IN 

ARKANSAS RIVER ON THE GROUND-WATER LEVEL.

During the field work of the summer several opportunities were 

found to observe the influence of a change of level of the water in the 

river upon the water plane in the adjacent bottom lands. The summer 

of 1904 was especially favorable for observations of this kind, as the 

season was an exceptional one, both in respect to the rainfall and as to 

the quantity of water flowing in the river. There was water in Arkansas 

River, in western Kansas, during nearly all of the time from the middle of June to the middle of September, and on several occasions floods 

of marked suddenness and great severity passed down the river. The 

rainfall during the same period was above the average. The record 

of rainfall from May 1 to October 1, as observed by the volunteer station of the United States Weather Bureau at Garden, Kans., is given 

in Table 6.

TABLE 6. Daily precipitation, Garden, Kans., May 1 to September SO, 1904-

Date.

1.................................................

2.................................................

3.................................................

4.................................................

5.!................................................

6..................... ...........................

8.................................................

9.................................................

10......................... .......................

11.................................................

12.................................................

13.................................................

14.................................................

15.................................................

16.................................................

18.................................................

19. ................................................

20.................................................

21.................................................

22.................................................

23.................................................

24.................................................

25. ................................................

26.................................................

May.

0.58

1.82

.75

.0

.0

.0

.20

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.03

..85

.0

.0

.0

.0

June,

0.0

.25

.04

.0

.0

.0

.0

.0

.72

.0

.0

.0

.30

.0

.0

.19

.0

.0

.0

.0

.0

.0

.0

July.

0.0

.0

.0

.95

.12

.55

1.10

.0

.05

.0

1.32

.08

.0

.0

.0

.0

.0

.0

a 1.42

.0

.0

.06

.0

August.

0.03

.0

.0

.28

.0

.45

.0

.0

Trace.

.0

.0

.0

.0

.0

.0

.0

.0

.04

.32

.0

.0

.0

.0

.0

.11

.0

September.

0.0

.24

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

o Much less at Sherlock, Kans.

25
26 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

TABLE 6. Daily precipitation, Garden, Kans., May 1 to September 30,1904 Continued.

Date.

27.................................................

28.................................................

29.................................................

30.................................................

31.................................................

Total .......................................

May.

0.03 

.04 

.0 

.0 

.0

4.30

June.

0.0 

.20 

.0 

.0

2.64

July.

0.0 

.0 

.0 

.0 

Trace.

5.65

August.

0.0 

.0 

.0 

.09 

Trace.

1.32

September.

0.10 

1.85 

1.10 

.10

3.39

Total for five months, 17.30.

Observations of the water plane were made very systematically 

during the various stages of the water in the river by Mr. Wolff, 

who was in charge of the party making the field observations. The 

results of these observations are given in the accompanying diagrams, 

which Mr. Wolff has constructed from the field notes. The first 

underflow determinations were made at the camp located about 2 miles 

west of Garden, Kans., on the ranch of Mrs. M. Richter, which is 

referred to in the text as camp 1. At this camp a number of shallow 

test wells were put in place for the special purpose of observing the 

position of the water plane. These test wells are shown on the map 

(fig. 2), from which it will be observed that test wells Nos. 1 and 2 

were located north of the river bank at a distance of about 1,070 feet; 

test well No. 3 was closer to the river, at a distance of about 360 feet 

from the north bank. A large well located on the ranch of Mrs. 

Richter, and used for irrigation, was also used for the purpose of 

keeping track of the fluctuations -of the water plane. The location of 

this well is shown on the map (fig. 2) near the quarter-section corner 

in the upper right-hand corner of the map. As will be observed, this 

well is situated a considerable distance upstream from test wells Nos. 

1, 2, and 3; hence the water in it stood much higher than that in the 

test wells, since the water plane slopes eastward at the rate of about 

7i feet per mile. The land in which test wells Nos. 1, 2, and 3 are 

situated is what is commonly called in that locality "first bottoms." 

Immediately north of test wells Nos. 1 and 2 the "second bottoms" 

begin, the land here being some 3 to 5 feet higher than in the " first 

bottoms." Two sloughs shown on the map were grass covered, but 

contained more or less water either during high stages of the river 

or after heavy rains. In fig. 10 the elevations of water in Arkansas 

River from June 16 to July 11, 1904, and the elevations in test wells 

Nos. 1, 2, and 3 and in Mrs. Richter's well are represented graphically. The elevations are expressed in feet above mean sea level, as 

determined from the United States Geological Survey permanent 

bench marks in the valley. The detailed observations at these stations 

are printed in Table 7, in which the elevations are given in feet above 

mean sea level. The observation of the height of the river was made 

from a gage rod. set up in the river and observed from the bank with
FLUCTUATIOHS OF GROTJHD-WATER LEVEL. 27

a level. Observations were made morning and evening during the 

period covered by the table. There were occasional omissions of 

observation of river height, due to the absence of the level from 

camp.

TABLE 7. Elevation of ground water in the Arkansas River and in test wells near camp 

1, 2 miles west of Garden, Kans.

[Wells Nos. 1 and 2 are 1,070 feet north of river; well No. 3 is 360 feet north of river. Datum is 2,800 

feet above mean sea level.]

Date.

1904.

Do .....

June 17.....

Do .....

Do .....

June 18.....

Do .....

June 20.....

Do .....

Do .....

Do .....

Do .....

Do .....

Do .....

Do .....

Do.....

Do.....

Do .....

July 1......

Do .....

July 2......

Do .....

Julys......

Do .....

July4......

JulyS......

July 6......

July 7 ......

Do.....

JulyS......

July 9 ......

July 10 .....

July 11.....

Time.

12m...... ...

12 m ..........

6 p. HI ........

12m..........

6 p. m ........

12 in ..........

6 a.m.........

Elevation of 

water in 

wellNo.l.

Feet. 

33.97

33.86

33.90

33.87

33.98

33.76

33.89

33.82

qo 77 .

33 94

33.87

33.77 

33.93

33.93

33.77

33.93

33.19

33.99

34.53

33.88

33.68

Hydraulicgradient per 

milefrom 

well No. 2 

to well 

No. 1.

Feet.

6.4 

4.7

8.1

6.4

7.2

8.9

6.7

6.9

6.7 

8.1

6.1

7.7

7.2

7.2

8.1

8.1

Elevation of 

water in 

well 

No. 2.

Feet.

33.53 

33.58

33.60

33.36

33. 51

34.13

33.81

33.75

33.53 

33.64

33. 55

3° 95

qq 7'?

Hydraulic gradient per 

milefrom 

well No. 

1 to well 

No. 3.

Feet.

6.3 

5.9

5.3

4.8

5.5

4.5

4:2

8.8

7.6

8.0

7.1

6.8 

5.1

3.6

3.9

7.2

2.72

3.64

1.71

Elevation 

of water 

in well 

No. 3.

Feet.

34.61 

34.55

34.61

34.41

34.47

34.33

34.38

35. 02

35.12

34.69

34 11

Elevation of 

water in 

river.

Feet. 

36.7

36.2

36.1

36.0

36.0

37.7

36.9

36.9

36 5

36.3 

36.2

35. 9 <

35.9

35.9

35.9

35.8

35.8

35.7

3<i 7

35.7

35.7

35.7

35.6

35.6

35.6

35.6

35.6

Barometric 

pressure in 

inches of 

mercury.

Inches. 

28.60

26. 62

26.55

26.63

26.50 

26.45

26.47

26.27

26. 35
28 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

From the morning of June 21 until noon of June 22, which are left 

blank in the table, there was no material change in the height of the 

river. The water in the river slowly sank during the period covered 

from noon of June 16 to noon of June 22. The record shown in fig. 10 

begins on June 16. The levels in the various wells remained substantially stationary from that date until June 22. During the night of 

June 21 a heavy rain fell, which is given on the official record at 

Garden as 0.94 of an inch. The test wells on the morning of June 22 

showed marked changes in the elevation of the ground water, due to 

the rain of the previous night. Well No. 1 rose 0.68 of a foot; well 

No. 2 rose 0.62 of a foot; well No. 3 rose 0.64 of a foot, while the 

Richter well rose 0.05 of a foot before noon of June 22, and by the 

morning of June 24 had risen 0.10 of a foot. The river remained stationary until 3 p. m. of June 22, when a flood consisting of an abrupt 

wave swept down the river, causing a rise of 1.7 feet. Notwithstanding this rise in the river, the water in test wells Nos. 1 and 2, 

1,070 feet from the river, fell during the interval between the morning and evening of June 22, while test well No. 3, which was situated 

within 360 feet of the river bank, was only 0.1 higher at 6 p. m. of 

June 22 than it was at 6 a. m. on the same day. These results show 

that the heavy.rain of the night of June 21 raised the water in all of 

the test wells, but that the flood of the afternoon of June 22 raised 

the water only in the well nearest the river. The river gradually 

receded from the high-water mark reached on the afternoon of June 

22, and all of the test wells gradually fell. There was no rain until 

July 4, except a slight shower on June 28. Test wells Nos. 1, 2, and 

3 showed a tendency to fall, although the water in the river was from 

2 to 3 feet higher than the water in the wells during all of this period.

The rise in the water plane from 6 p. m. of June 21 to 6 a. m. of June 

22, amounting to a rise of 0.68 foot in test well No. 1 and 0.62 foot in 

test well No. 2, was due, as stated above, to a heavy rain which fell during the night. From the data at hand it is possible to express the 

magnitude of the contribution to the underflow as so nianj^ cubic feet 

of water for each mile of the river valley. If this contribution be supposed to extend uniformly over a given period of time, then the addition to the ground water may be expressed as a continuous flow of so 

many cubic feet of water per second for each linear mile of the river 

valley. Thus, in the present case, if we suppose that the rainfall of the 

night of June 21 fell uniformly during the twelve hours from 6 p. m. 

to 6 a. m., we can readily compute that the observed increased amount 

of ground water was equivalent for each mile of valley along the river 

to a continuous flow of water amounting to 23.8 cubic feet per second. 

To put this in other words, we can say that if the sands of the valley 

had contributed to the river by seepage all of the water which the rain 

added to these same sands, the seepage would amount to a continuous
FLUCTUATIONS OF GROUND-WATER LEVEL.. 29

flow into each mile of the river of 23.8 cubic feet per second, maintained for twelve hours.

§?

~In a similar way, if the water contributed to the ground by the flood 

in the river from 3 p. m. to 6 p. m. of June 22 be considered as spread 

uniformly over twelve hours, it can readily be computed that the gain 

by the ground due to this cause represents a seepage loss for each mile
80 UNDEEFLOW IN AEKANSAS VALLEY, WESTEEN KANSAS.

of the river of 6.4 cubic feet of water per second. It can readily be 

seen, therefore, that the rainfall contributed a much greater volume of 

water to the underflow than was contributed by the flood in the river.

The average rise of the ground water during the night of June 21 

was such that it would require a rainfall, without run-off, of 2.2 inches 

to fully account for it. The rainfall recorded at Garden for the night 

of June 21 was 0.94 inch. The difference between the measured rise of 

the ground water and the rainfall is explained by the fact that there is 

almost no run-off from the level lands of the river valley, so that nearly 

all of the drainage is underground by means of the deposits of sands 

and gravels. The seepage of this drainage is in part toward the lowwater plane along and near the river channel. At such a place the 

amount of rise in the ground water would naturally be higher than 

coidd be accounted for by the localized rainfall.

After the high water of June 22 the river gradually fell until, on 

the morning of June 27, it had reached an elevation of 2,835.9 feet, 

which was 0.1 foot lower than its elevation on the morning of June 22. 

The water in the test wells gradually fell during the same period, the 

corresponding loss of ground water being given in Table 8 as a continuous flow of water expressed in cubic feet per second for 1 mile of 

river valley. By the morning of June 27 nearly all of the water contributed to the sands of the valley by the rain of June 21 and the flood 

of June 22 had disappeared. The gain and loss can be expressed as 

follows, in the form of a balance sheet:

TABLE 8. Loss and gain of ground water per mile of river valley, 1904. 

I. FROM RIVER TO WELL NO. 1, 1,070 FEET NORTH OF RIVER, GARDEN, KANS.

Time. .

Gain in 

ground 

water per 

mile of 

river valley.

Sec. feet. 

- 0.93

23.8

7.3

- 3.]

- 2.7

2.3

22.4

-14.6

- 1.0

Remarks.

and only slight change in elevation 

of water in well No. 1 until June 22.

of river water.

change in elevation of river water.

cipitation of 1.2 inches of night of 

July 7.
FLUCTUATIONS OF GROUND-WATER LEVEL. 31

TABLE 8. Loss and gain of ground water per mile of river valley, 1904 Continued.

II. FROM RIVER TO WELL NO. 2, 900 FEET NORTH OF RIVER, SHERLOCK, KANS.

Time.

July 27, 3 p. m., to July 27, 5 p. m..... .............

July 27, 7 p. m., to July 28, 6 a. m. .................

Gain in 

ground 

water per 

mile of 

river valley.

Sec. feet. 

- 2.0

- 1.0

54.0

72.0

65.0

1.5

-- 1.8

Remarks.

III. FROM RIVER TO WELL NO. 5, 550 FEET SOUTH OF RIVER, SHERLOCK, KANS.

July 27, 3p.m., to July 27, 5 p. m.... ..............

- 1.35 

- .54 

- .20 

63.8 

28.9 

13.4 

1.34 

- .'22 

- .92

IV. FROM WELL NO. 5 TO WELL NO. 6, 2,500 FEET SOUTH OF RIVER, SHERLOCK, KANS.

July 18, 7 a. m., to July 20, 12m...... ..............

'- 2.6 

- 1.5 

- .5

V. FROM RIVER TO WELL NO. 2, 1,730 FEET SOUTH OF RIVER, DEERFIELD, KANS.

5.26 

1.82 

- .61

Summary of loss coid gain of ground abater per mile of river valley.

GAIN.

Rain of night of June 21. From 6 p. m., June 21, to 6 a. m., June 22, 12 hours,

Flood of afternoon of June 22. From 6 a. m., June 22, to 6 p. m., June 22, 12

Total gain ..................................................................

LOSS.

TV\tft 1 1 f\CG

Cubic feet.

1,030,000

315, 000

1,345,000

233, 000

268, 000

700, 000

1,201,000

144, 000

Acrefeet.

23.6

7.2

30.8

5.4

6.1

16.1

27.6

3.2
32 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

In PI. I there is shown a view of a model designed to illustrate 

the changes in ground-water levels which have just been discussed. 

This model shows, by cardboard cross sections, the level of the water 

in Arkansas River and in three wells north of the river on various 

dates in June and July, 1904. These are the same wells and the same 

data given in Table 8 and represented graphically in fig. 10. The 

height of the river is represented at the left end of each cardboard 

section and the position of the surface of the ground water in the three 

wells appears at the appropriate distances to the right, the wells being 

indicated by vertical lines and by the right end of the card. The well 

represented by the right end of each cardboai'4 section is located about 

2,500 feet north of the north bank of the river.

The surface of the ground water is represented in the model by the 

straight lines forming the top of each piece of cardboard. Of course 

the actual surface did not consist of a broken line, as shown, but of a 

curved line passing smoothly through the angles of the broken line. 

The representation of the ground-water surface as straight lines 

between the various wells introduces no substantial error in the 

results, and it illustrates the characteristic changes with greater fidelity than curved lines, whose forms, in any case, could be known only 

approximately.

It can readily be observed from this diagram that the river and 

water plane remained substantially stationary from June 18 to June 21. 

The influence of the heavy rain, of the night of June 21 is shown on 

the third cardboard section by the more elevated water plane of the 

next morning, the river remaining stationary during this interval. 

The fourth cardboard cross section (6 p. m., June 22) shows the river 

flood, which began at 3 p. rn. June 22. This cross section shows that the 

water plane sank, notwithstanding this^heavy flood, except at the well 

nearest the river. The river gradually fell, the water plane also falling at the same time. The model shows the water plane at its lowest 

observed position on 'July 3. The section shown in the model for 

July 7 illustrates the influence of the rains falling from July 3 to 

July 7 in raising the water plane. The greatest rise in the water plane 

observed at any time is shown-in the model by the third section from 

the end, that corresponding to the morning of July 8. This rise was 

due to a rain of more than 1 inch on the night before. As in the previous instances, the water plane rapidly fell away after the rise. It 

is important to bear in mind that the height of the river remained 

almost constant from July 3 to 9.

These same changes are also shown in fig. 10, where a curve is given 

for the changing height of water in each well and the river. In using 

this diagram or the table it is important to know that it is usually 

necessary to compare evening observations with evening observations, 

and not with morning observations. Owing to changes in tempera-
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 153 PL. I

CARDBOARD MODEL OF CHANGES IN WATER PLANE NEAR CAMP 1.
FLUCTUATIONS OF GEOUND-WATEB LEVEL. 33

ture and barometer there are diurnal periodic changes in the position 

of the water plane, and these fluctuations are such that it is always 

more satisfactory to compare observations taken at corresponding 

times of the day, unless the intermediate changes are very violent. 

The morning level of the ground water is normally higher than the

nj

Elevations ofSherlock, Kansas. Jr Inwell water testat-i

«JI > CD

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 Aneroid barometer, uncorrected 

 Elevation of water In test well No.l

\

\ 

\

 «

^"X

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26.23

6

26.47 ^ 

4) 

5

<k 

O

<0

26.42 ^ 

1

26.62 

26.57

26.52 

2

FIG. 11. Curves of barometric pressure and height of water plane, showing correspondence between 

the fluctuations of the barometer and the water plane as observed on several dates at Sherlock, 

Kans. The dotted lines give the diurnal variations in the barometric pressure; the full lines 

show the elevations of the water in test well No. 1.

evening level, the fluctuations in the wells discussed above being indicated very clearly by some of the lines in fig. 10, especially those showing the June fluctuations in test wells Nos. 1, 2, and 3.

Some results showing the correspondence between the barometric 

pressure and the ground-water elevation were sought for at camp .1,

IKB 153 06 3
34 UNDEKFLOW IN AKKANSAS VALLEY, WESTEKN KANSAS.

near Sherlock, Kans. The data obtained are depicted graphically in 

fig. 11. The results were not what were expected, as the influence 

of the barometric pressure should be to raise the ground water as the 

barometer falls." This indicates that the low position of the ground 

water in the afternoon of each day is probably a temperature effect, 

due to the decrease in the capillarity of the water with the temperature. The ground water at test well No. 1, Sherlock, and in test wells 

Nos. 1, 2, and 3, Garden, was within 3 feet of the surface of the 

ground and the difference in temperature of day and night was very 

great.

In fig. 10 the level of water in the Richter well, 2,500 feet north of 

the river, is compared for a period of about thirty days with the elevation of the water in Arkansas River. The total variation of the 

water plane, as shown by the levels observed in the well twice daily 

during the thirty-day interval, did not exceed 2 inches. This shows 

that the influence of the river upon the ground water dies out to practically nothing in a distance of one-half mile. The influence of the 

rainfall upon the water in the well is traceable by a comparison of the 

rainfall record and the well curve, but it is uncertain whether any 

connection can be detected between the elevation of the river and the 

well curve. The influence of occasional pumping upon the groundwater level is quite pronounced.

The observations given above indicate the following conclusions:

1. The level of the ground water shows a marked tendency to remain 

at a level lower than the channel of the river at a point about onefourth mile north of the river channel.

2. The elevation of the water plane is very sensitive to the amount 

of rainfall, the rise in the water plane (due to a rain) in the first bottoms being greater than can be accounted for by the localized precipitation.

3. High water in the river has much less effect upon the level of the 

ground water than the rainfall, its influence being confined to a distance of a few hundred feet from the river channel.

4. The water plane falls at a very rapid rate after its elevation has 

been increased by rainfall or by a flood in the river.

5. The fact that the water plane lies for a considerable distance at a 

level lower than the river channel, even when there is water in the 

river for an extended length of time, and the rapid way in which the 

ground water sinks after its rise due to heavy rain, establishes the fact 

that the underground drainage through the sands and gravels beneath 

the river valley is more than sufficient to carry off all of the rainfall 

without run-off into the river channel.

«Slichter, C. S., Motions of underground waters: Water-Sup, and Irr. Paper No. 67, U. S. Geol. Survey, 

1902, p. 73.
FLUCTUATIONS OF GROUND-WATEB LEVEL. 35 

FLUCTUATION OF GROUND-WATER LEVEL AT SHERLOCK, KANS.

Observations of changes of level of ground water near Sherlock, 

Kans., were made during the period extending from July 15 to August 

3, 1904. For this purpose a number of test wells were driven, the 

location of which is shown in fig. 4. Of these test wells, No. 2 was 

900 feet and No. 3 was 400 feet north of the river; No. 5 was 550 

feet and No. 6 was 2,500 feet south of the river. The complete record 

of observations taken in the field is given in Table 9. The principal 

results presented by this table are shown graphically in fig. 12. As 

shown by this diagram, Arkansas River gradually fell from July 15 

until July 27. At this time the water in the river had reached a very 

low stage, the flowing water occupying a width in the channel of 

about a rod and a depth of about 6 inches.
TABLE 9. Elevation of water in river and in test wells, 

[Datum: 2,800 feet above mean sea level.]

Date.

1904. 

July 15 ........

July 16 ........ 

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

July 17 ........

Do......... 

July 18 ........

Do......... 

Do.........

Do......... 

Do......... 

Do......... 

July 19.........

Do .........

Do.........

Do.........

Do......... 

Do.........

Do.........

Do........

Do.........

Time.

5 a.m......... 

9.30 a. m......

10.30 a. m.....

11.30, a. m.....

10.45 a. m..... 

12m..........

1.30 p. m...... 

3.30 p. m...... 

5.30 p. m......

10 a. m .......

3.40 p. m......

5 p. m ........ 

6.15 p. m......

9.15 p. m. .....

11.15 p. m.....

Elevation of 

water in 

well 

No.l.

Feet. 

66.36 

66.28 

66.26

66.24

66. 21 

66.20

66.19

66.23

66.23

66.21 

66.16 

66. 12 

66.10 

66.09 

66.08 

66.08 

66.13

66.08

66.06

66.01

66.00 

66.01

66.04

66.04

66.04

Hydraulic gradient per 

mile from 

well No. 2 

to well 

No.l.

Feet. 

9.1

8.8

9.8

9.5 

9.3 

9.8 

9.7 

9.8 

9.9 

9.6

9.9

Elevation of 

water in 

well No. 

2; 900 feet 

north of 

river.

Feet. 

65. 50 

65. 45

65.28

65. 31 

65. 23 

65.19 

65.18 

65. 16 

65.14 

65.16

65. 06

Hydraulic gradient per 

mile from 

well No. 2 

to well 

No. 3.

Feet. 

2.4 

4.5

3.1

2.2 

2.1 

2.5 

2.6 

2.7 

2.8 

2.6

2.1

Elevation of 

water in 

well No. 

3; 400 feet 

north of 

river.

Feet. 

65. 73 

65.68

65. 52 

65. 48 

65.43 

65. 43 

65.42

65.41 

65.41

65. 26

Hydraulic gradient per 

mile from 

well No. 3 

to river.

Feet. 

2.9

2.4

.3.2

Elevation of 

water in 

river.

Feet. 

65.95

65.85

65.75

65.60

65.65 

65. 55

65.45

Hydr

lic gr

ent p

mile f

well 

5; 550 

south 

rive

Fee
FLUCTUATIONS OP GEOUND-WATEE LEVEL.

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i i O

FIG. 12. Elevation of water in test wells and in Arkansas River for the various dates from July 

in this diagram considerable rain had fallen. There were several heavy rains between July 3 

position of the water plane in all of the wells at the beginning of the period for which the d

of river; test well No. 3 is 400 feet north of river; test well No. 5 is 550 feet south of river; test w

f Pr& 
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 153 PL. II

CARDBOARD MODEL OF CHANGES IN WATER PLANE NEAR SHERLOCK, KANS.
FLUCTUATIONS OF GEOUND-WATEE LEVEL. £9

in the river the test wells north of the river fell at corresponding 

rates. The total fall in the river amounted to 0.95 of a foot; the fall 

in test well No. 3, 400 feet north of the river, during- the same period 

was 0.9 of a foot; in test well No. 2, 900 feet north of the river, 0.77 

of a foot; in test well No. 5, 550 feet south of the river, 0.5 of a foot; 

and in test well No. 6, 2,500 feet south of the river, 0.3 of a foot. 

On July 27, between 11 a. m. and 5 p. m., the river rose 1.6 of a foot, 

restoring the level of water in the river to the height of July 15 plus 

0.6 of a foot. This sudden rise in the river was not accompanied by 

rainfall in the neighborhood of Sherlock. Its influence upon the 

various test wells is shown by fig: 12. The immediate effect upon test 

wells Nos. 2 and 3, north of the river, was very apparent. Between 11 

a. m. and 7 p. m. test well No. 3,400 feet north of the river, rose 1.05 

feet, and test well No. 2, 900 feet north of the river, rose 0.49 of a 

foot. By the next morning at 6 a. m. the rive? had fallen 0.25 of a 

foot; test well No. 3, 400 feet north of the river, had risen about 0.1 

of a foot, and test well No. 2, 900 feet north of the river, had risen 

0.23 of a foot. The river continued to fall very slowly, on the morning of July 29 having fallen only about one-half of 0.1 of a foot from 

its elevation on July 28; the water in test wells Nos. 2 and 3 had 

dropped about the same amount, and on August 1, at 8 a. m., when 

the river had fallen 0.6 of a foot below its elevation of July 29, test 

wells Nos. 3 and 2 had dropped 3.6 and 1.8 feet, respectively. During 

this same period of time the water plane south of the river acted very 

differently from that observed on the north side of the river. The water 

in test well No. 6, 2,500 feet south of the river, fell continuously from 

July 18 to August 1, notwithstanding the flood of July 27; and that 

in test well No. 5, 550 feet south of the river, fell from July 18 until 

July 27, the total fall amounting to 0.47 of a foot. No observation 

was made at this test well on July 28, but by the morning of July 29 

the water had risen 0.45 of a foot. On August 1 it had fallen 0.2 of a 

foot below its level on the morning of July 29, in sympathy with the 

general fall of the water in the river. It can be seen from this that 

the elevation of the water in the various test wells showed all varieties 

of change during the flood in the river. The wells within 900 feet of 

the river fluctuated quite accurately with the changing level in the 

river itself, while the water in the test well one-half mile from the 

river seemed to show no effect of the flood in the river during the 

period of observation.

In explanation of the gradual fall in the test wells from July 18 to 

July 27, it must be remembered that the position of the water, as 

found on July 18, was high on account of the heavy rains which fell 

during the first twelve days of July. From July 4 to July 13, inclusive, 3.27 inches of rain were caught at the rain gage at Garden, Kans.; 

the rainfall at Sherlock, Kans., was probably as great, so it is very 

likely that the level of the water found in the test wells on July 15
4-0 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

and 18 was high owing to the previous rains. In fig. 13 the results 

of the.flood of July 27 are shown in greater detail than in the previous 

diagram.

A photograph of a cardboard model showing the changing positions 

of the water plane at Sherlock is reproduced in Pis. II and 111. The 

top of each cardboard corresponds to a cross section of the water plane 

taken across the valley on a certain date, the right side of each card 

corresponding with the north side of the valley, the left side correFIG. 13. Elevation of water in Arkansas River and in two test wells near Sherlock, Kans., for various 

hours during the flood of July 27, 1904. The vanishing influence of the flood with increasing 

distance from the river is clearly brought out by the diagram. Test well No. 2 is 900 feet north 

of north bank of river; test well No. 3 is 400 feet north of north bank of river.

spending with the south side of the valley. The location of each test 

well is shown by a vertical line, and the position of the channel of the 

Arkansas is indicated by the level segment of each card near the middle of each section. The model shows to the eye the way in which 

the river and the water in all of the test wells gradually fell from July 

13 to July 27, and it also illustrates the influence of the flood of July 

27 upon the wells near the river. It also shows that the level of water 

in well No. 6, one-half mile south of the river, was not influenced by 

the flood in the river, but continued to fall during the entire period. 

The decreasing influence of the river on the water plane with the distance from the river is brought out clearly by the diagram (fig. 13).

It is apparent from this model, as well as from the one shown for 

camp 1, that there is a marked tendency for the ground water near 

the river, especially on the north side, to remain at a lower level than
U. S. GEOLOGICAL SURVEY

CARDBOARD MODEL OF CHANGES IN WATER PLANE NE
FLUCTUATIONS OF GKOUND-WATEK LEVEL. 41

the water in the river itself. At the time the data presented by the 

model were obtained, there had been water in the river for six or seven 

weeks and the amount of rainfall had been above the average. These 

facts indicate that the underground drainage through the sands and 

gravels is more than sufficient to drain off the precipitation, without 

return seepage into surface streams and without run-off from the surface of the ground.

The various amounts of ground water gained or lost by each mile 

of the valley along the river at Sherlock from July 15 to August 1, 

1904, is expressed in Sections II, III, and IV of Table 8 (p. 31). For the 

purpose of making the results as definite as possible the gain or loss 

for each mile of valley is given as a continuous flow of water expressed 

in cubic feet per second. Thus, according to the table, the strip of 

ground between the river bank and test well No. 2, 900 feet north of 

the river, extending along the stream for a distance of a mile, lost 

water from July 15 to to July 20 at a rate equivalent to a steady flow 

of water equal to 2 cubic feet per second. During the flood on July 

27 this same strip of country absorbed water from the river during 

the first two hours of flood at the rate-of 54 cubic feet per second. 

The, rate of gain during the three following periods of two hours each 

was 72, 65, and 32.4 second-feet, respectively. During the eleven 

hours from 7 p. m., July 27, to 6 a. m., July 28, the rate of gain fell 

to 1.5 second-feet, after which the ground lost water. These results, 

and similar results for the south side of the river, are given in the 

table. Putting all of these results together we can compute the 

amount of water furnished to the sands by the flood in the river as 

follows, the computation applying to 1 mile of the river valley only:

Water furnished to sands near Sherlock, Kans., by flood of Arkansas River.

North of river: Cubic feet.

July 27, 11 a. m. to 1 p. m., 2 hours, at 54 cubic feet per second ... 389,000

July 27, 1 p. m. to 3 p. m., 2 hours, at 72 cubic feet per second.... 525,000

July 27, 3 p. m. to 5 p. m., 2 hours, at 65 cubic feet per second.... 467,000

July 27, 5 p. m. to 7 p. m., 2 hours, at 32.4 cubic feet per second .. 234, 000 

July 27, 7 p. m. to 6 a. m. July 28, 11 hours, at 1.5 cubic feet per

second....................................................... 59, 500

Total gain ................................................... «1, 674, 500

South of river:

July 27, 11 a. m. to 1 p. m., 2 hours, at 63.8 c bic feet per second . 459,000

July 27, 1 p. m. to 3 p. m., 2 hours, at 28.9 cubic feet per second .. 208, 000

July 27, 3 p. m. to 5 p. in., 2 hours, at 13.4 cubic feet per second .. 96,500

July 27, 5 p. m. to 7 p. m., 2 hours, at 1.34 cubic feet per second .. 9, 650

Total gain ................................................... 773,150

July 27, 7 p. m. to 8 a. m. July 28, loss at 0.22 cubic foot per second. . 10, 296

Net gain..................................................... & 762, 854

Total gain both sides of river.................................. < 2,437, 354

a Equals 38.4 acre-feet. & Equals 17.6 acre-feet. < Equals 56 acre-feet.
42 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

The gain of 56 acre-feet took place on land having an area of 175 

acres.

The above results show the gain between test well No. 2, 900 feet 

north of the river, and test well No. 5, 550 feet south of the river. 

There was some gain in ground water in the lands north and south of 

these boundaries, but the data are not at hand for the computation. 

The susceptibility of the adjoining -lands in receiving seepage water 

from the river was greater on the north side than on the south side of 

the river.

FLUCTUATION OF GROUND-WATER LEVEL AT DEERFIELD,

KANS.

Observation of the ground-water level was made at camp 3, near 

Deerfield, in three test wells. The location of these test wells appears 

on the map, fig. 6. The water in the river occupied but a small part 

of the river channel during most of the time during which these observations were made, and therefore the distances of the test wells from 

the edge of the flowing water are given in fig. 19, in preference to the 

distances from the river bank. Test well No. 1 was 1,100 feet, and 

well No. 2, 1,730 feet south of water in the river. Test well Ne. 3 

was 1,100 feet south of the river, but 1,000 feet upstream from test 

well No. 2.

TABLE 10. Elevation of water in river and test wells at Deerfield, Kans.

'

Date.

1904.

August 4.....

Augusts.....

Augusts.....

Augusts.....

Do.......

Do.......

Do.......

Do.... ..

August 10....

Time.

9 a. m........

.....do .......

.....do .......

7.30 a. m .....

12m..........

4.30 p. m .....

2.30 p. m .....

7.30a.m.....

Elevation 

of water in 

well No. 1, 

1,100 feet 

from river.

Feet.

2,923.02

2, 923. 14

2,923.21

2,923.23

2

QOQ OQ

2, 923. 23

2, 923. 23

2, 923. 29

2,923.32

Hydraulic gradient, per 

mile, 

from 

well 

No. 1

to well

No. 2.

Feet.

0.25

.17

.50

.50

34

.42

.25

.17

.08

.00

Elevation 

of water in 

well No. 2, 

1,730 feet 

from river.

Feet.

2, 922. 99

2, 923. 12

2, 923. 27

2, 923. 29

2, 923. 27

2,923.28

2, 923. 26

2, 923. 29

2, 923. 28

2, 923. 32

Hydraulic gradient, per 

mile, 

from 

well 

No. 2

to well

No. 3.

Feet.

8.7

9.0

8.8

8.4

8.5

8.5

8.7

8.8

8.7

Elevation 

of water in 

well No. 3, 

1,100 feet 

from river.

Feet.

2, 924. 57

2, 924. 75

2,924.87

2, 924. 82

2, 924. 83

2,924.83

2, 924. 84

2, 924. 89

2, 924. 91

Hydraulic gradient, per 

mile, 

from 

river

No. 3.

Feet.

-1.10

1.44

2.98

-1.58

-1.49

1.73

Elevation 

of water in 

river.

Feet.

2,924 80

2,924.45

2, 924. 25

2, 925. 10

2, 925. 20

2, 924. 55

The chart given in fig. 14 shows that a flood on August 7 in the 

river had no influence upon the water level in any of the wells, 

although frequent observations were made to detect such influence. 

The diagram likewise shows the effect of the rain in raising the ground 

water as shown by all of the wells from August 4 to August 7. Dur-
FLUCTUATIONS OF GEOUND-WATEB LEVEL. 43

ing this same interval the river was falling, while the ground water 

was rising. The rainfall was measured at camp by catching rain in 

a tin bucket and correcting for difference in area between top and bottom of bucket. The observed rainfall on August 4 and August 5 

amounted to about 1.75 inches. The water in the various test wells 

rose by the following amounts between August 4 and August 6: Test 

well No. 1, 0.17 foot, or 2.02 inches; test well No. 2, 0.29 foot, or 3.48 

inches; and test well No. 3, 0.30 foot, or 3.60 inches. If we assume 

that the soil had a porosity of 33^ per cent, these observed changes 

in the level of the water plane are equivalent to actual increments of 

0.7, 1.16, and 1.2 inches, respectively. These amounts will average

13 14

a IS 13

FIG. 14. Elevation of water in Arkansas River and test wells at Deerfield, Kans., August 4 to 14, 

1904. Test well No. 1 is 1,100 feet south of stream. Test well No. 2 is 1,730 feet south of stream. 

Test well No. 3 is 1,100 feet from stream and 1,000 feet from test well No. 2.

almost exactly 60 per cent of the rainfall for the two days, August 4 

and August 5, 1904. This result gives very direct proof of the excellent quality of the catchment area furnished by the sandy bottom lands 

on the south side of the river at Deerfield.

EVAPORATION EXPERIMENTS NEAR DEERFIELD.

The table of meteorological data below has value in showing that a 

considerable amount of stored ground water is lost in the first bottoms 

of Arkansas River by evaporation. Although these measurements 

extend over only a very brief period, they are sufficient to establish
44 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

the fact that the loss of ground water by evaporation is about ten 

times as great where the water is within 1 foot of the surface of the 

ground as it is where the water lies at a depth of 3 feet. The pumping plants that materially lower the ground water in the bottom lands 

will thus save a considerable amount of water that now goes to waste 

in evaporation and in supplying the rank growth of wild grasses that 

flourish in the first bottom lands. It is safe to say that this savaMe 

loss amounts on the average to a foot of water for each acre of first 

bottoms for the months of July and August alone.

The following is a record of observations of evaporation from three 

tanks filled .with natural soil in which the water plane was kept at a 

constant depth, compared with the evaporation from a tank of open 

water. The tanks were located in the bottom lands of Arkansas 

Valley, near the head gates of the Farmers' ditch. The soil is a sandy 

loam changing to coarse sand at a depth of about 3 feet.

Meteorological records at Deerfield, Kans., from July 3 to September 8, 1906.

Week of 

July 3-9 a. ..........

July 9-16 ..........

July 16-23 ..........

July 23-30. .........

July 30-Aug. 6...... 

Aug. 6-13...........

Aug. 13-20..........

Aug. 27-Sept. 3 ..... 

Sept. 3-8a ..........

- Rainfall in 

inches.

0.11

0.0 

0.08 

1.24 

1.50 

0.38 

0.05 

0.0 

0.03 

0.71

Vapor 

pressure.

.440 

.482 

.660 

.568 

.478 

.530 

.520 

.395 

.489

Per cent 

of 

relative 

humidity.

47.3 

50.2 

61.2 

63.9 

54.8 

57.3 

49.3 

41.4 

60.4

Velocity 

of wind 

in 

miles.

16.50

15.89 

16.13 

19.78 

12.05 

13.62 

13,26 

19.58 

17.19 

14.54

Evaporation in inches.

Open 

water.

2.53 

2.39 

1.80 

2.45 

2.22 

3.04 

3 19 

1,21

1 foot to 

water, 

soil cultivated.

1.48 

1.34 

1.14 

0.92 

0.70

1 foot to 

water; 

soil 

uncultivated.

1.73 

1.21 

1.38 

1.51 

0.87

2 feet to 

water.

0.65 

0,60 

0.49 

0.49 

0.60

3 feet to 

water.

0.13 

0.13 

0.23 

1.40 

0.05 

0.43 

0.17 

0.08 

0.12 

0.04

« Week incomplete.
CHAPTER III.

CHEMICAL COMPOSITION OF THE WATERS OF

UNDERFLOW.

THE

Chemical tests of the ground waters were made wherever possible 

during the process of the work. Portable field apparatus was at hand 

which could be used in making a few simple tests. The determinations made included titrations for chlorine, alkalinity, and hardness. 

Total solids were determined by means of the Whitney electrolytic 

bridge. The curve of total solids used in this case was obtained by 

evaporating a sample of water containing 95.9 parts per 100,000 total 

solids. The results of the test are brought together in Table 11, and 

the curve used for the determination of the total solids is printed as 

fig. 15 (p. 47).

TABLE 11. Analyses of ground water in the Arkansas Valley, western Kansas. 

WEST OF GARDEN, KANS.

Date.

1904.

June 28 ........

July 11 ........

July6 .........

Julj-5 .........

Do.........

June 20........

Do.........

Julys .........

Do.........

Do.........

July6 .........

Do.........

Do.........

Do.........

June 23. .......

Chlorine 

(parts per 

100,000).

4.61

5.31 

5.85 

21.79 

8.10 

8.51 

11.00 

8.51

6.72 

4.96 

6.00 

3.05 

2.70 

1.67 

4.59 

5.42

13.50 

12.80 

9.60 

21.30 

6.72 

13.12 

11.00

Alkalinity as 

CaCOs 

(parts per 

100,000).

14.0

31.0 

13.75 

22.9 

16.5 

19.0 

22.0 

17.0 

24.5 

15.0 

20.0 

16.1 

11.4 

12.9 

11.9 

14.7 

20.4

23.0 

19.5 

22.0 

20.5 

17.5 

24.0 

20.0

Degree 

of hardness 

(parts per 

100,000).

21.35

30.9 

49.1 

25.3

34.7 

37.6 

33.9 

38.65 

43.20 

40.51 

39.5 

13.9 

21.6 

14.6 

33.5 

38.8

53.5 

47.9 

48.0 

48.0 

36.0 

39.1 

39.5

Total 

solids 

(parts per 

100,000).

93 

105 

49 

33 

119 

127 

113

121 

37 

32 

36 

105 

114

121 

126

Temperature.

°F.

71.0

67.0 

88.0 

55.0 

58.0 

48.0 

51.0 

58.5

52'jO

52.0 

52.0 

55.0 

53.0 

55.0 

52.0

59.0 

62.5 

60.0 

52.0

Depth of 

well.

Feet.

10 

9

28 

17 

17 

15 

15 

32 

32 

58 

48 

56 

30 

16

5 

5 

3-4 

3-4 

3-4 

3-4 

12

Location.

River water. 

Do. 

Do. 

Do. 

Windmill south of river. 

Station 12. 

Station 8. 

Station 10. 

Station 4. 

Station 2. 

Station 1. 

Station 3. 

Station 6, well A. 

Do. 

Station 6, well B. 

Do. 

Station 11.

Mrs. Richter's well at 

camp.

Do. 

Do. 

Te'st well No. 1. 

Do. 

Test well No. 3. 

Do. 

New well (camp).

45
TJNDEKPLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

TABLE 11. Analyses of ground water in the Arkansas Valley, western Kansas Cont'd. 

WEST OF GARDEN, KANS. Continued.

Date.

1904.

Do.........

July 7 .........

Do.........

September 22 . .

1905.

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

Do.........

Chlorine 

(parts per 

100,000).

8.88

10. 62

.78

.67

2.06

4.2

5.1

4.1

3.4

11.4

17.6

1.2

Alkalinity as 

CaCO3 

(parts per 

100,000).

19.5

13.1

13.6

19.2

11.4

20.5

10 1

19.2

22.7

18.5

Degree 

of hardness 

(parts per 

100,000).

39.9

43.7

10.7

11.2

25.6

82.0

qi 9

27 9

39.3

45.9

21.3

Total 

solids 

(parts per 

100,000).

6

35

86

57

119

76

150

26

Temperature.

°F.

65.0

57.0

Depth of 

well.

Feet. 

12

14

16

25

 20

40

36

a 13

115

35

Location.

S., R. 34 W. 

Do.

Shultz.

GARDEN, KANS.

1904.

Do.........

Do.........

1905. '-

.85

.

14.1

IRQ

on Q

30.0

flQ O

OQ K

.16

80

110

16+40

78"

Santa Fe R. R. well.

SHERLOCK, KANS.

1904. 

July 16.........

July22.........

July 16. ........

July 19

July 16.. .......

July 26. ........

July 18..... ...

July 21.........

JulySO.. .......

July 22.........

Do.........

July23.. .......

Do.........

July 16. ........

July27. .......:

r»n

July 19. ........

Do.........

September 22 . .

4.04

3.85

.89

.50

.58

1.10

3.62

2.46

4.58

4.05

5 on

5.10

5.18

4.97

A Qn

Qfi

17.50

21.50

16.75

01 on

19.45

1 ?\ Qfl

15.90

17.45

14.65

1 PL 7R

15.50

15.25

16.25

16.85

19.00

21.30

27.70

Q7 Qfl

1 Q no

4.64

2.38

OQ -|f|

44.70

40.60

42 90

30.00

31.10

48.5

Kn c

20.0

9^ Q

29.9

73.0

74.0

30.0

56.0

42.0

35.0

55.0

Q<J n

80.0

 70 n

104 0

93.0

97 0

107.0

96.0

97 0

71.0

73.0

63.0

58.5

60.0

56.0

57.0

56 2

65.0

56.0

 57.0

57.7

55.0

54.0

55.5

57.5

8

18

8

26

22

10

14

20

18

22

' 18

28

28

40

Do.

Station 17.

Do.

Station 19.

Do.

Station 13.

Sec.30,T.24'S.,R.34W.

Sec.20,T.24S.,R.34 W.

Sec.30,T.22S.,R.33W.

a To water.
CHEMICAL COMPOSITION OF THE WATERS. 47

TABLE 11. Analyses of ground water in the Arkansas Valley, western Kansas Cont'd,

DEERFIELD, KANS.

Date.

1904. 

September 22 . .

Do.........

Chlorine 

(parts per 

100,000).

1.49 

2.60

2.45 

5.00 

7.60 

6.64 

5.11 

8.61 

5,32 

5.39

Alkalinit^ as 

CaC03 

(parts per 

100,000).

15.1 

14.7

17.7 

15.7 

16.2 

15.3 

16.0 

17.7 

15.5 

16.7

Degree 

of hardness 

(parts per 

100,000).

31.2 

28.9

32.7 

51.2 

55.2 

57.0 

48.4 

65.9 

44.4 

48.3

Total 

solids 

(parts per 

100,000).

22.0 

49.0

74.0 

95.0 

J17.0 

114.0 

90.0 

117.0 

108.0 

106.0

Temperature.

°F. 

66.0

60.0 

56.0 

59.5 

58.0 

57.0 

59.5 

59.0 

57.0

Depth of 

well.

Feet. 

10

24

LA*

24 

12 

25 

37 

6 

21 

16

Location.

NE. quarter sec. 26, T. 24 

8., R. 35 W. 

SW. quarter sec. 24, T. 24 

8., R. 35 W. 

Near station 28. 

Station 27. 

Well at camp. 

Station 23. 

Station 26. 

Test well No.l. 

Station 24. 

Station 16.

"

 30

~h 5 'ZOO 3OO +OO SOO fOO ri O SOO 9OO /OOO HOO 1200 i3OO /4OO I5OO 'fOO I7OO S90O '90O ZOOO

O/rms resistance

FIG. 15. Curve for Whitney electrolytic bridge used in converting resistance in ohms into total 

solids for ground waters of Arkansas Valley.

A comparison of the results of the tests at various stations shows a 

marked decrease in the quantity of dissolved solids in the water with 

the depth at which the sample was taken. In forcing- downiest wells 

at almost any point in the bottom lands of Arkansas Kiver the increasing- softness of the water can be noted almost from foot to foot. At a 

considerable depth, say from 60 to 100 feet or more, there are found 

waters which are popularly called in this region "second" or "third" 

waters, which are very much softer than the water obtained from
48 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

shallow wells. At points located in the sand hills south of the river 

there are places where shallow wells furnish water much softer than 

the so-called second or third waters found in the vicinity of Garden.

The total solids in the ground water determined at wells in the first 

camp, 2 miles west of Garden, varied from 121 parts per 100,000 for 

water taken -1 feet below the water plane to 103 parts per 100,000 for 

water taken at 6 feet, and 80 parts per 100,000 for water taken at 14 

feet. Water taken from the railroad well, 130 feet deep, at Garden, 

showed total solids of 16 parts per 100,000. Water in the sand hills 

south of the river at a depth of 9 feet showed 33 parts per 100,000 

total solids, and another well, deeper, but of unknown depth, showed 

6 parts per 100,000 total solids. The tendency of the ground water 

near the surface in the bottom lands of the river to run high in solids 

seems to indicate that this increased hardness is due to the loss of the 

ground water by evaporation. The water plane in these bottom lands 

lies close to the surface of the ground and is subject to frequent fluctuations due .to rain and changes of conditions in the river itself. 

These changes are sufficient to account for a large excess of dissolved 

solids in the surface waters, and it is believed that no other explanation is necessary. As the ground water moves downstream, the various filaments of moving water must thread themselves around the 

grains of sand and gravel, continually dividing and subdividing the 

water as it moves through the capillary pores. The effect of this action 

is to slowly work the concentrated water near the surface down to 

greater depths, forming a ground water of graduated strength. 

Every layer of silt, clay, or other impervious material which possesses 

a considerable area acts as a partition, separating the moving ground 

water into layers which do not mix, except where the impervious 

strata give out. This results in layers of water of distinct difference 

in total solids, which are locally known as "first," "second," and 

"third" water, etc.

In the following table (Table 12) the various samples of ground 

water are classified by depth of the wells, and the averages of the different determinations are tabulated. From this arrangement a comparison is possible between the waters of different depths, in which 

the errors due to special peculiarities of particular wells are partly 

eliminated. Some of the well water taken from stock or domestic 

wells showed marked pollution, but all such samples have been 

included in the table.
CHEMICAL COMPOSITION OF THE WATEES. 49

TABLE 12. Quality of ground water in Arkansas River Valley, as determined from the 

averages of classified samples.

Classification.

Wells under 10 feet deep:

Wells 10 to 20 feet deep:

Wells 20 to 30 feet deep:

Wells 30 to 40 feet deep:

Wells 40 to 70 feet deep:

Wells over 70 feet deep:

Sand hills wells:

Error. .......................... . .per cent. .

Chlorine 

(parts per 

100,000).

10.32

14.05

7.77

.829

10.66

.335

4.62

.397

8.60

2.47

.28

11.33

1.12

.160

14.29

1.24

.222

17.9

Alkalinity 

CaCO3 

(parts per 

100,000).

20.84

434

2.08

18.55

2.80

.251

1 >vt

17.62

.862

4.89

12.07

.298

2.47

16.27

.924

5.67

16.41

.587

3.57

Degree 

of hardness 

(parts per 

100,000).

38.53

3.76

9.77

1.321

40 95

1 989

4.85

38.00

2.312

6.08

16.70

1.659

9.93

28.37

.939

3.31

18.21

2.32

12.73

Total 

solids 

(parts per 

100,000).

75.80

10.47

13.83

96:73

4.87

5.04

91.00

5.162

5.68

92.75

9.5

10.23

35.00

1.031

2.95

. 24.67

5.854

23.7

26.86

4.05

15.06

Temperature.

0 F. 

60.50

.735

1.21

56.15

.795

1.42

55.50

.552

.995

55.05

.74

1.34

53.33

.596

1.12

61.25

1.07

1.75

The above table is not free from objection, since the waters of the 

first bottoms, second bottoms, etc., have all .been grouped together. 

The water in the first bottoms is softer than that in the second bottoms, 

owing to the ease with which both the rainfall and the softer water 

from the river contribute to its supply. In Table 13 all wells north of 

the river, less than 40 feet in depth, have been classified as first-bottom, second-bottom, and upland wells, and the averages of the various 

groups have been taken.

IKK .153 06 1
50 UNDEEFLOW IN ARKANSAS VALLEY, WESTEEN KANSAS.

TABLE 13. Quality of ground water in wells north of Arkansas River Valley and less than 

40 feet in depth, as determined from the averages of classified samples.

Classification.

First-bottom wells:

Error. ............................ per cent. . 

Second-bottom wells:

Upland wells:

Terror TIP v p^nt

Chlorine 

(parts per 

100,000).

.447

6.52 

4.04

.280

1.83

11.8 '

Alkalinity 

CaCOg 

(parts per 

100,000).

18.18

.309

1.7 

18.27

.819

4.48

.545

2.74

Degree of 

hardness 

(parts per 

100,000).

42. 81

1.672

3.91 

47.64

5.40

11.3

76.80

1.673

. 2.18

Total 

solids 

(parts per 

100,000).

93.75

3.318

3.54 

89.43

5.938

6.65

35.0

3.5

Temperature.

o p^ 

56.67

.387

.683 

52.0

(a)

a One observation.
CHAPTER -IV.

ORIGIN AND EXTENT OF THE UNDERFLOW.

ORIGIN.

The investigations which have been explained in the preceding pages 

of this report indicate that the water of the Arkansas underflow has 

its main source in the rainfall upon the sand hills south of the river 

and upon the bottom lands and uplands north of the river.

The average annual rainfall in the vicinity of Garden is about 20 

inches. A very large portion of this passes into the level and porous 

soil, so that the actual contribution to the underflow must be considerable. As previously stated in this paper there is a ground water 

district along the river that remains lower than the river, whether the 

same be flowing or not, in which region the rise in the ground water 

after a rain is more than can be accounted for by the localized precipitation. This fact indicates not only that the underground drainage at this point is contributed to by rainfall on distant catchment 

areas, but that the underflow constitutes a separate drainage system 

which is more than sufficient to take care of the rainfall. Determinations made in the sandy flats south of the river at Deerfield (see Chap. 

II) show that the rise in the water plane, observed after a rain 

storm, amounts to as much as 60 per cent of the water that fell. This 

fact verities what is quite obvious to a careful observer, that there is 

no run-off from the lands adjacent to Arkansas River in the region 

under discussion.

The total depths of the deposits of sand and gravels at Garden is 

not known very exactly. A deep well was sunk at Garden in 1888, 

which, according to a partial log printed in the local newspaper, 

showed that rock was reached at a depth of 311 feet. Every indication drawn from the behavior of the ground water shows that the 

gravels must extend to a considerable depth, so that it is safe to assume 

that the well log just referred to gives a correct notion of the depth to 

rock. However, as one approaches the western boundary of Kansas, 

bed rock comes near the surface, which fact, even if no other evidence 

were at hand, would show that no portion of the ground water could 

originate in Colorado. The former popular belief in a Colorado source 

of the ground water has practically disappeared, although a few settlers 

still adhere to it. During the summer of 1904 one resident of Finney 

County informed the writer that the water in his well was invariably 

roily after a rain storm during the preceding night in Colorado. This 

corresponds to nearly passenger-train speed for the flow t>f ground

51
52 UNDEEFLOW IN AEKANSAS VALLEY, WESTEEN KANSAS.

water. The story may be regarded as about the sole surviving ghost 

of the numerous extravagant beliefs which were formerly cur-rent 

among the settlers.

The region near Garden, Kans., is peculiarly the area properly 

called the High Plains. The land is level and completely covered in 

its natural condition with a short compact sod of buffalo grass. Johnson and other writers on this region have remarked the complete lack 

of run-off from this portion of the plains area. The precipitation 

falls mostly during the summer months and is sufficient in amount to 

maintain a luxuriant sod, which not only protects the soil against erosion, but prevents, by the obstruction offered by the grass, the escape

\

f 16 17 ig 13 20 Zl ZZ 23 Z< ZS ZS 27 i8 ZS 3O 31 Z 3

\J

FIG. 16. Elevation of water surface of Arkansas River at Sherlock Bridge, compared with rainfall

record at Garden, Kans.

of the water in flowing torrents. In consequence the rainfall is completely taken care of by absorption into the ground and by evaporation 

and use by the vegetation. Eastward from the High Plains region 

rainfall is greater, and the sod is not able to prevent the formation of 

rills and eroded channels, so that much of the water runs off into surface streams. Westward from the High Plains district, as Colorado is 

approached, the rainfall decreases and in consequence vegetation 

becomes so scant that it is not able to protect the surface of the 

ground from erosion even from a diminished rainfall. Hence it is 

that both to the east and west of the High Plains there is a marked 

run-off, buj: in the plains district proper the rains are disposed of by 

absorption.
OBIGIN AND EXTENT OF TTNDEEFLOW. 53

The above facts are well shown by the results previously discussed 

in this paper. The summer of 1904 was one of unusually ample rainfall in the plains, and many floods came down the river. The river 

was carefully watched by the field party and its elevation noted. 

Figs. 16 and 17 show the elevation of the river at Sherlock and Deerfield bridges, respectively, compared with the rainfall at Garden. A 

similar diagram for camp 1, near Garden, is given in fig. 10. A study 

of these diagrams shows practically no influence of the rainfall upon

2926.0

1 2924-.O

9 tO II 

AUGUST

o 1 i

AUGUST

FIG. 17. Elevation of water surface of Arkansas River at Deerfield Bridge, compared with rainfall

record at Garden, Kans.

the stream. Many of these rains extended into Colorado, where they 

were the cause of floods that showed themselves at the camps in 

Kansas many hours after the rain. Thus we have ample evidence of 

no run-off from the country between Garden and Deerfield, and at the 

same time have proof of a considerable run-off from the watershed 

toward the western limit of Kansas and in Colorado.

The few instances in which small surface streams are formed near 

the Colorado line like the plains streams known as Bear Creek and 

White Woman Creek are no exception to the statement above that
54 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

there is no run-off into the Arkansas in the High Plains district, for 

these streams entirely disappear as surface streams before the Arkansas 

is reached. Their waters, less the evaporation, are ultimately joined 

to the underflow. The situation may be summarized in the following 

words: The underground drainage in this region is so enormous, and 

the water passes through the gravel so freely, that there is no surplus 

water left to form surface streams, or to form a perennial supply for 

Arkansas River. If the gravels of the plains near Garden were less 

deep, it is entirely conceivable that the Arkansas River would be a 

perennial spring-fed stream at this point.

The large contribution to the underflow, which is made by the 

rainfall upon the sand hills south of the river, is clearly demonstrated 

by the course of the contours in fig. 5. In this diagram the soft water 

from the south side of the river can be observed to be pressing the 

hard water of the first bottoms northward toward the left side of the 

river valley.

Annual precipitation at Dodge and Garden, Kans.

Year.

IS'lb. ..........................

1876.......... .................

1877...........................

1878...........................

1879...................... ....

1881...........................

1882

1884...........................

1885...........................

1886...........................

.1887...........................

1889.......... .................

Dodge.

10.78

15.40

97 89

n Qf»

15.43

18.12

33.55

30.36

23.71

19.35

15.71

22 94

19 17

Garden. Year.

1 &Qfl

1891 '..........................

1894 .................... ...

1895..........................

1897..........................

1898..........................

1899 ..........................

1900..........................

1901..........................

1902..........................

1903..........................

Dodge.

11.72

32.34

19.66

10.12

12.60

20. 31

19.87

21. 58

31.46

28.45

20.76

16.06

17.70

15. 27

17.19

Garden.

27. 21

11.45

28.75

20.58

19.29

18.34

19.-65

20.64

21.05

NORTH AND SOUTH LIMITATIONS.

A noteworthy feature of the underflow is the lack of any natural 

north or south limitation to the easterly moving stream. There are 

important changes from place to place in the north and south slope of 

the water plane, but none are of sufficient consequence to materially 

modify the dominant influence of the easterly gradient of 7 to 8 feet to 

the mile. The velocities found at the edge of the sand hills to the 

south of the river, and at a distance as high as 9 miles from the channel of the river, are about the same as those found near the bed of the 

river in similar material. There is nothing surprising in this exceptthat the stratification of the sand and gravel on the High Plains is such 

that there is no natural north or south limitation to the eastwardmoving ground waters.
CHAPTER V.

SUMMARY OF TESTS OF SMALL PUMPING PLANTS IN THE 

ARKANSAS VALLEY.

GENERAL RESULTS.

Table 14 shows the results of tests of a number of pumping plants 

used for irrigation in Arkansas Valley between Garden and Lakin, 

Kans. Most of the entries in the table explain themselves.

The fuel used in most of the plants is gasoline, the current price of 

which during the summer of 1904 was 22 cents a gallon, a cost that is 

almost prohibitive, even when pumping water from the most excellent 

wells found in the valley.

TABLE 14. Tests of small pumping plants, Arkansas Valley, Kansas.

1

Owner of plant.

L. E. Smith..............

H.S. Kipp. ........ ......

J. R. McKinney..........

2

Location.

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

.....do........

3

Kind of pump.

IVfensre

inder.

.....do................

No. 3 centrifugal ..... 

No 14 centrifusral

cylinders.

4

Horsepower of engine.

6

10

7

Oi

10

' 6 

80

3£

5

5

Fuel used.

.....do....

.....do....

.....do....

.....do....

.....do.... 

Coal......

.....do....

6

Price of 

fuel per 

gallon.

$0.22

 .20

.21

.22

.121

.124 

«4.00

.12J

.124

7

Total 

lift.

Feet. 

22.1

15.5

15.06

17.0

15.8

63.0

22.13

17.60 

23.0

21.7

21.47

« Price per ton.

55
56 TJNDEKFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

TABLE 14. Tests of small pumping plants, Arkansas Valley, Kansas Continued.

1

Owner of plant.

Mrs. M. Richter. .........

C. E. Sexton .............

J.M.Root.... ............

L. E. Smith..............

H. B. Holcomb ..........

H. S. Kipp. ..............

8

Distance 

water is 

lowered

Feet. 

6.85

5.3

3.0

6.35

4.16

20.3

5 48

6.72

2.16

9.60

2.83

8.39

9

Yield of 

well per 

minute.

Gallons. 

272

394

91

540

215

183

290

363

198

2,300

96

420

10

Specific 

capacity 

of well 

per minute.

Gallons. 

42.2

73.0

30.3

85.0

51.7

9.0

54.0

91.6

240.0

34.0

50.0

11

Area of percolating or 

strainer 

surface.

Sq. feet. 

107.0

266.5

57.2

334.0

210.0

85.0

247.0

151.0

70.7

1,876.0

45.3

116.0

12

Specific 

capacity 

per square 

foot of 

strainer per 

minute.

Gallons. 

0.394

.27

.53

.254

.246

.106

.31

.356

1.290

.128

.75

.42

13

Cost of fuel 

per acrefoot of 

water.

$2.93

2.90

3.75

1.37

2.78

2.10

1.67

a. 85

1.09

1.20

14

Cost of 

fuel per 

1,000 footgallons.

Cents. 

&

A

A

A

A

A

A

A

A

&

a Including cost of labor and lubricating oil. 

SPECIFIC CAPACITY.

The numbers in column 10 express the readiness with which the well 

furnishes water to the pump. The numbers in each case were found 

by dividing the numbers in column 9 by the corresponding numbers in 

column 8; these numbers, therefore, express the amount of water the 

well would furnish if the water level Was lowered but 1 foot. These 

numbers constitute what the writer has called the " specific capacity" 

of the well, and are large in the case of a good well and small in the 

case of a poor well.

The water-bearing gravels are usually from 9 to 15 feet below the 

surface of the ground, and good wells can be very cheaply constructed. 

There is no quicksand or hardpan or other troublesome material above 

the water-bearing gravels. The well tubes or strainers are usually 12 

to 20 inches in diameter, and are made of slotted galvanized iron. 

For the most part the wells are of the very best design and possess a 

remarkably high specific capacity; the writer knows of few places 

where better ones can be constructed.

The usual construction consists of a dug well, 6 to 10 feet in diameter, excavated several feet below the level of ground water, with a number of "feeders" or tubular wells penetrating the bottom of the well. 

No better construction can be suggested for small plants. The only 

modification in detail that seems likely to better the present excellent 

results would be the use of galvanized-iron strainers with larger slots 

than are at present in use. This would be practicable at some of the 

wells. Heavy pumping would remove much of the fine material that 

now remains in contact with the present well strainers.
TESTS OF SMALL PUMPING PLANTS. 57

In column 12 there are given the same magnitudes as are expressed 

in column 10, reduced in each case to 1 square foot of well strainer. 

The numbers in this column express, therefore, the amount of water 

in gallons per minute furnished by 1 square foot of well strainer under 

a head of 1 foot of water. They are a numerical expression of the 

degree of coarseness of the material in which the well is placed.

These numbers are almost the same for all of the well plants, when 

proper allowance is made for difference in construction. At the 

Bichter, Fulmer, and Root plants, there are large dug wells with several feeders in the bottom. The numerous feeders interfere with each 

other somewhat, keeping the specific capacity lower than it would 

otherwise be. At the Logan and Sexton plants the construction is 

different. The Logan well is constructed of 20-inch casing, through 

the bottom of which are two 4-inch feeders extending 26 feet below 

the bottom of the 20-inch casing. The 20-inch casing is perforated 

for 10 feet at the bottom. At the Sexton plant there is a 12-inch 

well 22 feet deep, and a 10-inch well 31 feet deep, both perforated 

10 feet from the bottom.

COST OF PUMPING.

While the cost of water at these various pumping plants may at 

first glance seem high, and the results not especially encouraging, yet 

a more careful inspection shows that the facts are really highly favorable. It must be remembered that the cost of pumping is based upon 

a 22-cent price of gasoline. This price is almost prohibitive, but fortunately there exist several possible ways of cutting down very materially the cost of power, and on this point the following suggestions 

are offered:

In the first place, the cost of pumping can be reduced by the use 

of crude oil in place of the gasoline. Crude oil from Kansas fields 

should be laid down at Garden at from 3 to 4 cents a gallon. The 

crude oil requires a special device, which must be used in connection with the gasoline engine, called a generator, in which the crude 

oil, or part of it, is converted into a gas before it is led into the engine 

cylinder. By the use of such a generator the cost of fuel can be 

lowered to a point about equivalent to a 5 cents a gallon price for gasoline. The crude-oil generators will work best on engines of 12 to 30 

horsepower.

If plants of from 20 to 50 horsepower are constructed, as I believe 

will inevitably be the case in the near future, the cheapest power will 

probably be found in the use of coal in small gas-producer plants in 

connection with gas engines. a These small gas-producer plants are 

largely automatic in action and can be operated by anyone. With hard 

coal or coke or charcoal at $8 per ton, the cost of power would be less

a See test of producer-gas plant, Chapter VI.
58 UNDERFLOW IK ARKANSAS VALLEY, WESTERN KANSAS.

than one-half cent per horsepower for one hour, or only one-fifth of 

the cost of power from gasoline at 22 cents a gallon. The writer anticipates no difficulty, therefore, in keeping the cost of water below 60 to 

75 cents an acre-foot for fuel, or below $1.25 to $1.50 per acre-foot for 

total expense. Hundreds of such plants have been put in use in England during the past ten or more years, and they are in charge of 

unskilled labor. These gas-producer plants are used in England for a 

great variety of purposes, such as power for agricultural machinery, 

and for small electric-light plants for country estates, etc. They are 

used in as small units as 5 horsepower.

In this country the producer-gas plants have been in use for several 

years, and at the present moment they are fast taking the place of 

steam power in new plants. The cost of a producer plant and gas 

engine is about the same as the cost of a steam engine and boiler of 

same size when everything is included, but the cost of power from 

the producer-gas plant is very much less than that obtained from small 

steam engines.

In producer plants, ranging upward from 100 horsepower, a style of 

plant may be installed in which soft coal or lignite may be successfully 

used. This still further cuts down the cost of power. In fact, large 

plants of this type furnish the cheapest artificial power that has yet 

been devised. The saving is not only in fuel, but also in labor, as one 

man is capable of running a 300-horsepower plant.

That part of the operating expense which is properly chargeable to 

fuel cost can be accurately determined. Column 13, Table 14, expresses 

the cost per acre-foot of water recovered. In column 14 is given the 

cost of fuel for lifting 1,000 gallons of water 1 foot. For the purpose 

of comparison, these results are expressed in fractional parts of a cent. 

It should be noted that the cost given in the table is based upon a 

22-cent price for gasoline. There is no doubt but that producer-gas 

plants in moderate-sized units would enable irrigation by pumping in 

the bottom lands of Arkansas River to be highly profitable.

No allowance has been made for interest, depreciation, and labor. 

These expenses, if included, would about double the cost per acre-foot.
CHAPTER VI.

DETAILS OF TESTS OF PUMPING PLANTS.

TEST OF PUMPING PLANT OF D. H. LOGAN, GARDEN, KANS.

This plant is located in the northeast corner of sec. 13, R. 33 W., 

T. 24 S. , and is in the northwest corner of the city of Garden. The 

outfit consists of a 6-horsepower Fairbanks, Morse & Co. horizontal 

gasoline engine connected by a belt to a No. 3 centrifugal pump. The 

well is constructed of 20-inch galvanized-iron casing 32 feet long, perforated 10 feet up from the bottom, inside of which are two 4-inch 

feeders 28 feet long, perforated their entire length, and extending 26 

feet below the bottom of the 20-inch casing, making a total depth of 

58 feet. The pump has been in operation since April, 1902, and the 

engine since April, 1903. The water was measured lay the use of a 

fully contracted weir with a length of crest of 0. 66 foot.

The engine was started at 9 o'clock and the weir was ready for water 

at about 10. 30. The water was turned on weir and the head read until 

it became constant at 1 p. m. In order to determine the expense of 

pumping, all of the gasoline was used out of the reservoir, then 1 gallon was poured in and the length of the run noted to be one hour and 

thirty-two minutes, or two-thirds gallon per hour. As the engine is 

a 6-horsepower one, this equals 0.111 gallon, or 0.445 quart of gasoline 

per horsepower hour.

The average corrected head on the weir was found to be 0.440 foot. 

Using weir formula

where J=^0.66, whence c= 0.592, the discharge is found to be 

^ 0.6045 second-foot 272 gallons per minute.

Data of Logan pumping plant, Garden, Kans,

Feet.

Average depth to water while pumping. ................................ 18. 6

Normal depth to water ................................................ 11. 75

Amount lowered by pumping ............ ........................ 6. 85

Elevation of well platform ............................................. 2, 835. 26

Distance water was raised above platform ............................... 3. 5

Lift, or total distance water was raised .............. ...^^. .............. 22. 1

Total area of well strainer, 107 square feet.

59
60 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

The fuel cost of pumping was, therefore, 0.9 cent per 1,000 gallons 

of water recovered, or $2.93 per acre-foot. The cost of 1,000 footgallons (1,000 gallons raised 1 foot) was, therefore, 0.0406 cent, or 

one twenty-fifth cent.

The specific capacity of the well is 42.2 gallons a minute, or 0.394 

gallon for each square foot of well strainer.

The engine ran at a speed of 350 revolutions a minute, exploding 

143 times a minute. The diameter of engine pulley is 16 inches and 

of pump pulley 10 inches. This gives a speed of 560 revolutions a 

minute to the pump.

The size of the pond was 40 feet by 60 feet, mostly covered with a 

green scum, which would prevent evaporation. As to seepage, the 

pond falls 8 inches in twelve hours at night. The pond being 2,400 

square feet in area, the observed seepage represents a loss of 16.68 

gallons per minute, which should be added to the capacity of pump 

and well, but not to the effective capacitj^ for Mr. Logan.

There is a windmill at a well 20 feet north of the one pumped by 

the gasoline engine a 12-foot airometer connected to a 10-inch pump 

of 12-inch stroke. After the weir measurements were completed the 

windmill was thrown into gear. There was a brisk wind from the 

south and the pump threw a good quantity of water, but no appreciable 

lowering of the water in the gasoline-engine well 20 feet away was 

detected. The rise of the water in the well was obtained twice.

Below are the two sets of observations:

Rise of water after cessation of pumping in Logan well, Garden, Kans. 

FIRST TRIAL WINDMILL NOT RUNNING.

Time. Depth to 

water.

Feet. 

« 18. 60

16.05

14.56

12.95

12.50

Time. Depth to 

water.

Feet. 

12.36

12.35

12.25

12.15

SECOND TRIAL WINDMILL RUNNING.

(«)

18.0

16.5

14.35

13.10

12.90

12.55

12.56

12.45

12.25

12.25

12.25

12.25

Stopped pumping.
DETAILS OF TESTS OF PUMPING PLANTS. 61

The curves showing- the rate of rise of water in the Logun well after 

pumping ceased are given as curves 1 and 2 in fig. 18. Curve 2 is 

.Jhe one which was produced when the windmill was pumping from a 

well 20 feet away. The comparison of this curve with curve 1, which 

was produced when the neighboring well was not used, is very interesting, showing, as it does, a less rapid rise when the neighboring well 

was in use. To find the specific capacity for the Logan well from these 

curves we must substitute the values of the various constants in the 

formula

A H

c=17.25 -T- log -T- ga^ons per minute.

'inc/mf// / unrr/rrg

FIG. 18. Rising curves for Logan well. Curve 2 taken when neighboring well was being pumped by 

windmill. Curve 1 taken when windmill was shut off.

The value of the area, A, of cross section of the well casing is 2.17 

square feet, and H, the amount the water is lowered by the pump, is 

6.85 feet. The amount of depression, A, of the water level below the 

natural level at any time can then be selected from the curve, and the 

specific capacity readily computed. If t be taken to be 40 seconds, 

or f of a minute, h will be found from the curve to be equal to 

6.85 5.5=1.35 feet, hence

c = 17.25 X | X 2.17 X log ( :<-W ) gallons per minute = 39.5 gallons vi.ooy 

per minute.

The yield of the well for the maximum depression, 6.85 feet, must

then be

6.85 X 39.5 = 270 gallons per minute.
62 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

The curve of rise of water.forms one of the best methods of determining the yield of a well. Such curves can readily be obtained. Well 

data should always include measurements of the amount of lowering 

of the water surface by the pumps, and it is only necessary to continue 

these measurements after the pumps have stopped to secure sufficient 

data to estimate the specific capacity and total yield of the well. This 

avoids the necessity of constructing a weir or other method of measuring the water discharge. The accuracy is sufficiently great for the 

purpose for which such data are used. The method can be used only 

in cases where an internal suction pipe .extends into the well casing 

with sufficient room around it to permit a sounder to be lowered to the 

water surface. If there is no foot valve or other means for preventing the water from returning to the well after pumping ceases, the 

rising curve may still be used for the determination of the specific 

capacity, provided that only the portion of the curve be used which 

was formed after the water had completely returned to the well from 

the pump.

TEST OF THE RICHTER PUMPING PLANT, NEAR GARDEN, KANS.

This plant is located in the northwest corner of SW. i sec. 14, R. 

33 W., T. 24 8. The upper part of this well is cased with part of the 

old standpipe from Garden. The casing is 10 feet in diameter and 

'extends down 20 feet. In the bottom of this part of the well are 

placed four 8-inch galvanized-iron feeders, arranged symmetrically 

about the center; each feeder is 25 feet long, perforated its entire 

length, and extends about 2^ feet above the bottom of the large part 

of the well.

The pump used is a Menge pump, which operates on the principle 

of a screw propeller of a steamship. It bores the water out and up a 

square wooden penstock or pump shaft. There are two of these propellers mounted one above the other on vertical iron shaft inside the 

penstock. The top of the iron shaft carries the belt pulley and has a 

shoulder bearing which takes the thrust of the pump as a pull above. 

This pump is made in New Orleans.

The pump is run by a 10-horsepower Otto gasoline engine, which 

runs at a speed of 300 revolutions per minute. The circumference of 

the drive pulley is 5.25 feet, and of the driven pulley 2.65 feet, making the pump run at 595 revolutions per minute. The screws are 

boxed up and under water when the pump is not in operation. A 

small pond was constructed at the end of the discharge trough and a 

fully contracted rectangular weir of length of crest of 1.2 feet was 

used to measure the discharge. The measurements for head were 

taken 6 feet away from the weir, and boards were interposed between
DETAILS OF TESTS OF PUMPIN^ PLANTS. 63

the discharge trough and weir to cut down the velocity, which might 

tend to give erroneous results. The average corrected head on the 

weir was 0.371 foot. Using the weir formula

and taking c from Merriman's tables as 0.603,

q 0.876 second-foot =394 gallons per minute.

Using a small Price acoustic water meter in the discharge trough, 

by measuring the velocity at different places and also by integrating, 

the discharge was found to be 0.76 second-foot, or 342 gallons per 

minute. The water in the flume was so shallow that this determination is of little value. By putting chips in the discharge trough and 

catching the time with a stop watch, the surface velocity was found 

to be 1.565 feet per second. This number multiplied by 0.8 gives an 

average velocity of 1.25 feet per second and a discharge of 0.884 

second-foot, or 397 gallons per minute.

An attempt was made to determine the amount of gasoline used. 

The reservoir was filled full and the engine run for 1 hour and 36 minutes, or 1.6 hours. All the gasoline we had, 9i quarts, did not then 

fill the tank. This was at noon, July 6. On the morning of July 7, 

9^ quarts were required to completely fill the reservoir, a total of 18f 

quarts or 37i pints for the run of 1.6 hours for a 10-horsepower 

engine. The makers claim their engines use one pint per horsepower hour. This would require in this case 16 pints, or less than 

half of what was actually measured, if the engine developed its full 

horsepower. A leak in the tank or feed pipe is clearly indicated, so 

this amount, while being of value to the owner of the plant, is valueless so far as comparative cost of pumping is concerned.

Two observations of the rising curve were obtained which plot well 

together. The lower part of the curve is not accurate, because of the 

water in the penstock dropping back into the well when pumping 

ceases.

Data of Richter pumping plant, near Garden, Kans.

Feet. 

Elevation of the ground at well. ......................................... 2, 846. 0.

Average elevation of water in well ....................................... 2, 836. 8

Average elevation of water in well when pumping........................ 2, 831. 5

Elevation of discharge from penstock.................................... 2, 847. 0

Lift ............................................................. 15.5

Average amount water is lowered by the pump........................... 5.3

Number of explosions of engine, 126.5 per minute.

Total area of surface of well strainers and all percolating surfaces, 226.5 square feet.
64 UNDERFLOW IN, ARKANSAS VALLEY, WESTERN KANSAS.

The curve^ of rise for this well were obtained on two different 

occasions and are shown as curves 1 and 2 in fig. 19. They plot 

together very well. To find the specific capacity of the well from the 

curve, we note the following value8 of the constants in the formula 

for specific capacity:

A H

c=17.25 -7- log -TT gallons per minute.

The area, A, of cross section of the well casing, less the amount 

occupied by obstructions, is 76.79 square feet. The amount, H, that 

the water is lowered by the pump is 5.3 feet. The amount of depression, h, of the water surface below the natural level at any time can 

be selected from the curve. From the curve, at the close of ten 

minutes, h equals 5.3 less 4, or 1.3 feet.

4-00 500 60O

Time in -seco/rafs

FIG. 19. Rising curves for Richter well, near Garden, Kans.

Hence the specific capacity

f7f* ^7(\ K Q

c=17.25X ,Q log 1^3=81 gallons per minute.

Multiplying by 5.3, the head under which pumping took place, the 

total yield of the well is 81X 5.3=430 gallons per minute.

The above determination of the specific capacity is inaccurate, since 

the first portion of the rising curve does not show the true rate of 

rise of water in the well. The penstock of the propeller pump holds 

37.7 cubic feet of water, which immediately returns to the well when 

the pump is stopped. This amount of water is sufficient of itself to 

raise the level in the well bv 0.465 foot. For this reason, only that 

portion of the rising curve should be used which is not influenced by
DETAILS OF TESTS OF PUMPING PLANTS. 65

the returning- water from the penstock. Thus, if we use that part of 

the curve from £=100 seconds to £=600 seconds, we will eliminate 

the inaccurate portion. Making this modification, the data are 

changed to

H=3.75 feet; A = 1.30 feet; t=8% minutes. 

Computing the specific capacity on this basis, we obtain 

t?=73 gallons a minute.

Multiplying this by 5.3, the total estimated yield is 388 gallons a minute, which checks remarkably with 394 gallons a minute obtained.

The area of the strainer and bottom of the well is 266.5 square feet. 

The above specific capacity divided by 266.5 gives 0.341 gallon per 

minute as the specific capacity per square foot of percolating surface.

The engine ran at a speed of 300 revolutions and exploded 125 times 

per minute. This would indicate that it was working at about 83 per 

cent of its rated capacity. Assuming that such was the case, and that 

it would then use 83 per cent of the fuel necessary to run it at its full 

rated power (10 horsepower), we have 8.3 pints as the probable amount 

of gasoline used per hour by the engine during the test. This, at 20 

cents per gallon, would make a cost of 21 cents per hour. This 

assumption makes the cost of water 0.89 cent per 1,000 gallons, $2.90 

per acre-foot, and one-seventeenth cent per 1,000 foot-gallons.

TEST OF PUMPING PLANT OF C. E. SEXTON, NEAR GARDEN,

KANS.

This plant is located at about the center of sec. 13, R. 33 W., 

T. 24 S., and is 1 mile west of Garden. It consists of two pumps of 

16-inch stroke, with 6-inch pistons, connected to a walking beam and 

driven by 1^-horsepower Fairbanks, Morse & Co. vertical gasoline 

engine. The east well has a 12-inch casing 22 feet deep, and the west 

well a 10-inch casing 31 feet deep, both casings being perforated for a 

distance of 10 feet up from the bottom. The pump rods are 2 by 4 

timbers.

The two pumps discharge into an artificial pond or reservoir, and 

the flow was measured with a weir at the outlet of the reservoir. 

The weir was fully contracted with a length of crest of 0.66 foot.

The height of water on the weir was measured by placing a stick 

on the head of the nail arid marking the water line on the stick with 

a pencil, then measuring with a pocket tape; in the absence of a hook 

gage this was the best method that suggested itself.

The weir heights taken as a measure of the discharge of the pump 

are those obtained after the water level in the reservoir had become 

stationary, as indicated by an absence of systematic variation of the

IKK 153 06 -5
66 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

weir heights. As evaporation would make the results too small, the 

following data are important:

The size of reservoir is 50 feet by 90 feet, or 4,500 square feet; 

trees border the north and south sides, with high grass along the 

banks; brisk wind was blowing from southwest; temperature of air 

was 80°, temperature of water, 52°; there was sunshine until about 3 

p. m., when it became cloudy and the wind moderated.

The east well threw a much smaller stream than the west well, probably due to a leak in the suction pipe, and consequent pumping of air. 

No air was pumped by the west pump.

Measurements to the water surface in the east well were made at 

five-minute intervals, but no soundings were obtained in the west 

well. The number of strokes of each pump averaged 24.5 per 

minute during the test; the number of explosions of the gasoline engine averaged 106.2 per minute. The battery used with the engine 

not working satisfactorily, a gasoline torch was used for ignition. 

Gage readings of distance to water in well were made downward from 

a point on the well platform whose elevation above sea level was 

2,836.69.

Data of Sexton pumping plant, near Garden, Kans.

Feet.

Distance to water when level is normal................................. 8. 8

Distance to water when pumping....................................... 11. 86

Amount water level was lowered ................................. 3. 06

Elevation............................................................. 2, 827. 9

Distance water was raised above point on platform...................... 3. 2

Total distance water was raised (11.86+3.2) ..... ...................... 15.06

Total area of well strainers, 57.2 square feet.

The reservoir has been in use for some time and the seepage was 

probably quite small, a small enough per cent to be negligible. There 

was no leakage around the weir, or elsewhere.

The gasoline tank was filled at the start, and when the run was completed the amount needed to refill was measured, thus getting the 

amount used by the engine, which was 11 quarts for a run of 9 hours 

and 37 minutes, or 1.14 quarts per hour, making a trifle over threefourths quart per horsepower hour. The average corrected weir 

height was 0.206 foot.

Using the formula for a contracted weir

^ c % ff ,

and taking from Merriman's Hydraulics the value of the constant 

c for 5=0.66 and H=0.206 as 0.611, we have for the discharge

<?=0.202 second-foot, 91 gallons per minute.

With gasoline at 22 cents per gallon, or «5£ cents per quart, the expense 

of an hour's run, not counting gasoline used for ignition tube, is.
DETAILS OTf TESTS OF PUMPING PLANTS. 67

$0.0625 per hour, or $0.0115 per thousand gallons of water pumped, 

or $3.75 per acre-foot. The lift being 15.06 feet, the cost per 1,000 

foot-gallons is 0.076 cent, or about one-thirteenth cent per 1,000 gallons raised one foot.

On July 8 the rise of water in the east well was taken by means of 

a thin pine board stuck down between the casing and pump. The 

intervals of time were measured with a stop watch. The pine strip 

was lowered into the well until the water was reached, after which the 

board was drawn up, the wet line marked, the time recorded, and the 

board replaced, the observations being repeated as fast as possible. 

The distances marked on the strip were measured later.

Rise of water after cessation of pumping in Sexton well, near Garden, Kans.

Time. Rise.

Feet. 

0.46

2.44

2.92

3.01

3.02

3.03

The rising curve plotted from these data was of little use in determining the specific capacity of the wells, both on account of an 

unknown amount of water returned to the well by leakage of the 

pump, and because of the unknown amount of lowering of the water 

in the west well.

TEST OF PUMPING PLANT OF NATHAN FULMER, LAKIN, KANS.

This plant is in the center of NE. i sec. 10, R. 36 W., T. 25 S., 

Kearney County, 3 miles south of Lakin, Kans. The well consists of 

a wooden casing, 6 feet in diameter and 10 feet deep, sunk with the 

top flush with the surface of the ground. Inside of this cylindrical 

casing and extending 9i feet below the bottom of it is a tapered wooden 

curbing 10 feet long, 4 feet in diameter at the top, and 5 feet in 

diameter at the bottom. This curb was given the tapering form in 

order to lessen the friction on the sides in sinking the well. The total 

depth of the two large curbs is 19i feet. Arranged in a circle in the 

bottom of the main well, about 5 inches from the edge, are 7 feeders. 

Four of these feeders are 7 inches and 3 are 8 inches in diameter. The 

length of each feeder is 23 feet 4 inches. The feeders extend down to 

within 3 or 4 inches of an underlying clay or silt and 8 inches above 

the bottom of the large well. The total depth of the well is 42 feet. 

The feeders are made of No. 20 galvanized sheet iron with three-eighthsinch perforations arranged in circles from three-fourths of an inch 

to 2 inches apart,
68 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

The material encountered in sinking the well, according to Mr. 

Fulmer, was, first, 4 feet of clay, then sand, which became coarser 

with the depth. The bottom stratum consists of a mixture of fine 

sand and gravel, some of the latter being the size of a hen's egg. 

Water was found at a depth of 8 feet.

A local make of chain and bucket pump, known as the Pittman 

pump, is used in this well. It consists of an upper shaft and submerged lower shaft around which run the two sprocket chains to 

which are attached the galvanized iron buckets, each with a capacity 

of 12.5 gallons. The buckets, 33 in number, are hung between the 

chains and are of such shape that when they come over at the top of 

the circuit they discharge the water readily into the discharge trough, 

allowing very little to run back into the well. To aid in starting the 

water down the trough a number of horizontal guide vanes are placed 

therein with a slope away from the descending buckets in such a way 

that the water is started down the trough with very little splashing 

back into the well. These pumps are of a recent design, and are made 

in Kearney County. There are three such pumps in operation, one 

run by a windmill near Garden, and one owned by Mr. Root, a test of 

which is described in this report (pp. 70-73).

The power is supplied through the proper gearing by a Howe 

gasoline engine, built by the Middletown Machine Company, which 

develops about 7 horsepower at 285 revolutions per minute. The 

engine is cooled by water taken from the discharge trough. The 

supply of gasoline is put in a rectangular sheet-iron tank, 2.4 feet by 

2.6 feet by 1 foot high, which is placed in the ground outside the engine 

house. The ratio of the gearing between the engine and bucket chain 

i,s such that 1,75£ revolutions of the engine produce 1 revolution of 

the bucket chain, or 5£ revolutions of the engine to each bucket 

discharge.

The discharge trough empties into a reservoir from which the seepage is quite rapid. As there was no chance to put a weir between 

the pump and the reservoir, and since one placed at the outfall of the 

reservoir would measure only a portion of the water entering the 

reservoir, the amount of water pumped was measured by counting 

the number of revolutions of the bucket chain and computing the 

capacity of several buckets to secure an average \alue. The average 

capacity was found to be 12.52 gallons. The computed discharge, 

obtained by counting the revolutions of the bucket chain and noting 

the time, was 561 gallons per minute. It was estimated that the 

buckets lacked about 0.05 foot of being full, this being about 4 per 

cent of the measured capacity of the buckets. Also, during the run, 

22 buckets came up empty, caused by the failure of the valve in the 

bottom to work, which amounts to a loss of one-fourth of 1 per cent 

of the total discharge. Reducing the observed 561 gallons by 4 per
DETAILS OP TESTS OP PUMPING PLANTS, 69

cent gives 540 gallons per minute as the corrected discharge of the 

well. The water level was lowered 6.35 feet belpw the normal. The 

lift to the discharge trough was 17 feet. The engine ran at 240 revolutions and averaged 64 explosions per minute.

The amount of gasoline used was determined by measuring the 

depth of gasoline in the tank at intervals and noting the time at each 

measurement; then by plotting a curve the average rate per hour of 

lowering of the gasoline in the tank was obtained, and, the horizontal 

cross section of the tank being known, the amount of gasoline used 

per hour was computed to be 0.65 gallon. The cost of gasoline was 

21 cents per gallon in barrel lots, making the expense of running the

/

/

I '

^

1

+ 6 e

Change t

Change to

6.34-

o 6'd/3me

4 '(//amet

Norma/

v?/-

ir

yv

>Q /2 /* /6 /S 26

Time in minutes

FIG. 20. Rising curve for jfche Fulmer well, Lakin, Kans.

engine 13.65 cents per hour. The cost of water per acre-foot was 

therefore $1.37. The cost of water per 1,000 gallons was 0.42 cent, 

and the cost per 1,000 foot-gallons was one-fortieth of a cent.

A reservoir 100 feet wide by 240 feet long is used in connection with 

the plant. This reservoir was made by digging out the inside and 

using the material to form the banks. This produced a very porous 

bottom and much trouble has been experienced from seepage. To 

remedy this the bottom was puddled thoroughly by plowing and harrowing, then putting in chaff and straw and herding cattle and horses 

in the bottom for several days, but the surface of the water still drops 

about 6 inches per day.

One observation of the rising curve of this well was made (fig. 20).

It will be noticed that there is an irregularity in the curve corresponding to a depth of about 1^ feet below the normal water level, caused
TO UNDERFLOW IN ARKANSAS VALLEY, WESTERlST KANSAS.

by the sudden change in cross section from 12i square feet to 28i 

square feet at the top of the lower casing. From the rising curve the 

specific capacity may be obtained from the following formula:

c=!7.25 - log ? 

t h

At a point 4 feet above lowest position of water level the average 

area A of the well from 0 to this point is 17 square feet. £ 1.6 minutes; H = 6.35 feet; A=2.35 feet.

Then c 80 -gallons per minute. This, multiplied by 6.35, the amount 

the water was lowered by pumping, gives 508 gallons, which is within 

6 per cent of the observed discharge.

The total area of percolating surface, 7 feeders, and the bottom of 

the well, is 334 square feet. The above specific capacity divided by 334 

gives 0.24 gallon per minute per square foot of percolating area.

The amount of water recovered can not be increased without lowering the pump, as a glance at the diagram will show, the water level 

being now lowered slightly below the lower shaft.

The Fulmer plant was installed in the spring of 1903 and has been 

in operation since April of that year. The cost of the entire plant is

as follows:

Cost of Fulmer plant, Lakin, Kans.

Well: 

Material and lumber ................ . .....................

Reservoir, man and team, at $3.50 a day..........................

Engine:

Freight .......................................................

Shed, 8 by 22 by 7 feet......... ....................................

Incidentals .......................................................

Cost of 

material.

$18.50

58.80

260. 00

328.50 

18.62 

35.00

719. 42

Labor.

Time, in 

days.

a3

a 45

40

}.........

a5

Cost.

86.00 

90.00

140. 00

10.00

246.00

Total

cost.

$24. 50 

90.00 

58. '80 

140.00 

260.00

347. 12

45.00 

34.58

1,000.00

a Labor, S2 a day.

Mr. Fulmer uses water from the south-side ditch, and only about 15 

acres of cantaloupes and fruit trees are irrigated. The capacity of the 

plant is about 100 acres.

TEST OF PUMPING PLANT OF J. M. ROOT, LAKIN, KANS.

This plant is located at the southeast corner of northwest % sec. 4, 

R. 36 W., T. 25 8., Kearney County, 3 miles southwest of Lakin, Kans.

The well consists of a wooden casing, 6 feet in diameter and 12 feet 

long, sunk with the top flush with the ground. Inside of and below
DETAILS OF TESTS OP PUMPING PLANTS. 71

this is a 10-foot casing, 4| feet, in diameter at the top and 5£ feet at 

the bottom, sunk until the top is 2 feet above the bottom of the upper 

casing, making the total depth of the main well 20 feet. In the bottom of this main well are sunk 5 feeders in a circle about 10 inches 

from the edge of the lower casing. The feeders are 8 inches in diameter; two of them are 24 feet long and three are 18 feet long. The 

24-foot feeders project 2 feet above the bottom, while the 18-foot 

feeders project only 1 foot. These feeders are made of No. 20 galvanized iron, and the perforations are the same as in Fulmer's well, 

previously described.

The material encountered in sinking the well was, first, about 1 foot 

of sand, then about 17 feet of black dirt, followed by 1 foot of yellow 

clay and 2 feet of sandy clay. There is no record of the material 

encountered in sinking the feeders.

The Pittman pump is used in this well and is of the same pattern as 

that described in connection with the Fulmer plant. The buckets are 

smaller, having a capacity of 6.3 gallons, and the bucket chain has 

places for 40 buckets, 24 of which were in place at the time of the 

test. The vacant places were left at regular intervals around the 

chain, but the effect was to give the chain a swinging motion, which 

caused the slopping out of a great deal of water. The valves in the 

bottoms of the buckets also leaked excessively.

Power is furnished by a vertical 2^-horsepower two-cycle Weber 

gasoline engine with throttle governor, built by the Weber Gas and 

Gasoline Engine Company, Kansas City, Mo. The engine is cooled 

by a small tank and exploded by an autosparker. The ratio of the 

gearing between the engine and the bucket chain is such that 257 

revolutions of the drive wheel produce 1 revolution of the bucket 

chain, or 6.4 revolutions of the engine to each bucket raised, if the 

buckets are all on the chain.

There is no reservoir used with this plant. The discharge was 

measured with a fully contracted weir, with a length of crest of 1 

foot. The average head observed was 0.2805 foot, giving the following discharge by the Francis formula:

q = 3.33 (I - 0.2 H) H«

= 3.33 (1.0 - 0.056) 0.2S05« 

. = a. 33 X 0.944 X 0.1485 

= 0.4675 second-foot 

= 210 gallons per minute.

By the formula given by Merriman for fully contracted weir of 

length of crest of 1 foot the discharge is computed to be 218 gallons per 

minute. The following computations are based on a discharge of 215 

gallons per minute: As the water level was lowered 4.16 feet the specific 

capacity is 51.7 gallons per minute. The lift was 15.8 feet. The
72 "UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

engine averaged 488 revolutions per minute, exploding at every revolution.

The amount of gasoline used for a three-hour run was exactly 6 

quarts, or at the rate of 0.5 gallon per hour. This gasoline cost 22 

cents per gallon, making the cost of fuel 11 cents per hour. The cost 

of water is 0.855 cent per 1,000 gallons, $2.78 per acre-foot, and onenineteenth cent per 1,000 foot-gallons. The lack of economy in this 

plant is in the engine, which is old and in poor condition, and in the 

buckets, the valves of which leak badly. Also the water was lowered so far that the buckets did not start up full, and the swinging 

motion of the chain spilled a great deal. The owner has never been 

able to keep the plant running for more than half an hour at a time, 

and it took as long to put the plant in order as it did to make the test.

Time in minutes

FIG. 21. Two rising curves for the Root well: Curve A, after four or five hours of pumping; curve B, 

after only twenty minutes of pumping.

Two lising curves of this well were obtained, which make an interesting comparison (see fig. 21).

Curve A was taken late in the afternoon, after about four or five 

hours' pumping, and curve B was taken after about twenty minutes' 

pumping, when the water was lowered to the same depth as during 

the preceding afternoon.

Curve B is much steeper than curve A, showing that the water 

flowed into the well faster. This can be explained by the fact that 

during the short period of pumping (twenty minutes) the cone of influence had not extended as far as in the first case, and there was therefore less unsaturated soil to fill with water and a steeper slope of the 

ground-water surface.

The specific capacity of the well, determined from these curves, 

using the method described heretofore, is 62.5 gallons per minute. 

This multiplied by 4.16, the amount of lowering of the well by the 

pump, gives 260 gallons per minute, which is 19 per cent above the
DETAILS OF TESTS OF PUMPING PLANTS. 73

observed discharge. The percolating surface area of feeders plus 

bottom of well is 210 square feet, and dividing the specific capacity 

determined from the discharge by 210 we get 0.246 gallon per minute 

as the specific capacity per square foot of percolating area. This 

large error is probably caused by the steep slope given to the rising 

curve by the leakage of the water from the buckets. The pump must 

be lowered before a greater quantity of water can be recovered, as 

the water at present is lowered to the level of the lower shaft.

This plant has not been utilized for irrigation as yet, but its 

use is contemplated for irrigating about 20 acres of beets, cantaloupes, 

melons, and garden truck.

The Root plant was installed in the spring of 1904, being completed 

in the latter part of May. Its total cost was as follows.

Cost of Boot pumping plant near Lakin, Kans.

Well:

Labor 

Shed:

Cost of 

material.

®O7

42

100 

100

33 

4

306

Labor.

Time in 

days.

2 

9 

12 

17

Cost."

f4 

18 

24 

34

6

10

96

Total 

cost.

827 

42

4 

18 

24 

34 

100 

100 

6

33 

4 

10

402

"Labor, |2 a day.

TEST OF WELL AT KING BROTHERS' RANCH, GARDEN, KANS.

This well is located near the west side of sec. 30, R. 33 W., T. 22 S., 

about 12 miles northwest of Garden. Kans.

The well consists of a shaft, about 5 feet square, sunk 41.4 feet, to 

within 1.2 feet of the water level. From the bottom of this shaft a 

15-inch, perforated, galvanized-iron casing extends down to a depth of 

40.5 feet from the normal surface of the ground water.

It was put down by King Brothers to determine the amount of 

ground water which could be recovered at this point from a single well 

and its influence on other wells.
74 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

Fifteen feet from the first well a second well was sunk to a depth of 

91 feet, 7.9 feet lower than the first well. This second well was put 

down for the purpose of determining the effect on the water plane of 

lowering the water in the first well by pumping.

A No. 4 Byron-Jackson centrifugal pump was placed at the bottom 

of the shaft of the first well and connected by a long belt running over 

2 idle wheels to a 14-horsepower thresher engine on the surface of the 

ground. The discharge was measured by a fully contracted weir with 

a crest of 1 foot. The head at the time of maximum discharge, when 

the water in the well was as far down as the pump could lower it, 

was 0.25 foot, corresponding to a flow of 183 gallons per minute. 

This maximum rate was very difficult to maintain for any length of 

time, because of the temporary manner in which the machinery was 

installed. The belt was liable to slip and allow the water to rise several feet; also the idle wheels at the top of the shaft over which the 

belt ran were poorly mounted, and at times a stop was necessary to 

cool off a hot box at that place.

The above discharge was measured when the water level in the well 

was lowered 20.3 feet by the pump. Dividing the discharge by the 

distance gives the specific capacity of the well, or the amount of water 

furnished for 1 foot of lowering, as 9 gallons per minute. The total 

percolating area of well strainer exposed to the water was 85 square 

feet. From this it appears that the specific capacity of the well 

strainer is 0.106 gallon per square foot per minute.

As this was a test of the capacity of the well only, and not of the 

pumping plant, no indicator cards nor other device was used to get 

the efficiency of the plant, and no measure was made of the coal burned. 

The mechanical efficiency would undoubtedly have been low, as there 

was a constant slipping of the belt, and the idle wheels were homemade, running in wooden bearings, which were smoking constantly.

The maximum lowering of the water, in the main well was 20.2 feet, 

and the corresponding depression of the water plane, 15 feet away, as 

indicated by the test well, was 3.5 feet. This shows the steep slope of 

the water plane and the comparatively small radius of the base of the 

cone of influence.

Headings were taken of the water level in the main well and the test 

well, and the discharge was noted at intervals. The accompanying 

curve, fig. 22, shows rising curves for the main well and the test well 

plotted together. A study of the curve brings out several facts that 

might well be expected. The rise of the test well lags slightly behind 

that of the main well. The curve of the main well shows an irregularity due to the caving in of material around the strainer.

King Brothers contemplate sinking 20 of these wells, in a north 

and south line. They propose to connect them all with a tunnel just 

above the water plane and lay a main suction pipe in this tunnel, with
DETAILS OF TESTS OF PUMPING PLANTS. 75

branches tapping all the wells. The pumps will be located in the shaft 

already dug, and connected by a belt to the power plant on the surface. 

The owners paid 40 cents a foot for sinking the wells and furnished 

one man. The price paid for the 15-inch, No. 16, iron casing was $1 

a foot. They contemplate using wooden casing in the -remainder of

o s 10 is ; zo zs 30"

Time in minutes

FIG. 22, Rising curves for main well and test well, King Brothers' plant, Garden, Kans.

the wells. This will be made of pine lumber 1 inch by 3 inches. It 

will take 16 such boards to make the circular casing, at a cost of $3.50 

per hundred linear feet of lumber. One man, at $1.50, can make and 

perforate about 25 feet of this casing in a day. This would make the 

cost of wooden casing 62 cents per foot.
*T6 UNDERFLOW 1ST ARKANSAS VALLEY, WESTERN KANSAS.

After the tunnels and wells are dug- King Brothers purpose to contract for the installation of a compound Corliss engine and centrifugal 

pump at about $9,500. They expect the plant to raise 4,000 gallons 

of water per minute, with a 60-foot lift, this being at the rate of 

2,000,000 foot-pounds per minute on 4,800 pounds of coal per twentyfour hours. If the coal contain 12,500 British thermal units, and if 

the boiler efficiency be assumed at 75 per cent, engine 13 per cent, and 

belt 90 per cent, the pump would be required to have an efficiency of 

70 per cent to realize the above expectation. These figures require 

that the plant turn out 5.9 per cent .of the energy in the fuel in the 

form of useful work.

TEST OF CITY WATERWORKS WELL, GARDEN, KANS.

The first test began at 4.25 a. m. June 28, 1904, when tine pump 

was started. The second pump was started at 5.50 a. m. Ther hydrants 

used in flushing the sewers were opened at about 7.30 a. m. and closed 

at 10.35 a. m. The east pump was stopped at 11.15 a. m.; the west 

pump was operated constantly all day. On account of the flushing of 

the sewers an exceptionally large amount of water was pumped during 

this test.

Gage heights in the well were read every five minutes, and the number of cycles of each pump was recorded every tenth minute for the 

ten preceding minutes. The pumping machinery consists of two 

compound steam duplex pumps, with cylinders 8 inches by 12 inches, 

which are very old and worn. The test was continued until 12.40 

p. m. At 8 p. m. the test was again taken up, this being the time 

when the sprinkling of lawns is stopped. The cycles of the engine 

were counted and well heights taken as before.

Pumping is stopped at 9 p. m. Sprinkling of lawns is allowed from 

7 to 11 a. m. and from 4 to 8 p. m. Most of the rise of water in the 

well occurs before 9 p. m., when the pump is stopped. A plug was 

made for the feeder and inserted July 7, but it did not fit tight enough 

to stop the flow. The rising curve was taken July 7 in the^evening 

and also July 8, when the plug was driven down so as to be watertight. July 11 the rising curve was again taken when the water was 

lower.

The well is 16.2 feet inside diameter and 20 feet deep. The bottom 

is about 8.9 feet below the normal level of the ground water. There 

is a 10-inch feeder in the bottom of the well, which extends to a depth 

of 42 feet below the ground and about 3 feet above the bottom of the 

large well. It is open at the bottom and perforated 10 inches up 

from the bottom. The water level is about 11 feet below the ground 

level.
DETAILS OP TESTS OF PUMPING PLANTS. 77

Data of city watemvorks well, Garden, Kans.

Feet.

Elevation of top of well roof........................................... 2,837.26

Distance to top of gage................................................. 10. 35

Distance, top to 0...............--..............---.--..-.----.-..---.- 13. 25

23.60

Elevation, water normal............................................... 8. 72

Normal elevation of water ............................................. 2, 822. 38

Ground level.......................................................... 2,832.00

Elevation of bottom of well 2,813.66 0 of gage. 

feet

8.8 

.7 

.6

Norma/ It 3.7/

80 

.9 

.8

.7

.6

7.3

Time of day P.M.

FIG. 23. Rising curves for city waterworks well, Garden, Kans.

The rising curves obtained for this well on June 28, July 7, 8, and 

11 are reproduced in fig. 23. Fig. 24 gives the engine cycles and elevation of water in the well for several hours of heavy pumping on 

June 28, 1904, while the sewers were being flushed. The displacement in the two cylinders of one of the pumps amounts to 1.362 cubic 

feet. The curve in fig. 24 enumerates the cycles of pumps, so that 

the total discharge of the pumps can be obtained, if no allowance be
78 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

made for slip, by multiplying the number of cycles by 1.362. The 

discharge, computed in this way, amounts to 685 gallons a minute.

The amount of slip is enormous. Using the rising curve for June 

28, we may place H 0.65, 7^=0.46, and A=204.5 square feet in the 

formula for specific capacity. This gives a specific capacity

c=53 gallons a minute.

This result is much below the normal on account of the excessive 

amount of pumping on that day, due to the flushing of sewers. The 

maximum amount of lowering of the water in the well was 5.48 feet,

Water /ev

PIG. 24. Elevation of water in city well, Garden, Kans., and engine cycles of steam pump during 

heavy pnmping while flushing sewers, June 28, 1904.

which occurred at 10.30 a. m., when the pump cycles numbered 67 per 

minute. Multiplying 5.48 by 53, the total discharge at that time is 

found to be 290 gallons a minute. The slip of the pump must therefore have amounted to 57 per cent at this time.

Using the rising curve of July 7, the specific capacity of the well is 

found to be 67 gallons a minute. The following table shows the 

specific capacities computed for the several dates:

Specific capacity of city waterworks well, Garden, Kans., 1904-

Rising curve.

Specific capacity per 

minute.

Gallons.

June 28, 8.55 to 9.05 p. m. 

July 7, 9 to 9.10 p. m ..... 

July 8, 9 to 9.10 p.m..... 

July 11, 9.05 to 9.15 p. m .
DETAILS OF TESTS OF PUMPING PLANTS. 79

These results furnish interesting comparisons. The low specific 

capacity on June 28 was obtained after the prolonged and excessive 

pumping for flushing of the sewers. There was a light rain on the 

night of July 6, and a heavy rain on the night of July 7, which influenced both the consumption of water in the city, and in a slight degree 

the amount of ground water available.

On July 8 and 11 the feeder in the bottom of the well was plugged. 

The plug did not leak, but the casing of the feeder must have leaked 

badly since no influence upon the specific capacity of the well can be 

detected.

In Water-Supply Paper No. 67, a a rising curve for this same well is 

given, as observed by Johnson in 1900. From that curve it is possible to compute the specific capacity of the well in 1900. The following determinations are based upon various intervals after pumping has 

stopped, as indicated in the table. The specific capacity of a well 

always appears to be lower than its true value, if the very last portion 

of the rising curve be used, since at this period a large fraction of the 

water is being utilized in filling up the ground around the well.

Specific capacity of city waterworks well, Garden, Kans., 1900.

Intervals,

20-40 minutes. ..............................................................................

Specific capacity per 

miniate.

Gallons. 

73.0

71.0

66.4

63.0

59.0

55.0

These results seem to be identical with those obtained in 1904.

The average specific capacity (77 gallons a minute) as determined in 

1904 indicates that the maximum yield of the well, if the water in the 

well be lowered 8 feet, is 615 gallons a minute. The pumps in use ;ti 

present can not pump much more than half of this amount of water on 

account of the worn condition of pistons and cylinders.

The total percolating surface of the well bottom and strainer of the 

feeder is 247 square feet. From this it can be deduced that the specific capacity of the well is 0.31 gallon a minute per square foot of 

percolating surface.

aSliehter, C. S., The motions of underground waters: Water-Sup, and Irr. Paper No, 67, U, S. Geol. 

Survey, 1902, p. 68.
80 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

TEST OF HOLCOMB'S PUMPING PLANT.

A very important attempt to recover water from the underflow was 

begun in the 1904 season by the owners of the Riverside stock ranch, 

about 7 miles west of Garden, Kans. A well 200 feet long and 5 feet 

wide, excavated to a depth of 9 to 10 feet below the water plane was 

constructed of sheet piling, and 11 galvanized-iron feeders were inserted 

in the bottom of the wells to a depth of about 20 feet. A 75-horsepower Corliss engine with condenser, a 90-horsepower boiler, and a 

No. 15 Byron-Jackson centrifugal pump were put in position at the 

north end of the well. Foundations for the engine and pump and 

buildings to cover the machinery were constructed in a very substantial manner. As soon as the engine and pump are in satisfactory 

working order it is purposed to sink a large number of additional 

feeders in the bottom of the well in the expectation of increasing its 

capacity to 6,000 gallons per minute. The approximate cost of the 

plant is about $8,000 for machinery and $4,000 for the well. Trinidad 

slack coal is used for fuel at a cost of $4 to $4.50 per ton.

The construction of this pumping plant has attracted very wide 

attention and if it proves to be a success it will mean a great deal for 

the progress of irrigation in the bottom lands of Arkansas Valley. 

There is some question whether 6,000 gallons per minute can be 

obtained from the present well, even with a very large number of additional feeders, but it will be entirely practicable to increase the length 

of the well without very much additional expense. The present well, 

with ten 20-foot feeders, 16 inches in diameter, would furnish about 

6,000 gallons per minute, if we can rely upon a specific capacity of 

one-third gallon per minute for each square foot of strainer. This 

would require, however, the lowering of the natural level of the water 

to a distance of 10 feet, which is somewhat more than would be best 

for the most economical running of the plant. a

Both suction and discharge pipe of the centrifugal pump are made 

of No. 16 galvanized iron, riveted and soldered. A 20-inch flap valve 

is placed at the upper end of the discharge pipe, dispensing with the 

use of a foot valve. The pump is primed before starting by opening 

a 1-inch valve in a lead pipe from the main pump to the air pump. 

When the proper vacuum is shown by the gage the 1-inch valve is 

closed and the engine started.

A test run of the plant was made for five days, from July 18 to 23, 

1905. The engine was started at the lowest speed at which it would 

work the pump satisfactorily. After running at this rate for fortyeight hours the speed was increased until nearly the full capacity of 

the well had been reached.

The amount of water pumped during the test averaged about 2,300 

gallons a minute, or 5 cubic feet of water a second. This is equivalent

a Actual test of tJie plant shows that this amount of water can not be recovered without extending 

the well.
 DETAILS OP TESTS OP PUMPING PLANTS. 81

to a daily discharge of 10 acre-feet, or a sufficient amount of water to 

cover 10 acres of land 1 foot deep. As is well known, the present well 

is not sufficient!}7 large to supply the pump and engine with all of the 

water that they are designed to handle; in fact, the pump and engine 

are capable of handling three times the amount of water at present 

available for long-continued runs. It is expected that by clearing out 

the feeders at present in the well, and by enlarging the well, the 

capacity of the plant will be greatly increased; but even at the present 

low rate of deliver}7 , and consequent rather low efficiency of the 

machinery, the cost of water delivered is comparatively low.

The average amount of coal consumed was 2,450 pounds per twentyfour hours, or about li tons per day. At $4 a ton the daily cost of 

coal was $5 per twenty-four hours. The cost of labor for the day and 

night man, each at $1.25 per day, makes the cost for coal and labor 

$7.50 per twenty-four hours. The cost of lubricating oil and miscellaneous supplies may be estimated at $1 a da}7 , making a total cost of 

$8.50 per twenty-four hours. At this rate the cost of .water was 85 

cents per acre-foot, not including interest on the plant nor any allowance for depreciation and repairs on the machinery and well. If these 

latter items be included, the cost of water would be very materially 

increased.

It seems, however, unfair to estimate these charges at the present 

time, as the expense of erecting the plant was incurred on the basis of 

securing a very considerably larger amount of water than is at present 

delivered; for that reason the interest charges would be very high, if 

charged against the present amount. It seems very probable that if 

the supply of water from the well is sufficiently increased the plant 

will ultimately be capable of delivering water into the ditch at a cost 

not to exceed $1 per acre-foot, including a moderate charge for interest 

and depreciation on machinery, but not including any profit.

The following tables show the fuel consumed and the data obtained 

during the test. The well was not of sufficient size to supply the 

pump with water, and toward the end of the run difficulty was experienced in operating the plant. Occasionally the water became so low 

that air would be taken into the suction pipe, and the plant would 

have to be stopped to prime the pump. In order to secure proper 

returns, it will be necessary to enlarge the well to about three times 

its present capacity, otherwise the engine and pump will be entirely 

too large for the well.

IRR 153 06 6
82 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

Consumption of coal at test of flolcomb pumping plant.

Pounds.

July 20, 6 a. m. to 6.30 p. m .............................................. 1,386

July 20, 6.30 p. m. to July 21, 6.20 a. m ................................... 1,386

July 21, 6.20 a. in. to 6 p. m .............................................. 1,134

July 21, 6 p. m. to July 22, 6 a. m. «....................................... 1, 260

July 22, 6 a. m.to 6.30 p. m .............................................. 1,134

July 22, 6.30 p. m. to July 23, 6.30 a. m. ^>................................. 1, 134

July 23, 6.30 a. m. to 2.40 p. m............................................ 832

8,266

Data of test of Holcomb pumping plant. 

[Prom 7.54 a. m., July 18, to 2.40 p. m., July 23.]

Date.

July 18.. 

July 18..

July 18..

July 18..

July 18.. 

July 18..

July 19. .

July 20.. 

July 21..

July 22.. 

July 23..

Hour.

7. 54 a. m. ...................................

8.45a.m....................................

9.30 a.m....................................

11.20 a.m...................................

2.25 p.m....................................

4.25p.m....................................

7. 45 a. m.. ..................................

8.20 a.m....................................

7a.m...................................... 

.....do......................................

Discharge of flume.

Cubic 

feet per 

second.

0 

13.33

7.42 

7.38 

6.29 

5.87 

5.32 

4.89 

4.67 

4.72 

5.30 

4.67 

5.82 

5.68 

5.30 

5.03 

5.15

Gallons 

per minute.

0 

5,980 

3,330 

3,310 

2,820 

2,630 

2,380 

2,190 

2,090 

2,110 

2,380 

2, 090 

2,610 

2,540 

2,380 

2,250 

2,310

Depth of 

water 

below its 

initial 

position.

Feet,. 

0 

4.40 

7.25 

7.27 

7.44 

7.61 

7.61 

7.62 

7.80 

7.74 

7.87 

8.40 

8.50 

9.50 

9.53 

9.30 

9.60

Speed in revolutions per minute.

Engine.

0

75 

73 

73 

73 

73 

73 

73 

73 

72 *74 

75 

74 

77 

77 

76 

77

Pump.

0 

350 

344 

345 

344 

330 

344 

344 

344 

344 

346 

352 

345 

360 

360 

357 

361

TEST OF PRODUCER-GAS PUMPING PLANT NEAR ROCKY FORD,

COLO.

The future of irrigation in the bottom lands of Arkansas Valley 

will be greatly influenced by the cost of power for pumping water. 

One of the possible ways of cutting down this cost is by the use of 

producer-gas in gas engines, as mentioned in Chapter V.

A 35-horsepower producer-gas plant has been installed by Mr. A. W. 

Shelton, about 6 miles northeast of Rocky Ford, Colb. It consists of 

a 40-horsepower Pintsch suction gas producer, a 35-horsepower singlecylinder gas engine, and a 12-inch Byron-Jackson vertical-shaft centrifugal pump. The water is pumped from a canal through 15-inch 

concrete tile (200 feet of intake and 300 feet of discharge) to an eleva-

"Stopped 35 minutes. 6 Stopped 36 minutes.
DETAILS OF TESTS OF PUMPING PLANTS. 83

tion of 16 feet above the level of the water in the canal, called the first 

discharge, and at another point to an elevation of 28 feet above the 

level of the water in the canal, called the second discharge.

A test was made of this plant, extending from December 2 to 6, 

1905. The results of the test of the engine and producer-gas apparatus are given herewith. Unfortunately the cement-discharge pipe 

gave out when the plant was first started, so that water could not be 

pumped during the test, and the hydraulic data for this plant are 

therefore not available.

In connection with the generation of the gas a vaporizer, scrubber, 

and purifier are used. Water is evaporated at atmospheric pressure 

to generate the steam required in the producer. The vaporizer is 

located directly on top of the producer. The scrubber is of the form 

in which a spray of water trickles down through coke, the water running out at the bottom of the scrubber. After being scrubbed the 

gas passes through a purifier box, next through a gas governor, and 

then to the engine.

The engine used was one of the Olds gasoline type, somewhat modified for the use of producer-gas. The engine governor was not the 

one belonging to the engine.

A belt was connected from a 30-inch pulley on the engine to a pulley 

on the vertical shaft of the centrifugal pump. A clutch at the engine 

shaft allowed the pump to be disconnected at will.

A small pulley, fastened to the shaft opposite the pulley end, carried 

a belt which drove a 3 by 5 inch "Baker" feed-water pump. This 

pump, making about 45 revolutions a minute, drew water from the 

well and discharged it into a 3 by 8 feet by 30 inphes storage tank 

near the roof of the building and above the producer. A pipe leading 

from the bottom of this tank furnished all the water used to operate 

the plant, viz, water for the engine jacket, steam, and scrubber. 

During the brake tests it also supplied cooling water for the brake. 

The water, after being used, passed through the seals and then into 

the well from which it was drawn.

Preliminary brake tests of gas engine at pumping plant of A. W. Shelton, near Rocky Ford,

Colo., December 4, 1905.

Test.

1. ...........

2............

3............

Net 

load, in 

pounds

151

169

174

Speed, in revolutions per 

minute.

199

200

199

Explosions per 

minute.

99.5

100.0

99.5

Mean effective 

pressure, 

in pounds 

per 

square

inch.

45 6

50.0

Brake horsepower.

30.7

Indicated horsepower.

34.0

38.7

Mechanical efficiency 

(per 

cent).

78.5

84.9

79.4

Maximum

pressure 

of explosion, in 

pounds 

per

square

inch.

225

235

235

Maximum

pressure of compression, 

in pounds 

per

square

inch.

140

133

148
84 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

Diameter of piston ......_.............................--....-...---...14 inches.

Length of stroke .................._.........-...--...---.---...--.--..20 inches.

Length of brake arm ..................................................56 inches.

2X^X56 Brake constant=- .000888

,00778

.000888

.00778

12X33000 ------------------------------------------

_ . , , 20X^X14X14 Engine constant= 12 X 4X 33000 = -----^-------------------------------

Brake horsepower=................................. Net loadXSpeedX

Indicated horsepower=...........Mean effective pressureXExplosionsX

,, , . , . . Brake horsepower Mechanical efficiency =Indicated horsepowe7

Indicator spring, pounds per square inch, =160 for Test No. 1, 250 for Test No. 2, and 

250 for Test No. 3.

Of the gas producer a test of three hours' duration was made. The 

gas governor was not in operation. The producer was filled with coal 

at the beginning, as well as at the end of the run.. As the engine was 

not operating well the load had to be taken off for a time.

Test of gas producer at pumping plant of A. W. Shelton, near Rocky Ford, Colo.,

December 4, 1905.

Time.

P.m.

1.36 

1.60 

2.05 

2.20 

2.35 

2.60 

3.05 

3.20 

3.35 

3.60 

4.05 

4.20 

4.35

Av.....

Net 

brake 

load.

Pounds.

181 

181 

181 

181 

181 

181

Load 

partly 

off.

181 

181 

181

125

Revolutions 

per minute.

204 

208

206 

206 

206 

204 

202

213 

220

207

Explosions per 

minute.

102 

104

103 

103 

103 

102 

101

117 

110

105

Temperature °F.

Jacket water.

Entering.

45 

45

45 

45 

45 

45 

45

45 

45 

45

45

Leaving.

154 

160 

166 

165 

165 

208 

208

175

Range.

109

115

120 

120 

163 

163

132

Engine 

room.

60 

60 

60 

64 

64 

64

62

Outside 

air.

£0 

60 

49 

48 

48 

47 

46 

46 

45 

44 

43 

42 

41

46

Coal.

Pounds.

21

24

17 

18

21

104

Summary of test of gas producer at pumping plant of A. W. Shelton, near Rocky Ford,

Colo., December 4, 1905. 

Duration of test......................................3 hours.

Net brake load (maximum)...........................181 pounds.

Net brake load (average) ............................ .125 pounds.

Revolutions per minute (average)......................207.

Explosions per minute (a\*erage)...................... 105.

Temperature of water entering jacket (average) ........45° F. .

Temperature of water leaving jacket (average) ........ .1756 F.

of jacket-water temperature .,,,.,.,.........,.. 132° F.
DETAILS OF TESTS OF PUMPING PLANTS. 85

Temperature of engine room (average) ................ .62° F.

Temperature of outside air (average) ................. .46° F.

Total coal consumed. . ................................ 104 pounds.

Pressure maximum explosion ......................... 258 pounds per square inch.

Pressure maximum compression ....................... 145 pounds per square inch.

Pressure, suction at exit of producer .................. .2 inches water.

Pressure, suction at exit of scrubber. ................. . .2.125 inches water.

Pressure, suction at exit of purifier. .................... 2. 25 inches water.

Pressure, mean effective- . ............................ .51.6 pounds per square inch.

Indicated horsepower ( 51. 6 X 105 X. 00778)= ...........42.2.

Brake horsepower ( maximum ) = ( 181 X 207 X. 000888) = . ..33.2. 

Brake horsepower (average) = ( 125 X 207 X. 000888)= .....22.9.

33.2 Mechanical efficiency (maximum) ^~n ................ 78.9 per cent.

22.9 Mechanical efficiency (average) jvro -----'-------------- 54. 2 per cent.

Pounds of coal per brake horsepower per hour, based on

(

104 \ oyOQ 2 )------------. 1-05.

Pounds of coal per brake horsepower per hour, based on 

average brake horsepower ( gyo? 9 / --------------- l-^lTest of gas engine at pumping plant of A. W. Shelton, near Rocky Ford, Colo., as shown

by sample indicator card.

Duration of test (-10 a. m. to 5 p. m. ).................. 7 hours.

Rated horsepower of engine. ......................... .35.

Weight of engine. .................................... 11,000 pounds.

Mean effective pressure (average of 54 cards) « ....... . .43. 7 pounds per square inch.

Indicator spring ........... .......................... 160 pounds per squar.e inch,

Load on brake ....................................... 176 pounds.

Revolutions per minute. . ........................... . .201.6.

Explosions per minute. ............................... 100.8.

Brake horsepower (175X201.6X.000888) ............. . .31.4.

Indicated horsepower (43. 7 X 100. 8 X. 00778) ...... ......34.3.

Mechanical efficiency^ KJ-Q ) a ....................... .91.5 per cent.

Kind of producer. . .................................. .Pintsch.

Producer rated horsepower. .......................... .40.

Temperature of water entering jacket .................. 49. 8° F.

Temperature of water leaving jacket ................... 165.8° F.

Range of jacket- water temperature ................... .116° F.

Temperature of outside air ........................... ,46.8° F.

Temperature of engine room .......................... 72.0° F.

Pressure of maximum explosion ...................... .260 pounds per square inch.

Pressure of maximum compression ..................... 150 pounds per square inch.

Pressure of maximum steam ........................... Atmospheric.

Pressure of maximum suction at producer exit. ........ .2.2 inches water.

Pressure of maximum suction at scrubber exit. ........ .2.2 inches water.

Pressure of maximum suction at purifier exit ........... 2.4 inches water.

a The high mechanical efficiency is probably due to an error in the indicated horsepower. The 

mean effective pressure appears to be too low. The reducing motion used was made of wood and had 

become considerably worn when this test was made.
86 UNDERFLOW IN ARKANSAS VALLEY, WESTERN KANSAS.

Data concerning coal used in test of producer-gas pumping plant of A. W. Shelton, near

Rocky Ford, Colo.

Kind........................................ Colorado anthracite, Floresta mine.

Cost at plant per ton ......................... $6.

Size......................................... Pea.

Total quantity fired .......................... 325 pounds.

Total refuse (clinkers, ash, and unburned coal). 66 pounds. 

Total clinkers................................ 5 pounds.

Total unburned coal ......................... 43 pounds.

Total ash (sittings) .......................... 18 pounds. ,

Calorific value of coal per pound .............. 13,850 B. T. U.

Pounds of coal per brake horsepower per hour,

as fired and uncorrected for unburned coal in

325 

7X3L 

Pounds of coal per brake horsepower per hour

(corrected for unburned coal in refuse)...... 1.24.

Approximate analysis of coal used at producer-gas pumping plant of A. W. Shelton, near

Rocky Ford, Colo.

Per cent.

Moisture.................................................................. 2. 2

Volatile matter ........................................................... 7.6

Fixed carbon ............................................................. 83.8

Ash ...................................................................... 6.4

Water used per hour in producer-gas pumping plant of A. W. Shelton, near Rocky Ford,

Colo.

Pounds.

By jacket................................................................ 1,200

By brake ................................................................ 930

By scrubber (approximately) ............................................. 1, 300

By vaporizer............................................................. 16

Efficiencies at various loads of producer gas pumping plant of A. W. Shelton, near Rocky 

Ford, Colo.; test of December 6, 1905.

Time.

Net 

brake 

load 

(Ibs.).

Revolutions 

per minute.

Explosions 

per minute. Inlet. 9ji*" Range

Jacket water.

Temperatures.

let.

Pounds 

per 

hour.

Mean 

effective 

pressure 

(pounds

per

square 

inch).

Indicated horsepower.

Brake horsepower.

Mechanical efficiency 

(per 

cent).

9.50

10.13

10.42

11.06

11.30

12.25

1.18

1.40

2.00

v 27 

50 

75 

100 

125 

150 

175 

200 

215 

a225

205

203

203

203

203

199

201

189

178

45.0

52.2

59.4

69.3

83.0

96.0

100.5

95.0

89.0

104

107

112

117

126

136

145

140

148

60

63

70

75

84

94

103

98

106

1,260

1,570

1,300

1,340

1,340

1,570

1,570

1,570

44.1

41.1

44.9

44.1

43.7

42.4

39.9

39.9

41.3

15.4

17.9

20.7

23.8

28.2

31.6

31.2

29.5

28.6

4.9

9.0

13.5

18.0

22.5

26.5

31.2

33.6

33.9

30.0

50.2

65.2

75.6

79.8

a Engine would not carry load.
DETAILS OF TESTS OF PUMPING PLANTS.

Analysis of gas from gas producer at pumping plant of A. W. Shelton, near Rocky Ford,

Colo.

G0f ...... ........

O ................

CO...............

CH4 .... ..........

H. ...............

N ................

Percent.

6.3

1.0

23. 2

0.0

18.6

50.9

100

B.T.U.per 

100 cubic 

feet of gas 

at 60° F.

7,513

6,107

13, 620

It will be observed from the results obtained in the test that 1.24 

pounds of coal per hour produced 1 brake horsepower. At $6 a ton 

the cost of fuel was therefore three-eighths of a cent per brake-horsepower hour. At this rate power was obtained at a cost for fuel 

equivalent to gasoline at 3 cents per gallon. One-half cent per brakehorsepower hour for labor and five-eighths cent per brake-horsepower hour for supplies, depreciation, and repairs should cover all 

other charges. The total cost of power should not exceed, therefore, li cents per brake-horsepower hour, or about $4.50 per day of 

ten hours, for the present plant. In this length of time the plant 

should furnish about 8 acre-feet of water on the 16-foot lift, or at a 

cost of about 58 cents per acre-foot.

The first cost of the pumping plant in round numbers, was-$3,300 

for the producer, engine, and pump; $200 for the building, and $1,500 

for the intake and discharge pipe and flumes.
INDEX.

Alkalinity, measurements of............... 45-47

Analyses of ground water............ 45-47,49-50

Arkansas River, cross section of, figure

showing........................ 23

narrows of, measurements at........... 22-24

valley of, topography of................ 7

wells in, water of, quality of........ 49-50

water of, gain and loss of............ 31,41-42

height of............................ 28-43

figures showing........ 29,32,38,43,52

water of, temperature of............... 12

Barometric pressure, relations of water

table and....................... 32-34

relations of water table and, figure

showing........................ 33

Bear Creek, character of.................... 20

water from.......................... 21,53-54

Catchment area, location of................ 5

Clear Lake, Kans., character of............ 18-19

location of..........._._............,... 18

map of vicinity of ..................... 19

underflow stations at, measurements at. 20-21 

water supply from...................... 18,21

Colorado, coal from, use of, for fuel........ 6

origin of ground water in............... 51

Deerfleld, Kans., evaporation at........... 43-44

ground water at, fluctuations of... 31,42-44,54 

rainfall at.............................. 44

river at, height of, figure showing...... 53

underflow at, analyses of............... 47

underflow stations at, location of, map

showing........................ 17

measurements at................... 16

Diesem, I. L., pumping plant of, data on... 55-65 

Dodge, Kans., rainfall at................... 54

sand hills near.......................... 7

Evaporation, measurements of............. 43-44

Field work, character and extent of........ 5, 7

Floods, influence of, on ground water ... 5,11-12,

14,28-34,39-40 

source of................................ 53

Fulmer, Nathan, pumping plant of, cost

of............................... 70

pumping plant of, data on........... 55-56,68

tests of............................. 67-70

well of, character of................. 57,67-68

rise of water in, figure showing..... 69

Garden, Kans., cross section near, figure

showing........................ 11

gravel near, character of............... 10-11

ground water at, fluctuations of..... 26-30,54

rainfall at......................... 30,38-39,54

figures showing..................... 52,53

Garden, Kans., rock under, depth to ...... 51

run-off at............................... 6

underflow near......................... 6

analyses of......................... 45-46

solids in, figure showing............ 11

underflow stations near, location of,

map showing................... 9

measurements at................... 7-13

waterworks of, pumping plant of, data

on........................... 55-56,76

pumping plant of, tests of.......... 76-79

well of, character of.................... 76,79

rise of water in, figures showing.... 77,78

Gasoline, use of, for fuel... 6,55,57,63,65-67,69,72 

Gas-producer plant, test of................. 84-87

use of................................. 6,57-58

Gravels, character of.................... 10-11,13

depth of................................ 51,56

Ground water. See Underflow.

Hartland, Kans., underflow stations near^

location of, map showing....... 22

underflow statioris near, measurements

at............................ 20-21,24

Hedge, H. E., aid of........................ 18

High Plains, character of................... 52

Holcomb, H. B., pumping plant of, cost of... 80-81 

pumping plant of, data on.......... 55-r>6,80

tests of............................. 80-82

well of, character of.................... 80

Johnson, W. D., on ponds on High Plains.. 20 

Kansas oil, use of, for fuel.................. 6,57

King Brothers, pumping plant of, cost of.. 76 

pumping plant of, data on. ......... 55-56,73

tests of............................. 73-76

well of, character of . ................... 73-74

rise of water in, figure showing .... 75

Kipp, H. 8., pumping.plant of, data on.... 55-56

Lakin, Kans., pumping plant near ......... 70

Logan, D. H., pumping plant of, data

on........................ 55-56,59-60

pumping plant of, tests of.............. 59-62

well of, character of ................. 57,61-62

rise of water in, figure showing .... 61

McKinney, J. R., pumping plant of, data on. 55-56 

Owen, Ray, work of ........................ 5

Producer gas. See Gas-producing engines. 

Pumping, cost of ...... 57-58,60,63,65-67,69,72,87

Pumping plants, power for................. 6

tests of, details of ...................... 59-87

summary of........................ 55-58

See also individual plants. 

Rainfall, amount of..................... 25-26,54

effect of............................ 5,28-30,34

89
90 INDEX.

Richter, Mrs. M., pumping plant of, data

on. ..................'. 55-56,62,65

pumping plant of, tests of.............. 62-65

well of, character of . ................... 57-62

fluctuations in...................... 26,34

rise of water in, figure showing..... 64

Rocky Ford, Colo., producer-gas pumping 

plant near. See Shelton, A. W., 

pumping plant of. 

Root, J. N., pumping plant of, cost of..... 73

pumping plant of, data on........... 55-56,70

tests of............................. 70-73

well of, character of ................. 57, 70-71

rise of water in, figure showing..... 72

Run-off, absence of......................... 6,54

Sand hills, catchment area in.......... 5,16,51,54

location of.............................. 7

wells on, water of, quality of........... 49

Sexton, C. E., pumping plant of, data on. 55,56,65 

pumping plant-oi, tests ot.............. 65-67

well of, character oi ................. 57,65-67

Shelton, A. W., pumping plant of, data

on .............................. 82-84

pumping plant o*, gas from, analysis

of............................... 87

tests of............................. 82-87

Sherlock, Kans., cross section near, figure

.showing........................ 15

ground water at, fluctuations of.. 31,33,35-42 

fluctuations of, figures showing .... 38,40

rainfall at.............................. 38-39

underflow at, analyses of............... 46

underflow stations at, location of, map 

* showing...................:.... 14

measurements at................... 13

Sherlock Bridge, waiter at, height of, figure

showing........................ 52

Silt, occurrence of........................... 10

Smith, L. E., pumping plant of, data on... 55-56 

Specific capacity of wells . .................. 56-57

Temperatures, relative, of ground and river

water........................... 12

Underflow, analyses of................ 45-47,49-50

chemical composition of ................ 45-50

, variations in................... 5,12-13,16

conclusions concerning . ................ 5-6

direction of.............. 10,11,13,15-18,21, 24

extent of................................ 5,54

influence of floods on... 5,11-12,14,28-34,39-40 

influence of rains on ............... 5,28-30,34

level of, figure showing................. 29

fluctuations of...................... 25-44

solids in, amount of .................. 5,45-50

variation in....................... 5,47-48

figure showing.................. 47

source of.........-.....-.--..---........ 51-54

temperature of......................... 12

velocity of ............. 5,10,13,16-17,21,24,54

Water plane, map of, figure showing ....... 8

slope of.................................. 5-7

figure showing...................... 11

Wells, character of . ......^................. 56-57

specific capacity of. .................... 56-57

water of, quality of ...................... 49-50

yield of .... '. ............................ 6

See also individual pumping plants. 

White Woman Creek, flow of............... 53-54

Whitney electrolytic bridge, use of......... -45

use of, results of, figure showing....... 47

Wolff, H. C., work of ....................... 5,26
CLASSIFICATION OF THE PUBLICATIONS OF THE UNITED STATES GEOLOGICAL

SURVEY.

[Water-Supply Paper No. 153.]

The serial publications of the United States Geological Survey consist of (1) Annual 

Reports, (2) ^tonographs, (3) Professional Papers, (4) Bulletins, (5) Mineral 

Resources, (6) Water-Supply and Irrigation Papers, (7) Topographic Atlas of United 

States folios and separate sheets thereof, (8) Geologic Atlas of the United States 

folios thereof. The classes numbered 2, 7, and 8 are sold at cost of publication; the 

others are distributed free. A circular giving complete lists may be had on application.

Most of the above publications may be obtained or consulted in the following ways:

1. A limited number are delivered to the Director of the Survey, from whom they 

may be obtained, free of charge (except classes 2, 7, and 8), on application.

2. A certain number are delivered to Senators and Representatives in Congress 

for distribution.

3. Other copies are deposited with the Superintendent of Documents, Washington, 

D. C., from whom they may be had at prices slightly above cost.

4. Copies of all Government publications are furnished to the principal public 

libraries in the large cities throughout the United States, where they may be con,- 

sulted by those interested.

The Professional Papers, Bulletins, and Water-Supply Papers treat of a variety of 

subjects, and the total number issued is large. They have therefore been classified 

into the following series: A, Economic geology; B, Descriptive geology; C, Systematic geology and paleontology; D, Petrography and mineralogy; E, Chemistry and 

physics; F, Geography; G, Miscellaneous; H, Forestry; I, Irrigation; J, Water storage; K, Pumping water; L, Quality of water; M, General hydrographic investigations; N, Water power; 0, Underground waters; P, Hydrographic progress reports. 

This paper is the twelfth in Series K and the fiftieth in Series 0, the complete lists 

of which follow (PP=Professional Paper; B=Bulletin; WS=Water-Supply Paper):

SERIES K, PUMPING WATER.

WS 1. Pumping water for irrigation, by H. M. Wilson. 1896. 57 pp., 9 pis. (Out of stock.)

WS 8. Windmills for irrigation, by E. C. Murphy. 1897. 49 pp., 8 pis. (Out of stock.)

WS 14. New tests of certain pumps and water lifts used in irrigation, by O. P. Hood. 1898. 91 pp.,

1 pi. (Out of stock.)

WS 20. Experiments with windmills, by T. O. Perry. 1899. 97 pp., 12 pis. (Out of stock.) 

WS 29. Wells and windmills in Nebraska, by E. H. Barbour. 1899. 85 pp., 27 pis. (Out of stock.) 

WS 41. The windmill; its efficiency and economic use, Pt. I, by E. C. Murphy. 1901. 72 pp., 14 pis.

(Out of stock.)

WS 42. The windmill, Pt. II (continuation of No. 41). 1901. 73-147,pp., 15-16 pis. (Out of stock.) 

WS 91. Natural features and economic development of Sandusky, Maumee, Muskingum, and Miami

drainage areas in Ohio, by B. H. Flynn and M. S. Flynn. 1904. 130 pp. 

WS117. The lignite of North Dakota and its relation to irrigation, by F. A. Wilder. 1905. 59pp.,

8 pis.

WS 136. Underground waters of Salt River Valley, Arizona, by W. T. Lee. 1905. 196 pp., 23 pis. 

WS 141. Observations on the ground waters of the Rio Grande Valley, 1904, by C. S. Slichter. 1905.

83 pp., 5 pis. 

WS 153. The underflow in Arkansas Valley in western Kansas, by C. S. Slichter. 1906. 90 pp., 3 pis.

SERIES O, UNDERGROUND WATERS.

WS 4. A reconnaissance in southeastern Washington, by I. C. Russell. 1897. 96 pp., 7 pis. (Out

of stock.) 

WS 6. Underground waters of southwestern Kansas, by Erasmus Ha worth. 1897. 65 pp., 12 pis.

(Out of stock.) 

WS 7. Seepage waters of northern Utah, by Samuel Fortier. 1897. 50 pp., 3 pis. (Out of stock.)

I
II . SERIES LIST.

WS 12. Underground waters of southeastern Nebraska, by N. H. Barton. 1898. 56 pp., 21 pis. (Out

of stock.)

WS 21. Wells of northern Indiana, by Frank Leverett. 1899. 82 pp., 2 pis. (Out of stock.) 

WS 26. Wells of southern Indiana (continuation of No. 21), by Frank Leverett. 1899. 64 pp. (Out

of stock.) 

WS 30. Water resources of the Lower Peninsula of Michigan, by A. C. Lane. 1899. 97 pp., 7 pis.

(Out of stock.)

WS 31. Lower Michigan mineral waters, by A. C. Lane. 1899. 97 pp., 4 pis. (Out of stock.) 

WS 34. Geology and water resources of a portion of southeastern South Dakota, by J. E. Todd. 1900.

34 pp., 19 pis. 

WS 53. Geology and water resources of Nez Perces County, Idaho, Pt. I, by I. C. Russell. 1901. 86

pp., 10 pis. (Out of stock.) 

WS 54. Geology and water resources of Nez Perces County, Idaho, Pt. II, by I. C. Russell. 1901.

87-141 pp. (Out of stock.) 

WS 55. Geology and water resources of a. portion of Yakima County, Wash., by G. O. Smith. 1901.

68 pp., 7 pis. (Out of stock.) 

WS 57. Preliminary list of deep borings in the United States, Pt. I, by N. H. Darton. 1902. 60 pp.

(Out of stock.) 

WS 59. Development and application of water in southern California, Pt. I, by J. B. Lippincott,

1902. 95pp., 11 pis. (Out of stock.) 

WS 60. Development and application of water in southern California, Pt. II, by J. B. Lippincott,

1902. 96-140 pp. (Out ol stock.) 

WS 61. Preliminary list of deep borings in the United States, Pt. II, by N. H. Darton. 1902. 67 pp.

(Out of stock.)

WS 67. The motions of underground waters, by C. S. Slichter. 1902. 106 pp., 8 pis. (Out of stock.) 

B 199. Geology and water resources of the Snake River Plains of Idaho, by I. C. Russell. 1902. 192

pp., 25 pis.

WS 77. Water resources of Molokai, Hawaiian Islands, by W. Lindgren. 1903. 62pp., 4 pis. 

WS 78. Preliminary report on artesian basins in southwestern Idaho and southeastern Oregon, by I. C.

Russell. 1903. 53 pp., 2 pis. 

PP 17. Preliminary report on the geology and water resources of Nebraska west of the one hundred

and third meridian, by N. H. Darton. 1903. 69 pp., 43 pis. 

WS 90. Geology and water resources of a partt>f the lower James River Valley, South Dakota, by J. E.

Todd and C. M. Hall. 1904. 47 pp., 23 pis. 

WS 101. Underground waters of southern Louisiana, by G. D. Harris, with discussions of their uses for

water supplies and for rice irrigation, by M. L. Fuller. 1904. 98pp., 11 pis.

WS 102. Contributions to the hydrology of eastern United States, 1903, by M. L. Fuller. 1904. 522 pp. 

WS 104. Underground waters of Gila Valley, Arizona, by W. T. Lee. 1904. 71 pp., 5 pis. 

WS 106. Water resources of the Philadelphia district, by Florence Bascom. 1904. 75 pp., 4 pis. 

WS 110. Contributions to the hydrology of eastern United States, 1904; M. L. Fuller, geologist in

charge. 1904. 211 pp., 5 pis. 

PP 32. Geology and underground water resources of the central Great Plains, by N.H. Darton. 1905.

433 pp., 72 pis (Out of stock.) 

WS 111. Preliminary report on underground waters of Washington, by Henry Landes. 1904. 85 pp.,

1 pi. 

WS 112. Underflow tests in the drainage basin of Los Angeles River, by Homer Hamlin. 1904.

55 pp., 7 pis. 

WS114. Underground waters of eastern United States; M. L. Fuller, geologist in charge. 1904.

285 pp., 18 pis. 

WS 118. Geology and water resources of east-central Washington, by F. C. Calkins. 1905. 96 pp.,

4 pis. 

B 252. Preliminary report on the geology afid water resources of central Oregon, by I. C. Russell.

1905. 138 pp., 24 pis. 

WS 120. Bibliographic review and index of papers relating to underground waters published by the

United States Geological Survey, 1879^1904, by M. L. Fuller. 1905. 128 pp. 

WS 122. Relation of the law to underground waters, by D. W. Johnson. 1905. 55 pp. 

WS 123. Geology and underground water conditions of the Jornada del Muerto, New Mexico, by C. R.

Keyes. 1905. 42 pp., 9 pis.

WS 136. Underground waters of Salt River Valley, Arizona, by W. T. Lee. 1905. 196 pp., 24 pis. 

B. 264. Record of deep-well drilling for 1904, by M. L. Fuller, E. F. Lines, and A. C. Veatch. 1905.

106pp. 

PP 44. Underground water resources of Long Island, New York, by A. C. Veatch, C. S. Slichter,

Isaiah Bowman, W. O. Crosby, and R. E. Horton. 1906. 394 pp., 34 pis. 

WS 137. Development of underground waters in the eastern coastal plain region of southern Cali?

fornia, by W. C. Mendenhall. 1905. 140 pp., 7 pis. 

WS 138. Development of underground waters in the central coastal plain region of southern Calit 

fornia, by W. C. Mendenhall. 1905. 162 pp., 5 pis.
SEEIES LIST. Ill

WS 139. Development of underground waters in the western coastal plain region of southern California, by W. C. Mendenhall. 1905. 105 pp., 7 pis.

We! 140. Field measurements of the rate of movement of underground waters, by C. S. Slichter. 1905. 

122pp., 15 pis.

WS 141. Observations on the ground waters of the Rio Grande Valley, 1904, by C. S. Slichter. 1906. 

82 pp., 5 pis.

WS 142. Hydrology of San Bernardino Valley, California, by W. C. Mendenhall. 1906. 124 pp., 13 pis.

WS 145. Contributions to the hydrology of eastern United States; M. L. Fuller, geologist in charge. 

1905. 220 pp., 6 pis.

WS 148. Geology and water resources of Oklahoma, by C. N. Gould. 1906. 178 pp., 22 pis.

WS 149. Preliminary list of deep borings in the United States. Second edition, with additions, by 

N. H. Barton. 1905. 175 pp.

PP 46. Geology and underground water resources of northern Louisiana and southern Arkansas, by 

A. C. Veatch. 1906. pp., 51 pis.

WS 163. The underflow in Arkansas Valley in western Kansas, by C. S. Slichter. 1906. 90 pp., 3 pis. 

The following papers also relate to this subject: Underground waters of Arkansas Valley in eastern

Colorado, by G. K. Gilbert, in Seventeenth Annual, Pt. II; Preliminary report on artesian waters of a

portion of the Dakotas, by N. H.'Barton, in Seventeenth Annual, Pt. II; Water resources of Illinois,

by Frank Leverett, in Seventeenth Annual, Pt. II; Water resources of Indiana and Ohio, by Frank

Leverett, in Eighteenth Annual, Pt. IV; New developments in well boring and irrigation in eastern

South Dakota, by N. H. Barton, in Eighteenth Annual, Pt. IV; Rock waters of Ohio, by Edward

Orton, in Nineteenth Annual, Pt. IV; Artesian well prospects in the Atlantic coastal plain region, by

N. H. Barton, Bulletin No. 138.

Correspondence should be addressed to

THE DIBECTOE,

UNITED STATES GEOLOGICAL SUEVEY,

WASHINGTON, D. C. 

MAY, 1906.

o