Water-Supply Potential 

From an Asphalt-lined 

Catchment near Holualoa 

Kona, Hawaii

By SALWYN S. W. CHINN

CONTRIBUTIONS TO THE HYDROLOGY OF THE UNITED STATES

GEOLOGICAL SURVEY WATER-SUPPLY PAPER 1809-P

Prepared in cooperation with the Division 

of Water and Land Development, Department of Land and Natural Resources, 

State of Hawaii

UNITED STATES GOVERNMENT PRINTING OFFICE, WASHINGTON : 1965
UNITED STATES DEPARTMENT OF THE INTERIOR 

STEWART L. UDALL, Secretary

GEOLOGICAL SURVEY 

Thomas B. Nolan, Director

For sale by the Superintendent of Documents, U.S. Government Printing Office 

Washington, D.C. 20402 - Price 15 cents (paper cover)
CONTENTS

Page

Abstract -_____---__--_____-____-___-_________________._______..__ PI

Introduction._ ____________________________________________________ 1

Purpose._ _--_-_----__..----^_______-_-_-____-__-_________-____ 5

Location of test catchment area___-----_-_______-_-_-_-_-_-_-__ 5

Method of study._________________________________________________ 5

Construction of catchment _____________________________________ 5

Problems encountered.. ________________________________________ 8

Instrumentation.. _ ____ -_-___________-________________________ 8

Rainfall._____________________________________________________ 9

Results of study.__________________________________________________ 13

Water yield from catchment.________-_-_-___-___-_-_-___-____-_ 13

Natural basin versus catchment runoff-__________________________ 17

Storage requirements.___---_--______---_-______--_-_-_-_-___-_- 20

Method of estimating catchment size and storage._____________________ 21

Cost of water developed.___________________________________________ 23

Summary__. ______________________________________________________ 24

Selected references.________________________________________________ 25

ILLUSTRATION

Page 

FIGURE 1. Map of the island of Hawaii showing location of the

Kona district.________---_-_-___,_________-_-_--_ P2

2. Map of North Kona district showing location of test

catchment area, and Waiaha stream-gaging station.__ 3

3. Graph showing flow duration of Waiaha Stream near

Holualoa_ _______________________________________ 4

4. Photograph of Waiaha catchment site being cleared-____ 6

5. Photographs of construction of catchment____-___-_-__ 7

6. Photograph of measuring weir______________________ 9

7-10. Graphs:

7. Relation between annual rainfall and altitude,

Kona district.__-_________--_------____-_- 10

8. Monthly rainfall and runoff from Waiaha

catchment area during calendar years 1959-61- 12

9. Duration of rainfall of storm of January 18, 1959. 13 

10. Rainfall-runoff relations.---------_-_-_-_------------ 14

11-14. Photographs of:

11. Catchment after completion in June 1958------- 15

12. Catchment in December 1961----------------- 15

13. Asphaltic membrane 3% years after completion-_ 16
IV CONTENTS

Page 

FIGURE 14. Closeup view showing cracks and weeds in asphaltic

membrane._________-__---__-__-_--_-___-________ P16

15. Graph showing mass curve of runoff for Waiaha catchment (1959-61)_-_---_-_---------------. --------- 21

16. Nomograph showing relation between rainfall, efficiency,

area, and run off---------------------------------- 23

TABLES

Page 

TABLE 1. Daily rainfall at Waiaha catchment area, 1959-61___--_ P10

2. Daily discharge at Waiaha Stream, 1959-61--_--______ 17

3. Runoff from Waiaha catchment, 1959-61-------------- 19
WATER SUPPLY, ASPHALT-LINED CATCHMENT, HAWAII P'3

CONTOUR INTERVAL 1000 FEET 

DATUM IS MEAN SEA LEVEL

FIGURE 2. Map of North Kona district showing location of test catchment area, 

and Waiaha stream-gaging station.
P4 CONTRIBUTIONS TO THE HYDROLOGY OF THE UNITED STATES

0.02

0.01

PERCENT OF TIME INDICATED DISCHARGE 

WAS EQUALED OR EXCEEDED

FIGURE 3. Flow duration of Waiaha Stream 

near Holualoa.
WATER SUPPLY, ASPHALT-LINED CATCHMENT, HAWAII P5 

PURPOSE

The purpose of this report is to present the results of a study of the 

records collected during the catchment test period (1959-61). The 

records are presented in the form of tables and graphs.

The study was authorized by a cooperative agreement between the 

U.S. Geological Survey and the Hawaii Division of Water and Land 

Development, Department of Land and Natural Eesources. The report was prepared under the general supervision of Mearle M. Miller, 

district engineer, Surface Water Branch, Honolulu, Hawaii. Field 

investigations during the test period were conducted by Daniel E. 

Havelka under the general supervision of Howard S. Leak, district 

engineer. Most of the hydrologic data was collected by Hajime 

Matsuura.

LOCATION OF TEST CATCHMENT AREA

The asphalt-lined catchment has an area of 16,940 square feet. It 

is at lat 19°38'14", long 155°56'30", 0.6 mile east of the Board of 

Water Supply office, 1.2 miles north of the Holualoa Post Office, and 

3.5 miles east of Kailua, Kona, Hawaii (fig. 2). It is about 1,000 feet 

east of and within the drainage area of the stream-gaging station on 

Waiaha Stream near Holualoa. Holualoa is on the southern side of 

Hulalai Volcano, which slopes from 600 to 1,000 feet per mile. This 

particular location was chosen for the test catchment area because: 

(1) It is in an area of high rainfall, (2) the amount of clearing necessary to prepare the site was minimal, (3) the slope of the ground and 

the amount of soil cover were favorable, (4) it was easy to reach the 

site, and (5) the potential water-use area was nearby.

METHOD OF STUDY

CONSTRUCTION OF CATCHMENT

A bulldozer was used to clear the area (fig. 4) and to smooth and 

compact the soil. The weeds, brush, and other debris that remained 

after bulldozing were cleared by hand. After the area was cleared, a 

ridge of earth was placed around the perimeter to contain all rainwater 

and to prevent water from entering the catchment from the outside. 

The catchment area of 16,940 square feet was an oval 210 feet long and 

120 feet wide whose natural topography provided a drop of 15 feet 

along its length.

After the area was prepared and all weeds that came up after compaction were burned off (fig. 5A) , the area was sprayed with a watersoluble soil sterilant. After the application of the soil sterilant, the 

area was primed with liquid asphalt and then sprayed with membrane 

asphalt (fig. 55) at temperatures of 375 0^25°F.

,77.6-693 O '66 2
P6 CONTRIBUTIONS TO THE HYDROLOGY OF THE UNITED STATES

FIGURE 4. Clearing Waiaha catchment site. 

The specifications for the membrane asphalt were as follows :

Property Minimum Typical

Softening point (R and B)_________°F_______ 175 ______

Ductility at 77°F_______________cm per min__ 3.5 ______

Solubility CC14 _________________percent__ 97 ______

Loss on heating (325°F, 5 hrs)________do____ ______ ______

Penetration after loss _____ percent of original- _ 60 ______

Poundsper gallon at 60°F______-_____-___-__ ______ 8.5

Viscosity at 325°F___ ________________SSF__ ______ 300

Flash (C.O.C.)_________________________°F__ 425 ______

Maximum 

200

The membrane asphalt was applied at rates ranging from 1 to 4 

gallons per square yard. Due to the uneven surface of the ground, 

the thickness of the membrane varied from place to place, but the 

average thickness was about one-half inch.

After the asphaltic membrane was applied, it was painted with 

asphalt-based aluminum paint to retard photochemical damage. No 

other protective covering was placed on the catchment surface during 

the test.

The total cost of preparing the catchment area was $5,000, or about 

30 cents per square foot.
WATER SUPPLY, ASPHALT-LINED CATCHMENT, HAWAII P7

FIGURE 5. Construction of catchment. A, After clearing and before compaction. 

B, spraying asphaltic membrane on catchment.
P8 CONTRIBUTIONS TO THE HYDROLOGY OF THE UNITED STATES 

PROBLEMS ENCOUNTERED

During construction, frequent rains soaked the soil and caused delays because it was necessary after each rain to let the soil dry before 

it could be smoothed and compacted properly. Cattle walking across 

the catchment area caused extensive damage to the asphaltic membrane 

before the problem was recognized and the area was enclosed by 

fencing. Numerous punctures in the membrane had to be repaired 

with heated asphalt. A third problem was caused by inadequate or 

incomplete sterilization of the soil beneath the membrane. The result 

was some vegetation grew and became vigorous enough in a few months 

to penetrate the membrane in a few places. In time, more and more 

vegetation penetrated the membrane, and at the end of the 3-year 

period an extensive part of the catchment area was affected. However, 

no attempt was made to eliminate the vegetation because one of the 

objectives of the study was to see how the efficiency of the catchment 

area changed under minimum maintenance.

INSTRUMENTATION

A gaging station was established at the downstream end of the 

catchment area to measure the runoff. The control for this station was 

a combination of a 22° sharp-crested weir and a 2-foot rectangular 

weir (fig. 6). A 1:1 scale model of the control was tested in the 

laboratory. From this test a rating curve for the combined control 

was developed for heads below 1.5 feet.

A Stevens continuous recorder was used to measure the head on 

the control, which rarely exceeded the capacity of the 22° sharp-crested 

weir. The runoff figures, therefore, are considered good.

Rainfall on the catchment area was measured by two nonrecording 

(Weather Bureau-type 8-inch) gages, and one recording (tippingbucket) gage. The nonrecording gages were placed on the perimeter 

of the catchment, one at the upper end and the other near the middle. 

The recording rain gage was located at the weir. These gages were 

read at intervals of about 6 weeks, and the average of the readings 

from the three gages was assumed to be the total rainfall on the 

catchment area over the period. The total was adjusted by appropriate 

ratios, determined from the daily record from the tipping-bucket 

gage, to show the daily rainfall on the catchment.

The tipping-bucket rain gage recorded the rainfall in 0.05-inch 

increments which was not sufficiently small to record some light rains. 

Thus, runoff at times was recorded when apparently no rain fell, and 

at other times precipitation appeared to be greater than indicated 

by runoff. A float- or weighing-type rain gage might have more 

accurately recorded these light rains.
WATER SUPPLY, ASPHALT-LINED CATCHMENT, HAWAII P9

FIGURE 6. Measuring weir.

BAINFALL

A detailed study made by Taliaferro (1958) shows that in the Kona 

district rainfall increases with altitude at a fairly uniform rate up to 

an altitude of about 2,500 feet. Above 2,500 feet, however, rainfall 

decreases as altitude increases (fig. 7).

Figure 7 indicates that the rainfall at the Waiaha catchment area, 

which is at an altitude of 2,040 feet, should average about 100 inches 

a year. However, rainfall records collected at the catchment show 

that for each of the calendar years 1959, 1960, and 1961, the rainfall 

was less than 100 inches. The total rainfall for calendar year 1959 

was 78.9 inches; for 1960, 70.5 inches; and for 1961, 88.4 inches 

(table 1). The average for the 3 years was 79.2 inches.

The figures of rainfall indicate that the test was conducted during 

a period of less than average rainfall. This conclusion was verified 

by comparing rainfall at the catchment with that at a nearby rain 

gage which has a long period of record. The nearest long-term rain 

gage is about 1 mile east of the catchment area and at an altitude of 

3,100 feet. The 30-year mean annual rainfall at this gage is 85.4 

inches. However, for the 3 calendar years 1959, 1960, and 1961, the 

yearly rainfall was 61.1, 52.0, and 82.8 inches, respectively. The 

average for the 3 years was 65.3 inches.
P10 CONTRIBUTIONS TO THE HYDROLOGY OF THE UNITED STATES

110 

100 

90 

80 

w 70

LJ

| 60

z 

-_ 50

2E|«

30 

(

V

/Holual

Vaiaha c

/

/

Middle

Da Beac

atchmer t area-^.

Keauhou 73/yC

/

//

O Kahal

Holualoa

i

/

uu

U 

1

\J

*D Holualoa \

\

N

Kae

\s

lapuali v

\

\

Ahua U ni O

1000 2000 3000 4000 

ALTITUDE, IN FEET, ABOVE MEAN SEA LEVEL

5000

FIGURE 7. Relation between annual rainfall and altitude, Kona district.

TABLE 1. Daily rainfall, in inches, at Waiaha catchment area, 1959-61

Day

1959 

1.- 

3 .

4... ... ... 

5

6 _ ... ... 

7 ... _ .

8 

9

10 

11 

12 _______ 

13 

14 

15 

16 

17

18 __

19

20 

21 

22 

23 

24

25 

26

27 ... 

28 

29 

30 

31 

TotaL 

Jan.

0

0

.16

0

.04

0

0

0

0

0

0

0

5.95

.53

.04

0

0

12.15

0

0

0

0

0

0

0

0

0

0

0

0

0

18.87

Feb.

0

0

0

0

0

0

.09

0

.42

.26

09

.09

.88

0

0

0

0

0

0

.53

1.23

.44

0

0

0

0

.18

0

4.21

Mar.

0

0

0

0

0

0

0

0

0

J

(

!

1.58

.26

.09

.09

.09

0

0

.08

0

.42

0

0

.38

0

.09

0

3.08

Apr.

0

.42

1.55

.05

.04

0

0

0

04

0

.18

.40

0

0

0

0

0

80)

0)

0)

0)

0)

8

0) C1)

0)

3.83

6.51

May

0.09

.22

.36

.04

.04

0

.04

0

.27

.31

.22

.36

0

0

0)

0) C 1)

.13

.09

.32

0

.28

.19

0

1.07

.32

1.25

.05

0

1.44

0

7.09

June

0

.05

.09

.09

0

0

.59

0

.05

.05

.14

0

.23

0

.05

.14

.96

.09

0

0

.05

0

.05

.55

.18

0

.18

.14

.05

0

3.73

July

0.55

.27

.27

.14

.73

0

.96

.41

0

.14

.23

0

0

0

0

.36

.23

.59

.27

0

.18

.92

.32

0

.05

.69

1.01

.14

.32

.64

.28

9.70

Aug.

0.14

.05

0

0

0

0

0

.57

.04

.44

.13

.22

0

0

0

.18

.04

0

.13

.13

0

.40

.04

.40

1.85

1.06

1.63

.62

.09

1.32

0

9.48

Sept.

0

0

1.36

.09

.04

0

.31

.04

0

.22

.09

.13

.09

.22

.09

0

0

0

.04

.30

0

0

0

0

0

.04

.43

0

0

2.24

5.73

Oct.

0.13

0

0

0

0

.76

.44

.67

.04

0

0

.27

0

.31

0

0

0

0

0

0

.22

.44

0

.22

0

0

0

0

0

0

1.82

5.32

Nov.

1.60

.09

.27

.18

.14

.09

.04

.04

.85

.05

0

0

.09

0

0

0

0

.04

0

0

0

0

0

0

0

0

0

0

0

0

3.48

Dec.

0

.05

.16

0

0

0

.42

.11

0

0

.16

0

0

0

0

0

.05

0

0

0

0

0

0

0

0

0

0

.21

0

0

.05

1.21

See footnote at end of table.
WATER SUPPLY, ASPHALT-LINED CATCHMENT, HAWAII Pll 

TABLE 1. Daily rainfall, in inches, at Waiaha catchment area, 1959-61 Con.

Day

1960 

1

2 ___ .

3 . __ _

4.... ....

5.. . _ - 

6-.. - .. 

7 ___ . . ....

8

9... _.. ... -

10.._ _ _ - __ 

11 

12

13. . . _

14 

15 ____ - - - ___ - ..

16

17 _ ... 

18 ... ... ...

19 

20.. ... . 

21..- ... ...

22

23.. _ _ .

24 _ _____ ___ . 

25. - ____

26 

27. _____ - .

28 . _ ..... _ ......

29 . - -

30 . .... ... .__

31_ _. __

Total 

1961 

!___ .-. . 

2

3.. _ .. ..

4 .. _ _ _ . _ _ .

5

6 

7_ 

8.. . 

9.. . 

10 

11.. -. ____ .- __

12. . ... ..

13

14.. ..... ... _...... ...

15.. _ ___

16 

17 _ 

18 _ .. 

19 _ -

20 _

21.. -

22 

23 

24 ___ _.. ___ .....

25 

26 _______

27 

28. 

29. 

30 

31 

Total 

Jan.

0

0

0

0

0

0

0

.21

.16

.90

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

1.27

1.76

0

0

.43

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

.04

0

0

0

.71

0

0

0

0

0

2.94

Feb.

0

0

0

0

0

0

0

0

.05

.16

.05

0

.05

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0.31

0

0

0

.04

0

0

0

0

0

0

.50

1.09

1.47

.08

0

0

0

0

0

0

0

0

.04

.63

0

.25

.29

0

 

4.39

Mar.

a 16

.05

.21

.05

.70

.05

.11

0

0

0

0

0

0

0

.11

0

.30

1.16

.05

.30

.34

.60

0

0

.52

0

0

0

.60

0

2.97

8.28

0.08

.08

0

.29

.04

.71

0

0

0

.04

.76

.17

0

0

0

0

.05

0

.26

0

.05

0

.13

.34

.13

.08

4.62

5.71

.78

.33

.05

14.70

Apr.

0

0

0

.26

.22

.04

.73

0

0

0

0

0

0

.04

2.71

0

.34

1.72

1.38

.09

.13

.47

0

0

0

.33

0

.06

0

.06

8.58

0.24

.05

.33

.62

.05

0

.14

0

0

0

0

.24

.14

.14

.10

0

.19

.71

.14

.19

2.04

.33

1.90

.48

0

.19

.10

0

0

0

8.32

May

0.28

0

0

.06

.33

0

0

0

1.06

.77

1.06

1.25

1.15

0

0

.05

.05

.19

.38

.24

.34

.38

0

3.17

.10

.24

0

.14

.19

.53

.43

12.39

0

.10

.28

.38

.05

.33

.48

.50

.14

.18

.04

0

.54

.25

.86

.14

.18

.65

.05

.05

.40

.40

.15

0

.05

.40

0

.50

1.80

.40

1.10

10.40

June

0.24

.48

0

.29

1.10

1.06

.29

.62

.10

0

0

.19

.16

.11

0

0

0

.54

0

0

0

0

1.78

.17

.13

.04

0

0

0

.39

7.69

0.57

.28

.10

.19

.52

.43

.62

4.47

0

0

.20

.25

.10

.70

.35

.25

.2

.5

0

.25

0

.3

0

0

0

0

0

0

.45

0

10.73

July

0

0

0

0

0

0

0

0

.26

.48

.04

0

0

0

0

0

0

0

0

0

0

0

0

.35

.22

.83

.13

0

.04

0

.26

2.61

0

.05

.30

0

0

0

1.10

0

2.94

1.21

.10

0

0

0

0

0

0

0

.42

0

.42

0)

0)

.7

0

0

0

.10

.10

.30

.05

7.79

Aug.

0 74

.61

.94

0

0

.42

.28

0

.05

.05

(>)

<>)

(')

0) (')

(>)

P) (')

(')

2.80

0

.13

0

2.22

.36

.18

.13

0

0

0

.93

9.84

0)

0) (')

.30

.45

.45

.40

0

0

.05

0

.10

.45

.20

0

0

.25

.30

.15

0

.35

.20

.15

.45

0

0

0

.05

.25

0

.55

5.10

Sept.

0.36

.09

.31

.31

.44

.04

1.16

.04

.31

.27

0

.04

.27

0

.18

0

1.87

.09

.04

.49

.18

0

.13

0

0

0

0

0

0

.44

7.06

0

.25

.20

.15

1.05

0

.25

0

0

.10

.60

.10

.20

.05

.15

.10

0

0

1.67

.10

0

0

.24

.10

.39

.15

0

.15

.34

.98

7.32

Oct.

0

.04

0

0

.62

.25

0

2.66

.04

.04

.41

.04

0

0

0

0

0

0

.66

1.31

.33

.08

0

0

.16

0

0

0

.78

.57

0

7.99

0.34

.15

0

.05

.29

0

0

.64

0

.59

.29

1.37

0

0

0

.10

.05

.0

0

0

.10

.15

.10

.98

.15

0

.05

0

0

.05

.31

5.76

Nov.

0

0

.20

.04

0

0

0

0

0

0

.08

.61

.13

0

0

.13

.26

0

0

0

.04

0

(i)

ro

en(0

0)

.22

.04

0

1.75

3.33

3.12

.83

0

0

0

0

0

0

0

.09

0

0

.09

0

.09

.09

.14

0

.33

0

0

0

.33

.05

0

.05

.05

.05

0

 

8.64

Dec.

0

0

0

0

L29

0

0

0

0

0

0

0

0

.09

.77

.30

.09

0

.09

0

0

0

0

0

0

0

.09

0

.04

0

0

2.76

0

0

.24

0

.05

.56

0

0) (')

0)

.33

0

0

.14

.05

0

.19

.85

0

0

0

.19 o

0

0

0

0

.05

0

0

0

2.65

Included in following measurement.
PI2 CONTRIBUTIONS TO THE HYDROLOGY OF THE UNITED STATES

From the ratio of the 3-year (1959-61) average at the catchment 

site to that at the long-term rain gage site, it is estimated that the 

long-term mean annual rainfall at the catchment would be about 104

inches (^^ X 85.4 ). Thus the rainfall and the resultant runoff from

the catchment area were less than would be expected in an average 

year.

Data on monthly rainfall and runoff are shown graphically on 

figure 8.

± 12 

- 10

^ 6

mm

I

RAINFALL

160

140

120

100

O 20

FIGURE 8. Monthly rainfall and runoff from Waiaha catchment area during

calendar years 1959-61.

Figure 8 shows that except for January 1959, rainfall during the 

cooler months of the year (December, January, and February) is less 

than that of the warmer months (May-September). The January 

1959 rainfall was unusually high owing to an intense rainstorm which 

produced more than 12 inches of rain on January 18. A rainfallduration curve (showing the greatest amount of precipitation for 

different time periods) for this storm is shown in figure 9. Although
WATER SUPPLY, ASPHALT-LINED CATCHMENT, HAWAII P13

I 3 

O

1 2

0.9 

0.8 

0.7 

0.6( 

0.5

0.4

5 6 8 10 20 30 40 50 1 

MINUTES

2 345 

HOURS

FIGURE 9. Duration of rainfall of storm of January 18,1959.

this storm appeared to be unusual, much greater intensities have been 

experienced in Hawaii. These facts suggest a knowledge of the rainfall intensity is needed in the design of conduits to carry catchment 

water to storage tanks.

RESULTS OF STUDY

WATER YIELD FROM CATCHMENT

In the 3-year period, 1959-61, the rainfall on the catchment area 

amounted to 2,500,000 gallons. The runoff was 2,090,000 gallons, or 

84 percent of the rainfall, which is equivalent to 42 gallons of water 

per square foot of catchment surface.

The efficiency (ratio of runoff to rainfall) of the catchment decreased with time. It dropped from 0.93 in 1959, to 0.82 in 1960, and 

to 0.78 in 1961 (fig. 10). The decrease was probably due to leakage 

through the cracks that formed as the asphaltic membrane deteriorated with age, to interception of light rains by the vegetation which 

penetrated the asphaltic membrane, and to depressions that intercepted part of the flow (figs. 11-14). Some of the loss in efficiency 

could have been prevented by additional maintenance.
£ >

I -:

ao AOOIOHQAH anx 01,
WATER SUPPLY, ASPHALT-LINED CATCHMENT, HAWAII P15

FIGURE 11. Catchment after completion in June 1958.

FIGURE 12. Catchment in December 1961.
P16 CONTRIBUTIONS TO THE HYDROLOGY OF THE UNITED STATES

FIGURE 13. Asphaltic membrane 3^ years after completion.

FIGURE 14. A closeup view showing cracks and weeds in asphaltic membrane 

3^ years after completion.
WATER SUPPLY, ASPHALT-LINED CATCHMENT, HAWAII PI7

NATUBAL BASIN VEBSUS CATCHMENT BtJNOIT

In 1960, there was no flow at the Waiaha Stream gaging station for 

the months of January, February, July, and December (table 2), but 

there was runoff from the catchment area during each of these months 

(table 3 and fig. 8). In general it was observed that little or no runoff occurred at the Waiaha Stream gaging station when precipitation 

recorded at the catchment area was less than 3 inches per month 

(tables 1 and 2). However, the data indicate that the amount of 

runoff at the Waiaha Stream gage was dependent not only on the 

amount and rate of rainfall but also on the degree of saturation of 

the drainage area prior to the rainfall.

TABLE 2. Daily discharge, in minion gallons a day, at Waiaha Stream near 

Holualoa, Hawaii, 1959-61

Day

1959 

1 ___ ..... .....

2 _____ _ . .......

3 

4 

6 . _ - ____ -

7 _____ - ___ .

8 ___ ......

9 - ____

10.-..-. _____ -

11 .. - _____ - ___ .

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

13.. _ - ___ - .. _ ..

14- ___ . _____ ..

15 ____ - _ - -

16 __ . ___ . ___ ....

17. - ___ ...

19 _ _ 

20 _ . _____ _ . ...

21 

22 _____ ........

23.. _ . _____ ....

24... _ ....... ...

25 - ___ -

26 ____ ____ . 

27 ... __ ....

28.. ____ . ______ ...

29.- _ ___ _ . _ -

30 .

31 

Total __ - -

I960 

1 . 

2 -

3 

4. ...

5 ___ - _ .

6 

7. __ -

8 - _ ...

9 - - __ - _ - -

10- ___ _. .....

11 _ ____ ...

12... _

13 . . _ _ -

14 ....

15 _ .....

16 .. 

17 ____ .............

18 

Jan.

0

0

0

0

0

0

0

0

0

0

0

0

25

6.9

.22

.01

.01

156

1.45

.08

.02

.01

.01

.01

0

0

0

0

0

0

0

189. 72

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Feb.

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

.19

.22

.03

.01

.01

.01

0

0

a 47

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Mar.

0

0

0

0

0

0

0

0

0

0

0

0

0

2.2S

.02

.01

.01

.01

.01

0

0

0

0

0

0

0

0

0

0

0

0

2.31

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Apr.

0

0

.31

.10

.01

.01

.01

.01

0

0

0

0

0

0

0

0

0

0

0

.02

.01

.02

.11

.02

.02

.04

.02

.01

.01

.01

0.74

0.12

.02

.01

.01

.01

.01

.01

.02

.01

.01

.01

.01

.01

.01

.41

.02

.39

May

0.01

0

.01

.01

.01

.01

.01

.01

.01

.01

.01

.01

.01

.01

.01

.01

0

0

0

0

0

0

0

0

.01

.03

.57

.04

.01

.26

.17

1.24

0

0

0

0

0

0

0

0

0

0

.11

6.52

.45

.04

.01

.01

.01

0

June

0.02

.01

.01

.01

.01

.01

.01

.01

.01

.01

.01

0

0

0

0

0

.01

.02

.01

.01

.01

.01

.01

.01

.01

.01

.01

.01

.01

.01

0.27

0.05

.03

.02

.01

.10

.55

.04

.04

.04

.01

.01

.01

0

0

0

0

0

1.62

July

0.01

.01

.01

.02

04

.04

.04

.04

.03

.01

.01

.01

.01

.02

.02

.02

.02

.03

.02

.01

.01

.33

.11

.04

.01

.04

.21

.46

.25

.14

.27

2.29

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Aug.

0.04

.02

.01

.01

.01

.01

.01

.01

.01

.01

.01

.01

.02

.02

.02

.02

.02

.01

.01

.01

.01

.01

.01

.01

1.03

1.16

1.67

3.23

.21

3.53

.65

11.81

0

0

.12

.02

.01

0

.01

.01

.01

0

0

0

.69

.06

.03

.02

.01

.01

Sept.

0.01

.01

.20

.31

.07

.02

.01

.01

.01

.01

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

.26

0.92

0.12

.02

.02

.02

.03

.04

.14

.06

.03

.03

.02

.01

.01

.01

.01

.01

.07

.12

Oct.

0.06

.01

.01

.01

0

0

.01

.06

.04

.01

.01

.01

.01

.01

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0.25

0

0

0

0

0

0

0

.95

.08

.02

.01

.01

.01

.01

0

0

0

0

Nov.

0.12

2.32

.02

.02

.01

.01

.01

0

.31

.04

.01

.01

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

2.88

a 01

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Dec.

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0
TABLE 2. Daily discharge, in million gallons a (Lay, at Waiaha Stream near 

Holualoa, Hawaii, 1959-61 Continued

Day

1960 

19 _.

20 

21 _ _ _____________

22__ ___ _

23 _ _

24 _

25 

26 

27- . 

28 

29 

30. ______________ ____

31

Total. 

1961

1 _ . .....

2

3

4__._____________________

5

6 _________________

7

8 _____________________

9

10... ________________ ___

11 __

12 ________ __ ___

13 _ __

14 

15 ___ _ ______ _ ...

16 ____________________

17 _________ _ _ ___

18 

19_____________

20.

21... ..

22 _________ ___

23 _ ________________

24 __________

25__.__________ __________

26 ____________________

27 ___________________

28 _ _ __ _____ _

29 

30 ___

31 

Total ......

Jan.

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Feb.

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

.10

.03

.01

0

0

0

0

0

0

0

0

0

0

0

0

0

0.14

Mar.

0

0

0

0

0

0

0

0

0

0

0

0

.41

0.41

0

0

0

0

0

0

0

0

0

0

0

.01

.01

.01

.01

.01

.01

0

0

0

0

0

0

0

0

0

22.7

37.4

26.2

3.24

.16

89.76

Apr.

0.85

.14

.02

.01

.01

.01

.01

0

0

0

0

0

2.22

0.13

.20

.10

2.73

.67

.02

.01

.01

0

0

0

0

0

0

0

0

0

0

0

0

1.49

.18

5.71

4.55

.07

.02

.01

.01

0

0

15.91

May

.01

.01

.01

.01

2.42

.60

.02

.01

.01

.01

.01

.01

10.29

0

0

0

0

0

0

0

.04

.03

.03

.02

.01

.01

.08

.87

.15

.03

.05

.03

.02

.03

.02

.03

.02

.01

.01

.01

.01

2.57

1.11

1.44

6.63

June

0.29

.01

0

0

.18

.26

.01

.01

.01

.01

0

0

3.31

0.39

.25

.05

.03

.38

.54

.95

33.0

1.68

.03

.02

.02

.02

.32

.58

.60

.09

.05

.05

.03

.02

.02

.01

.01

.01

0

0

0

0

0

39.15

July

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

.01

3.43

2.19

1.43

.05

.02

.01

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

7.14

Aug.

.01

0

0

0

.31

.15

.05

.03

.02

.01

.01

.01

1.61

0

0

0

0

0

0

.01

.02

.01

.01

0

0

0

.01

.01

0

0

0

.01

.01

.01

.01

.01

.02

.08

.04

.02

.01

.01

.02

.02

0.34

Sept.

0.03

.02

.02

.02

.01

.01

.01

.01

.01

0

0

0

0.91

0.02

.01

.01

.01

.03

.01

.01

0

0

0

0

0

0

0

0

0

0

0

.31

.10

.03

.02

.01

.01

.07

.01

.01

0

.08

.11

0.86

Oct.

0

.61

.33

.03

.02

.01

0

0

0

0

0

.02

.03

2.14

0.20

.06

.03

.11

.13

.01

0

.01

.01

.37

.08

.57

.08

.03

.02

.01

.01

0

0

0

0

0

.01

.90

1.8

.02

0

0

0

0

0

A Aft 4.46

Nov.

0

0

0

0

0

0

0

0

0

0

0

0

0.01

9.0

15

3.0

.06

.02

.02

.01

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

27.11

Dec.

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

.01

0

0

0

0

0

0

0

0

0

0

0

0

0

0.01

TABLE 3. Runoff, in gallons, from Waiaha catchment area near Holualoa,,

Hawaii, 1959-61

Day

19S9 

1 ._ 

2- . _ ...

3

4____ _

5. .......

6

7 ... .....

8 

9 . _______

10 

11 _______

12__________

13 

14 

Jan.

0

0

2,110

126

375

919

45

20

6

109

30

10

46,080

4.860

Feb.

0

72

40

21

5

0

21

3,700

2,780

683

1,030

10, 080

62

Mar.

9

0

0

0

0

079

60

20

(')

<»)

0) (')

HI

Apr.

48

14,800

1 AQft

fiQ

4

0

411

22

1,340

3,970

13

0

May

670

3

1QA

239

1

2,440

2,920

9 ^no

3,290

194

30

June

12

401

626

50

0

323

514

563

1,230

187

2,420

70

July

5,810

3,450

2,770

1,410

7,840

83

10, 480

4,340

180

1,750

2,110

130

100

50

Aug.

1,310

309

70

52

207

30

55

5,820

289

4,630

1,620

2,540

130

55

Sept.

191

30

13, 770

1,430

415

121

3,020

512

55

1,970

834

1,810

835

2.620

Oct.

1,540

130

50

15

0

6,160

5,060

6,700

322

70

16

2,280

177

2.830

Nov.

14, 780

1,300

2,480

1,690

1,470

752

658

331

8,100

400

71

28

829

22

Dec.

0

213

1,300

21

0

0

3,530

577

5

2

846

6

101

8

See footnote at end of table.
WATER SUPPLY, ASPHALT-LINED CATCHMENT, HAWAII P21

1960 1961

FIGURE 15. Mass curve of runoff for Waiaha catchment (1959-61).

METHOD OF ESTIMATING CATCHMENT SIZE AND

STORAGE

The yield from the catchment averaged about 2,000 gallons a day 

during the 3-year period 1959-61. Distribution of rainfall was such 

that uniform use (2,000 gal a day) of all the water would require 

storage equivalent to a 120-day supply (one-third of the annual yield).
P22 CONTRIBUTIONS TO THE HYDROLOGY OF THE UNITED STATES

A nomograph (fig. 16) based on the preceding data was prepared. 

From this nomograph, the size of the catchment and the storage required may be estimated if the annual rainfall and the efficiency of 

the water-proofing material are known. Its use is shown by the following examples: 

Example A: 

Given:

Rainfall ==80 inches a year.

Efficiency of water-proofing material=95 percent. 

Desired yield=2,600 gallons a day. 

To find:

Area of catchment needed.

Storage required to permit full use of developed water. 

Solution:

1. Draw a line from 80 on the R scale through 95 on 

the E scale and project the line to locate a point on 

line P.

2. Draw a line from this point to 2,600 on the Q scale.

3. Read the required area of catchment (20,000 sq ft) 

where the line crosses the A scale.

4. Read the storage required (310,000 gal) on the S scale

opposite 2,600 on the Q scale.

Note: For areas where dry spells are longer than at Waiaha, the 

required storage would be larger than 310,000 gallons. 

Example B,: 

Given:

Rainfall=90 inches a year. 

Efficiency of roof catchment=75 percent. 

Desired yield=300 gallons a day. 

To find:

Area of roof catchment and storage required. 

Solution:

1. Draw a line from 90 on the R scale through 75 on 

the E scale and project the line to find a point on 

P scale.

2. Connect the point on the P scale to 300 on the Q scale.

3. Read the required area (2,700 sq ft) where the line 

crosses the A scale.

4. Read the required storage (36,000 gal) on the S scale 

opposite 300 on the Q scale.
WATER SUPPLY, ASPHALT-LINED CATCHMENT, HAWAII P23

Key: R-E-P 

P-A-Q 

Q-S

40-

Q

20,000 -

I

100 q

80 :

60-

40 -

30 -

.-^° J

10-

8-

6 -

4- "N^

2_N

2-

_

1-

10,000 -

8000-

6000-

4000-

"° 3000-

o>

Q. ^ *

"" § 2000 -:

"<5 -

c 1500-

uT - op

<5 1000 -

-C

 ^ 800- Q

^ 600-

N^^ -

N^^

\400-

300^-

200-

150-

100-

S

r 2000

7 1600

7 1200

-1000

-800

c/>

-600 |

00

-400 g 

(ft

- 300 1

c

r200 ^

: g 

- ,,-« 3

-150 w

>^

tp

-100 °

1 1

-80 o

a)

-60 g1

- 2

00

- 40

-30

-20

FIGURE 16. Nomograph showing relation between rainfall, efficiency, area, and

runoff.

COST OF WATER DEVELOPED

The cost of water developed by the Waiaha catchment area, excluding distribution and storage, is about $1.30 per thousand gallons. 

This estimate is based on the initial cost of catchment construction, 

a small maintenance charge, and the assumption that the catchment 

area will last for 6 years and have no salvage value thereafter. The 

cost of water would be lower substantially if (1) a larger catchment 

were utilized so as to reduce the unit cost of the catchment area, and 

(2) the asphaltic membrane were resprayed periodically so as to maintain the efficiency and extend the life of the catchment covering. The 

average cost would also be somewhat less during a period of normal 

rainfall because additional water would be developed at no increase 

in cost.
P24 CONTRIBUTIONS TO THE HYDROLOGY OF THE UNITED STATES

SUMMARY

In areas where there are 110 perennial streams or where groundwater supplies are expensive to develop, the use of water-proofed 

catchments may offer one solution to the problem of obtaining a water 

supply.

In a 3-year (1959-61) test of an asphalt-lined catchment area near 

Holualoa in the North Kona District, it was found that the rainfall 

on the catchment averaged 79.2 inches a year. The runoff averaged 

about. 2,000 gallons a day or 42 gallons a year per square foot of 

catchment surface. From the mass curve of runoff from the catchment, it was determined that to obtain a steady supply of 2,000 gallons 

a day of the water developed, carry-over storage equivalent to a 120- 

day supply is needed.

Efficiency (ratio of runoff to rainfall) of the asphalt-lined catchment, under minimum maintenance conditions, decreased rapidly with 

time. It decreased from 93 percent in 1959 to 82 percent in 1960 and 

to 78 percent in 1961. The average for the 3-year period was 84 percent. The decrease in efficiency wT as due to (1) seepage loss through 

the cracks in the asphaltic membrane wThich formed as the membrane 

deteriorated with age, (2) interception of light rains by the vegetation 

which penetrated the membrane, and (3) interception by depressions 

in the catchment surface that lost water between storms.

A nomograph showing the relation between annual rainfall, the efficiency of the water-proof lining of a catchment, the area of catchment, 

and the runoff was prepared. The size of catchment needed to develop 

a given water supply can be estimated 'by using this nomograph if the 

annual rainfall and the efficiency of the water-proof covering of a 

catchment are known.

For areas where the rainfall distribution throughout the year is 

similar to that at Holualoa, the average runoff from the catchment 

can be made available if a storage tank having a capacity equal to 

one-third of the annual runoff volume is provided. However, for 

areas having longer dry spells than at Holualoa, the required storage 

will be larger.

The cost of water developed by this catchment area, excluding cost 

of distribution and storage, is about $1.30 per thousand gallons. The 

cost of water would be lower substantially if (1) a larger catchment 

was utilized to reduce the unit cost of the catchment area or (2) the 

asphaltic membrane was resprayed periodically so as to maintain the 

efficiency and extend the life of the catchment covering.

The use of aluminum sheeting, polyethylene, or vinyl or other plastic 

films, not discussed in this report, might also be considered for cover-
WATER SUPPLY, ASPHALT-LINED CATCHMENT, HAWAII P25

ing catchment areas. The material selected should be economical as 

well as practical for large-scale installation.

SELECTED REFERENCES

Hawaii Water Authority, 1959, Kona irrigation project feasibility report, island

of Hawaii: Hawaii Water Authority Report RIO, 22 p. 

Kimble, Howard, 1915, North and South Kona, Hawaii water investigation:

Hawaii Division of Hydrograph, 34 p. 

Ohsiek, L. E., 1958, Water catchment problems: Hawaii Industry, August 1958,

p. 38-39; September 1958, p. 46-47. 

Stearns, H. T., and MacDonald, G. A., 1946, Geology and ground-water resources

of the island of Hawaii: Hawaii Div. Hydrography Bull. 9, 363 p. 

Taliaferro, William J., 1958, Kona rainfall: Hawaii Water Authority Report

R8, 34 p. 

Wentworth, C. K., 1959, Rainfall, tanks, catchment and family use of water:

Hawaii Water Authority Report R13, 12 p.

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