U.S. Department of the Interior

U.S. Geological Survey

Scientific Investigations Report 2010–5035

Prepared in cooperation with the State of Hawaiÿi Department of Transportation

Flood-Frequency Estimates for Streams on Kauaÿi, 

Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi
Cover: Waikele Stream, Oÿahu, Hawaiÿi, near U.S. Geological Survey gaging 

station 16213000 during flood of December 11, 2008 and on February 27, 2009 

(inset). USGS photographs by Clarence Edwards (December 11, 2008) and 

Richard B. Castro (February 27, 2009).
Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, 

Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

By Delwyn S. Oki, Sarah N. Rosa, and Chiu W. Yeung

Prepared in cooperation with the State of Hawaiÿi Department of Transportation

Scientific Investigations Report 2010–5035

U.S. Department of the Interior

U.S. Geological Survey
ii

U.S. Department of the Interior

KEN SALAZAR, Secretary

U.S. Geological Survey

Marcia K. McNutt, Director

U.S. Geological Survey, Reston, Virginia: 2010

This report and any updates to it are available online at:

http://pubs.usgs.gov/sir/2010/5035/

For more information on the USGS—the Federal source for science about the Earth, its natural and living resources, 

natural hazards, and the environment, visit http://www.usgs.gov or call 1-888-ASK-USGS

For an overview of USGS information products, including maps, imagery, and publications, 

visit http://www.usgs.gov/pubprod

To order this and other USGS information products, visit http://store.usgs.gov

Any use of trade, product, or firm names is for descriptive purposes only and does not imply endorsement by the 

U.S. Government.

Although this report is in the public domain, permission must be secured from the individual copyright owners to 

reproduce any copyrighted materials contained within this report.

Suggested citation:

Oki, D.S., Rosa, S.N., and Yeung, C.W., 2010, Flood-frequency estimates for streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, 

and Hawaiÿi, State of Hawaiÿi: U.S. Geological Survey Scientific Investigations Report 2010-5035, 121 p.
 iii

Contents

Abstract...........................................................................................................................................................1

Introduction.....................................................................................................................................................1

Previous Studies ...................................................................................................................................2

Objectives...............................................................................................................................................3

Purpose and Scope ..............................................................................................................................3

Acknowledgments................................................................................................................................3

Setting..............................................................................................................................................................4

Climate....................................................................................................................................................4

Rainfall....................................................................................................................................................4

Streams...................................................................................................................................................4

Drainage-Basin Characteristics................................................................................................4

Streamflow Characteristics .......................................................................................................6

Soils.........................................................................................................................................................6

Land Use.................................................................................................................................................7

Data..................................................................................................................................................................7

Peak-Discharge Data...........................................................................................................................7

Trends in Peak-Discharge Data........................................................................................................19

Basin Characteristics.........................................................................................................................20

Basin Delineation.......................................................................................................................20

Characteristics...........................................................................................................................20

Frequency Analysis at Gaged Sites..........................................................................................................20

Selection of Generalized Skew ........................................................................................................23

Skew Maps .................................................................................................................................25

Prediction Equations .................................................................................................................25

Arithmetic Mean ........................................................................................................................25

Adjustments to the Fitted Log-Pearson Type III Distribution.......................................................25

Low Outliers................................................................................................................................25

Values With Less-Than (<) Codes ...........................................................................................26

Historic Floods............................................................................................................................26

Computed Peak Stream Discharges................................................................................................26

Regression Analysis....................................................................................................................................28

Regions.................................................................................................................................................29

Regression Equations.........................................................................................................................30

Accuracy and Limitations..................................................................................................................30

Application of Regression Equations .......................................................................................................33

Ungaged Stream .................................................................................................................................33

Gaged Site............................................................................................................................................33

Ungaged Site on a Gaged Stream....................................................................................................34

Comparison with Previous Estimates.......................................................................................................34

Summary........................................................................................................................................................36

References Cited..........................................................................................................................................36
iv

Figures

1. Map showing geographic variation of mean annual rainfall, State of Hawaiÿi ...........................5

2. Map showing stream-gaging stations with at least 10 years of usable peak-discharge 

data (through water year 2008), Kauaÿi, Hawaiÿi...............................................................................8

3. Map showing stream-gaging stations with at least 10 years of usable peak-discharge 

data (through water year 2008), Oÿahu, Hawaiÿi ...............................................................................9

4. Map showing stream-gaging stations with at least 10 years of usable peak-discharge 

data (through water year 2008), Molokaÿi, Hawaiÿi ........................................................................10

5. Map showing stream-gaging stations with at least 10 years of usable peak-discharge 

data (through water year 2008), Maui, Hawaiÿi...............................................................................11

6. Map showing stream-gaging stations with at least 10 years of usable peak-discharge 

data (through water year 2008), Island of Hawaiÿi, Hawaiÿi..........................................................12

7. Graph showing distribution of record lengths of annual peak discharge for stream-gaging 

stations with at least 10 years of usable peak-discharge data (through water year 2008), 

State of Hawaiÿi....................................................................................................................................13

8. Graph showing distribution by month of 8,763 annual peak discharges included 

in this study (through water year 2008), State of Hawaiÿi .............................................................13

9. Graphs showing generalized shapes of curves for positive, zero, and negative skew 

coefficients in the distribution of peak discharges........................................................................24

10. Graphs showing comparisons between 100-year weighted peak-discharge 

estimates from this study with previously published 100-year peak-discharge 

estimates for gaging stations in Hawaiÿi ..........................................................................................35

Tables

1. Summary of available annual peak-discharge data through water year 2008 in 

comparison to available data used in previously published studies, State of Hawaiÿi..............2

2. Numbers and names of stream-gaging stations with peak-discharge data 

used in this study, State of Hawaiÿi...................................................................................................14

3. Values from the U.S. Geological Survey peak-flow file (July 2009) excluded 

from analysis, State of Hawaiÿi ..........................................................................................................19

Appendix A..................................................................................................................................................119

County Storm-Drainage Standards................................................................................................119

Kauaÿi .........................................................................................................................................119

Oÿahu..........................................................................................................................................119

Maui ...........................................................................................................................................119

Hawaiÿi .......................................................................................................................................119

Frequency Curves.............................................................................................................................119

Regional Regression Equations......................................................................................................120

Kauaÿi .........................................................................................................................................120

Oÿahu..........................................................................................................................................120

Maui ...........................................................................................................................................120

Hawaiÿi.......................................................................................................................................121

Statewide ..................................................................................................................................121
 v

4. Periods of record and trends of annual peak-discharge data used in this study, 

State of Hawaiÿi....................................................................................................................................40

5. Selected drainage-basin characteristics evaluated in the regional-regression 

analysis, State of Hawaiÿi ...................................................................................................................21

6. Basin characteristics associated with the drainage basins of 

stream-gaging stations, State of Hawaiÿi ........................................................................................50

7. Mean-square errors associated with selected generalized-skew estimates 

for annual peak discharges, State of Hawaiÿi.................................................................................25

8. Manually specified low-outlier thresholds for annual peak-discharge 

frequency analysis, State of Hawaiÿi................................................................................................26

9. Stations with annual peak-discharge data less than a specified value and replacement 

values used for annual peak-discharge frequency analysis, State of Hawaiÿi.........................27

10. Historic floods and periods for annual peak-discharge frequency 

analysis, State of Hawaiÿi....................................................................................................................28

11. Mean, standard deviation, and skew values associated with logarithms 

of annual peak-discharge data from stream-gaging stations, 

State of Hawaiÿi ....................................................................................................................................66

12. Estimated peak discharges for selected recurrence intervals at 

stream-gaging stations, State of Hawaiÿi.........................................................................................72

13. Regional regression equations for peak-discharge estimates, State of Hawaiÿi ......................31

Conversion Factors and Datum

[Inch/Pound to SI]

Multiply By To obtain

Length

inch (in.) 25.4 millimeter (mm)

foot (ft) 0.3048 meter (m)

mile (mi) 1.609 kilometer (km)

Area

acre 4,047 square meter (m2

)

square foot (ft2

) 0.09290 square meter (m2)

square mile (mi2

) 2.590 square kilometer (km2) 

Volume

cubic foot (ft3

) 0.02832 cubic meter (m3) 

Flow rate

cubic foot per second (ft3

/s) 0.02832 cubic meter per second (m3/s)

gallon per day (gal/d) 0.003785 cubic meter per day (m3

/d)

million gallons per day (Mgal/d) 0.04381 cubic meter per second (m3

/s)

inch per year (in/yr) 25.4 millimeter per year (mm/yr)

Vertical coordinate information is referenced to mean sea level.

Horizontal coordinate information is referenced to the North American Datum of 1983 (NAD 83).

Altitude, as used in this report, refers to distance above the vertical datum.
(This page left intentionally blank)

vi
Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, 

Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

By Delwyn S. Oki, Sarah N. Rosa, and Chiu W. Yeung

Abstract

This study provides an updated analysis of the magnitude 

and frequency of peak stream discharges in Hawaiÿi. Annual 

peak-discharge data collected by the U.S. Geological Survey 

during and before water year 2008 (ending September 30, 

2008) at stream-gaging stations were analyzed. The existing 

generalized-skew value for the State of Hawai‘i was retained, 

although three methods were used to evaluate whether an 

update was needed. 

Regional regression equations were developed for peak discharges with 2-, 5-, 10-, 25-, 50-, 100-, and 500-year recurrence 

intervals for unregulated streams (those for which peak discharges are not affected to a large extent by upstream reservoirs, 

dams, diversions, or other structures) in areas with less than 20 

percent combined medium- and high-intensity development on 

Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi. The generalizedleast-squares (GLS) regression equations relate peak stream discharge to quantified basin characteristics (for example, drainagebasin area and mean annual rainfall) that were determined using 

geographic information system (GIS) methods. 

Each of the islands of Kauaÿi, Oÿahu, Molokaÿi, Maui, 

and Hawaiÿi was divided into two regions, generally corresponding to a wet region and a dry region. Unique peakdischarge regression equations were developed for each 

region. The regression equations developed for this study have 

standard errors of prediction ranging from 16 to 620 percent. 

Standard errors of prediction are greatest for regression equations developed for leeward Molokaÿi and southern Hawaiÿi. 

In general, estimated 100-year peak discharges from this study 

are lower than those from previous studies, which may reflect 

the longer periods of record used in this study. Each regression 

equation is valid within the range of values of the explanatory 

variables used to develop the equation. The regression equations were developed using peak-discharge data from streams 

that are mainly unregulated, and they should not be used to 

estimate peak discharges in regulated streams. Use of a regression equation beyond its limits will produce peak-discharge 

estimates with unknown error and should therefore be avoided. 

Improved estimates of the magnitude and frequency of peak 

discharges in Hawaiÿi will require continued operation of 

existing stream-gaging stations and operation of additional 

gaging stations for areas such as Molokaÿi and Hawaiÿi, where 

limited stream-gaging data are available. 

Introduction

Reliable estimates of the magnitude and frequency of 

floods are needed for the safe and efficient design of roads, 

bridges, water-conveyance structures, and flood-control projects 

and for the management of flood plains and flood-prone areas. 

Underestimation of peak flood discharges could lead to loss of 

human lives and property, whereas overestimation of peak flood 

discharges could potentially result in expensive, overdesigned 

projects. As the population of the State of Hawaiÿi increases 

and development expands to new areas, the need for reliable 

flood-frequency estimates for streams will become increasingly 

important. Although recent flood-frequency estimates may be 

available for individual development projects or flood-insurance 

studies, the information generally is difficult to access from 

study reports and may not be applicable to other areas.

Federal agencies that use estimates of flood frequencies 

include, but are not limited to, (1) the Federal Emergency Management Agency (FEMA), which is responsible for flood-hazard 

mapping, (2) the National Weather Service, which provides flood 

warnings in the State, and (3) the U.S. Army Corps of Engineers, 

which has the mission of providing engineering services to the 

Nation that include the planning, design, and construction of 

flood-control projects. State agencies that use estimates of flood 

frequencies include, but are not limited to, (1) Hawaiÿi Department of Transportation (DOT), which has the mission of providing 

a safe, efficient, and accessible transportation system that ensures 

the mobility of people and goods and enhances and preserves 

economic prosperity and the quality of life, (2) Hawaiÿi Department of Land and Natural Resources, which is responsible for 

approving construction of dams and reservoirs and which contains 

the office of the State flood coordinator, and (3) Hawaiÿi Civil 

Defense agency, which has the mission of minimizing loss of 

life and property, providing for the welfare and safety of citizens, 

restoring vital services, providing continuity of government, and 

coordinating resources for disaster response and recovery. County 

Civil Defense Administrators oversee the day-to-day emergency 

management activities, including those related to floods, in their 

respective counties. In addition, Departments of Planning, Departments of Design and Construction, and Departments of Public 

Works in the counties require reliable flood-frequency estimates 

for proper planning, design, and construction activities.

The most reliable estimates of peak-discharge magnitude and frequency are those made at sites where long-term 
2 Flood-Frequency Estimates for Streams on Kaua Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Moloka ahu, Molokaÿi, Maui, and Hawai i, Maui, and Hawaiÿi, State of Hawai i, State of Hawaiÿi

stream-gaging stations have been operated. At sites where 

streamflow data are unavailable, regionalization techniques 

can be used to estimate peak-discharge magnitude and frequency. Regionalization studies provide estimates of peakdischarge magnitude and frequency based on data collected 

from gaged streams in similar hydrologic settings. Regional 

flood-frequency studies also can be used to improve floodfrequency estimates at gaged sites with short-term data and 

assess the effectiveness of a crest-stage flood-gaging program. Although regional flood-frequency studies commonly 

are updated every 10 years, such studies for many islands in 

Hawaiÿi were last updated more than 30 years ago and therefore 

do not take advantage of (1) the additional 30 plus years of data 

collected, (2) standardized Federal guidelines for computing 

flood frequencies (Interagency Advisory Committee on Water 

Data, 1982), (3) new statistical methods that have become available, and (4) geographic information system (GIS) technology. 

Fontaine (1996) related the standard error of the 100-year 

peak-discharge estimate to record length using data from five 

long-term stream-gaging stations on Oÿahu. Results of his 

analysis indicate that (1) the decrease in standard error of the 

100-year peak-discharge estimate is greatest as the length of 

record increases from 5 to 20 years and (2) the standard error 

continues to decrease, but at a slower rate, as the record length 

increases from 20 to 50 years (Fontaine, 1996). In 2008 a total 

of 169 gaging stations had 25 or more years of usable record, as 

compared to 68 in 1984 (table 1). The reliability of the existing flood-frequency estimation procedures can be improved by 

using the additional data and new analytical techniques.

Previous Studies

The U.S. Geological Survey (USGS) has operated streamgaging stations in Hawaiÿi since 1909. The number of active 

continuous-record stream-gaging stations peaked near 200 

stations in the 1960s and has declined steadily since then. 

During 2008, only 60 continuous-record gaging stations were 

operated in Hawaiÿi, close to the number of stations maintained 

during 1912. Starting in 1957, a network of 24 crest-stage gaging stations, which record peak stage, was established on Oÿahu 

for the purpose of improving the understanding of floods (State 

of Hawaiÿi, 1970a). The crest-stage gaging-station network 

was later extended to Kauaÿi and Hawaiÿi in 1962, and then to 

Molokaÿi and Maui in 1963 (State of Hawaiÿi, 1970a). In 1971, 

a total of 93 crest-stage gaging stations were being maintained: 

11 on Kauaÿi, 36 on Oÿahu, 10 on Molokaÿi, 21 on Maui, and 

15 on Hawaiÿi (Yamanaga, 1972). In 1994, the number of active 

crest-stage gaging stations had increased to 107: 13 on Kauaÿi, 

41 on Oÿahu, 8 on Molokaÿi, 24 on Maui, and 21 on Hawaiÿi 

(Fontaine, 1996). By 2008, however, only 65 crest-stage gaging 

stations were being maintained (9 on Kauaÿi, 24 on Oÿahu, 4 

on Molokaÿi, 18 on Maui, and 10 on Hawaiÿi), and by 2010 the 

number of crest-stage gaging stations was further reduced to 43 

(2 on Kauaÿi, 27 on Oÿahu, 0 on Molokaÿi, 2 on Maui, and 12 

on Hawaiÿi). Peak-discharge data from both continuous-record 

and crest-stage gaging stations are used in this study. 

Some of the published studies for estimating peak discharges at ungaged sites in Hawaiÿi are described briefly below. 

(Peak-discharge estimates from the studies described below are 

compared to those generated by this study in a later section of 

this report.) Additional descriptions of these studies and others 

are provided in the appendix. Many of the existing published 

methods used to estimate peak discharges at ungaged sites in 

Hawaiÿi have been based on limited records from a limited 

number of gaging stations. On the Island of Hawaiÿi, for example, 

flood-frequency estimation methods were based on data from 30 

gaging stations, with only 9 of the gaging stations having 10 or 

more years of record (State of Hawaiÿi, 1970b). Through water 

year 2008, peak-discharge data were available from 47 gaging 

stations with 10 or more years of record on the Island of Hawaiÿi 

Table 1. Summary of available annual peak-discharge data through water year 2008 in comparison to available data used in previously 

published studies, State of Hawaiÿi.

[—, no previous study]

No. of sites with 10 or more years of 

annual peak-discharge data

No. of sites with 25 or more years of 

annual peak-discharge data

Location Previously published 

flood-frequency study

This study

(through water year 2008)

Previously published 

skew studyf

This study

(through water year 2008)

Kauaÿi 20a 37 19 27

Oÿahu 79b 71 17 54

Molokaÿi — 22 7 21

Maui 19c 58 25 46

Hawaiÿi 9d 47 3 21

State total 75e 235 68 169

a

State of Hawaiÿi, 1973.

b

Wong, 1994.

c

State of Hawaiÿi, 1971.

d

State of Hawaiÿi, 1970b.

e

Yamanaga, 1972.

f

Lee, 1984. 
Introduction 3

(table 1). (A water year covers the 12-month period from October 

1 through September 30 and is designated by the calendar year in 

which it ends.) On the Island of Maui, flood-frequency estimation 

methods were based on data from 37 gaging stations, with only 

19 of the gaging stations having 10 or more years of record (State 

of Hawaiÿi, 1971). Through water year 2008, peak-discharge data 

were available from 58 gaging stations with 10 or more years of 

record on the Island of Maui (table 1). The present study incorporates data through water year 2008, thereby taking advantage of 

much additional data not available for earlier studies.

To estimate preliminary peak discharges for Kauaÿi, 

envelope curves relating peak discharge (recurrence interval 

exceeding 100 years) to drainage area were developed for 

each of five regions (State of Hawaiÿi, 1973). For each region, 

curves of 10-, 50-, and 100-year peak discharges were drawn 

parallel to the envelope curves. 

The most recent published regional flood-frequency 

study for the Island of Oÿahu (Wong, 1994) used available 

data through water year 1988 (79 gaging stations with 11 to 72 

years of record) and followed guidelines documented in Bulletin 17B (Interagency Advisory Committee on Water Data, 

1982). Oÿahu was divided into three regions, and regression 

equations were developed for the 2-, 5-, 10-, 25-, 50-, and 

100-year peak discharges using either one explanatory variable (drainage area) or two explanatory variables (drainage 

area and median annual rainfall; or drainage area and 2-year, 

24-hour rainfall) in the equations, depending on the region 

(Wong, 1994). The 100-year peak discharge for drainage areas 

greater than 100 acres on Oÿahu also can be estimated using 

the County storm-drainage standards. The County stormdrainage standards contain curves relating 100-year peak 

discharge to drainage area for drainage areas greater than 100 

acres in each of three geographic regions of Oÿahu (City and 

County of Honolulu, 1988, 2000).

For the Island of Maui, relations between peak discharge 

and drainage area were developed for the 100-year peak discharge, as well as other selected peak discharges, for each of 

five regions (State of Hawaiÿi, 1971). These regional relations, 

which are presented in the form of curves, were intended for 

use in preliminary planning studies.

For the Island of Hawaiÿi, regional relations between peak 

discharge, for selected recurrence intervals, and drainage area 

were developed for each of eight regions (State of Hawaiÿi, 

1970b). In addition, storm-drainage standards for the County of 

Hawaiÿi (1970) were developed using the City and County of 

Honolulu (1969) standards as a guide. For drainage areas greater 

than 100 acres, separate design curves relating peak discharge 

(approximate 100-year recurrence interval) to drainage area are 

provided for each of four regions (County of Hawaiÿi, 1970). 

Objectives

The primary objectives of this study were to (1) provide 

estimates of the magnitudes of the 2-, 5-, 10-, 25-, 50-, 100-, 

and 500-year peak stream discharges at gaged sites on Kauaÿi, 

Oÿahu, Molokaÿi, Maui, and Hawaiÿi, using recorded annual 

peak discharges through water year 2008, and (2) develop 

regression equations that can be used to estimate the magnitude of the 2-, 5-, 10-, 25-, 50-, 100-, and 500-year peak 

stream discharges at ungaged, unregulated sites on Kauaÿi, 

Oÿahu, Molokaÿi, Maui, and Hawaiÿi. 

Purpose and Scope

This report addresses a need to provide a statewide 

analysis of the magnitude and frequency of peak discharges 

for streams in Hawaiÿi. (For this study, floods and peak 

discharges related to streams are considered. Floods related 

to other factors, such as coastal storm surges, are beyond 

the scope of this study.) Annual peak-discharge data collected by the USGS during and before water year 2008 at 

continuous-record and crest-stage stream-gaging stations 

were considered for analysis. Generalized-skew coefficients 

and peak-discharge magnitude and frequency at gaged sites 

were determined using guidelines documented in Bulletin 

17B (Interagency Advisory Committee on Water Data, 1982). 

Basin morphometric, soil, rainfall, and land-cover characteristics were determined using GIS methods. The estimated 

peak discharges at gaged sites for 2-, 5-, 10-, 25-, 50-, 100-, 

and 500-year recurrence intervals and the quantified basin 

characteristics were used as input for a regression analysis to 

develop peak-discharge frequency relations for ungaged sites on 

unregulated streams in Hawaiÿi. (Unregulated streams are those 

for which peak discharges are not affected to a large extent 

by upstream reservoirs, dams, diversions, or other structures). 

Preliminary equations were developed using ordinary-leastsquares multiple-regression techniques to identify significant 

explanatory variables and to determine whether Hawaiÿi 

should be divided into separate hydrologic regions. Final 

regression equations were developed using generalized-leastsquares (GLS) regression techniques (Stedinger and Tasker, 

1985; Tasker and Stedinger, 1989) that adjust for differences 

in record lengths, differences in peak-discharge variances, 

and cross correlations of concurrent peak discharges among 

gaging stations used in the regression analysis. The estimated 

peak discharges for a 100-year recurrence interval at gaged 

sites were compared to previously published estimates from 

regional studies and existing design curves. 

Acknowledgments

The authors acknowledge Richard A. Fontaine (USGS) 

for providing technical guidance throughout the study and for 

carefully reviewing the Hawaiÿi peak-discharge records for 

accuracy. Many others within the USGS (Julie E. Kiang, Ken 

Eng, Kernell G. Ries, III, Timothy A. Cohn, and Charles Berenbrock) also provided technical guidance on various aspects 

of the study. Alan H. Rea (USGS) incorporated GIS datasets 

within the StreamStats framework for use in this study, and 

David W. Stewart (USGS) and Christine Dartiguenave (Environmental Systems Research Institute, Inc., [ESRI]) provided 
4 Flood-Frequency Estimates for Streams on Kaua Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Moloka ahu, Molokaÿi, Maui, and Hawai i, Maui, and Hawaiÿi, State of Hawai i, State of Hawaiÿi

additional GIS technical assistance. Adam G. Johnson and Steve 

P. Garcia helped check GIS basin delineations for accuracy, 

and Nathaniel Q. Adams identified inconsistencies in the 

peak-discharge records during the early phase of the study. 

Setting

The eight main Hawaiian Islands are located between 154o 

and 161o west longitudes and between 18o and 22o north latitudes 

and are geologically youngest in the southeast and oldest in the 

northwest (fig. 1). The eight main islands of the State of Hawai‘i 

and their approximate sizes, in square miles, from northwest to 

southeast are Ni‘ihau, 70; Kaua‘i, 552; O‘ahu, 597; Moloka‘i, 

260; Lana‘i, 141; Maui, 727; Kaho‘olawe, 45; and Hawai‘i, 

4,028 (Juvik and Juvik, 1998). The highest altitude on Kaua‘i is 

about 5,200 feet above sea level in its central part, although large 

areas of the island shoreward of the interior mountains are less 

than 1,000 feet above sea level. O‘ahu has a mountainous ridge 

along its eastern side and another mountainous area along the 

western side, which rises to an altitude of about 4,000 feet above 

sea level; however, most of O‘ahu is less than 1,000 feet above 

sea level. Moloka‘i is mountainous in its eastern part, where it 

rises to an altitude of about 5,000 feet above sea level, although 

most of the island is less than 1,000 feet above sea level. The 

highest altitude on Maui is about 10,000 feet above sea level in 

its eastern part and about 5,800 feet above sea level in its western 

part; a broad lowland area separates the two parts. The Island of 

Hawai‘i has the highest altitude in the State at 13,796 feet above 

sea level. The main Hawaiian Islands can be divided into two primary physiographic zones, windward and leeward, which relate 

to the exposure of these areas to persistent northeasterly winds 

and orographic rainfall. 

Climate

In general, mild temperatures, cool and persistent northeasterly winds, a rainy season from October through April, and 

a dry season from May through September characterize the 

climate of Hawai‘i (Blumenstock and Price, 1967; Sanderson, 

1993). The location of the north Pacific anticyclone (an area 

of high atmospheric pressure located northeast of the main 

Hawaiian Islands) is one of the primary climate controls for the 

Hawaiian Islands. During the dry season, the stability of the 

north Pacific anticyclone produces persistent northeasterly trade 

winds that blow 80 to 95 percent of the time. During the rainy 

season, migratory low- and high-pressure systems and frontal 

systems often move past the Hawaiian Islands, resulting in less 

persistent trade winds that blow 50 to 80 percent of the time.

Rainfall

The topography of each Hawaiian island has a profound 

effect on rainfall. In general, the northeastern, windward sides 

of the islands are wettest. This pattern is controlled by the rise 

of moisture-laden northeasterly trade winds along the windward 

slopes of the islands (see, for example, Sanderson, 1993). 

When the moisture-laden air mass rises and cools, the moisture 

condenses and may precipitate on mountain slopes. Maximum 

rainfall occurs between altitudes of 2,000 and 6,000 feet above 

sea level, but amounts vary depending on the form, location, and 

topography of each island. Precipitation also may occur as fog 

drip, which is cloud vapor that is intercepted by vegetation and 

that subsequently drips to the ground. Above 6,000 feet, precipitation decreases, and the highest altitudes are semiarid. High 

mountain areas are dry because the upslope flow of moist air 

is prevented from penetrating above altitudes of about 6,000 to 

8,000 feet by the temperature inversion in the atmosphere. Areas 

that are leeward (southwest) of mountain barriers generally are 

drier than windward areas because air loses moisture during its 

ascent over an upwind barrier. This is known as the rain-shadow 

effect (Giambelluca and others, 1986).

Mean annual rainfall exceeds 435 inches near the central summit area of Kaua‘i, 275 inches on the northeastern 

part of Oÿahu, 155 inches on the mountainous parts of eastern 

Molokaÿi, 355 inches near the central summit area of western 

Maui, and 235 inches on the northeastern part of the Island of 

Hawai‘i (Giambelluca and others, 1986) (fig. 1). Most of the 

southwestern coastal areas of all islands receive less than 40 

inches of rain annually; the Island of Hawai‘i has areas at high 

altitudes, above the temperature inversion, and areas on the 

northwestern coast that receive less than 20 inches. Mean annual 

rainfall changes can be large over short horizontal distances; in 

some places, this change can exceed 100 in. over a horizontal 

distance of one mile.

Migratory low-pressure systems and frontal systems can 

bring heavy rains to the Hawaiian Islands. The dry coastal leeward areas can receive much of their annual rainfall from these 

systems. In Hawai‘i, 24-hour rainfall totals can exceed 10 in. 

over coastal areas and 20 in. over the mountainous interior areas 

during heavy storms (Perica and others, 2009; Giambelluca and 

others, 1984; U.S. Weather Bureau, 1962).

Streams

Most Hawaiian streams originate in the mountainous 

interiors of the islands and terminate at the coast. Streams are 

one of the main sculptors of the Hawaiian landscape because 

of the erosive power of the water they convey. In geologically 

young areas, such as much of the southern part of the Island of 

Hawai‘i, well-defined stream channels have not yet developed 

because the permeability of the surface rocks generally is so 

high that rainfall infiltrates before it runs off for long distances 

on the surface. In geologically older areas that have received 

large amounts of rainfall, streams and mass wasting have carved 

out large valleys.

Drainage-Basin Characteristics

Drainage basins in Hawai‘i generally are small and have 

steep sides. Drainage basins are small mainly because the distance between the headwaters and mouths of streams is short 
Figure 1. Geographic variation of mean annual rainfall, State of Hawaiÿi (modified from Giambelluca and others, 1986).

22° 22°

21°

20°

19°

158°

157°157°

156°

0 25 50 MILES

0 25 50 75 KILOMETERS

KAUAÿI

OÿAHU

MOLOKAÿI

MAUI

HAW

LÄNAÿI

NIÿIHAU

KAHOÿOLAWE

P A C I F I C

O

C

E

A

N

435

275

155 155

275

40

80

355

155

80

GENERAL 

GENERAL ORIENTATION OF TRADE WINDS

Base modified from U.S. Geological Survey NationalHydrography Dataset, Universal Transverse Mercatorprojection, zone 4, NAD83 datum.

EXPLANATION

4080

120

155

MEAN ANNUAL RAINFALL,  IN INCHES

AREA OF GREATEST MEAN ANNUAL RAINFALL--RAINFALL IS GREATER  THAN INDICATED VALUE, IN INCHESINSUFFICIENT DATA

Figure 1. Geographic variation of mean annual rainfall, State of Hawaiÿi (modified from Giambelluca and others, 1986).
6 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

and adjacent streams are closely spaced. Furthermore, the 

topography associated with Hawaiian shield volcanoes leads 

to a radial drainage pattern in which streams flow away from 

each other, rather than into each other as in most continental 

settings. Drainage-basin divides may be clearly defined where 

formed by steep-sided ridges near mountainous interior areas 

and less well defined in flatter coastal areas. In some interior 

areas, the stream channel may be more than 1,000 feet below 

the adjacent ridgeline that forms the basin divide. 

Streamflow Characteristics

Streamflow consists of (1) direct runoff of rainfall, in 

the form of overland flow and subsurface storm flow that 

rapidly returns infiltrated water to the stream, (2) groundwater discharge, in the form of base flow, where the stream 

intersects the water table, (3) water returned from bank storage, (4) rain that falls directly on streams, and (5) any additional water, including excess irrigation water, discharged 

to the stream by humans (see, for example, Oki, 2003). 

During periods of intense rainfall, streamflow generally is 

dominated by direct runoff. The amount of direct runoff and 

base flow that contributes to total streamflow is dependent 

on several factors, including rainfall amount and intensity, 

drainage-basin geology, morphology, and size, soils, and 

land cover. Humans can affect streamflow characteristics 

through diversions, channelization, dams, land-use changes, 

and other factors.

Streamflow in Hawai‘i is highly variable both in space 

and time. Streams that are dry most of the year are common 

in the leeward parts of the islands. Streams that flow continuously throughout the year are common in areas that receive 

large amounts of rainfall and groundwater discharge. Seasonal 

streamflow variations exist over both windward and leeward 

areas, but they commonly are less pronounced in windward 

areas where base flow (groundwater discharge to streams) and 

rainfall are persistent. 

The percentage of rainfall that directly runs off varies both 

among basins and within a basin. Among basins, the percentage 

of mean annual rainfall that runs off typically ranges between 

10 and 40 percent, although higher and lower values exist in 

places. Within a basin, the percentage of rainfall that runs off 

varies temporally among individual storms and may range from 

less than 5 to greater than 50 percent. The percentage of rainfall 

that runs off is expected to be high where the rainfall amount 

and intensity are high, permeability of the soils is low, slopes are 

steep, the water table is at or near the land surface, or antecedent 

soil moisture is high. 

The timing and magnitude of peaks in the streamflow 

hydrographs for different sites reflect spatial differences in rainfall amount, intensity, and timing as well as differences in basin 

characteristics, including size, slopes, land cover, soil types, 

and geohydrologic conditions. Streams in Hawai‘i are flashy 

because of high-intensity rainfall, small drainage-basin size, 

steep basin and stream slopes, and little channel storage (Wong, 

1994). Stream stage commonly rises and falls several feet over 

a few hours in response to rainfall. The flood hydrograph for a 

single storm typically has a sharp rise and a steep recession, and 

it can be characterized as having a steep triangular shape and 

short time to peak (Wu, 1969).

On the basis of 2,317 recorded annual peak discharges 

(with known dates) for O‘ahu streams, Wong (1994) estimated 

that 89 percent of the peaks occurred between October and May. 

This period generally corresponds to the rainy season during 

which heavy storms and flooding typically occur. 

For a number of streams in Hawaiÿi, discharge is 

affected by regulation by surface-water diversions or 

impoundment by reservoirs (Timbol and Maciolek, 1978). 

In general, annual peak discharges are not affected to a 

large extent by surface-water diversions designed to divert 

the low flows of streams. In some cases, however, reservoirs designed for flood control may substantially attenuate annual peak discharges. For example, annual peak 

discharges in Nuuanu Stream, in the southeastern part of 

Oÿahu, likely are affected by regulation by an upstream 

reservoir.

Soils

The Natural Resources Conservation Service (NRCS) 

has identified 12 soil orders or major soil types (U.S. Department of Agriculture, 1998). Of these 12 soil orders, 11 have 

been reported in Hawai‘i. The main factors that affect the 

character of a soil include climate, biological activity, parent 

material, topography, and time. Climatic gradients in Hawaiÿi 

are steep, and this affects the spatial distribution of soils. 

In some cases, soil formation may be related more to past, 

rather than present, climatic conditions (Gavenda, 1992). 

Highly weathered soils generally are found in wetter areas, 

whereas other soils are found only in dry areas. Parent-rock 

materials in Hawaiÿi are primarily volcanic in origin and 

may be associated with lava flows from which residual soils 

develop, or they may be from transported materials, including alluvium, colluvium, and volcanic ash. Topography also 

affects the character of the soil. For example, soils on steep 

slopes are commonly thin because of erosion. In geologically young areas, soils may not have developed yet because 

the soil-forming processes have not had sufficient time to be 

effective.

Soils that are used for agriculture in Hawai‘i generally 

can transmit water downward at rates of a few in/hr, although 

the rates can range from less than 0.06 to 20 in/hr (Foote 

and others, 1972). The infiltration capacity of agricultural 

soils can be reduced by urbanization. Murabayashi and Fok 

(1979) used double-ring infiltrometers to quantify the effects 

of urbanization on the constant infiltration rate and estimated 

that urbanization can reduce the constant infiltration rate by 

83 percent. Wood (1971) indicated that hydrologic characteristics of soils on O‘ahu varied with land cover. In general, 

infiltration rates in forested areas were higher than in adjacent 

areas, with the same soil types, used for sugarcane, pineapples, or pasture (Wood, 1971).
Data 7

Land Use

In general, land-use patterns during the 20th century in 

Hawai‘i reflected increases in population and decreases in 

large-scale agricultural operations over time. The resident 

population in Hawai‘i increased from 154,001 in 1900 to 

1,211,537 in 2000 (State of Hawai‘i, 2000). In 2000, about 72 

percent of the State’s resident population was on O‘ahu, 12 

percent on Hawai‘i, 5 percent on Kaua‘i, and 11 percent on 

Maui, Moloka‘i, and Lana‘i combined. During the latter part 

of the 20th century, many large-scale plantation operations in 

the State were replaced by urban developments, diversified 

agriculture, or other land uses. For example, from 1984 to 

2000 sugarcane acreage in Hawai‘i decreased from 188,396 to 

43,821 acres (State of Hawai‘i, 2000).

During the late 1970s, the USGS used the Geographic 

Information Retrieval and Analysis System (GIRAS) protocol (Mitchell and others, 1977) for collecting land-use and 

land-cover data in Hawai‘i. Land use and land cover were 

classified using the system established by Anderson and 

others (1976). For nominal 2001 conditions, a national landcover dataset was developed using 29 land-cover classes 

(Yang, 2008; Multi-Resolution Land Characteristics Consortium, 2009). 

 In general, increased urbanization in an area is 

expected to result in greater direct runoff from the area, 

because rain falling on paved surfaces commonly is efficiently routed to stream channels through storm-drainage 

systems. Even in unpaved areas, direct runoff can be 

enhanced by urbanization because of the potential reduction 

in the infiltration capacity of soils associated with urbanization (Murabayashi and Fok, 1979).

Data

Data necessary for evaluating the generalized skew for 

Hawaiÿi and developing regional regression equations to estimate 

the magnitude of the 2-, 5-, 10-, 25-, 50-, 100-, and 500-year peak 

discharges at ungaged, unregulated sites include annual peakdischarge data from USGS stream-gaging stations and associated 

drainage-basin characteristics. Basin morphometric, soil, rainfall, 

and land-cover characteristics are quantified using GIS methods. 

Peak-Discharge Data

The annual maximum peak-discharge data collected at 

stream-gaging stations are used to determine the annual exceedance probability associated with a particular magnitude of peak 

discharge. The exceedance probability commonly is expressed in 

terms of a recurrence interval (in years). The recurrence interval is 

the expected (average) time between exceedances of a particular 

annual peak discharge. The recurrence interval in years is equal 

to the reciprocal of the exceedance probability (a dimensionless 

number ranging from 0 to 1) of the annual instantaneous peak 

discharge. Thus, a flood with a 100-year recurrence interval 

(100-year peak discharge) has an annual exceedance probability 

of 0.01 (1 percent). Because there is a 1 percent chance that a 

100-year peak discharge will be exceeded in any given year, it is 

possible that the 100-year peak discharge will be exceeded more 

than once (or not at all) during a 100-year period. It also is possible that the 100-year peak discharge could be exceeded more 

than once in a single year.

Since 1911, the USGS has collected annual peakdischarge data from stream-gaging stations on the islands of 

Kaua‘i, O‘ahu, Moloka‘i, Maui, and Hawai‘i (figs. 2–6). For 

this study, only gaging stations with at least 10 years of usable 

record through water year 2008 were considered for estimating the magnitude and frequency of peak discharges, and only 

gaging stations with at least 25 years of usable record were 

considered for estimating the generalized skew (Interagency 

Advisory Committee on Water Data, 1982) (table 2). 

Data in the USGS peak-flow file, which is part of the 

National Water Information System (NWIS) digital database 

containing annual peak-discharge data, were checked for accuracy using a systematic checking program (Ryberg, 2008), information in files maintained by the USGS Pacific Islands Water 

Science Center, as well as values published in USGS reports. 

This process identified a number of errors in the peak-flow file 

and resulted in revision of the NWIS database. In addition, 

data from a number of gaging stations with possibly inaccurate 

rating curves or other potential problems were identified (R.A. 

Fontaine, USGS, written commun., 2009), and these data were 

not used for this study (table 3). Data from gaging stations 

16211200, 16212450, 16228600, 16311000, and 16318000 on 

O‘ahu were previously used by Wong (1994) to estimate the 

magnitude and frequency of floods for streams on O‘ahu, but 

these gaging stations were precluded from analysis in this study 

as a result of the data-review process. Eight additional gaging 

stations on Oÿahu (16212700, 16216500, 16247000, 16247100, 

16265000, 16273900, 16273950, and 16274499) were precluded from analysis in this study because of potential effects of 

urbanization (see discussion below in section on “Basin Characteristics”), although data from only one of these gaging stations 

(16273900) indicated a statistically significant trend (downward) 

in annual peak discharge. Seven of these eight gaging stations 

(all except 16273950) were used previously by Wong (1994). 

For this study, a total of 235 gaging stations contained at 

least 10 years of usable annual peak-discharge data, and 169 

gaging stations contained at least 25 years of usable data (tables 

1, 2). Only 14 gaging stations (6 percent) contained at least 

70 years of usable data (fig. 7). The longest available record 

through water year 2008 is 96 years at gaging station 16587000 

on Maui. About two-thirds of the annual peak discharges 

analyzed in this study occurred during the months of November through March (fig. 8). Less than 2 percent of the annual 

peak discharges occurred during the month of June, although 

June may not be the driest month of the year in terms of mean 

streamflow in Hawaiÿi (see, for example, Oki, 2003). Peak 

discharges at all sites used in the analysis were not affected to a 

large extent by upstream dams or diversions. 
Figure 2. Stream-gaging stations with at least 10 years of usable peak-discharge data (through water year 2008), Kauaÿi, Haw

Läwai Str

Hanapëpë

River

Waimea

River

Makaweli

River

Nahomalu Valley Koaiÿe Str

Waiÿalae Str

Möhihi Str

Kawaiköï Str

Kalalau Str

Hanakoa Str

Hanakäpiÿai Str Limahuli Str

Wainiha River

Lumihai River

Hanalei

River

Waiÿoli Str

Pöhakuhonu Str

Puÿukumu Str

Halaulani Str

Kap

Akulik

ÿÖpaekaÿa Str

North Fork Wailuä River

South Fork Wailuä

Huleÿia Str

Ha

Näw

d

d

d

d

d

d

d

d

d

d

d

d

d

d d

d

dd

d

d

d

d

d

d

d

d d

d

d

130000

117000

116000

115000

114000

108000

106000

105000

103000

101000

097900

097000 097500

071500

068000

063000

060000

055000

052500

049000

036000

031000

028000

019000

018000

017000

016000

013000

010000

REGION 1 REGION 2

159°40'

159°30'

22°

22°10'

0 1 2 3 4 5 MILES0 2 4 6 8 KILOMETERS

Hanalei

Bay

Hanalei

Hanapëpë

Poÿipü

Makahüÿena Point

Kïlauea P

Mänä Point

Base modified from U.S. Geological Survey NationalHydrography Dataset, Universal Transverse Mercatorprojection, zone 4, NAD83 datum.

108000 d

EXPLANATION

REGION BOUNDARYSTREAM-GAGING STATION AND  ABBREVIATED NUMBER (COMPLETE NUMBER IS 16108000)

Figure 2. Stream-gaging stations with at least 10 years of usable peak-discharge data (through water year 2008), Kauaÿi, H
Figure 3. Stream-gaging stations with at least 10 years of usable peak-discharge data (through water year 2008), Oÿahu, Haw

Mäkua Str

Mäkaha Str

Kaupuni Str

Mäÿiliÿili Str

Nänäkuli Str

Kaloÿi Gl Honouliuli Gl

Kïpapa Str

Waikele Str

Waikakalaua

Str

Waiawa Str

Waiau Str Waimano Str

Kaÿelepulu Str

Makawao S rt

Maunawili Str

Pauoa Str

Waolani Str

Nuÿuanu Str

Waimalu Str

Kalihi Str

Kalauao Str

North

Hälawa Str

South Hälawa Str

Moanalua Str

Mänoa Str

Waimän

Waiÿalae

Nui Gl

Pälolo Str

Wailupe Gl

A

la Wai Canal

North Fork

South Fork

Kaukonahua Stream

Makaleha Str

Helemano Str

ÿÖpaeÿula Str

Anahulu

River

Waimea Gl

Kamananui Str

Mälaekahana Str

Kaluanui Str

Punaluÿu Str

Kahana Str

Waikäne Str

Waiähole Str

Waiheÿe Str

Kahaluÿu St

Heÿeia

Str

Luluku

d d

d

d d

d d

d

d

d d

d

d d

d d

d

d d

d

d

d

d

d

d d

d

d

d

d

d

d

dd

dd

d

d 

d d

d

d d

d

d d

d d

d dd dd

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d d

d d

d

d

350000

340000

345000 343000

211200

331000

330000

325000

310501

311000 

317800 

318000 

304500

304200

303000

296500

294900

291000

284200

284000

283700

283600

283480

283000283200 279500 274499

278000

275000 273950

273900

270900

265600

265000

260500

254000

24

249

247500

247200

247100

247000

246000

244000

238500 240500

237500

235400

229300

229000

228900

228500

228600

228200

228000

227500

227000

226200

226000

224500

223000 216500

216000

213000

212800

212700

212601

212750

212500

212450 212300

212200

211800 211700

211600

211500

211300

211400

210500

208500

208000

206000

204000 201000 200000

REGION 3

REGION 4

157°50'

158°10'

158°

21°40'

21°30'

21°20'

0 1 2 3 4 5 MILES0 2 4 6 8 KILOMETERS

ÿÄina Ha

Ka

Kaÿaÿawa

Kahuku

Waialua

Mäkaha

Waiÿanae

Nänäkuli

Läÿie

Kahana

Bay

Keÿehi

Lagoon

Mämala Bay

Maunalua Ba

Käneÿohe Bay Mökapu

Peninsula

Kahuku

Point

Kaÿena

Point

Barbers

Point

Base modified from U.S. Geological Survey NationalHydrography Dataset, Universal Transverse Mercatorprojection, zone 4, NAD83 datum.

200000 d

311000 d

EXPLANATION

REGION BOUNDARYSTREAM-GAGING STATION AND  NUMBER (COMPLETE NUMB AT LEAST 10 YEARS OF USABSTREAM-GAGING STATION AND  NUMBER (COMPLETE NUMB DATA NOT USED FOR THIS S

Figure 3. Stream-gaging stations with at least 10 years of usable peak-discharge data (through water year 2008), Oÿahu, Hawaiÿi.
Figure 4. Stream-gaging stations with at least 10 years of usable peak-discharge data (through water year 2008), Molokaÿi, Ha

Kawäkiu Gl

Kakaÿako Gl

Kaunalä Gl

Helena

G

l

Käluape

ÿelua Gl

Manawainui Gl

Kaunakakai Gl Kamiloloa Gl

ÿÖnini Gl W. Fork Kawela Gl E. Fork

Wäw

ä

ÿ

i

a

Gl

Pun

a

ÿ

ula

Gl

Wa

ilau Str Waikolu Str

Waihänau

S

t

r

Peleku

nu

Str

Kahananui

G

l

dd

dd

d d

d

d

d

d

d

d

d

d

d

d

d

d

d

416000

415400

415000 414000

413500

411900

411800

411640

411600

411400

411320

411300

408000

405500 405000

404200 404000

403000

402000

REGION 5

REGION 

156°50'

157°

157°10'

21°10'

21°05'

0 1 2 3 4 5 MILES0 2 4 6 8 KILOMETERS

Kalaupapa

Peninsula

Kualapuÿu

Kaunakakai

LäÿauPoint

ÿÏlio Point

Base modified from U.S. Geological Survey NationalHydrography Dataset, Universal Transverse Mercatorprojection, zone 4, NAD83 datum.

414000 d

EXPLANATION

REGION BOUNDARYSTREAM-GAGING STATION AND  ABBREVIATED NUMBER (COMPLETE  NUMBER IS 16414000)

Figure 4. Stream-gaging stations with at least 10 years of usable peak-discharge data (through water year 2008), Molokaÿi, Hawaiÿi.
Figure 5. Stream-gaging stations with at least 10 years of usable peak-discharge data (through water year 2008), Maui, Ha

Waikapü

Str

Malaowaiaole Gl

Olowalu

Str

Kauaÿula Str

Kahoma Str Kanaha Str

Honoköwai Str

Honokeana Gl Poÿelua

Gl

Honoköhau

Str

Kahakuloa

Str

Makamaka

ÿole

Waihe

ÿe

River

ÿÏao

Str

Waiakoa

G Külan l ihäkoÿi Gl

Liÿilioholo Gl

Kep

u

n

i

Gl

Kalialinui

Gl

Kaluapulani

Gl

Palikea

Waikam

o

i

S

tr

Honopou

Str

Kailua

Str

Hanawï

Str

d

d

dd

dddd d

d

d

d

d

d

d

d

d

d

d

dd

d d

d

d

ddd

d d

d

d

d

d

d d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

d

664000

663500

660000

659000

658500

650500

647500

646200

643300

638500

636000

630200

623400

620000

619700

618000

617000 616500

614000

607000

604500

603850

603700 603800

587000585000586000

577000570000566000565000555000557000

574000

603300

554000

552800

545000536000

543000

531100

527000

524000

520000

519000

518000517000516000515000

510000

508000

50080

500300

500100

REGION 7

REGION 8

REGION 8

156°40'

156°30'

156°20'

156°10'

21°

20°50'

20°40' 0 2 4 6 8 10

0 4 8 12 16

MILESKILOMETERS

Näkälele

Point

Nukuÿele

Point

Kaÿïlio

Point

KeÿanaePoint

Kahului

Bay

Mäÿalaea

Bay

Kahului

Pukalani

Makawao

Päÿia Haÿikü

Waiheÿe

Lahaina

Käÿanapali

Kïhei

Mäkena 

N

Base modified from U.S. Geological Survey NationalHydrography Dataset, Universal Transverse Mercatorprojection, zone 4, NAD83 datum.

614000 d

659000 d

EXPLANATION

REGION BOUNDARYSTREAM-GAGING STATION  NUMBER (COMPLETE N AT LEAST 10 YEARS OF USTREAM-GAGING STATION  NUMBER (COMPLETE N DATA NOT USED FOR TH

Figure 5. Stream-gaging stations with at least 10 years of usable peak-discharge data (through water year 2008), Maui, Hawaiÿ
12 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Kiÿilae Watercourse

Keöpü Str

Waiÿaha Str

Popoo Gl

Nïnole Gl

Alapaÿi Gl

Hïlea Gl

Kamakoa

Gl 

Hapahapai Gl

Hiÿonamoa Gl

Waiäkea Str

Wailuku

River

Honoliÿi

Str

Alia Str

Pöhakupuka Str

d

d

d

d

d

d d d d

d

d

d

d

d

d

d

dd

d

ddddd

d

d ddd

d

ddd

d

d

d ddd

d

d

dd d d

d770500

770000 767000

765000

764000

762000

759800

759500

759300

759200

759180

759080

759060

757000

759040

759000

758000

756000

756500

756300

720000

756100

755800

752600

742000

741000

740000

739000

738000

737000

720300

725000

717950

717850

717800

717650

717600

717400

717000

713000

704000

701800 701750

701400

701300 701200

700000

REGION 9

REGION 10

155°40'

156°

155°20'

155°

20°

19°40'

19°20'

19°

0 2 4 6 8 10 MILES

0 4 8 12 16 KILOMETERS

Hilo

Bay

Kealakekua

Bay

Kïholo

Bay

Kawaihae

Bay

Waipiÿo

Bay

Hilo

Keaÿau

Mountain View

Kalapana

Punaluÿu

Captain Cook

Hawi

Honokaÿa

Honomü

Kailua

Puakö

Waiÿöhinu

Laupähoehoe Point

ÿUpolu

Point

Cape

Kumukahi

Keähole

Point

Kalae

Base modified from U.S. Geological Survey National

Hydrography Dataset, Universal Transverse Mercator

projection, zone 4, NAD83 datum.

717000 d

EXPLANATION

REGION BOUNDARY

STREAM-GAGING STATION AND 

 ABBREVIATED NUMBER (COMPLETE 

 NUMBER IS 16717000)

Figure 6. Stream-gaging stations with at least 10 years of usable peak-discharge data (through water year 2008), 

Island of Hawaiÿi, Hawaiÿi.

Figure 6. Stream-gaging stations with at least 10 years of usable peak-discharge data (through water year 2008), Island of Hawaiÿi, 

Hawaiÿi.
Setting 13

Figure 7. Distribution of record lengths of annual peak discharge for stream-gaging stations with at 

least 10 years of usable peak-discharge data (through water year 2008), State of Hawaiÿi.

Figure 8. Distribution by month of 8,763 annual peak discharges included in this study (through water 

year 2008), State of Hawaiÿi.

10–19 20–29 30–39 40–49 50–59

NUMBER OF YEARS OF PEAK-DISCHARGE RECORD

NUMBER OF GAGING STATIONS

60–69 70–79 80–89 90–96

0

10

20

30

40

50

60

Figure 7. Distribution of record lengths of annual peak discharge for stream-gaging stations with at 

least 10 years of usable peak-discharge data (through water year 2008), State of Hawaiÿi.

JAN FEB

Number of annual peak discharges

MAR APR MAY JUNE JULY AUG SEPT OCT NOV DEC

1,339

975

1,063

759

478

143

211

424

278

696

1,234

1,163

18

16

12

10

NUMBER OF ANNUAL PEAKS, IN PERCENT 14

8

6

4

2

0
14 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 2. Numbers and names of stream-gaging stations with peak-discharge data used in this study, State of Hawaiÿi. 

[NWIS; National Water Information System; —, data not used in this study]

Station

no.

Station name

(as it appears in NWIS database)

No. years

of usable

record

Period of record used in analysis

Kauaÿi

16010000 Kawaikoi Stream nr Waimea, Kauai, HI 92 1914, 1916–17, 1920–2008

16013000 MOHIHI STREAM AT ALT 3420 FT NR WAIMEA,KAUAI,HI 40 1921–26, 1937–43, 1945–71

16016000 WAIMEA RIVER AT ALT 840 FT NEAR WAIMEA,KAUAI,HI 43 1917–18, 1926–31, 1933–43, 1945–68

16017000 KOAIE STREAM AT ALT 3770 FT NEAR WAIMEA,KAUAI,HI 25 1920–22, 1924–25, 1927–32, 1955–68

16018000 KOAIE STREAM NEAR WAIMEA,KAUAI,HI 11 1917–18, 1963–71

16019000 Waialae Str at alt 3,820 ft nr Waimea, Kauai, HI 65 1921–22, 1924, 1926–30, 1932, 1953–2008

16028000 WAIMEA R BL KEKAHA DTCH INTK NR WAIMEA,KAUAI,HI 46 1922, 1924–56, 1958–69

16031000 WAIMEA RIVER NR WAIMEA, KAUAI, HI 57 1914, 1916–18, 1944–96

16036000 Makaweli River nr Waimea, Kauai, HI 64 1945–2008

16049000 Hanapepe Riv blw Manuahi Str nr Eleele, Kauai, HI 83 1918–21, 1927–31, 1934–2007

16052500 Lawai Str nr Koloa, Kauai, HI 47 1962–2008

16055000 Huleia Str nr Lihue, Kauai, HI 47 1962–2008

16060000 SF Wailua River nr Lihue, Kauai, HI 95 1914–2008

16063000 NF WAILUA RIVER AT ALT 650 FT NR LIHUE,KAUAI,HI 66 1914, 1916–18, 1920–22, 1924–25, 1927–35, 1937–41, 1943–85

16068000 EB of NF Wailua River nr Lihue, Kauai, HI 93 1916–2008

16071000 NF Wailua River nr Kapaa, Kauai, HI 51 1953–2003

16071500 Left Branch Opaekaa Str nr Kapaa, Kauai, HI 48 1961–2008

16073500 Konohiki Str nr Kapaa, Kauai, HI 43 1964–67, 1970–2008

16080000 KAPAA STR AT KAPAHI DITCH INTK NR KAPAA,KAUAI,HI 56 1937, 1939–40, 1942, 1944–75, 1977–96

16081200 Akulikuli Str nr Kapaa, Kauai, HI 43 1964–67, 1969, 1971–2008

16084500 Kapaa Str at Old Hwy Crsing nr Kealia, Kauai, HI 47 1962–2008

16085000 HOMAIKAWAA STREAM NR KEALIA,KAUAI,HI 23 1964–68, 1972–73, 1975, 1978–92

16089000 ANAHOLA STREAM NR KEALIA, KAUAI, HI 67 1914, 1916–30, 1932, 1934, 1936–40, 1942–85

16093200 ANAHOLA STREAM AT ANAHOLA, KAUAI, HI 22 1962–83

16097000 POHAKUHONU STREAM NR KILAUEA,KAUAI, HI 15 1958–72

16097500 Halaulani Str at alt 400 ft nr Kilauea, Kauai, HI 51 1958–2008

16097900 Puukumu Str nr Kilauea, Kauai, HI 36 1965–67, 1971–72, 1974–75, 1980–2008

16101000 HANALEI RIVER AT ALT 625 FT NR HANALEI,KAUAI,HI 37 1914, 1916–22, 1924–29, 1931–34, 1936–42, 1944–55

16103000 Hanalei River nr Hanalei, Kauai, HI 47 1962–2008

16105000 WAIOLI STREAM NEAR HANALEI, KAUAI, HI 15 1915–18, 1920–22, 1924–29, 1931–32

16106000 LUMAHAI RIVER NEAR HANALEI, KAUAI, HI 13 1914, 1916–17, 1922, 1924–25, 1927–33

16108000 Wainiha River nr Hanalei, Kauai, HI 55 1953–56, 1958–2008

16114000 Limahuli Str nr Wainiha, Kauai, HI 11 1995–2005

16115000 HANAKAPIAI STREAM NEAR HANALEI, KAUAI, HI 20 1933–52

16116000 HANAKOA STREAM NEAR HANALEI, KAUAI, HI 20 1933–52

16117000 KALALAU STREAM NEAR HANALEI, KAUAI, HI 23 1933–55

16130000 Nahomalu Valley nr Mana, Kauai, HI 45 1962–97, 2000–08

Oÿahu

16200000 NF Kaukonahua Str abv RB, nr Wahiawa, Oahu, HI 83 1916–25, 1927–43, 1945–53, 1961–2005, 2007–08

16201000 RB OF NF KAUKONAHUA STR NR WAHIAWA,OAHU,HI 33 1916–23, 1925–30, 1932–37, 1939–40, 1942, 1944–53

16204000 NF Kaukonahua Str nr Wahiawa, Oahu, HI 22 1947–68

16206000 S F KAUKONAHUA STREAM NEAR WAHIAWA, OAHU, HI 12 1945–48, 1950–57

16208000 SF Kaukonahua Str at E pump, nr Wahiawa, Oahu, HI 50 1958–2004, 2006–08

16208500 R BR OF S F KAUKONAHUA STR NR WAHIAWA,OAHU,HI 15 1958–72

16210500 Kaukonahua Str at Waialua, Oahu, HI 38 1963, 1968–2000, 2002, 2006–08

16211200 Poamoho Str at Waialua, Oahu, HI — —

16211300 Makaleha Str nr Waialua, Oahu, HI 39 1958–83, 1985–91, 1995, 2004–08

16211400 Manini Gulch at Kaena, Oahu, HI — —

16211500 Makua Str at Makua, Oahu, HI 18 1958–73, 1975–76

16211600 Makaha Str nr Makaha, Oahu, HI 49 1960–2008
Setting 15

Table 2. Numbers and names of stream-gaging stations with peak-discharge data used in this study, State of Hawaiÿi—Continued. 

Station

no.

Station name

(as it appears in NWIS database)

No. years

of usable

record

Period of record used in analysis

16211700 Makaha Str at Makaha, Oahu, HI 11 1966–76

16211800 Kaupuni Str at alt 374 ft nr Waianae, Oahu, HI 44 1961–2004

16212200 Mailiili Str nr Waianae, Oahu, HI 51 1958–2008

16212300 Nanakuli Str at Nanakuli, Oahu, HI 13 1968–69, 1971–76, 1982, 2001–04

16212450 Kaloi Gulch Trib nr Honouliuli, Oahu, HI — —

16212500 Honouliuli Str nr Waipahu, Oahu, HI 17 1956–58, 1962–63, 1965–72, 1974, 2006–08

16212601 Waikele Str at Wheeler Field, Oahu, HI 50 1958, 1960–2008

16212700a Waikakalaua Str nr Wahiawa, Oahu, HI — —

16212750 Huliwai Gulch nr Kunia Camp, Oahu, HI — —

16212800 Kipapa Str nr Wahiawa, Oahu, HI 49 1957–2004, 2008

16213000 Waikele Str at Waipahu, Oahu, HI 56 1952–59, 1961–2008

16216000 Waiawa Str nr Pearl City, Oahu, HI 52 1953–2004

16216500a WAIMANO FLOOD CHANNEL AT PEARL CITY, OAHU, HI — —

16223000 Waimalu Str nr Aiea, Oahu, HI 54 1952–70, 1974–2008

16224500 Kalauao Str at Moanalua Rd, at Aiea, Oahu, HI 43 1954–82, 1984–91, 2002–06, 2008

16226000 N. Halawa Str nr Aiea, Oahu, HI 57 1930–33, 1954–2006

16226200 N. Halawa Str nr Honolulu, Oahu, HI 25 1984–2008

16227000 HALAWA STREAM AT AIEA, OAHU, HI 20 1954–62, 1966–72, 1976–79

16227500 MOANALUA STREAM NR KANEOHE, OAHU, HI 10 1969–78

16228000 Moanalua Str nr Honolulu, Oahu, HI 71 1927–79, 1981–95, 1997–99

16228200 Moanalua Str nr Aiea, Oahu, HI 39 1969–99, 2001–08

16228500 MOANALUA STR AT ALT 100 FT NR HONOLULU,OAHU,HI 11 1958–68

16228600 Moanalua Str nr Tripler Army Med., Oahu, HI — —

16228900 Kalihi Str nr Kaneohe, Oahu, HI 33 1968–98, 2000–01

16229000 Kalihi Str nr Honolulu, Oahu, HI 92 1917–2008

16229300 Kalihi Str at Kalihi, Oahu, HI 44 1960, 1962–2004

16235400 Waolani Str at Honolulu, Oahu, HI 42 1959–2000

16237500 Pauoa Str at Honolulu, Oahu, HI 43 1958–2000

16238500 Waihi Stream at Honolulu, Oahu, HI 63 1915, 1917–21, 1927–83

16240500 Waiakeakua Str at Honolulu, Oahu, HI 89 1915–21, 1927–2008

16244000 Pukele Stream near Honolulu, Oahu, HI 59 1927–82, 2003–05

16246000 WAIOMAO STREAM NR HONOLULU, OAHU, HI 45 1927–71

16247000a Palolo Stream near Honolulu, Oahu, HI — —

16247100a Manoa-Palolo Drainage Canal at Moiliili, Oahu, HI — —

16247200 WAIALAINUI GULCH AT HONOLULU, OAHU, HI 11 1958–68

16247500 Wailupe Gulch at Aina Haina, Oahu, HI 43 1958–97, 2003–04, 2008

16247900 Kuliouou Valley at Kuliouou, Oahu, HI 35 1970–99, 2001–05

16248800 INOAOLE STREAM AT WAIMANALO, OAHU, HI 39 1958–96

16249000 Waimanalo Str at Waimanalo, Oahu, HI 11 1963, 1966–74, 2006

16249100 Kaelepulu Str Trib at Kailua, Oahu, HI 45 1963–2006, 2008

16254000 Makawao Str nr Kailua, Oahu, HI 49 1958–2006

16260500 MAUNAWILI STREAM AT HWY 61 NR KAILUA, OAHU, HI 39 1958–96

16265000a Kawa Str at Kaneohe, Oahu, HI — —

16265600 RB of Kamooalii Str nr Kaneohe, Oahu, HI 13 1985–97

16270900 Luluku Str at alt 220 ft nr Kaneohe, Oahu, HI 30 1967–83, 1985–87, 1989–98

16273900a KAMOOALII STREAM AT KANEOHE, OAHU, HI — —

16273950a SF Kapunahala Str at Kaneohe, Oahu, HI — —

16274499a Keaahala Str at Kamehameha Hwy, Kaneohe, Oahu, HI — —

16275000 Haiku Str nr Heeia, Oahu, HI 68 1915–19, 1940–77, 1983–96, 1998–2008

16278000 IOLEKAA STREAM MAUKA NEAR HEEIA, OAHU, HI 27 1940–41, 1943, 1945–51, 1953–56, 1958–70

16279500 Heeia Str at Kaneohe, Oahu, HI 25 1965–66, 1968–69, 1971–91

16283000 KAHALUU STREAM NR HEEIA, OAHU, HI 34 1937–41, 1943–71
16 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 2. Numbers and names of stream-gaging stations with peak-discharge data used in this study, State of Hawaiÿi—Continued. 

Station

no.

Station name

(as it appears in NWIS database)

No. years

of usable

record

Period of record used in analysis

16283200 Kahaluu Str nr Ahuimanu, Oahu, HI 25 1984–2008

16283480 Ahuimanu Str nr Kahaluu, Oahu, HI 25 1963–68, 1990–2008

16283600 SF WAIHEE STR NR HEEIA, OAHU, HI 34 1963–96

16283700 NF WAIHEE STREAM NR HEEIA, OAHU, HI 34 1963–96

16284000 WAIHEE STREAM NR HEEIA, OAHU, HI 44 1938–51, 1953–82

16284200 Waihee Str nr Kahaluu, Oahu, HI 33 1975–95, 1997–2008

16291000 WAIAHOLE STR AT ALT 250 FT WAIAHOLE,OAHU,HI 13 1956–68

16294900 Waikane Str at alt 75 ft at Waikane, Oahu, HI 49 1960–2008

16296500 Kahana Str at alt 30 ft nr Kahana, Oahu, HI 49 1960–2008

16303000 Punaluu Str nr Punaluu, Oahu, HI 54 1954–2007

16304200 Kaluanui Stream nr Punaluu, Oahu, HI 42 1967–2008

16304500 Kaluanui Str at Hauula, Oahu, HI 16 1958–73

16310501 Malaekahana Str at alt 30 ft nr Kahuku, Oahu, HI 19 1959–68, 1982, 2001–08

16311000 Oio Stream near Kahuku, Oahu, HI — —

16317800 Kaunala Gulch nr Sunset Beach, Oahu, HI — —

16318000 Paumalu Gulch at Sunset Beach, Oahu, HI — —

16325000 Kamananui Str at Pupukea Mil Rd, Oahu, HI 38 1964–2001

16330000 Kamananui Str at Maunawai, Oahu, HI 50 1958–91, 1993–2008

16331000 Waimea Gulch nr Kawailoa Camp, Oahu, HI 40 1968–2006, 2008

16340000 Anahulu River nr Haleiwa, Oahu, HI 47 1958–2004

16343000 HELEMANO STREAM AT HALEIWA, OAHU, HI 15 1968–82

16345000 Opaeula Str nr Wahiawa, Oahu, HI 49 1960–2008

16350000 Opaeula Str nr Haleiwa, Oahu, HI 50 1956–2005

Molokaÿi

16400000 Halawa Stream near Halawa, Molokai, HI 83 1918–25, 1928–31, 1938–2008

16402000 PULENA STREAM NEAR WAILAU, MOLOKAI, HI 28 1921–26, 1928–29, 1938–57

16403000 WAIAKEAKUA STREAM NEAR WAILAU, MOLOKAI, HI 27 1921–23, 1925–29, 1938, 1940–57

16404000 PELEKUNU STREAM NR PELEKUNU, MOLOKAI, HI 28 1921–29, 1940–41, 1949–52, 1956–57, 1972–82

16404200 PILIPILILAU STREAM NR PELEKUNU, MOLOKAI, HI 28 1969–96

16405000 LANIPUNI STREAM NEAR PELEKUNU, MOLOKAI, HI 27 1921–29, 1938–44, 1947–57

16405500 Waikolu Str at alt 900 ft nr Kalaupapa, Molokai,HI 46 1957–96, 1998–2003

16408000 WAIKOLU STR BL PIPE CROSS NR KALAUPAPA,MOLOKAI 68 1920–32, 1938–69, 1973–78, 1980–96

16411300 Kakaako Gulch at HWY 46 nr Mauna Loa, Molokai, HI 26 1964–85, 2005–08

16411320 Kakaako Gl ab Kamakahi Gl nr Mauna Loa,Molokai,HI 33 1964–69, 1971–97

16411400 Kakaako Gulch near Mauna Loa, Molokai, HI 26 1964–89

16411600 Kaunala Gulch near Mauna Loa, Molokai, HI 34 1964–69, 1971–97, 1999

16411640 Halena Gulch near Mauna Loa, Molokai, HI 43 1965–69, 1971–2008

16411800 Kaluapeelua Gulch at Hoolehua, Molokai, HI 34 1964–81, 1983–91, 2000–06

16411900 KALUAPELUA GLCH TRIB NR MOLOKAI AIRPORT,MOLOKAI 17 1964–71, 1973–79, 1981–82

16413500 Manawainui Gulch near Kualapuu, Molokai, HI 30 1965–86, 1989, 2000, 2003–08

16414000 Kaunakakai Gulch at Kaunakakai, Molokai, HI 51 1950–99, 2001

16415000 EF KAWELA GULCH NR KAMALO, MOLOKAI, HI 25 1947–71

16415400 Wawaia Gulch at Kamalo, Molokai, HI 44 1964–68, 1970–2008

16416000 PUNAULA GULCH NR PUKOO, MOLOKAI, HI 25 1948–72

16419000 Pohakupili Gulch near Halawa, Molokai, HI 40 1964–2001, 2005–06

16419500 Papio Gulch at Halawa, Molokai, HI 43 1964–2006

Maui

16500100 Kepuni Gulch near Kahikinui House, Maui, HI 45 1963–94, 1996–2008

16500300 Hawelewele Gulch near Kaupo, Maui, HI 41 1967–2006, 2008

16500800 Kukuiula Gulch near Kipahulu, Maui, HI 46 1963–2008

16501000 PALIKEA STREAM BL DIV DAM NR KIPAHULU, MAUI, HI 53 1928–29, 1932–34, 1936–83

16501200 Oheo Gulch at dam near Kipahulu, Maui, HI 16 1989–97, 2002–08
Setting 17

Station

no.

Station name

(as it appears in NWIS database)

No. years

of usable

record

Period of record used in analysis

16502000 HAHALAWE GULCH NEAR KIPAHULU, MAUI, HI 49 1928–37, 1939–77

16502400 Pukuilua Gulch near Hana, Maui, HI 44 1963–2006

16502800 Moomoonui Gulch at Hana, Maui, HI 42 1963–2001, 2006–08

16502900 Kawaipapa Gulch at Hana, Maui, HI 36 1965–96, 1998–99, 2001, 2008

16508000 Hanawi Stream near Nahiku, Maui, HI 89 1915–16, 1922–2008

16510000 KAPAULA GULCH NEAR NAHIKU, MAUI, HI 40 1922–40, 1942–43, 1945–63

16515000 WAIOHUE GULCH NEAR NAHIKU, MAUI, HI 38 1922–25, 1927–40, 1942–43, 1945–48, 1950–63

16516000 KOPILIULA STREAM NEAR KEANAE, MAUI, HI 33 1915–17, 1923–31, 1933–34, 1937–40, 1942–43, 1945–48, 1950–58

16517000 EAST WAILUAIKI STREAM NEAR KEANAE, MAUI, HI 34 1916–17, 1923–25, 1927–40, 1943, 1945–58

16518000 West Wailuaiki Stream near Keanae, Maui, HI 88 1915–17, 1923–27, 1929–2008

16519000 WEST WAILUANUI STREAM NEAR KEANAE, MAUI, HI 32 1915–16, 1923–33, 1935–36, 1938–40, 1942–43, 1945–48, 1950–57

16520000 EAST WAILUANUI STREAM NEAR KEANAE, MAUI, HI 34 1915–17, 1923–25, 1927–40, 1942–43, 1945–48, 1950–57

16524000 HONOMANU STR AT HAIKU-UKA BDRY NR KAILIILI, MAUI 14 1921–25, 1933–34, 1963–69

16527000 HONOMANU STREAM NEAR KEANAE, MAUI, HI 45 1916–25, 1927–40, 1942–48, 1951–64

16531100 HAIPUAENA STR AT KULA PL INTK NR OLINDA,MAUI,HI 20 1947–48, 1950, 1952–68

16536000 HAIPUAENA STR AB SPRECKELS DITCH NR HUELO, MAUI 49 1914, 1916–25, 1927–38, 1940, 1942–43, 1945–67

16543000 M B PUOHOKAMOA STR AT HAIKU-UKA BDRY NR KAILIILI 15 1920–25, 1933–34, 1963–69

16545000 PUOHOKAMOA STR AB SPRECKELS DITCH NR HUELO,MAUI 56 1914, 1916–27, 1929–71

16552800 Waikamoi Str at Kula Pl intake nr Olinda, Maui, HI 15 1954–68

16554000 WAIKAMOI STR AT HAIKU-UKA BDRY NR KAILIILI, MAUI 11 1919–25, 1927–28, 1933–34

16555000 WAIKAMOI STR AB WAILOA DITCH NR HUELO, MAUI,HI 31 1923–25, 1927–40, 1942–43, 1945–48, 1950, 1952–58

16557000 ALO STREAM NEAR HUELO, MAUI, HI 37 1913–14, 1916–18, 1920–23, 1925, 1927, 1929–40, 1942–43, 1945–48, 1950–52, 1954–58

16565000 KAAIEA GULCH NEAR HUELO, MAUI, HI 35 1922–23, 1925, 1927–40, 1942–43, 1945–48, 1950–52, 1954–62

16566000 OOPUOLA STREAM NEAR HUELO, MAUI, HI 25 1932–40, 1942–43, 1945–58

16570000 NAILIIHAELE STREAM NR HUELO, MAUI, HI 61 1914–18, 1920–75

16574000 KAILUA STR AT HAIKU-UKA BDRY NR KAILIILI,MAUI,HI 11 1918, 1920–25, 1927–28, 1933–34

16577000 KAILUA STREAM NEAR HUELO, MAUI, HI 37 1914, 1916–17, 1920–25, 1927–34, 1936–39, 1941–43, 1945–48, 1950–58

16585000 HOOLAWANUI STREAM NR HUELO, MAUI, HI 57 1913–31, 1933–43, 1945–71

16586000 HOOLAWALIILII STREAM NEAR HUELO, MAUI, HI 42 1914–26, 1928–40, 1942–43, 1945–58

16587000 Honopou Stream near Huelo, Maui, HI 96 1911, 1913–14, 1916–2008

16603300 Unnamed Gulch at Maliko Bay, Maui, HI — —

16603700 Kalialinui Gulch Trib near Pukalani, Maui, HI 39 1964, 1967–86, 1988–2002, 2006–08

16603800 Kaluapulani Gulch Trib near Pukalani, Maui, HI 45 1963–98, 2000–08

16603850 Kalialinui Gulch near Kahului, Maui, HI 35 1967–94, 1996–2002

16604500 Iao Stream at Kepaniwai Park nr Wailuku, Maui, HI 25 1984–2008

16607000 Iao Stream at Wailuku, Maui, HI 58 1951–2008

16614000 Waihee Rv abv Waihee Dtch intk nr Waihee, Maui, HI 25 1984–2008

16616500 Unnamed Gulch at Maluhia Camp, Maui, HI 30 1965–68, 1971–72, 1974–75, 1979–91, 1994, 1996, 1999–2005

16617000 LEFT BR MAKAMAKAOLE STREAM NR WAIHEE, MAUI, HI 13 1940–52

16618000 Kahakuloa Stream near Honokohau, Maui, HI 62 1940–43, 1948–71, 1975–2008

16619700 Poelua Gulch near Kahakuloa, Maui, HI 44 1965–2008

16620000 Honokohau Stream near Honokohau, Maui, HI 91 1914–20, 1923–28, 1930–89, 1991–2008

16623400 HONOKEANA GULCH NEAR HONOKAHUA, MAUI, HI 22 1964–85

16630200 Honokowai Stream at Honokowai, Maui, HI 46 1962–63, 1965–2008

16636000 KANAHA STREAM AB PL INTAKE NR LAHAINA, MAUI, HI 13 1917–22, 1924–25, 1927–31

16638500 Kahoma Stream at Lahaina, Maui, HI 41 1960, 1962–89, 1991–97, 2004–08

16643300 Kauaula Stream nr mouth nr Lahaina, Maui, HI 47 1960, 1962, 1964–2008

16646200 Olowalu Stream at Olowalu, Maui, HI 45 1962–2002, 2005–08

16647500 Malalowaiaole Gulch near Maalaea, Maui, HI 41 1964–65, 1967–91, 1993–94, 1996–97, 1999–2008

16650500 WAIKAPU STREAM NEAR KIHEI, MAUI, HI 34 1963–88, 1990–97

16658500 Waiakoa Gulch Trib near Waiakoa, Maui, HI 42 1964–91, 1993–94, 1996–97, 1999–2008

16659000 Waiakoa Gulch at Kihei, Maui, HI — —

Table 2. Numbers and names of stream-gaging stations with peak-discharge data used in this study, State of Hawaiÿi—Continued. 
18 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Station

no.

Station name

(as it appears in NWIS database)

No. years

of usable

record

Period of record used in analysis

16660000 Kulanihakoi Gulch near Kihei, Maui, HI 39 1963–91, 1996–97, 1999–2005, 2008

16663500 KAMAOLE GULCH AT KAMAOLE, MAUI, HI 13 1980–91, 1997

16664000 LIILIOHOLO GULCH AT KAMAOLE, MAUI, HI 13 1980–91, 1997

Hawaiÿi

16700000 Waiakea Stream nr Mountain View, HI 61 1931–91

16701200 WAIAKEA STREAM NEAR HILO, HAWAII, HI 10 1957–66

16701300 Waiakea Stream at Hilo, HI 23 1969–75, 1979, 1994–2008

16701400 Palai Stream at Hilo, HI 17 1965–71, 1979–80, 1994, 2001, 2003–08

16701750 WAILUKU RIVER NR HUMUULA, HAWAII, HI 18 1965–82

16701800 WAILUKU RIVER NR KAUMANA, HAWAII, HI 16 1967–82

16704000 Wailuku River at Piihonua, HI 80 1929–2008

16713000 Wailuku River at Hilo, HI 20 1977–95, 2001

16717000 Honolii Stream nr Papaikou, HI 42 1967–2008

16717400 Kalaoa Mauka Stream nr Hilo, HI 20 1963–67, 1973–76, 1978–79, 1985, 2001–08

16717600 Alia Stream near Hilo, HI 25 1962–72, 1979, 1986, 1994–97, 1999–2006

16717650 Kapehu Stream near Pepeekeo, HI 25 1963–68, 1975, 1979, 1985–86, 1994–2008

16717800 POHAKUPUKA STREAM NEAR PAPAALOA, HAWAII, HI 26 1963–80, 1982–89

16717850 Keehia Gulch near Ookala, HI 14 1963–68, 1974, 1979, 1994–95, 2005–08

16717950 HONOKAIA GULCH TRIB NR HONOKAA, HAWAII, HI 17 1963–69, 1976–77, 1979–80, 1984, 1989, 1994–97

16720000 Kawainui Stream nr Kamuela, HI 45 1964–2008

16720300 KAWAIKI STREAM NEAR KAMUELA, HAWAII, HI 31 1969–99

16725000 Alakahi Stream near Kamuela, HI 45 1964–2008

16737000 WAIILIKAHI STREAM NEAR WAIMANU, HAWAII, HI 20 1939–43, 1945–54, 1956–60

16738000 KAIMU STREAM NEAR WAIMANU, HAWAII, HI 11 1939–43, 1945–47, 1950–52

16739000 PUNALULU STREAM NEAR WAIMANU, HAWAII, HI 13 1939–43, 1945–52

16740000 WAIAALALA STREAM NEAR WAIMANU, HAWAII, HI 12 1939–43, 1945–50, 1952

16741000 PAOPAO STREAM NEAR WAIMANU, HAWAII, HI 11 1940–41, 1943, 1945–52

16742000 KUKUI STREAM NEAR WAIMANU, HAWAII, HI 19 1940–43, 1945–52, 1960–66

16752600 Hapahapai Gulch at Kapaau, HI 27 1963–72, 1976–77, 1979–80, 1982–83, 1989, 1995–98, 2000–01, 2004, 2006–08

16755800 Luahine Gulch near Waimea, HI 34 1963–72, 1974–77, 1979–80, 1982–83, 1989, 1994–2008

16756000 KOHAKOHAU STREAM NEAR KAMUELA, HAWAII, HI 10 1957–66

16756100 Kohakohau Stream above DWS Intake, nr Kamuela, HI 11 1998–2008

16756300 KOHAKOHAU STREAM BELOW DWS INTAKE, NR KAMUELA, HI 25 1967–91

16756500 Keanuiomano Stream near Kamuela, HI 45 1964–2008

16757000 WAIKOLOA STREAM NR KAMUELA, HAWAII, HI 24 1948–71

16758000 Waikoloa Str at Marine Dam nr Kamuela, HI 61 1948–2008

16759000 Hauani Gulch near Kamuela, HI 48 1957–2004

16759040 Paiakuli Reservoir trib nr Waimea, HI 21 1963–70, 1994–2006

16759060 Kamakoa Gulch nr Waimea, HI 27 1963–68, 1972–74, 1979, 1982–83, 1994–2008

16759080 POPOO GULCH NEAR WAIKII, HAWAII, HI 12 1963–74

16759180 KEOPU STREAM NR KAILUA, HAWAII, HI 10 1962, 1965, 1967–68, 1970–72, 1982–83, 1995

16759200 R BR WAIAHA STREAM NEAR HOLUALOA, HAWAII, HI 23 1960–82

16759300 Waiaha Stream at Luawai nr Holualoa, HI 30 1961–89, 1995

16759500 WAIAHA STREAM NEAR HOLUALOA, HAWAII, HI 11 1959–69

16759800 KIILAE STREAM NEAR HONAUNAU, HAWAII, HI 25 1958–82

16762000 ALAPAI GULCH AT NAALEHU, HAWAII, HI 27 1963–89

16764000 HILEA GULCH TRIBUTARY NEAR HONUAPO, HAWAII, HI 25 1966–89, 1991

16765000 HILEA GULCH TRIB NO 2 NEAR HONUAPO, HAWAII, HI 17 1966–82

16767000 NINOLE GULCH NEAR PUNALUU, HAWAII, HI 24 1966–89

16770000 Hionamoa Gulch at Pahala, HI 20 1963–80, 1994, 2001

16770500 Paauau Gulch at Pahala, HI 29 1963–79, 1994–96, 1998, 2001–08

a

Station not used because greater than 20 percent of basin is combined medium- and high-intensity developed.

Table 2. Numbers and names of stream-gaging stations with peak-discharge data used in this study, State of Hawaiÿi—Continued. 
Data 19

Trends in Peak-Discharge Data

The annual series of peak discharges may be affected 

by climate change or physical modifications of the watershed 

caused by factors such as land-use changes. A nonparametric, two-sided Mann-Kendall trend test (Helsel and Hirsch, 

1992) was used to identify monotonic trends in annual peakdischarge values during the usable period of record for each 

gaging station. A 5-percent level of significance was selected 

to indicate a statistically significant trend.

Statistically significant trends in annual peak discharges 

were detected at 37 of the 235 gaging stations used in this study. 

Of the 37 statistically significant trends detected, 27 were downward and 10 were upward (table 4; tables 4, 6, 11, and 12 located 

near the end of document). Ries and Dillow (2006) identified 

upward trends in annual peak discharges for some nontidal 

streams in Delaware and detrended these data using a 

LOWESS (locally weighted scatterplot smoothing) curve. In 

other flood-frequency studies, annual peak discharges with 

identified trends were retained in the analysis because the trends 

could not be related to a particular cause and were assumed to 

reflect random conditions (see, for example, Miller, 2003; Olson, 

2009). For this study, data from gaging stations with statistically 

significant trends in annual peak discharges were not precluded 

from analysis because (1) the trends were not associated with 

known changes to the watershed, including urbanization, (2) no 

consistent regional or temporal pattern of trends was identified, 

and (3) statistically significant trends detected at some gaging 

stations are for periods of only a few decades that may not reflect 

long-term conditions at the station. Most of the statistically 

significant trends identified in this study were downward and, 

thus, detrending the data is expected to reduce the peak-discharge 

estimates for these gaging stations. Detrending data with 

downward trends potentially could result in numerous annual 

peak discharges being adjusted to zero values, which may be an 

artifact of the detrending process and may not accurately reflect 

Station no. Water years excluded Remarks

O‘ahu

16211200a 1967–2004 existing peak-flow estimates for indicated period may be unreliable

16211300 1984; 1992–94; 1996 estimated values not used

16211400a 1980–97 existing peak-flow estimates for indicated period may be unreliable

16211500 1977–97 existing peak-flow estimates for indicated period may be unreliable

16211700 1977–97 existing peak-flow estimates for indicated period may be unreliable

16212300 1977–81; 1983–2000 existing peak-flow estimates for indicated period may be unreliable

16212450a 1968–2008 data in review (as of 07/2009)

16212500 1973; 1975–97 existing peak-flow estimates for indicated period may be unreliable

16212700a 1958–98, 2002 basin development (medium and high intensity) exceeds 20 percent; existing peak-flow 

estimates for 1975–98 may be unreliable

16212750a 1980–97 existing peak-flow estimates for indicated period may be unreliable

16216500a 1955–66 basin development (medium and high intensity) exceeds 20 percent

16228600a 1975–79; 1981–97 existing peak-flow estimates for indicated period may be unreliable

16247000a 1953–79; 2003–08 basin development (medium and high intensity) exceeds 20 percent

16247100a 1968–2008 basin development (medium and high intensity) exceeds 20 percent

16249000 1975–2005 existing peak-flow estimates for indicated period may be unreliable

16265000a 1965; 1968–74; 1977–97; 

1999–2008 basin development (medium and high intensity) exceeds 20 percent

16273900a 1958–80 basin development (medium and high intensity) exceeds 20 percent

16273950a 1988–96; 1998 basin development (medium and high intensity) exceeds 20 percent

16274499a 1959–2008 basin development (medium and high intensity) exceeds 20 percent; existing peak-flow 

estimates for 1976–99 may be unreliable

16279500 1992–97 existing peak-flow estimates for indicated period may be unreliable

16283480 1969–89 existing peak-flow estimates for indicated period may be unreliable

16304500 1974–2001 existing peak-flow estimates for indicated period may be unreliable

16310501 1969–81, 1983–97 existing peak-flow estimates for indicated period may be unreliable

16311000a 1958–97 existing peak-flow estimates for indicated period may be unreliable

16317800a 1980–94; 2002 existing peak-flow estimates for indicated period may be unreliable

16318000a 1973–97 existing peak-flow estimates for indicated period may be unreliable

Maui

16603300a 1963–2001 discharge affected by upstream storage

16659000a 1963–2008 data in review (as of 07/2009)

a

Station has less than 10 years of usable data.

Table 3. Values from the U.S. Geological Survey peak-flow file (July 2009) excluded from analysis, State of Hawai‘i.
20 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

future conditions. Because of uncertainty associated with future 

peak discharges and the possibility of underestimating peak 

discharges, detrending of the data was not considered appropriate at the time this study was conducted. If consistent and 

widespread trends are identified in the future, detrending of the 

data may be necessary. 

Basin Characteristics

For each gaging station with at least 10 years of usable 

record, drainage basins were delineated by GIS methods using 

a USGS 10-meter digital elevation model (DEM). Drainagebasin characteristics are needed to develop regression equations for regionalizing flood estimates. Basin morphometric, 

rainfall, soil-permeability, and land-cover characteristics also 

were quantified by GIS methods.

Basin Delineation

An automated GIS method was used to delineate drainage 

basins from conditioned USGS 10-meter DEMs using bilinear 

resampling and ArcHydro Tools (Environmental Systems 

Research Institute, Inc., 2009). The resulting computer-generated 

drainage basins were compared with manually delineated 

basins. In general, differences in area between computergenerated and manually delineated basins were less than 5 percent. For cases with less than 5 percent difference in area, the 

computer-generated basins were selected for use in this study. 

For cases in which the computerized and manual methods 

produced equally plausible basin boundaries with areas that 

differed by more than 5 percent, the final basin boundary generally was based on the objective and reproducible computerized method, particularly in areas of low relief. In some cases, 

the final basin boundary was constrained to follow manually 

placed artificial features commonly referred to as walls. 

Delineated drainage basins for gaging stations used 

in this study range in size from 0.048 to 245 square miles 

(tables 5, 6). The two smallest drainage basins are for gaging 

stations in windward O‘ahu (0.048 square miles for station 

16283700; 0.054 square miles for station 16283600). The two 

largest drainage basins are for gaging stations on the Island of 

Hawai‘i (245 square miles for station 16713000; 220 square 

miles for station 16704000). 

Characteristics

For each delineated drainage basin, 17 selected morphometric characteristics were quantified using GIS methods 

for implementation in StreamStats (U.S. Geological Survey, 

2009) (tables 5, 6). Selected area-weighted rainfall statistics 

also were computed for each delineated drainage basin. Areaweighted mean annual rainfall (Giambelluca and others, 1986) 

for the delineated drainage basins ranges from 18.3 inches 

(gaging station 16411640 on Molokaÿi) to 254 inches (gaging station 16108000 on Kaua‘i). Rainfall frequency maps 

recently developed for the State (Perica and others, 2009) were 

used to estimate area-weighted rainfall for selected return 

periods (2, 5, 10, 25, 50, 100, and 500 years) and durations (1, 

6, 24, and 48 hours) (tables 5, 6). 

Digital information on soil permeability (U.S. Department 

of Agriculture, 2003) was used to compute area-weighted soil 

permeabilities for the top 12 and 24 inches of soil in each delineated drainage basin. Area-weighted soil permeability for the 

top 12 inches of soil ranges from 0.05 inches per hour (gaging 

stations 16720000, 16720300, 16725000) to 16 inches per hour 

(gaging station 16767000 on Hawai‘i). Area-weighted soil permeability for the top 24 inches of soil ranges from 0.09 inches 

per hour (gaging station 16283700 on O‘ahu) to 16 inches per 

hour (gaging station 16767000 on Hawai‘i) (tables 5, 6).

Digital land-cover information for the nominal 2001 time 

period (Yang, 2008; Multi-Resolution Land Characteristics 

Consortium, 2009) was used to determine the percentages of 

selected land-cover types in each delineated drainage basin 

(table 6, located near end of document). This land-cover information was used to identify basins with potentially significant 

urbanization that were not used in the subsequent regionalization analysis. Eight gaged basins (table 2) were determined 

to have more than 20 percent of their areas characterized 

as combined medium-intensity developed (50 to 79 percent 

impervious surfaces) and high-intensity developed (80 to 100 

percent impervious surfaces) and were eliminated from the 

regionalization analysis mainly as a precautionary measure. All 

eight of these gaged basins are on Oÿahu, where storm runoff 

in developed areas commonly is diverted by storm drains. The 

storm-drainage system likely affects the size of the drainage 

area, which may not be delineated accurately using a DEM. 

Wong (1994) defined a basin with significant urbanization as 

any basin with greater than 36 percent urban cover, as indicated 

by USGS topographic maps. Wong (1994) found that (1) none 

of the gaged basins on Oÿahu contained more than 36 percent 

urban cover, (2) flood peaks for basins with urban cover did 

not have any significant trends, and (3) flood peaks from basins 

with urban cover did not differ from peaks in nearby nonurban 

basins. Thus, Wong (1994) did not preclude any gaging stations 

from analysis because of urbanization. 

Frequency Analysis at Gaged Sites

Bulletin 17B (Interagency Advisory Committee on Water 

Data, 1982) provides guidelines for estimating the magnitude 

and frequency of floods by fitting the log-Pearson Type III 

distribution to annual peak discharges. The method of moments 

is used to fit the log-Pearson Type III distribution to the base 

10 logarithms of the peak-discharge data using the following 

equation: 

 (1)

where

log Q = base 10 logarithm of annual peak discharge for a

 selected recurrence interval,

log   Q  x  KS
Abbreviated name Definition Units Minimum Maximum Media

Morphometric Characteristics

BSLDEM10M Mean basin slope computed from 10-meter DEM percent 3.5 111 36.3 COMPRAT A measure of basin shape related to basin perimeter and drainage area dimensionless 1.36 4.32 2.06 CSL1085LFP Change in elevation between points 10 and 85 percent of length along the longest flow path determined by a GIS divided by length between the points feet per mile 50.5 4,460 506 DRNAREA Area that drains to a point on a stream square miles 0.048 245 2.41 ELEV Mean basin elevation feet 286 7,720 1,94ELEV10FT Elevation at 10 percent from outlet along longest flow path slope using DEM feet 22 4,910 648 ELEV10FT3D Elevation at 10 percent from outlet along longest flow path slope using 3D line feet 21 4,910 647 ELEV85FT Elevation at 85 percent from outlet along longest flow path slope using DEM feet 355 11,700 2,52ELEV85FT3D Elevation at 85 percent from outlet along longest flow path slope using 3D line feet 355 11,700 2,52ELEVMAX Maximum basin elevation feet 401 13,800 3,51LFPLENGTH Length of longest flow path miles 0.36 45.2 4.68 MINBELEV Minimum basin elevation feet 3.15 4,470 499 PERIMMI Basin perimeter miles 1.24 116 11.9 RELIEF Maximum-minimum elevation feet 187 13,800 2,71RELRELF Basin relief divided by basin perimeter feet per mile 28 1,300 245 SLOP30_10M Percentage area with slopes greater than 30 percent from 10-meter DEM percent 0.0 99.4 48.4 SLPFM3D Longest flow path slope using 3D line feet per mile 78.4 4,450 598 

Rainfall Characteristics

I60M2Y Maximum 60-minute precipitation that occurs on average once in 2 years inches 0.91 3.25 2.18 I60M5Y Maximum 60-minute precipitation that occurs on average once in 5 years inches 1.20 4.15 2.79 I60M10Y Maximum 60-minute precipitation that occurs on average once in 10 years inches 1.41 4.85 3.30 I60M25Y Maximum 60-minute precipitation that occurs on average once in 25 years inches 1.69 5.82 3.92 I60M50Y Maximum 60-minute precipitation that occurs on average once in 50 years inches 1.90 6.60 4.48 I60M100Y Maximum 60-minute precipitation that occurs on average once in 100 years inches 2.10 7.41 5.06 I60M500Y Maximum 60-minute precipitation that occurs on average once in 500 years inches 2.54 9.49 6.51 I06H2Y Maximum 6-hour precipitation that occurs on average once in 2 years inches 1.82 6.78 4.59 I06H5Y Maximum 6-hour precipitation that occurs on average once in 5 years inches 2.49 8.74 6.01 I06H10Y Maximum 6-hour precipitation that occurs on average once in 10 years inches 3.03 10.2 7.08 I06H25Y Maximum 6-hour precipitation that occurs on average once in 25 years inches 3.81 12.2 8.59 I06H50Y Maximum 6-hour precipitation that occurs on average once in 50 years inches 4.44 13.7 9.79 I06H100Y Maximum 6-hour precipitation that occurs on average once in 100 years inches 5.10 15.2 11.0 I06H500Y Maximum 6-hour precipitation that occurs on average once in 500 years inches 6.85 19.2 14.1 

Table 5. Selected drainage-basin characteristics evaluated in the regional-regression analysis, State of Hawai‘i.[DEM, digital elevation model; in., inches]
Abbreviated name Definition Units Minimum Maximum Media

I24H2Y Maximum 24-hour precipitation that occurs on average once in 2 years inches 2.91 11.8 7.13 I24H5Y Maximum 24-hour precipitation that occurs on average once in 5 years inches 4.14 15.3 9.50 I24H10Y Maximum 24-hour precipitation that occurs on average once in 10 years inches 5.15 17.9 11.3 I24H25Y Maximum 24-hour precipitation that occurs on average once in 25 years inches 6.27 21.4 13.9 I24H50Y Maximum 24-hour precipitation that occurs on average once in 50 years inches 7.16 24.2 15.9 I24H100Y Maximum 24-hour precipitation that occurs on average once in 100 years inches 8.07 27.2 18.0 I24H500Y Maximum 24-hour precipitation that occurs on average once in 500 years inches 10.4 35.5 23.3 I48H2Y Maximum 48-hour precipitation that occurs on average once in 2 years inches 3.76 16.3 9.20 I48H5Y Maximum 48-hour precipitation that occurs on average once in 5 years inches 4.94 21.3 12.2 I48H10Y Maximum 48-hour precipitation that occurs on average once in 10 years inches 5.84 25.3 14.7 I48H25Y Maximum 48-hour precipitation that occurs on average once in 25 years inches 7.07 30.8 17.8 I48H50Y Maximum 48-hour precipitation that occurs on average once in 50 years inches 8.05 35.3 20.6 I48H100Y Maximum 48-hour precipitation that occurs on average once in 100 years inches 9.06 40.0 23.5 I48H500Y Maximum 48-hour precipitation that occurs on average once in 500 years inches 11.6 52.2 30.5 PRECIP Mean annual precipitation inches 18.3 254 110 

Soil Characteristics

PERM12IN Area-weighted average soil permeability for top 12 inches of soil inches per hour 0.05 16 3.8 PERM24IN Area-weighted average soil permeability for top 24 inches of soil inches per hour 0.09 16 3.7 

Land-Cover Characteristics

NLCD012122 Percentage of area developed, open space and low intensity combined percent 0.0 43.0 2.2 NLCD01_23 Percentage of area developed, medium intensity percent 0.0 17.3 0.0 NLCD01_24 Percentage of area developed, high intensity percent 0.0 5.4 0.0 NLCD01_2324 Percentage of area developed, medium and high intensity (derived from NLCD01_23 and NLCD01_24) percent 0.0 19.2 0.0 NLCD01_31 Percentage of area barren land percent 0.0 62.4 0.0 NLCD01_42 Percentage of area evergreen forest percent 0.0 100 67.7 NLCD01_82 Percentage of area cultivated crops percent 0.0 38.5 0.0 

Table 5. Selected drainage-basin characteristics evaluated in the regional-regression analysis, State of Hawai‘i—Continued.
Frequency Analysis at Gaged Sites 23

x = mean of logarithms of annual peak-discharge values, 

K = a factor that is dependent on the skew coefficient of

 the logarithms of annual peak-discharge values and

 the selected recurrence interval, and

S = standard deviation of logarithms of annual 

 peak-discharge values.

The mean ( x ), standard deviation (S), and skew coefficient (G) of the base 10 logarithms of the data are the first 

three moments of the sample data and are computed from the 

following equations:

 

 

x 

xi i1

n

n

 (2)

 

 

 (3)

 

 

(4)

where

G = skew coefficient of logarithms of annual peakdischarge values,

n = number of annual peak-discharge values,

i = index counter, and

 i x = logarithm of peak-discharge value i.

The skew coefficient is an indicator of the symmetry of 

the probability density function (Yevjevich, 1972). For a skew 

coefficient of zero, the probability density function is symmetrical (a bell-shaped curve); for a positive skew coefficient, the 

probability density function has a longer tail to the right, representing occasional years with extremely large magnitude peak 

discharge relative to the average peak discharge; for a negative 

skew coefficient, the probability density function has a longer 

tail to the left, representing occasional years with extremely 

small magnitude peak discharge relative to the average peak 

discharge (Haan, 1977) (fig. 9). The skew coefficient also is an 

indicator of the concavity of the cumulative distribution function, which integrates the area under the probability density 

function and conveys information at the extremes better than 

the probability density function. The cumulative distribution 

function relates values of the variable (in this case peak discharge) to exceedance probability. The cumulative distribution 

function of the log-Pearson Type III distribution commonly is 

plotted on a log-normal scale, with values of the variable (peak 

discharge) plotted on the logarithmic scale (vertical axis) and 

exceedance probability plotted on a normal probability scale 

(horizontal axis). For a skew coefficient of zero, the cumulative 

distribution function of the log-Pearson Type III distribution 

S 

xi  x 

2

i1

n

  n 1

1/2

G 

n xi   x

3

i1

n

  n 1   n 2 S3

will plot as a straight line on a log-normal scale; for a positive 

skew coefficient, the distribution will plot as a concave upward 

curve; for a negative skew coefficient, the distribution will plot 

as a concave downward curve (Cudworth, 1989) (fig. 9). 

Bulletin 17B includes a table of K values for various 

skew coefficients and exceedance probabilities. Because 

the skew coefficient is sensitive to extreme values, the skew 

coefficient calculated from the station record (station skew) 

may not be representative of the true population skew, 

particularly for gaging stations with short-term records. An 

improved estimate of population skew can be obtained by 

using a weighted sum of the station skew and a generalized 

skew estimated from long-term data at nearby gaging stations. The weighted skew coefficient is computed using the 

following equation:

 GW  MSEG G  MSEG G

MSEG  MSEG

 (5)

where

GW = weighted skew coefficient,

G= generalized skew,

MSEG = mean-square error of generalized skew, and

MSEG = mean-square error of station skew.

Bulletin 17B provides a method to estimate the mean-square 

error of the station skew using the station skew value and the 

number of years of record.

Selection of Generalized Skew

Bulletin 17B provides guidelines for determining generalized skew and also provides a national map of generalized skew that can be used if more detailed generalized-skew 

information is not available or not applicable. The Bulletin 

17B national map specifies a generalized skew of -0.05 and 

mean-square error of generalized skew of 0.302 for Hawaiÿi. 

The Bulletin 17B guidelines were used to determine whether 

more detailed generalized-skew values for Hawaiÿi would be 

an improvement over the national map value. 

Lee (1984) used data from 68 gaging stations in Hawai‘i 

with 25 or more years of record and estimated a mean skew 

coefficient of -0.14. Lee (1984) indicated that the mean skew 

coefficient of -0.14 did not substantially improve upon the 

national map value of -0.05. For the present study, data from 

169 gaging stations with 25 or more years of record were 

available and analyzed for determination of generalized skew. 

In accordance with Bulletin 17B guidelines, three methods for 

determination of generalized skew were considered: (1) mapping lines of equal skew coefficient, (2) developing a prediction 

equation relating skew coefficient to basin and climatologic 

variables, and (3) using the arithmetic mean of the station skew 

coefficients. Results from each of these methods are described 

briefly below and indicate that the Bulletin 17B values for 

generalized skew (-0.05) and mean-square error of generalized 

skew (0.302) do not warrant replacement at this time.
24 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

100 103 102 101 104 105 106

100

103

102

101

104

105

106

100

103

102

101

104

105

106

100

103

102

101

104

105

106

0.0

0.2

0.4

0.6

0.8

1.0

0.0

0.2

0.4

0.6

0.8

1.0

0.0

0.2

0.4

0.6

0.8

1.0

99.99 99 9095 5075 25 10 5 1 0.01

DISCHARGE

PROBABILITY

DISCHARGE

EXCEEDANCE PROBABILITY

Zero skew coefficient

Negative skew coefficient

Positive skew Positive skew coefficient

coefficient

Zero skew

coefficient

Negative skew

coefficient

A B

Mean

Mean, median,

and mode

Median

Mode

Mean

Median

Mode

Figure 9. Generalized shapes of curves for positive, zero, and negative skew coefficients in the distribution of 

peak discharges. A, Probability density functions. B, Log-Pearson Type III frequency curves. 

Figure 9. Generalized shapes of curves for positive, zero, and negative skew coefficients in the distribution of peak 

discharges. A, Probability density functions. B, Log-Pearson Type III frequency curves.
Frequency Analysis at Gaged Sites 25

Skew Maps

Station skew values were plotted at the centroid of each 

basin, and isolines of equal skew coefficient (not shown) were 

drawn by hand, accounting for regional topographic and climatologic variations, for the islands of Kaua‘i, Oÿahu, Moloka‘i, and 

Maui. Insufficient data were available to map lines of equal skew 

coefficient for the Island of Hawai‘i. The isolines were drawn 

to generally represent the spatial distribution of skew. Although 

it is possible to reduce mean-square errors further by accurately 

contouring the station skew values using computerized contouring routines, such detailed contour maps may not provide reliable 

regional estimates of generalized skew. The skew maps produced 

lower mean-square errors than the other two methods used to 

estimate generalized skew (table 7), but the isolines of equal skew 

were not spatially consistent and often indicated steep gradients 

in skew that may not be representative of regional conditions. On 

that basis, the skew maps were considered to be potentially unreliable in Hawaiÿi despite their generally small mean-square errors. 

mean-square-error values associated with using the arithmetic mean value as an estimator of skew range from 0.18 

(Kauaÿi) to 0.50 (Molokaÿi). The national map in Bulletin 

17B shows a generalized skew of -0.05 for all of Hawaiÿi, 

with a mean-square error of 0.302. Because the mean-squareerror values associated with using the arithmetic mean skew 

values (based on available data as of water year 2008) are not 

much different from the mean-square-error values associated 

with the Bulletin 17B generalized skew, the existing Bulletin 17B generalized skew of -0.05 is retained in subsequent 

analyses for this study.

Adjustments to the Fitted Log-Pearson Type III 

Distribution

The PeakFQ program for flood-frequency analysis (Flynn 

and others, 2006) was used to fit the log-Pearson Type III 

distribution to the recorded annual peak-discharge data. As 

described in Bulletin 17B, PeakFQ adjusts the fitted probability distribution to account for low outliers, high outliers, 

and historic floods. High outliers were detected by PeakFQ at 

26 gaging stations. For this study, no adjustments were made 

to the frequency curve to reflect high outliers detected by 

PeakFQ because reliable historic information required for the 

adjustments was not available. 

Low Outliers

As described in Bulletin 17B, PeakFQ detects low outliers using a statistical criterion rather than by considering the 

effect of these low values on the fit of the frequency curve. In 

some cases, the default criterion used to detect low outliers 

may fail to adequately detect all of the low outliers, which may 

adversely affect the fit of the log-Pearson Type III frequency 

curve to the data. Bulletin 17B and PeakFQ allow manually 

specified low-outlier thresholds to be used to improve the fit of 

the log-Pearson Type III frequency curve. 

For this study, potential low outliers not detected by the 

default criterion were identified visually from the frequency 

curve, and the effect of increasing the low-outlier threshold to 

exclude these potential low outliers was assessed by comparing the 100-year peak discharge associated with the default 

and manually specified low-outlier thresholds. If the 100-

year peak discharge using the default and manually specified 

low-outlier thresholds differed by less than 10 percent, then 

the default low-outlier threshold was retained. If the 100-

year peak discharge using the default and manually specified 

low-outlier thresholds differed by more than 10 percent, then 

the manually specified low-outlier threshold was retained. 

The value of the manually specified low-outlier threshold was 

determined by incrementally excluding low outliers of greater 

value and evaluating the sensitivity of the estimated 100-year 

peak discharge to the number of low outliers excluded. Commonly, the estimated 100-year peak discharge remained nearly 

constant as additional data points were treated as low outliers. 

Table 7. Mean-square errors associated with selected 

generalized-skew estimates for annual peak discharges, State of 

Hawaiÿi.

[—, skew map not developed; Bulletin 17B, Interagency Advisory Committee 

on Water Data (1982); skew values and errors based on peak-discharge data 

through water year 2008]

Area Average 

skew value

Mean-square error associated

with indicated skew estimate

Bulletin 17B 

value (−0.05)

Area average 

skew Skew map

Kauaÿi − 0.07 0.18 0.18 0.11

Oÿahu −0.02 0.19 0.19 0.11

Molokaÿi −0.09 0.50 0.50 0.07

Maui −0.17 0.36 0.35 0.21

Hawaiÿi 0.16 0.35 0.30 —

State −0.06 0.29 0.29 —

Prediction Equations

Multiple-linear-regression models, using both ordinaryleast-squares (OLS) and weighted-least-squares (WLS) 

methods, were evaluated. Explanatory variables used in the 

analysis to predict skew included basin morphometric, rainfall, 

soil, and land-cover characteristics (table 5). Skew prediction 

equations were evaluated for the State, individual islands, and 

regions within an island, although none of the equations was 

found to be statistically significant (5-percent level of significance). Thus, prediction equations for generalized skew also 

were considered to be unreliable for Hawaiÿi. 

Arithmetic Mean

Arithmetic mean skew values were computed for 

the State as well as for individual islands (table 7). The 
26 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

The point at which the 100-year peak discharge first reached 

the nearly constant value was selected as the low-outlier 

threshold for cases in which manually specified low-outlier 

thresholds were used. For this study, low-outlier thresholds 

were manually specified for 27 gaging stations (table 8). 

Values With Less-Than (<) Codes

The peak-flow file for Hawaiÿi contains 49 gaging stations with at least one annual peak discharge that is reported 

as less than a specified value. The actual peak discharge for 

these cases is not known, and may be zero in some cases. The 

PeakFQ program will ignore all reported peak discharges that 

are less than the largest value with a less-than (<) code. For 

example, if the record for a gaging station contains the annual 

peak discharges (arranged in ascending order) 100; 200; 300; 

400; 500; <600; 700; 800; 900; 1,000; and 1,100 ft3/s, then the 

PeakFQ program will ignore the peak discharges 100; 200; 

300; 400; 500; and <600 ft3

/s. This would reduce the number 

of usable peaks to five and would preclude use of data from 

this gaging station in the flood-frequency analysis. The peakdischarge values with less-than codes initially were set equal to 

the specified less-than values to identify low outliers. However, 

the final assigned values were determined as described below. 

For this study, the sensitivity of the estimated 2-, 10-, 

and 100-year peak discharges (using the log-Pearson Type III 

frequency curve) to the values assigned to the reported peak 

discharges with less-than codes was evaluated. Two different values, representing the possible range of values, for the 

reported peak discharges with less-than codes were tested: (1) 

zero discharge and (2) a discharge set equal to the less-than 

value (representing the maximum possible value). The estimated 2-, 10-, and 100-year peak discharges associated with 

the two different replacement values were then compared. For 

many gaging stations, the 2-, 10-, and 100-year peak discharges 

associated with the replacement zero-discharge values differed 

from the corresponding 2-, 10-, and 100-year peak discharges 

associated with the replacement less-than discharge values by 

less than 5 percent. For these cases, the less-than discharge 

values were selected to replace the reported annual peak discharges with the less-than codes. For cases in which the 2-, 10-, 

and 100-year peak discharges associated with the replacement 

zero-discharge values differed from the corresponding 2-, 10-, 

and 100-year peak discharges associated with the replacement 

less-than values by more than 5 percent, existing records were 

checked for indications of nonzero flow during the year. If 

records indicated mainly nonzero flows for the affected years, 

the discharges equal to the less-than values were selected to 

replace the discharges with less-than codes. If records indicated 

mainly zero flows for the affected years, a value of zero was 

selected to replace the discharges with less-than codes (table 9).

Historic Floods

Information related to historic floods (Fontaine and Hill, 

2002) was incorporated in this study (table 10). A historic flood 

is a major flood that occurs during a period that is not part of a 

systematic data-collection period. Information related to historic 

floods is useful for enhancing short-term records, improving 

frequency determinations, and ensuring that flood estimates 

fit community experience (Interagency Advisory Committee on Water Data, 1982). Adjustments to the frequency curve 

described in Bulletin 17B are implemented in the PeakFQ program for flood-frequency analysis (Flynn and others, 2006).

Computed Peak Stream Discharges

For all gaging stations with at least 10 years of usable 

peak-discharge data, a log-Pearson Type III frequency curve 

Table 8. Manually specified low-outlier thresholds for annual 

peak-discharge frequency analysis, State of Hawaiÿi.

Station no.

Default low-outlier 

threshold, 

in cubic feet per second

Manually specified

low-outlier threshold, 

in cubic feet per second

Kauaÿi

16068000 421.8 964

16097500 156.4 465

Oÿahu

16211600 13.3 29

16211800 0.9 11

16212601 69.7 178

16228900 38.0 39

16229000 98.2 316

16275000 28.4 74

16278000 2.7 4

16325000 224.5 345

16330000 367.4 1,120

16340000 326.5 737

Molokaÿi

16400000 407.0 1,130

16411300 1.2 5

16411320 0.0 1

16411900 11.5 43

16414000 25.3 80

16419000 4.2 27

Maui

16500100 20.6 74.7

16500800 12.9 80

16502400 2.3 28

16603850 1.0 12

16616500 0.4 3

16643300 12.1 30

16658500 0.6 2

Hawaiÿi

16764000 314.8 517

16767000 107.0 528
Frequency Analysis at Gaged Sites 27

Table 9. Stations with annual peak-discharge data less than a specified value and replacement values used 

for annual peak-discharge frequency analysis, State of Hawaiÿi.

[maximum, annual peak discharges coded with “less than” replaced by the “less than” discharge value; zero, annual peak discharges 

coded with “less than” replaced by zero; <5 percent difference, estimated 2-, 10-, and 100-year peak discharges associated with the 

replacement zero-discharge values differed from the corresponding 2-, 10-, and 100-year peak discharges associated with the replacement maximum values by less than 5 percent]

Station no.

Water years with

annual peak discharge

less than a specified value

Method used to replace

annual peak discharges

less than a specified value

Kauaÿi

16052500 1984 maximum

16055000 1984 maximum; <5 percent difference

16073500 1999, 2001 maximum; <5 percent difference

16081200 2000–01, 2007–08 maximum

16097900 2000 maximum; <5 percent difference

16130000 2007 maximum; <5 percent difference

Oÿahu

16210500 1995, 1998–99 maximum

16211300 1973, 1995 maximum; <5 percent difference

16211500 1973 maximum

16211700 1973 maximum; <5 percent difference

16211800 1975, 1984, 1987, 1998–99, 2001, 2003 maximum

16212200 1973, 1977, 1981, 1984, 1987, 1995, 1998–2003, 2007 zero

16212300 1973, 2001 maximum

16235400 1998–99 maximum

16247500 1973, 1975–77 maximum; <5 percent difference

16247900 1973, 1998 maximum; <5 percent difference

16248800 1973, 1995 maximum; <5 percent difference

16249000 1973 maximum; <5 percent difference

16249100 1973, 1998–99, 2001–03 zero

16279500 1973 maximum

16331000 1973, 1995, 1998–99, 2001, 2003–04, 2008 zero

16350000 1999 maximum; <5 percent difference

Molokaÿi

16411300 2006–08 maximum

16411640 1999–2000 maximum; <5 percent difference

16411800 1989–90, 2004 maximum

16411900 1970, 1981 maximum

Maui

16500100 2005 maximum; <5 percent difference

16500300 1998–99, 2006 maximum; <5 percent difference

16500800 1998–99, 2002–03, 2008 maximum

16502400 1981, 1998 maximum

16502900 1981, 1998 maximum; <5 percent difference

16603700 1998, 2000 maximum

16603800 1998, 2000 maximum; <5 percent difference

16616500 2002–03 maximum

16630200 1973 maximum; <5 percent difference

16643300 1998, 2000–01 maximum

16647500 1988, 2000 maximum

16658500 1988 maximum

16663500 1984 maximum

16664000 1981 maximum
28 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

was fit to the annual peak-discharge data using the PeakFQ 

program for flood-frequency analysis (Flynn and others, 2006). 

The annual peak discharges from a gaging station are fit to the 

log-Pearson Type III distribution using the first three moments 

(mean, standard deviation, and skew) of the distribution (table 

11, located near end of document), accounting for adjustments 

to reflect low outliers, historic floods, and a weighted skew 

coefficient that incorporates a statewide generalized skew of 

-0.05. Peak stream discharges for selected recurrence intervals 

(2, 5, 10, 25, 50, 100, and 500 years) from the frequency curve 

for each gaging station (table 12, located near end of document) 

were used as dependent variables in the regression analysis. 

parameters. Traditional OLS methods are based on the assumption that the residual errors associated with the individual 

observations are homoscedastic (variance of the residuals is 

constant and independent of all factors, including record length) 

and independently distributed (residuals are uncorrelated) 

(Stedinger and Tasker, 1985; Helsel and Hirsch, 1992). When 

OLS methods are used, equal weight is given to peak-discharge 

records at all gaging stations, regardless of record length and 

the possible correlation among concurrent flows at different 

stations. Weighted-least-squares (WLS) methods may be used 

to address uncertainty associated with short record lengths. 

In general, peak-discharge estimates based on gaging stations 

with longer records are more reliable and have lower variance 

than those based on gaging stations with shorter records. WLS 

methods can give greater weight to data from gaging stations 

with longer record lengths by assuming the variance of the 

observed flood characteristics is inversely related to record 

length (Tasker, 1980). Neither OLS nor WLS methods account 

for possible spatial correlation of peak discharges at different 

sites. Cross correlation of peak discharges may exist for sites 

on the same stream or for sites in nearby or similar basins. 

Generalized-least-squares (GLS) methods are used to correct 

for lack of homoscedasticity as well as lack of independence. 

Thus, GLS methods can account for unequal record lengths as 

well as cross correlation of concurrent flows at different sites 

(Stedinger and Tasker, 1985). The GLS method has been used 

extensively for developing regional relations for estimating 

peak discharges (see, for example, Wong, 1994; Ries, 2007; 

Griffs and Stedinger, 2007) and also is used for this study.

Selected basin characteristics (table 6) were used as 

explanatory (independent) variables in the regression analysis. 

Scatterplots of the logarithmically (base 10) transformed peak 

discharges and each explanatory variable were formed. The 

peak-discharge data for each recurrence interval were logarithmically transformed (log-transformed) to account for the 

large range of discharges covering several orders of magnitude 

and nonlinearity in the relation between untransformed values 

of peak discharge and explanatory variables. The number of 

explanatory variables was reduced by eliminating those that 

Regression Analysis

For this study, multiple-regression methods were used 

to develop regional regression equations relating peak stream 

discharges of selected recurrence intervals (2, 5, 10, 25, 50, 

100, and 500 years) at gaged sites to various basin characteristics. Regression equations can be developed using ordinaryleast-squares (OLS), weighted-least-squares (WLS), and 

generalized-least-squares (GLS) estimates of model 

Table 10. Historic floods and periods for annual peakdischarge frequency analysis, State of Hawai‘i.

Station no. Water year

of historic flood Historic period

16701300 2001 1957–2008

16701400 2001 1965–2008

16717400 1979 1963–2008

16717600 1979, 2001 1962–2008

16717650 1979 1963–2008

16770000 1979, 1980, 2001 1963–2008

16770500 2001 1963–2008

Station no.

Water years with

annual peak discharge

less than a specified value

Method used to replace

annual peak discharges

less than a specified value

Hawaiÿi

16717400 2003 maximum; <5 percent difference

16717850 1963, 1966 zero

16717950 1964, 1966, 1968, 1976–77, 1995–97 maximum

16752600 1964, 1976, 1983, 1996, 2000–01, 2007 zero

16759040 1995 maximum; <5 percent difference

16759060 1967, 1973, 1996–98, 2000, 2002, 2006, 2008 zero

16759080 1970, 1973 maximum

16759180 1970 maximum; <5 percent difference

16770500 1998 maximum; <5 percent difference

Table 9. Stations with annual peak-discharge data less than a specified value and replacement values used 

for annual peak-discharge frequency analysis, State of Hawaiÿi—Continued.
Regression Analysis 29

were poorly correlated with peak stream discharge or that were 

correlated with less complex variables from which they were 

derived. Scatterplots of the log-transformed peak discharges 

and log-transformed explanatory variables also were created 

to evaluate whether log-transformation of the explanatory 

variables improved the correlation between peak discharge and 

each explanatory variable. Log-transformation of the explanatory variables was not used for explanatory variables that were 

poorly distributed or that could not be suitably transformed. 

A stepwise regression analysis was used to further reduce 

the list of explanatory variables by adding and subtracting 

variables at each iteration to find the best combination of 

remaining basin attributes. Using the basin characteristics 

resulting from the stepwise regression analysis, a preliminary 

multiple-linear-regression model using OLS methods was 

formed. The OLS regression model was then trimmed down 

to no more than three explanatory variables using a 5-percent 

(0.05) level of significance as the criterion to identify statistically significant explanatory variables. Multicolinearity among 

explanatory variables was tested using the variance inflation 

factor (VIF) (Helsel and Hirsch, 1992). If several highly correlated explanatory variables remained in the OLS regression 

model they were tested one at a time, while keeping the other 

variables constant, to determine which of the correlated predictors produced the best model.

The explanatory variables and transformations in the best 

OLS regression models were then used to form GLS models 

with the program WREG (Eng and others, 2009). Sites with 

large leverage or influence (Tasker and Stedinger, 1989; Helsel 

and Hirsch, 1992) from the GLS models were identified by the 

WREG program, although no data were ultimately excluded 

on the basis of leverage or influence because (1) no known 

errors were associated with the data, (2) more complex models 

that fit the data better were not appropriate given the limited 

available data, and (3) a reasonable hydrologic justification for 

excluding the data could not be identified. Explanatory variables that were no longer significant or contained coefficients 

that did not make hydrologic sense were eliminated, and a 

final GLS model was generated with WREG. The GLS regression model with the highest pseudo R squared (an indicator 

of the variability in the dependent variable explained by the 

model when the time-sampling error is removed), lowest average standard error of prediction, and lowest standard model 

error was selected. 

Regions

To improve peak-discharge estimates, basins were 

grouped into regions and separate regression equations were 

developed for each region. Regions can be defined using different methods, including (1) geography, (2) heuristic methods 

relying on an understanding of the hydrogeology of an area, 

(3) identifying groups of basins from the residuals of regression equations, and (4) statistical clustering (principal components or cluster analysis). For this study, regions were defined 

on the basis of the spatial pattern of residuals and hydrologic 

and geographic considerations. 

Regression equations initially were developed for the 

State (based on data from Kauaÿi, Oÿahu, Molokaÿi, Maui, 

and Hawaiÿi), as well as for the individual islands, for peak 

discharges with 10- and 100-year recurrence intervals. 

Residuals from these regression equations (in logarithm 

units) were plotted spatially on a map to identify regions 

of similar residual magnitudes and signs. (A residual is the 

difference between the peak discharge predicted from the 

regression equation and that obtained from the frequency 

curve for a gaging station.) Defining regions on the basis of 

residuals assumes that the spatial pattern of residuals reflects 

a spatial pattern of peak-discharge characteristics. In general, the patterns of residuals from the regression equations 

for the 10- and 100-year recurrence intervals were similar. 

Final determination of regions was based on the residuals as 

well as hydrologic (basins with similar climate were grouped 

together) and geographic (region boundaries conformed to 

topographic divides) considerations. For this study, each 

island was divided into two regions: Kauaÿi was divided into 

windward (eastern) and leeward (western) regions; Oÿahu 

was divided into windward (northeastern) and leeward 

regions; Molokaÿi was divided into windward (northeastern) and leeward regions; Maui was divided into easternnorthwestern and central-southwestern regions; and Hawaiÿi 

was divided into northern and southern regions (figs 2–6). 

Other regions considered included those defined for Kauaÿi 

(Yamanaga, 1972; State of Hawaiÿi, 1973); Oÿahu (Yamanaga, 1972; Nakahara, 1980; Wong, 1994; City and County of 

Honolulu, 2000); Molokaÿi (Yamanaga, 1972); Maui (State 

of Hawaiÿi, 1971; Yamanaga, 1972); and Hawaiÿi (State of 

Hawaiÿi, 1970b; Yamanaga, 1972). The regions used for this 

study resulted in lower overall errors than regions defined in 

previous studies. 

To test whether the regions defined by residuals are real 

or merely a result of chance, Tasker (1982) proposed using 

the nonparametric Wilcoxon signed-ranks test for testing the 

statistical significance of a cluster of regression residuals. The 

test was not meant to replace hydrologic judgment in defining 

regions, but does provide insight into whether region boundaries are supported by the regression data. The Wilcoxon signedranks test was used to test the regression residuals for region 

boundaries on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, 

although none of the tests was significant at the 0.05 (5-percent) 

significance level. This result indicates that the residuals 

from the individual regions may not differ statistically from 

the residuals for the entire island (that is, the null hypothesis 

of no clustering cannot be rejected). Wong (1994) found a 

similar result using the Wilcoxon signed-ranks test for regions 

on Oÿahu. Standard errors of prediction using the islandwide 

regression equations were greater than those associated with 

regression equations from individual regions. Thus, the regions 

used for this study were retained to provide improved peakdischarge estimates and generally to account for hydrologic 

differences between regions. 
30 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Regression Equations

For this study, final regional regression equations related 

log-transformed peak discharge to at most two explanatory 

variables that also were log-transformed. Thus, final regional 

regression equations take the form:

 

 QT  a X1

b1   X2b2   (6)

where

QT = peak discharge for a T-year recurrence interval, 

 in ft3/s, 

a = regression constant, 

Xi = explanatory variable (basin characteristic) i, 

bi = regression coefficient or exponent for explanatory

 variable i, and

i = index equal to 1 or 2.

Most of the final regional regression equations have drainage 

area as an explanatory variable, although the equations for 

southern Hawaiÿi do not (table 13). Other explanatory variables 

that were significant in the final regression equations included 

mean annual rainfall and maximum 48-hour rainfall that occurs 

on average once in 5 years. For some equations, other explanatory variables, including rainfall of various return periods and 

durations and basin relief, may have been significant but were 

not included in the final regression equations to ensure consistent estimates among the peak stream discharges of selected 

recurrence intervals (2, 5, 10, 25, 50, 100, and 500 years). 

The regression equations for southern Hawaiÿi do not 

include drainage area as an explanatory variable. This may 

reflect the lack of well-defined stream channels in the area and 

the loss of streamflow to infiltration. Because the permeability 

of the surface rocks generally is high in southern Hawaiÿi, loss 

of surface runoff to infiltration may cause downstream sites on 

a stream to have smaller peak discharges than upstream sites 

during a storm (State of Hawaiÿi, 1970b). Thus, peak discharges 

may not be directly related to drainage area in this region. 

Accuracy and Limitations

The regression equations developed for this study provide 

peak-discharge estimates based on statistical methods. Thus, 

these estimates may not accurately reflect conditions in some 

ungaged basins. Each equation has associated uncertainty that 

can be quantified by comparing predicted and observed (from 

station data) values of peak discharge. One useful measure of 

uncertainty in a regression equation is the average variance of 

prediction, AVP, which is the sum of the model-error variance 

and sampling-error variance (Gotvald and others, 2009):

 AVP = s2 + (7)

where 

AVP = average variance of prediction,

MSEi

i1

n

n

s2 = model-error variance, and

MSEi = sampling-error variance for site i, and

n = number of gaging stations.

The model-error variance is a measure of how well the explanatory variables in the regression equation predict the peak 

discharges determined from station records used to develop the 

equations. The sampling-error variance is a measure of how 

well the true peak discharges are characterized by a limited 

number of gaging stations, each with a limited number of 

annual peak discharges. The sampling-error variance decreases 

as the number of gaging stations increases or the record 

lengths increase (Gotvald and others, 2009).

The average standard error of prediction, Sp, in percentage error, is computed from the average variance of prediction, 

in base 10 logarithm units, using the following equation:

 (8)

For ungaged sites, about two-thirds of the peak-discharge 

estimates obtained from a regression equation will have errors 

less than the standard error of prediction (Gotvald and others, 

2009). The regression equations developed for this study have 

standard errors of prediction ranging from 16 to 620 percent, and 

errors generally are greatest for leeward Molokaÿi and southern 

Hawaiÿi (table 13). For each region, the largest standard error of 

prediction is associated with regression equations for either the 

2- or 500-year peak discharges, which represent the extremes of 

the recurrence intervals considered. Standard errors of prediction associated with the 2-, 5-, 10-, 25-, 50-, 100-, and 500-year 

peak discharges range from 100 to 620 percent for leeward 

Molokaÿi and from 140 to 190 percent for southern Hawaiÿi (table 

13). These relatively large errors underscore the need to better 

understand the processes controlling floods in these areas and the 

need to collect additional peak-discharge data there. Because the 

regression equations for leeward Molokaÿi and southern Hawaiÿi 

contain much uncertainty, improved peak-discharge estimates for 

these regions may be required for proper design of engineering 

projects that could be affected by floods.

The regression equations developed for this study have a 

number of limitations: 

1. Each regression equation was developed using one or 

two significant explanatory variables, and each equation 

is valid within the range of values of those explanatory 

variables (table 13). Use of a regression equation beyond 

its limits will produce peak-discharge estimates with 

unknown error and should therefore be avoided.

2. Basin boundaries were delineated and basin characteristics 

were quantified using GIS methods and processed 10-meter 

DEMs. The quantified basin characteristics (table 6) were 

used to develop the final regression equations. The same 

methods used in this study should be used to estimate the 

values of explanatory variables in the regression equations, 

and these methods are implemented in StreamStats (U.S. 

Geological Survey, 2009; Rosa and Oki, 2010). 

Sp  100 10AVP ln 10   1

1⁄2
Regression Analysis 31

Regression equation by region1 Range of explanatory variables

Standard error 

of prediction, 

in percent

R2

Standard 

model error, 

in percent

1. Kauaÿi, leeward

Q2 = 620.9(DRNAREA0.748) 0.49 ≤ DRNAREA ≤ 57.6 90 0.62 84

Q5 = 1,019(DRNAREA0.753) 0.49 ≤ DRNAREA ≤ 57.6 72 0.71 67

Q10 = 1,312(DRNAREA0.758) 0.49 ≤ DRNAREA ≤ 57.6 64 0.75 60

Q25 = 1,710(DRNAREA0.764) 0.49 ≤ DRNAREA ≤ 57.6 58 0.79 54

Q50 = 2,028(DRNAREA0.769) 0.49 ≤ DRNAREA ≤ 57.6 55 0.81 51

Q100 = 2,355(DRNAREA0.774) 0.49 ≤ DRNAREA ≤ 57.6 53 0.82 49

Q500 = 3,170(DRNAREA0.786) 0.49 ≤ DRNAREA ≤ 57.6 51 0.84 47

2. Kauaÿi, windward

Q2 = 391.7(DRNAREA1.087) 0.41 ≤ DRNAREA ≤ 23.7 78 0.81 73

Q5 = 778.0(DRNAREA1.035) 0.41 ≤ DRNAREA ≤ 23.7 53 0.88 49

Q10 = 1,112(DRNAREA1.006) 0.41 ≤ DRNAREA ≤ 23.7 43 0.91 40

Q25 = 1,618(DRNAREA0.976) 0.41 ≤ DRNAREA ≤ 23.7 36 0.93 32

Q50 = 2,051(DRNAREA0.956) 0.41 ≤ DRNAREA ≤ 23.7 33 0.94 29

Q100 = 2,541(DRNAREA0.937) 0.41 ≤ DRNAREA ≤ 23.7 32 0.94 28

Q500 = 3,936(DRNAREA0.889) 0.41 ≤ DRNAREA ≤ 23.7 35 0.93 31

3. Oÿahu, leeward

Q2 = 2.339(DRNAREA0.679)(PRECIP1.113) 0.56 ≤ DRNAREA ≤ 45.1; 31.9 ≤ PRECIP ≤ 252 51 0.74 48

Q5 = 17.58(DRNAREA0.668) (PRECIP0.820) 0.56 ≤ DRNAREA ≤ 45.1; 31.9 ≤ PRECIP ≤ 252 42 0.76 40

Q10 = 49.09(DRNAREA0.664) (PRECIP0.674) 0.56 ≤ DRNAREA ≤ 45.1; 31.9 ≤ PRECIP ≤ 252 40 0.77 38

Q25 = 145.2(DRNAREA0.657) (PRECIP0.520) 0.56 ≤ DRNAREA ≤ 45.1; 31.9 ≤ PRECIP ≤ 252 40 0.76 37

Q50 = 290.4(DRNAREA0.652) (PRECIP0.422) 0.56 ≤ DRNAREA ≤ 45.1; 31.9 ≤ PRECIP ≤ 252 40 0.76 37

Q100 = 539.5(DRNAREA0.646) (PRECIP0.335) 0.56 ≤ DRNAREA ≤ 45.1; 31.9 ≤ PRECIP ≤ 252 41 0.75 38

Q500 = 1,841(DRNAREA0.633) (PRECIP0.162)

a 0.56 ≤ DRNAREA ≤ 45.1; 31.9 ≤ PRECIP ≤ 252 44 0.73 40

4. Oÿahu, windward

Q2 = 570.2(DRNAREA0.770) 0.04 ≤ DRNAREA ≤ 5.44 63 0.77 60

Q5 = 1,086(DRNAREA0.763) 0.04 ≤ DRNAREA ≤ 5.44 51 0.83 48

Q10 = 1,517(DRNAREA0.754) 0.04 ≤ DRNAREA ≤ 5.44 47 0.85 44

Q25 = 2,148 (DRNAREA0.743) 0.04 ≤ DRNAREA ≤ 5.44 46 0.85 42

Q50 = 2,679(DRNAREA0.735) 0.04 ≤ DRNAREA ≤ 5.44 46 0.85 43

Q100 = 3,251(DRNAREA0.726) 0.04 ≤ DRNAREA ≤ 5.44 48 0.84 44

Q500 = 4,786(DRNAREA0.706) 0.04 ≤ DRNAREA ≤ 5.44 54 0.79 49

5. Molokaÿi, leeward

Q2 = 93.33(DRNAREA0.583)

 a 0.25 ≤ DRNAREA ≤ 10.3 620 0.009 470

Q5 = 263.6(DRNAREA0.636) 0.25 ≤ DRNAREA ≤ 10.3 180 0.24 150

Q10 = 432.5(DRNAREA0.680) 0.25 ≤ DRNAREA ≤ 10.3 120 0.40 110

Q25 = 699.8(DRNAREA0.729) 0.25 ≤ DRNAREA ≤ 10.3 100 0.51 88

Q50 = 937.6(DRNAREA0.755) 0.25 ≤ DRNAREA ≤ 10.3 110 0.52 90

Q100 = 1,205(DRNAREA0.776) 0.25 ≤ DRNAREA ≤ 10.3 110 0.51 96

Q500 = 1,945(DRNAREA0.817) 0.25 ≤ DRNAREA ≤ 10.3 150 0.45 120

Table 13. Regional regression equations for peak-discharge estimates, State of Hawaiÿi.

[QT, peak discharge for T-year recurrence interval; DRNAREA, drainage area, in square miles; PRECIP, mean annual precipitation, in inches; I48H2Y, maximum 48-hour precipitation that occurs on average once in 2 years, in inches; I48H5Y, maximum 48-hour precipitation that occurs on average once in 5 years, in 

inches; R2, coefficient of determination based on the variability in the dependent variable explained by the regression, after removing the effect of the time-sampling 

error (Eng and others, ≤2009) ; a ≤ variable ≤ b, the explanatory variable may be greater than or equal to a and less than or equal to b]
32 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 13. Regional regression equations for peak-discharge estimates, State of Hawai‘i—Continued.

Regression equation by region1 Range of explanatory variables

Standard error 

of prediction, 

in percent

R2

Standard 

model error, 

in percent

6. Molokaÿi, windward

Q2 = 410.2(DRNAREA1.158) 0.46 ≤ DRNAREA ≤ 4.68 37 0.90 32

Q5 = 835.6(DRNAREA1.067) 0.46 ≤ DRNAREA ≤ 4.68 25 0.95 21

Q10 = 1,202(DRNAREA1.047) 0.46 ≤ DRNAREA ≤ 4.68 20 0.97 15

Q25 = 1,762(DRNAREA1.060) 0.46 ≤ DRNAREA ≤ 4.68 17 0.99 10

Q50 = 2,254(DRNAREA1.086) 0.46 ≤ DRNAREA ≤ 4.68 16 0.99 8

Q100 = 2,805(DRNAREA1.115) 0.46 ≤ DRNAREA ≤ 4.68 17 0.99 6

Q500 = 4,385(DRNAREA1.182) 0.46 ≤ DRNAREA ≤ 4.68 18 1.00 5

7. Maui, central-southwestern

Q2 = 55.46(DRNAREA0.506)

 a 0.45 ≤ DRNAREA ≤ 18.6 320 0.07 270

Q5 = 162.9(DRNAREA0.638) 0.45 ≤ DRNAREA ≤ 18.6 99 0.50 87

Q10 = 276.7(DRNAREA0.691) 0.45 ≤ DRNAREA ≤ 18.6 62 0.73 52

Q25 = 463.4(DRNAREA0.731) 0.45 ≤ DRNAREA ≤ 18.6 55 0.80 44

Q50 = 638.3(DRNAREA0.750) 0.45 ≤ DRNAREA ≤ 18.6 59 0.79 48

Q100 = 843.3(DRNAREA0.764) 0.45 ≤ DRNAREA ≤ 18.6 67 0.76 54

Q500 = 1,459(DRNAREA0.787) 0.45 ≤ DRNAREA ≤ 18.6 89 0.71 73

8. Maui, eastern-northwestern

Q2 = 602.6(DRNAREA0.885) 0.09 ≤ DRNAREA ≤ 17.2 93 0.64 90

Q5 = 1,038(DRNAREA0.831) 0.09 ≤ DRNAREA ≤ 17.2 70 0.71 68

Q10 = 1,380(DRNAREA0.804) 0.09 ≤ DRNAREA ≤ 17.2 66 0.72 64

Q25 = 1,875 (DRNAREA0.776) 0.09 ≤ DRNAREA ≤ 17.2 65 0.72 63

Q50 = 2,280(DRNAREA0.759) 0.09 ≤ DRNAREA ≤ 17.2 67 0.71 65

Q100 = 2,716(DRNAREA0.744) 0.09 ≤ DRNAREA ≤ 17.2 70 0.69 67

Q500 = 3,828(DRNAREA0.717) 0.09 ≤ DRNAREA ≤ 17.2 79 0.64 76

9. Hawaiÿi, northern

Q2 = 0.148(DRNAREA0.763)(PRECIP1.664) 0.14 ≤ DRNAREA ≤ 245; 18.3 ≤ PRECIP ≤ 190 100 0.75 93

Q5 = 1.12 (DRNAREA0.782) (PRECIP1.356) 0.14 ≤ DRNAREA ≤ 245; 18.3 ≤ PRECIP ≤ 190 72 0.83 67

Q10 = 3.16(DRNAREA0.787) (PRECIP1.203) 0.14 ≤ DRNAREA ≤ 245; 18.3 ≤ PRECIP ≤ 190 61 0.87 56

Q25 = 9.55(DRNAREA0.789) (PRECIP1.042) 0.14 ≤ DRNAREA ≤ 245; 18.3 ≤ PRECIP ≤ 190 53 0.90 48

Q50 = 19.1(DRNAREA0.789) (PRECIP0.938) 0.14 ≤ DRNAREA ≤ 245; 18.3 ≤ PRECIP ≤ 190 51 0.91 45

Q100 = 36.3(DRNAREA0.788) (PRECIP0.845) 0.14 ≤ DRNAREA ≤ 245; 18.3 ≤ PRECIP ≤ 190 51 0.91 44

Q500 = 126(DRNAREA0.782) (PRECIP0.662) 0.14 ≤ DRNAREA ≤ 245; 18.3 ≤ PRECIP ≤ 190 54 0.91 46

10. Hawaiÿi, southern

Q2 = 15.31(I48H2Y 1.541)

 a 3.76 ≤ I48H2Y ≤ 13.9 150 0.17 130

Q5 = 6.40(I48H5Y 1.908) 4.95 ≤ I48H5Y ≤ 18.1 140 0.29 120

Q10 = 6.17(I48H5Y 2.027) 4.95 ≤ I48H5Y ≤ 18.1 150 0.32 130

Q25 = 5.90(I48H5Y 2.154) 4.95 ≤ I48H5Y ≤ 18.1 150 0.35 130

Q50 = 5.75(I48H5Y 2.234) 4.95 ≤ I48H5Y ≤ 18.1 160 0.36 140

Q100 = 5.64(I48H5Y 2.306) 4.95 ≤ I48H5Y ≤ 18.1 170 0.37 140

Q500 = 5.41(I48H5Y 2.448) 4.95 ≤ 48H5Y ≤ 18.1 190 0.38 160

1

Equations were converted from original logarithmic form and regression constants rounded to the same number of significant figures as output by the WREG 

program (Eng and others, 2009). a

Explanatory variable not statistically significant.
Application of Regression Equations 33

3. The regional regression equations developed for this study 

may not be applicable for estimating peak discharges 

where stream discharge is substantially affected by regulation from dams, reservoirs, or other structures. 

4. Streams in Hawaiÿi commonly flow in natural, unmodified 

channels in their upper reaches, although some streams may 

flow through developed areas in their lower reaches. Where 

development has not modified the surface drainage characteristics of a basin, the effects of development likely are 

small. However, the equations developed for this study may 

not be reliable for streams with drainage basins containing more than 20 percent of the area affected by combined 

medium- and high-intensity developments. For streams in 

highly developed areas, peak discharges can be estimated 

using other methods (for example, Sauer and others, 1983) 

5. Annual peak-discharge data from some gaging stations 

indicate statistically significant trends over the period of 

record for the station. For each statistically significant trend, 

the overall change in annual peak discharges over time was 

computed from the slope of the Kendall-Theil robust line 

(see, for example, Helsel and Hirsch, 1992) multiplied by 

the length of record. For each statistically significant trend, 

the overall change in annual peak discharges, expressed as 

a percentage of the 100-year peak discharge for the gaging station, was less than the standard error of prediction 

from the appropriate regression equation for the 100-year 

peak discharge. However, the overall change in annual peak 

discharges, expressed as a percentage of the 2-year peak 

discharge for the gaging station, in many cases exceeded the 

standard error of prediction from the appropriate regression 

equation for the 2-year peak discharge. If consistent and 

widespread trends are identified in the future, detrending of 

the data may be necessary to derive peak-discharge estimates that are representative of future conditions.

Confidence in peak-discharge estimates in Hawaiÿi can be 

improved as more data are collected, expanding the database both 

temporally and spatially, to better characterize peak discharges. 

Longer periods of record at all gaging stations will tend to reduce 

time-sampling errors and improve peak-discharge estimates. 

Also, peak-discharge data are limited in some areas, including 

much of the Island of Hawaiÿi. For regions with limited data, 

particularly those on the Island of Hawaiÿi where regions cover 

large geographic areas that are hydrologically diverse, peak-discharge estimates from the regression equations may not accurately reflect local conditions and should be used with caution. 

Establishing additional stream-gaging stations would improve the 

understanding of the potential for flooding in these areas. 

Application of Regression Equations

The regression equations developed for this study can be 

used to provide peak-discharge estimates for sites on ungaged 

or gaged streams. For gaged streams, peak-discharge estimates 

commonly are improved by computing a weighted-average 

value of two independent estimates. At gaged sites, estimates of 

peak discharge are available from the at-site station frequency 

curve, as well as from the appropriate regression equation 

developed for this study. By weighting each estimate with an 

appropriate weighting factor, the resulting weighted-average 

value will represent an improved estimate (Interagency Advisory Committee on Water Data, 1982). At ungaged sites on a 

stream with a gaging station, peak-discharge estimates from 

the regression equations for the ungaged site can be combined 

with peak-discharge estimates from the nearby gaging station to 

produce improved estimates. Each regression equation is valid 

within the range of values of the explanatory variables used to 

develop the equation (table 13). Use of a regression equation 

beyond its limits will produce peak-discharge estimates with 

unknown error and should therefore be avoided.

Ungaged Stream

At ungaged sites on a stream without a gaging station, 

peak-discharge estimates can be produced using the appropriate regional regression equation. For some regions, regression 

equations may have high standard errors of prediction. For 

regions where the prediction errors are not acceptable, other 

methods for estimating peak discharges may be needed.

Gaged Site

For a gaged site, two estimates of peak discharge are 

available: one from the at-site log-Pearson Type III frequency 

curve and the other from the appropriate regression equation 

developed in this study. A theoretically improved estimate 

can be calculated if the individual estimates are independent 

and the variances of the individual estimates can be determined. If the independent estimates are weighted inversely 

proportional to their respective variances, then the variance of 

the weighted-average estimate will be less than the variances 

associated with each individual estimate (Tasker, 1975; Interagency Advisory Committee on Water Data, 1982). 

For a particular recurrence interval, the variance associated 

with the at-site frequency-curve estimate of peak discharge can 

be computed using an expression for the asymptotic variance 

developed by Cohn and others (2001) and implemented in the 

Weighted Independent Estimates (WIE) program (Berenbrock 

and Cohn, 2008) (table 12). The magnitude of the variance 

associated with the at-site frequency-curve estimate of peak discharge is dependent on the length of record; the mean, standard 

deviation, and skew of the fitted log-Pearson Type III frequency 

curve; and the accuracy of the method used to determine the 

generalized skew (Gotvald and others, 2009). 

For a particular recurrence interval, the variance associated with the appropriate regression equation is the average 

variance of prediction, which can be computed from the standard error of prediction (table 13) using equation 8. An alternative variance associated with the regression equation can 
34 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

be determined for each gaging station, although the average 

variance of prediction from all stations is used in this study. 

Using the variances from the two independent estimates 

of peak discharge, the weighted-average estimate is computed 

from (Gotvald and others, 2009):

 

log QTgw

VTgr logQTgsVTgs log QTgr

VTgs VTgr

 (9)

where

QTgw= peak discharge for a T-year recurrence interval at a 

gaged site, weighted-average value, in ft3/s, 

QTgs= peak discharge for a T-year recurrence interval at a 

gaged site, value from the station log-Pearson Type 

III frequency curve, in ft3/s, 

QTgr= peak discharge for a T-year recurrence interval at 

a gaged site, value from the appropriate regression 

equation, in ft3/s, 

VTgs= variance of prediction of peak discharge for a 

T-year recurrence interval at a gaged site, value 

from the station log-Pearson Type III frequency 

curve, in logarithm units, and

VTgr= average variance of prediction of peak discharge 

for a T-year recurrence interval for a gaged site, 

value associated with the appropriate regression 

equation, in logarithm units. 

For this study, weighted-average peak-discharge estimates 

for gaging stations were computed using the WIE program 

(Berenbrock and Cohn, 2008) (table 12). 

Ungaged Site on a Gaged Stream

For an ungaged site on a stream with a gaging station 

that has 10 or more years of peak-discharge record, the peakdischarge estimate from the appropriate regression equation for 

the ungaged site can be combined with the weighted-average 

peak-discharge estimate and regression equation peak-discharge 

estimate from the nearby gaging station (see previous section on 

“Gaged Site”) to produce an improved estimate. Sauer (1974) 

presented the following equation to improve the peak-discharge 

estimate for an ungaged site on a stream with a gaging station:

 

QTuw  2 Ag Au

Ag

 1

2 Ag Au

Ag

QTgw

QTgr

QTur (10)

where

QTuw= peak discharge for a T-year recurrence interval at 

an ungaged site, weighted value, in ft3/s, 

QTur= peak discharge for a T-year recurrence interval at 

an ungaged site, value from the appropriate regression equation, in ft3

/s, 

Ag= drainage-basin area associated with gaged site, in 

mi2, and

Au= drainage-basin area associated with the ungaged site, 

in mi2.

Equation 10 is applicable if the drainage-basin area associated with the ungaged site is between 50 and 150 percent of 

the area associated with the gaged site. If the drainage-basin 

area associated with the ungaged site is less than 50 or greater 

than 150 percent of the area associated with the gaged site, 

then no weighting adjustment is applied to the regression estimate for the ungaged site. 

Comparison with Previous Estimates

Weighted-average peak-discharge estimates at gaged 

sites from this study were compared to previously published 

estimates from Kauaÿi, Oÿahu, Maui, and Hawaiÿi (fig. 10). 

The 100-year peak discharge was used as a basis for comparison. In general, estimated 100-year peak discharges 

from this study are lower than those from previous studies, 

which may reflect the longer periods of record used in this 

study. The previously published estimates for Kauaÿi, Maui, 

and Hawaiÿi are from the 1970s. No comparable published 

regional estimates for the 100-year peak discharge on 

Molokaÿi were available. 

For Kauaÿi, the 100-year peak discharges from this study 

were lower than those estimated from existing generalized 

curves (State of Hawaiÿi, 1973) for 33 of 37 gaging stations 

(fig. 10). The previously published generalized curves for 

Kauaÿi relate peak discharge to drainage area and were considered useful for general approximations and adequate for 

preliminary planning (State of Hawaiÿi, 1973). 

Comparisons between 100-year peak discharges on 

Oÿahu from this study and those from previous studies 

(Wong, 1994; City and County of Honolulu, 2000) indicate 

less scatter than those from other islands, which may reflect 

the use of more recent data associated with the existing 

Oÿahu estimates. Wong (1994) used similar methods as this 

study to develop regional regression equations for Oÿahu, 

which also may partly account for the reduced scatter (fig. 

10). The 100-year peak discharges from this study were 

lower than those estimated by Wong (1994) for 56 of 67 gaging stations (fig. 10).

For Maui, the 100-year peak discharges from this study 

were lower than those estimated from existing generalized 

curves (State of Hawaiÿi, 1971) for 36 of 58 gaging stations 

(fig. 10). The previously published generalized curves for 

Maui relate peak discharge to drainage area and were considered useful for preliminary planning (State of Hawaiÿi, 1971). 

For the Island of Hawaiÿi, the 100-year peak discharges 

from this study were lower than those estimated from existing generalized curves for 44 of 47 gaging stations (County 

of Hawaiÿi, 1970) and 35 of 47 stations (State of Hawaiÿi, 

1970b) (fig. 10). The previously published generalized 

curves for Hawaiÿi relate peak discharge to drainage area 

and were considered useful for preliminary planning (State 

of Hawaiÿi, 1970b). 
Application of Regression Equations 35

Figure 10. Comparisons between 100-year weighted peak-discharge estimates from this study with previously published 100-

year peak-discharge estimates for gaging stations in Hawaiÿi. A, Kauaÿi (State of Hawaiÿi, 1973). B, Oÿahu (Wong, 1994). C, Oÿahu 

(City and County of Honolulu, 2000). D, Maui (State of Hawaiÿi, 1971). E, Island of Hawaiÿi (County of Hawaiÿi, 1970). F, Island of 

Hawaiÿi (State of Hawaiÿi, 1970b).

REGION 1

REGION 2

REGION 3

REGION 4

REGION 3

REGION 4

REGION 7

REGION 8

REGION 9

REGION 10 

REGION 9

REGION 10

100−YEAR PEAK DISCHARGE (PREVIOUSLY PUBLISHED STUDY), IN CUBIC FEET PER SECOND

100−YEAR WEIGHTED PEAK DISCHARGE (THIS STUDY), IN CUBIC FEET PER SECOND

A–Kauaÿi B–Oÿahu

C–Oÿahu D–Maui

E–Hawaiÿi F–Hawaiÿi

1-to-1 line

10,000

10,000

100,000 10,000 50,000

100,000

1,000

1,000

100 1,000

100

10,000

50,000

1,000

100

10,000

50,000

1,000

100

10,000

50,000

1,000

100

10,000

100,000

1,000

100

10,000

100,000

1,000

100

100

100 1,000 10,000 50,000 100 1,000 10,000 50,000

100 1,000 10,000 100,000 100 1,000 10,000 100,000

Figure 10. Comparisons between 100-year weighted peak-discharge estimates from this study with previously

published 100-year peak-discharge estimates for gaging stations in Hawaiÿi. A, Kauaÿi (State of Hawaiÿi, 1973).

B, Oÿahu (Wong, 1994). C, Oÿahu (City and County of Honolulu, 2000). D, Maui (State of Hawaiÿi, 1971). 

E, Island of Hawaiÿi (County of Hawaiÿi,1970). F, Island of Hawaiÿi (State of Hawaiÿi, 1970b). 
36 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

The regression equations developed for this study provide 

peak-discharge estimates based on statistical methods. Thus, 

these estimates may not accurately reflect conditions in some 

ungaged basins. The regression equations developed for this 

study have standard errors of prediction ranging from 16 to 

620 percent, and these standard errors generally are greatest 

for leeward Molokaÿi and southern Hawaiÿi. For each region, 

the largest standard error of prediction is associated with 

regression equations for either the 2- or 500-year peak discharges, which represent the extremes of the recurrence intervals considered. Standard errors of prediction associated with 

the 2-, 5-, 10-, 25-, 50-, 100-, and 500-year peak discharges 

range from 100 to 620 percent for leeward Molokaÿi and from 

140 to 190 percent for southern Hawaiÿi. These relatively large 

errors underscore the need to better understand the processes 

controlling floods in these areas and the need to collect additional peak-discharge data in these areas. Confidence in peakdischarge estimates in Hawaiÿi can be improved as more data 

are collected and the database is expanded, both temporally 

and spatially. Longer periods of record at all gaging stations 

will tend to reduce time-sampling errors and improve peakdischarge estimates. Also, peak-discharge data are limited in 

some areas, including much of the Island of Hawaiÿi. Establishing additional stream-gaging stations would improve the 

understanding of the potential for flooding in these areas.

In general, estimated 100-year peak discharges from this 

study are lower than those from previous studies, which may 

reflect the longer periods of record used in this study. The previously published estimates for Kauaÿi, Maui, and Hawaiÿi are 

from the 1970s and were therefore based on limited data.

References Cited

Anderson, J.R., Hardy, E.E., Roach, J.T., and Witmer, R.E., 

1976, A land use and land cover classification system for 

use with remote sensor data: U.S. Geological Survey Professional Paper 964, 28 p.

Berenbrock, C., and Cohn, T., 2008, Weighted independent 

estimates, WIE: software program accessed October 1, 

2009, at http://water.usgs.gov/usgs/osw/FreqReg/.

Blumenstock, D.I., and Price, S., 1967, Climate of Hawaii, 

in Climates of the States, no. 60–51, Climatography of the 

United States: U.S. Department of Commerce.

Carson, M.H., 1939, Surface-water resources, in Territorial 

Planning Board, First progress report, February 1939, An 

historic inventory of the physical, social and economic and 

industrial resources of the Territory of Hawaii: Honolulu, 

Hawaiÿi, Advertiser Publishing Co., Ltd., p. 125–142.

Cheng, E.D.H., and Lau, L.S., 1975, A stream gage network 

study for small watersheds; Oahu, Hawaii: University of 

Hawaiÿi Water Resources Research Center Seminar Series no. 

5, paper presented April 1973, 11 p. 

Summary

Reliable estimates of the magnitude and frequency of 

floods for streams in Hawaiÿi are necessary for the safe and 

efficient design of roads, bridges, water-conveyance structures, 

and flood-control projects, and management of flood plains and 

flood-prone areas. At sites where streamflow data are unavailable, regionalization techniques can be used to estimate peakdischarge magnitude and frequency. Regional flood-frequency 

studies commonly are updated every 10 years. However, 

existing regional flood-frequency studies for many islands in 

Hawaiÿi were done more than 30 years ago and therefore do not 

take advantage of (1) the additional 30 plus years of data collected, (2) standardized Federal guidelines for computing flood 

frequencies (Interagency Advisory Committee on Water Data, 

1982), (3) new statistical techniques that have become available, 

and (4) geographic information system (GIS) technology. Considerable uncertainty is associated with existing flood-frequency 

estimates that were based on limited data, and this uncertainty 

affects public-safety and engineering decisions. 

This study addresses a need to provide a statewide 

analysis of the magnitude and frequency of peak discharges 

of streams in Hawaiÿi. Annual peak-discharge data collected 

by the U.S. Geological Survey during and before water year 

2008 at continuous-record and crest-stage stream-gaging stations were analyzed. The primary objectives of this study were 

to (1) provide estimates of the magnitudes of the 2-, 5-, 10-, 

25-, 50-, 100-, and 500-year peak stream discharges at gaged 

sites on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi using 

recorded annual peak discharges through water year 2008 and 

(2) develop regression equations that can be used to estimate 

the magnitude of the 2-, 5-, 10-, 25-, 50-, 100-, and 500-year 

peak stream discharges at ungaged, unregulated sites on 

Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi. 

The Interagency Advisory Committee on Water Data 

estimated a generalized skew of -0.05 for the State of Hawai‘i 

by averaging the skew coefficients from 30 gaging stations 

with at least 25 years of record through water year 1973 (Interagency Advisory Committee on Water Data, 1982). For this 

study, the generalized skew of -0.05 for the State of Hawai‘i 

was retained, although three methods (skew maps, prediction 

equations, and arithmetic mean) were used to evaluate whether 

updated generalized-skew estimates could be developed. 

Data from gaging stations with at least 10 years of usable 

record were used to develop regional regression equations to 

estimate peak discharges in Hawaiÿi for selected recurrence 

intervals (2, 5, 10, 25, 50, 100, and 500 years). For this study, 

the generalized-least-squares regression method was used to 

develop the regional regression equations. Explanatory variables 

in the regression equations include drainage area, mean annual 

rainfall, and 48-hour rainfall intensities for 2- or 5-year recurrence intervals. To improve peak-discharge estimates, basins 

were grouped into two regions on each island (Kauaÿi, Oÿahu, 

Molokaÿi, Maui, and Hawaiÿi) and separate regression equations 

were developed for each region. The designated regions on each 

island generally correspond to wet and dry regions. 
References Cited 37

Chow, V.T., 1966, An investigation of the drainage problems 

of the City and County of Honolulu: Engineering consultant 

report, June 1, 1966, 45 p., 8 plates.

City and County of Honolulu, 1957, Design criteria for storm 

drainage facilities: City Planning Commission, Department of 

Public Works, 16 p. plus tables, plates, and appendix. 

City and County of Honolulu, 1969, Storm drainage standards: 

Department of Public Works, Division of Engineering, 41 p.

City and County of Honolulu, 1986, Storm drainage standards: 

Department of Public Works, Division of Engineering, 41 p.

City and County of Honolulu, 1988, Storm drainage standards: 

Department of Public Works, Division of Engineering, 41 p.

City and County of Honolulu, 2000, Rules relating to storm 

drainage standards: Department of Planning and Permitting, 

Honolulu, 56 p. 

Cohn, T.A., Lane, W.L., and Stedinger, J.R., 2001, Confidence 

intervals for Expected Moments Algorithm flood quantile estimates: Water Resources Research, v. 37, no. 6, p. 1695–1706.

County of Hawaiÿi, 1970, Storm drainage standard: Department 

of Public Works, 42 p.

County of Kauaÿi, 2001, Storm water runoff system manual: 

Department of Public Works, July 2001, variously paginated.

County of Maui, 1995, Rules for the design of storm drainage 

facilities in the County of Maui: Title MC-15, Chapter 4, 

Department of Public Works and Waste Management, 12 p. 

plus 4 tables and 9 plates. 

Cudworth, A.G., Jr., 1989, Flood hydrology manual: U.S. 

Department of the Interior, Bureau of Reclamation, A Water 

Resources Technical Publication, 243 p.

Dalrymple, T., 1960, Flood-frequency analyses: U.S. Geological 

Survey Water-Supply Paper 1543–A, 80 p.

Dodo, S., and Ling, W.Y.H., 1958, A report on storm drainage 

design criteria: City and County of Honolulu Planning Section, Bureau of Plans, 24 p. plus appendixes. 

Dunne, T., and Leopold, L.B., 1978, Water in environmental 

planning: New York, W.H. Freeman and Co., 818 p.

Eng, K., Chen, Y.-Y., and Kiang, J.E., 2009, User’s guide to the 

weighted-multiple-linear-regression program (WREG version 

1.0): U.S. Geological Survey Techniques and Methods, Book 

4, Chapter A8, 21 p. 

Environmental Systems Research Institute, Inc., 2009, 

Hydro data model: accessed October 5, 2009 at http://

support.esri.com/index.cfm?fa=downloads.datamodels.

filteredgateway&dmid=15.

Flynn, K.M., Kirby, W.H., and Hummel, P.R., 2006, User’s 

manual for program PeakFQ, annual flood-frequency analysis 

using Bulletin 17B guidelines: U.S. Geological Survey Techniques and Methods Book 4, Chapter B4, 42 p.

Fok, Y.S., Murabayashi, E.T., and Phamwon, S., 1977, Digital 

simulation and evaluation of storm drainage systems; St. 

Louis Heights watershed model: University of Hawaiÿi Water 

Resources Research Center Technical Report no. 114, 138 p.

Fontaine, R.A., 1996, Evaluation of the surface-water quantity, 

surface-water quality, and rainfall data-collection programs 

in Hawaii, 1994: U.S. Geological Survey Water-Resources 

Investigations Report 95–4212, 125 p.

Fontaine, R.A., and Hill, B.R., 2002, Streamflow and erosion 

response to prolonged intense rainfall of November 1–2, 

2000, Island of Hawaii, Hawaii: U.S. Geological Survey 

Water-Resources Investigations Report 02–4117, 31 p.

Foote, D.E., Hill, E.L., Nakamura, S., and Stephens, F., 1972, 

Soil survey of islands of Kauai, Oahu, Maui, Molokai, and 

Lanai, State of Hawaii: United States Department of Agriculture, Soil Conservation Service, 232 p. plus tables and maps.

Gavenda, R.T., 1992, Hawaiian Quaternary paleoenvironments; 

a review of geological, pedological, and botanical evidence: 

Pacific Science, v. 46, no. 3, p. 295–307.

Giambelluca, T.W., Lau, L.S., Fok, Y.S., and Schroeder, T.A., 

1984, Rainfall frequency study for Oahu: State of Hawaiÿi, 

Department of Land and Natural Resources, Division of 

Water and Land Development, Report R–73, 232 p.

Giambelluca, T.W., Nullet, M.A., and Schroeder, T.A., 1986, 

Rainfall atlas of Hawaiÿi: State of Hawaiÿi, Department of 

Land and Natural Resources, Report R76, 267 p.

Gotvald, A.J., Feaster, T.D., and Weaver, J.C., 2009, Magnitude 

and frequency of rural floods in the southeastern United 

States, 2006; volume 1, Georgia: U.S. Geological Survey 

Scientific Investigations Report 2009–5043, 120 p.

Griffs, V.W., and Stedinger, J.R., 2007, The use of GLS regression in regional hydrologic analyses: Journal of Hydrology, 

v. 344, p. 82–95. 

Haan, C.T., 1977, Statistical methods in hydrology: Ames, Iowa, 

Iowa State University Press, 378 p.

Helsel, D.R., and Hirsch, R.M., 1992, Statistical methods in 

water resources: New York, Elsevier, 522 p.

Interagency Advisory Committee on Water Data, 1982, Guidelines for determining flood flow frequency: U.S. Department 

of the Interior, Hydrology Subcommittee Bulletin 17B, 28 

p. plus app. 1–14.

Juvik, S.O., and Juvik, J.O., 1998, Atlas of Hawai‘i (3d ed.): 

Honolulu, University of Hawaiÿi Press, 333 p.
38 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Lau, L.S., and Mink, J.F., 2006, Hydrology of the Hawaiian 

Islands: Honolulu, University of Hawaiÿi Press, 274 p.

Lee, R., 1984, Generalized skew coefficient for flood frequency 

computations for the State of Hawaii: U.S. Geological Survey 

Water-Resources Investigations Report 84–4027, 21 p.

Miller, K.A., 2003, Peak-flow characteristics of Wyoming 

streams: U.S. Geological Survey Water-Resources Investigations Report 03–4107, 79 p.

Mitchell, W.B., Guptill, S.C., Anderson, K.E., Fegeas, R.G., 

and Hallam, C.A., 1977, GIRAS–a geographic information and analysis system for handling land use and land 

cover data: U.S. Geological Survey Professional Paper 

1059, 16 p.

Multi-Resolution Land Characteristics Consortium, 2009, 

National land cover database, accessed September 3, 2009 

at http://www.mrlc.gov/index.php.

Murabayashi, E.T., and Fok, Y.-S., 1979, Urbanization-induced 

impacts on infiltration capacity and on rainfall-runoff relation in an Hawaiian urban area: University of Hawaiÿi Water 

Resources Research Center Technical Report no. 127, 48 p.

Nakahara, R.H., 1980, An analysis of the magnitude and frequency of floods on Oahu, Hawaii: U.S. Geological Survey 

Water-Resources Investigations 80–45, 20 p.

Oki, D.S., 2003, Surface water in Hawaii: U.S. Geological 

Survey Fact Sheet 045–03, 6 p.

Olson, S.A., 2009, Estimation of flood discharges at selected 

recurrence intervals for streams in New Hampshire: U.S. 

Geological Survey Scientific Investigations Report 2008–

5206, 51 p.

Perica, S., Martin, D., Lin, B., Parzybok, T., Riley, D., Yekta, 

M., Hiner, L., Chen, L.-C., Brewer, D., Yan, F., Maitaria, K., 

Trypaluk, C., and Bonnin, G.M., 2009, Precipitation-frequency 

atlas of the United States, Hawaiian Islands: Silver Spring, 

Maryland, National Oceanic and Atmospheric Administration, 

National Weather Service, Atlas 14, Volume 4, Version 2.0.

Ries, K.G., III, 2007, The national streamflow statistics program; a computer program for estimating streamflow statistics for ungaged sites: U.S. Geological Survey Techniques 

and Methods Book 4, Chapter A6, 37 p. 

Ries, K.G., III, and Dillow, J.J.A., 2006, Magnitude and frequency of floods on nontidal streams in Delaware: U.S. 

Geological Survey Scientific Investigations Report 2006–5146, 

59 p.

Rosa, S.N., and Oki, D.S., 2010, Hawaii StreamStats; a Web 

application for defining drainage-basin characteristics and 

estimating peak-streamflow statistics: U.S. Geological Survey 

Fact Sheet 2010–3052, 4 p.

Ryberg, K.R., 2008, PFReports; a program for systematic 

checking of annual peaks in NWISWeb: U.S. Geological 

Survey Open-File Report 2008–1284, 17 p.

Sanderson, M., 1993, Prevailing trade winds, weather and climate 

in Hawaiÿi: Honolulu, University of Hawaiÿi Press, 126 p.

Sauer, V.B., 1974, Flood characteristics of Oklahoma streams; 

techniques for calculating magnitude and frequency of floods in 

Oklahoma, with compilations of flood data through 1971: U.S. 

Geological Survey Water Resources Investigation 52–73, 46 p. 

Sauer, V.B., Thomas, W.O., Jr., Stricker, V.A., and Wilson, K.V., 

1983, Flood characteristics of urban watersheds in the United 

States: U.S. Geological Survey Water-Supply Paper 2207, 63 p.

Shade, P.J., 1984, Hydrology and sediment transport, 

Moanalua Valley, Oahu, Hawaii: U.S. Geological Survey 

Water-Resources Investigations Report 84–4156, 54 p.

State of Hawaiÿi, 1970a, Flood frequencies for selected 

streams in Hawaii: Department of Land and Natural 

Resources, Division of Water and Land Development 

Report R36, 120 p.

State of Hawaiÿi, 1970b, Flood hazard information, Island of 

Hawaii: Department of Land and Natural Resources, Division of Water and Land Development Report R37, 44 p.

State of Hawaiÿi, 1971, Flood hazard information, Island of 

Maui: Department of Land and Natural Resources, Division 

of Water and Land Development Report R39, 49 p.

State of Hawaiÿi, 1973, Flood hazard information, Island of 

Kauai: Department of Land and Natural Resources, Division of Water and Land Development Report R49, 49 p.

State of Hawaiÿi, 2000, The State of Hawaii data book 2000, a 

statistical abstract: State of Hawaiÿi, Department of Business, Economic Development, and Tourism, accessed April 

30, 2003 at http://www.hawaii.gov/dbedt/db00.

Stedinger, J.R., and Tasker, G.D., 1985, Regional hydrologic 

analysis 1; ordinary, weighted, and generalized least squares 

compared: Water Resources Research, v. 21, no. 9, p. 

1421–1432.

Tasker, G.D., 1975, Combining estimates of low-flow characteristics of streams in Massachusetts and Rhode Island: 

U.S. Geological Survey, Journal of Research, v. 3, no. 1, p. 

107–112.

Tasker, G.D., 1980, Hydrologic regression with weighted 

least squares: Water Resources Research, v. 16, no. 6, p. 

1107–1113.

Tasker, G.D., 1982, Simplified testing of hydrologic regression 

regions: Journal of the Hydraulics Division, American Society of Civil Engineers, v. 108, no. HY10, p. 1218–1221.
References Cited 39

Tasker, G.D., and Stedinger, J.R., 1989, An operational GLS 

model for hydrologic regression: Journal of Hydrology, v. 

111, p. 361–375.

Timbol, A.S., and Maciolek, J.A., 1978, Stream channel modification in Hawaii. Part A, statewide inventory of streams; habitat factors and associated biota: U.S. Fish and Wildlife Service, 

Biological Services Program, FWS/OBS–78/16, 158 p.

U.S. Department of Agriculture, 1998, Keys to soil taxonomy 

[8th ed.], 328 p., accessed December 20, 2001 at http://www.

statlab.iastate.edu/soils/keytax/RevKeysSoilTax5_00.pdf.

U.S. Department of Agriculture, 2003, National SSURGO 

data, accessed November 26, 2003 at http://www.ncgc.nrcs.

usda.gov/branch/ssb/products/ssurgo/data/hi.html.

U.S. Geological Survey, 2009, Welcome to StreamStats, 

accessed October 5, 2009 at http://water.usgs.gov/osw/

streamstats/index.html.

U.S. Water Resources Council, 1977, Guidelines for determining flood flow frequency: Washington, D.C., U.S. Water 

Resources Council Bulletin 17A, 26 p., app. 1–14.

U.S. Weather Bureau, 1962, Rainfall-frequency atlas of the 

Hawaiian Islands for areas to 200 square miles, durations to 

24 hours, and return periods from 1 to 100 years: Technical 

paper no. 43, 60 p.

Viessman, W., Jr., Knapp, J.W., Lewis, G.L., and Harbaugh, 

T.E., 1977, Introduction to hydrology [2d ed.]: New York, 

Harper & Row, Publishers, Inc., 704 p.

Wong, M.F., 1994, Estimation of magnitude and frequency 

of floods for streams on the island of Oahu, Hawaii: U.S. 

Geological Survey Water-Resources Investigations Report 

94–4052, 37 p.

Wood, H.B., 1971, Land use effects on the hydrologic characteristics of some Hawaii soils: Journal of Soil and Water 

Conservation, v. 26, no. 4, p. 158–160.

Wu, I.-P., 1967, Hydrological data and peak discharge determination of small Hawaiian watersheds; Island of Oahu: 

University of Hawaiÿi Water Resources Research Center 

Technical Report no. 15, 97 p.

Wu, I.-P., 1969, Hydrograph study and peak discharge determination of Hawaiian small watersheds; Island of Oahu: 

University of Hawaiÿi Water Resources Research Center 

Technical Report no. 30, 85 p.

Yamanaga, G., 1972, Evaluation of the streamflow-data program in Hawaii: U.S. Geological Survey Open-File Report 

72–453, 28 p. plus appendix. 

Yang, L., 2008, Development of the United States national 

land cover database; experience from 1992 and 2001 implementation: The International Archives of the Photogrammetry, Remote Sensing and Spatial Information Sciences, v. 

XXXVII, Part B4, Beijing 2008, Proceedings of Commission IV, p. 1461–1465. 

Yevjevich, V., 1972, Probability and statistics in hydrology: 

Littleton, Colorado, Water Resources Publications, 302 p.
40 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 4. Periods of record and trends of annual peak-discharge data used in this study, State of Hawaiÿi. 

[the nonparametric Mann-Kendall test with a 5-percent level of significance was used to determine statistically significant trends; n, number of years of record; blue bold x

indicates annual peak discharge available and statistically significant upward trend detected for period of record; red italic x indicates annual peak discharge available and 

statistically significant downward trend detected for period of record; black x indicates annual peak discharge available; station numbers and years of record also colored (blue

for upward trend and red for downward trend) for records with statistically significant trends]

Water year 

Station no. n

19101911191219131914191519161917191819191920192119221923192419251926192719281929193019311932193319341935193619371938193919401941194219431944194519461947194819491950195119521953195419551956

Kauaÿi 

16010000 92 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16013000 40 X X X X X X X X X X X X X X X X X X X X X X X X X 

16016000 43 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16017000 25 X X X X X X X X X X X X X 

16018000 11 X X 

16019000 65 X X X X X X X X X X X X X 

16028000 46 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16031000 57 X X X X X X X X X X X X X X X X X 

16036000 64 X X X X X X X X X X X X 

16049000 83 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16052500 47 

16055000 47 

16060000 95 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16063000 66 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16068000 93 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16071000 51 X X X X 

16071500 48 

16073500 43 

16080000 56 X X X X X X X X X X X X X X X X X 

16081200 43 

16084500 47 

16085000 23 

16089000 67 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16093200 22 

16097000 15 

16097500 51 

16097900 36 

16101000 37 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

16103000 47 

16105000 15 X X X X X X X X X X X X X X X

16106000 13 X X X X X X X X X X X X X

16108000 55 X X X X 

16114000 11 

16115000 20 X X X X X X X X X X X X X X X X X X X X

16116000 20 X X X X X X X X X X X X X X X X X X X X

16117000 23 X X X X X X X X X X X X X X X X X X X X X X X

16130000 45 

Oÿahu 

16200000 83 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16201000 33 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

16204000 22 X X X X X X X X X X 

16206000 12 X X X X X X X X X X X 

16208000 50 

16208500 15 

16210500 38 

16211300 39 

16211500 18 

16211600 49 

16211700 11 

16211800 44 

16212200 51 

16212300 13 

16212500 17 X 

16212601 50 

16212800 49 

16213000 56 X X X X X 

16216000 52 X X X X 
 41

Water year

1957195819591960196119621963196419651966196719681969197019711972197319741975197619771978197919801981198219831984198519861987198819891990199119921993199419951996199719981999200020012002200320042005200620072008

Kauaÿi

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X

X X X X X X X X X X X X

X X X X X X X X X X X X

X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

Oÿahu

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X

X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X
42 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 4. Periods of record and trends of annual peak-discharge data used in this study, State of Hawaiÿi—Continued. 

[the nonparametric Mann-Kendall test with a 5-percent level of significance was used to determine statistically significant trends; n, number of years of record; blue bold x

indicates annual peak discharge available and statistically significant upward trend detected for period of record; red italic x indicates annual peak discharge available and 

statistically significant downward trend detected for period of record; black x indicates annual peak discharge available; station numbers and years of record also colored (blue

for upward trend and red for downward trend) for records with statistically significant trends]

Water year 

Station no. n

19101911191219131914191519161917191819191920192119221923192419251926192719281929193019311932193319341935193619371938193919401941194219431944194519461947194819491950195119521953195419551956

16223000 54 X X X X X 

16224500 43 X X X 

16226000 57 X X X X X X X 

16226200 25 

16227000 20 X X X 

16227500 10 

16228000 71 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16228200 39 

16228500 11 

16228900 33 

16229000 92 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16229300 44 

16235400 42 

16237500 43 

16238500 63 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16240500 89 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16244000 59 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16246000 45 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16247200 11 

16247500 43 

16247900 35 

16248800 39 

16249000 11 

16249100 45 

16254000 49 

16260500 39 

16265600 13 

16270900 30 

16275000 68 X X X X X X X X X X X X X X X X X X X X X X 

16278000 27 X X X X X X X X X X X X X X 

16279500 25 

16283000 34 X X X X X X X X X X X X X X X X X X X 

16283200 25 

16283480 25 

16283600 34 

16283700 34 

16284000 44 X X X X X X X X X X X X X X X X X X 

16284200 33 

16291000 13 X 

16294900 49 

16296500 49 

16303000 54 X X X 

16304200 42 

16304500 16 

16310501 19 

16325000 38 

16330000 50 

16331000 40 

16340000 47 

16343000 15 

16345000 49 

16350000 50 X 

Molokaÿi 

16400000 83 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16402000 28 X X X X X X X X X X X X X X X X X X X X X X X X X X X 
 43

Water year

1957195819591960196119621963196419651966196719681969197019711972197319741975197619771978197919801981198219831984198519861987198819891990199119921993199419951996199719981999200020012002200320042005200620072008

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X

X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X

X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

Molokaÿi

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X
44 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 4. Periods of record and trends of annual peak-discharge data used in this study, State of Hawaiÿi—Continued. 

[the nonparametric Mann-Kendall test with a 5-percent level of significance was used to determine statistically significant trends; n, number of years of record; blue bold x

indicates annual peak discharge available and statistically significant upward trend detected for period of record; red italic x indicates annual peak discharge available and 

statistically significant downward trend detected for period of record; black x indicates annual peak discharge available; station numbers and years of record also colored (blue

for upward trend and red for downward trend) for records with statistically significant trends]

Water year 

Station no. n

19101911191219131914191519161917191819191920192119221923192419251926192719281929193019311932193319341935193619371938193919401941194219431944194519461947194819491950195119521953195419551956

16403000 27 X X X X X X X X X X X X X X X X X X X X X X X X X X 

16404000 28 X X X X X X X X X X X X X X X X 

16404200 28 

16405000 27 X X X X X X X X X X X X X X X X X X X X X X X X X X 

16405500 46 

16408000 68 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16411300 26 

16411320 33 

16411400 26 

16411600 34 

16411640 43 

16411800 34 

16411900 17 

16413500 30 

16414000 51 X X X X X X X 

16415000 25 X X X X X X X X X X 

16415400 44 

16416000 25 X X X X X X X X X 

16419000 40 

16419500 43 

Maui 

16500100 45 

16500300 41 

16500800 46 

16501000 53 X X X X X X X X X X X X X X X X X X X X X X X X X X 

16501200 16 

16502000 49 X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16502400 44 

16502800 42 

16502900 36 

16508000 89 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16510000 40 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16515000 38 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16516000 33 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16517000 34 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16518000 88 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16519000 32 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16520000 34 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16524000 14 X X X X X X X 

16527000 45 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16531100 20 X X X X X X X X 

16536000 49 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16543000 15 X X X X X X X X 

16545000 56 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16552800 15 X X X 

16554000 11 X X X X X X X X X X X

16555000 31 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16557000 37 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16565000 35 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16566000 25 X X X X X X X X X X X X X X X X X X X X X X X 

16570000 61 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16574000 11 X X X X X X X X X X X

16577000 37 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16585000 57 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16586000 42 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16587000 96 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 
 45

Water year

1957195819591960196119621963196419651966196719681969197019711972197319741975197619771978197919801981198219831984198519861987198819891990199119921993199419951996199719981999200020012002200320042005200620072008

X

X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

Maui

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X

X X X X X X X

X X

X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X

X

X X X X X X X

X X X X X X X X

X X X X X X X X X X X X

X X X X X X X X X X X

X X X X X X X

X X X X X X X X X X X X X X X

X X X X X X X X X X X X

X X

X X

X X X X X X

X X

X X X X X X X X X X X X X X X X X X X

X X

X X X X X X X X X X X X X X X

X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X
46 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 4. Periods of record and trends of annual peak-discharge data used in this study, State of Hawaiÿi—Continued. 

[the nonparametric Mann-Kendall test with a 5-percent level of significance was used to determine statistically significant trends; n, number of years of record; blue bold x

indicates annual peak discharge available and statistically significant upward trend detected for period of record; red italic x indicates annual peak discharge available and 

statistically significant downward trend detected for period of record; black x indicates annual peak discharge available; station numbers and years of record also colored (blue

for upward trend and red for downward trend) for records with statistically significant trends]

Water year 

Station no. n

19101911191219131914191519161917191819191920192119221923192419251926192719281929193019311932193319341935193619371938193919401941194219431944194519461947194819491950195119521953195419551956

16603700 39 

16603800 45 

16603850 35 

16604500 25 

16607000 58 X X X X X X 

16614000 25 

16616500 30 

16617000 13 X X X X X X X X X X X X X

16618000 62 X X X X X X X X X X X X X 

16619700 44 

16620000 91 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16623400 22 

16630200 46 

16636000 13 X X X X X X X X X X X X X

16638500 41 

16643300 47 

16646200 45 

16647500 41 

16650500 34 

16658500 42 

16660000 39 

16663500 13 

16664000 13 

Hawaiÿi 

16700000 61 X X X X X X X X X X X X X X X X X X X X X X X X X X 

16701200 10 

16701300 23 

16701400 17 

16701750 18 

16701800 16 

16704000 80 X X X X X X X X X X X X X X X X X X X X X X X X X X X X 

16713000 20 

16717000 42 

16717400 20 

16717600 25 

16717650 25 

16717800 26 

16717850 14 

16717950 17 

16720000 45 

16720300 31 

16725000 45 

16737000 20 X X X X X X X X X X X X X X X X 

16738000 11 X X X X X X X X X X X

16739000 13 X X X X X X X X X X X X X

16740000 12 X X X X X X X X X X X X

16741000 11 X X X X X X X X X X X

16742000 19 X X X X X X X X X X X X 

16752600 27 

16755800 34 

16756000 10 

16756100 11 

16756300 25 

16756500 45 

16757000 24 X X X X X X X X X 

16758000 61 X X X X X X X X X 
 47

Water year

1957195819591960196119621963196419651966196719681969197019711972197319741975197619771978197919801981198219831984198519861987198819891990199119921993199419951996199719981999200020012002200320042005200620072008

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X

X X X X X X X X X X X X X

Hawaiÿi

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X

X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X

X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X
48 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 4. Periods of record and trends of annual peak-discharge data used in this study, State of Hawaiÿi—Continued. 

[the nonparametric Mann-Kendall test with a 5-percent level of significance was used to determine statistically significant trends; n, number of years of record; blue bold x

indicates annual peak discharge available and statistically significant upward trend detected for period of record; red italic x indicates annual peak discharge available and 

statistically significant downward trend detected for period of record; black x indicates annual peak discharge available; station numbers and years of record also colored (blue

for upward trend and red for downward trend) for records with statistically significant trends]

Water year 

Station no. n

19101911191219131914191519161917191819191920192119221923192419251926192719281929193019311932193319341935193619371938193919401941194219431944194519461947194819491950195119521953195419551956

16759000 48 

16759040 21 

16759060 27 

16759080 12 

16759180 10 

16759200 23 

16759300 30 

16759500 11 

16759800 25 

16762000 27 

16764000 25 

16765000 17 

16767000 24 

16770000 20 

16770500 29 
 49

Water year

1957195819591960196119621963196419651966196719681969197019711972197319741975197619771978197919801981198219831984198519861987198819891990199119921993199419951996199719981999200020012002200320042005200620072008

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X

X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X
50 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 6. Basin characteristics associated with the drainage basins of stream-gaging stations, State of Hawaiÿi. 

[This large table covers 16 pages and consists of four 4-page spreads—that is, the data for each station appears on a similarly positioned line on 4 separate pages

of this table; definitions and units for basin characteristics in table 5])

Station no. BSLDEM10M COMPRAT CSL1085LFP DRNAREA ELEV ELEV10FT ELEV10FT3D ELEV85FT ELEV85FT3D ELEVMAX LFPLENGTH MINBELEV 

16010000 32.2 2.04 118 3.82 3,867 3,441 3,440 4,076 4,076 4,259 7.20 3414 

16013000 39.4 1.91 136 1.75 3,900 3,452 3,452 3,961 3,960 4,263 4.97 3437 

16016000 51.9 1.82 292 19.88 3,336 1,116 1,116 3,954 3,954 4,263 12.95 844 

16017000 25.9 2.17 101 1.62 4,228 3,903 3,902 4,361 4,360 4,521 6.05 3784 

16018000 60.4 2.08 291 11.24 3,285 1,235 1,230 4,262 4,262 4,521 13.89 871 

16019000 27.7 1.87 175 2.09 4,337 3,878 3,878 4,509 4,509 4,650 4.81 3828 

16028000 56.6 1.71 282 43.68 3,165 633 633 4,243 4,242 4,650 17.07 499 

16031000 54.9 1.95 228 57.63 2,759 186 186 4,156 4,152 4,650 23.14 7 

16036000 70.6 2.15 348 26.16 2,422 140 126 3,998 3,997 5,243 14.85 20 

16049000 67.0 1.70 261 18.46 1,965 298 293 2,275 2,268 4,636 10.10 231 

16052500 30.3 1.93 248 6.80 965 110 110 1,571 1,570 2,372 7.85 34 

16055000 28.4 1.80 136 18.08 871 269 269 1,450 1,418 3,292 11.24 235 

16060000 33.8 1.87 55 23.74 1,146 314 311 959 956 5,225 15.73 251 

16063000 60.9 1.84 339 5.34 1,821 680 680 1,969 1,971 5,242 5.08 639 

16068000 44.2 1.68 249 6.24 1,242 523 521 1,556 1,556 3,255 5.54 503 

16071000 39.8 2.33 146 16.70 1,210 107 107 1,403 1,401 5,242 11.85 30 

16071500 32.5 1.68 195 0.75 780 514 514 903 905 1,179 2.68 470 

16073500 16.7 1.81 70 3.23 286 40 40 355 355 1,231 6.04 25 

16080000 56.8 1.73 275 3.78 1,494 435 435 1,423 1,428 3,257 4.81 385 

16081200 53.6 2.11 802 0.41 950 370 370 1,597 1,579 2,116 2.01 346 

16084500 39.2 1.65 128 14.14 990 81 82 1,000 1,000 3,257 9.56 18 

16085000 9.4 2.29 122 0.91 293 79 78 434 434 566 3.90 78 

16089000 39.6 2.09 258 5.45 1,146 357 352 1,831 1,831 2,826 7.65 293 

16093200 35.2 2.22 194 9.26 897 70 68 1,717 1,716 2,826 11.35 10 

16097000 28.5 1.45 508 1.72 818 400 400 1,304 1,306 2,819 2.38 399 

16097500 35.9 1.81 494 1.20 1,041 405 402 1,308 1,301 2,688 2.43 389 

16097900 3.5 1.98 58 0.88 321 264 264 365 365 401 2.33 214 

16101000 68.2 1.71 509 7.15 2,136 704 702 2,888 2,892 5,125 5.73 621 

16103000 62.6 1.84 161 18.50 1,626 108 107 1,501 1,502 5,125 11.51 73 

16105000 75.8 2.04 1488 1.90 2,237 712 708 4,279 4,278 4,409 3.20 553 

16106000 73.7 1.57 401 6.84 2,287 777 776 2,107 2,105 4,611 4.42 716 

16108000 71.4 1.90 610 10.45 3,237 1,112 1,112 4,646 4,643 5,126 7.71 984 

16114000 72.6 1.90 995 1.37 1,742 351 349 2,706 2,706 3,312 3.16 178 

16115000 79.6 1.83 1033 2.75 2,884 550 549 3,742 3,743 4,252 4.12 446 

16116000 97.5 1.67 2242 0.49 2,572 656 657 3,549 3,549 4,044 1.72 447 

16117000 82.2 1.63 1987 1.60 2,788 1,140 1,140 4,109 4,109 4,271 1.99 955 

16130000 37.5 2.62 451 3.79 2,219 507 504 2,948 2,948 3,668 7.22 230 

16200000 57.0 1.94 141 1.38 1,725 1,267 1,240 1,813 1,814 2,567 5.42 1187 

16201000 55.8 1.72 216 1.15 1,753 1,238 1,231 1,825 1,824 2,683 3.67 1184 

16204000 54.2 2.12 69 4.90 1,523 986 955 1,571 1,561 2,683 11.74 933 

16206000 58.1 1.81 131 1.99 1,666 1,162 1,158 1,811 1,788 2,529 6.42 1108 

16208000 51.6 2.58 67 4.10 1,423 884 883 1,558 1,558 2,529 13.36 873 

16208500 37.8 1.86 132 0.86 1,312 1,057 1,057 1,393 1,389 1,745 3.34 1000 

16210500 36.3 2.69 51 39.26 1,247 166 166 1,263 1,265 4,046 29.02 7 

16211300 67.3 1.71 513 4.18 1,550 263 263 1,873 1,860 3,976 4.16 179 

16211500 62.4 1.89 375 4.20 1,170 55 50 1,257 1,254 3,006 4.28 3 

16211600 66.3 1.85 1120 2.28 2,054 1,077 1,077 3,840 3,840 4,024 3.29 957 

16211700 64.0 1.97 549 5.21 1,627 243 243 2,742 2,745 4,024 6.07 125 

16211800 53.6 1.51 755 3.61 1,594 464 464 2,191 2,191 3,940 3.05 366 

16212200 50.5 1.59 601 1.53 1,002 250 250 1,379 1,378 2,884 2.50 207 

16212300 48.6 1.55 573 4.05 1,166 58 60 1,662 1,665 3,052 3.73 17 

16212500 25.6 1.78 157 11.09 1,011 135 135 1,114 1,114 3,093 8.31 66 

16212601 26.6 2.20 83 6.72 1,269 741 741 1,301 1,301 2,897 8.99 689 

16212800 61.6 2.02 110 4.28 1,549 800 791 1,649 1,644 2,780 10.35 702 

16213000 25.9 2.42 68 45.14 984 99 92 1,335 1,335 3,113 24.32 10 

16216000 44.2 1.91 119 25.19 916 46 46 1,241 1,242 2,800 13.41 3 

16223000 62.4 2.37 125 6.00 1,018 79 81 1,054 1,054 2,571 10.40 10 

16224500 57.3 3.34 213 2.58 1,048 96 96 1,448 1,448 2,806 8.45 13 

16226000 67.0 1.88 246 3.43 1,340 402 397 1,399 1,391 2,828 5.38 324 

16226200 64.5 2.19 176 4.02 1,220 234 234 1,136 1,129 2,828 6.77 161 

16227000 50.9 1.96 138 8.83 919 45 44 970 965 2,828 8.93 18 
 51

PERIMMI RELIEF RELRELF SLOP30_10M SLPFM3D PERM12IN PERM24IN NLCD012122 NLCD01_23 NLCD01_24 NLCD01_31 NLCD01_42 NLCD01_82

14.12 846 60 46.9 116 7.03 7.02 0.0 0.0 0.0 0.0 70.0 0.0

8.94 826 92 58.3 165 6.33 6.33 0.2 0.0 0.0 0.0 75.6 0.0

28.81 3,419 119 64.7 263 3.99 3.94 1.9 0.0 0.0 12.4 59.8 0.0

9.79 737 75 34.7 122 9.43 9.43 0.0 0.0 0.0 0.0 42.2 0.0

24.67 3,650 148 73.7 263 4.54 4.53 0.0 0.0 0.0 9.4 46.4 0.0

9.61 821 85 38.7 161 6.70 6.70 0.0 0.0 0.0 0.0 67.5 0.0

40.17 4,151 103 69.0 236 3.92 3.90 0.9 0.0 0.0 12.1 50.7 0.0

52.41 4,642 89 68.7 195 3.40 3.37 0.9 0.0 0.0 11.6 43.5 0.1

39.04 5,223 134 79.5 306 2.16 2.16 0.6 0.0 0.0 9.4 37.7 0.3

25.92 4,404 170 88.1 422 3.21 3.19 0.0 0.0 0.0 0.2 67.1 0.0

17.85 2,338 131 44.8 287 3.12 3.09 21.8 1.1 0.3 0.2 50.6 1.0

27.13 3,057 113 36.5 257 3.06 3.05 9.9 0.0 0.0 0.6 38.0 16.7

32.38 4,974 154 41.0 185 2.94 2.93 3.5 0.0 0.0 0.3 69.8 4.2

15.08 4,603 305 68.8 901 2.66 2.64 0.0 0.0 0.0 0.0 67.7 0.0

14.89 2,752 185 68.1 420 3.36 3.35 1.0 0.0 0.0 0.0 74.9 0.0

33.82 5,212 154 51.3 438 3.00 3.00 4.1 0.3 0.0 0.0 65.3 7.2

5.15 709 138 48.8 264 1.71 1.71 0.3 0.0 0.0 0.0 68.6 0.0

11.52 1,206 105 18.2 94 3.15 3.13 24.7 1.5 0.0 0.2 32.2 0.6

11.93 2,872 241 70.1 491 3.25 3.25 3.1 0.0 0.0 0.1 60.3 0.0

4.81 1,770 368 79.1 878 3.99 3.99 0.5 0.0 0.0 0.0 74.4 0.4

22.05 3,239 147 52.7 286 3.08 3.08 5.7 0.2 0.0 0.1 52.3 2.3

7.74 489 63 6.1 125 2.29 2.15 19.0 0.0 0.0 1.1 15.4 16.0

17.29 2,533 147 58.7 330 2.39 2.39 0.0 0.0 0.0 0.0 79.3 0.0

23.91 2,816 118 50.7 247 2.46 2.46 0.5 0.0 0.0 0.1 72.2 0.0

6.76 2,419 358 36.0 779 3.92 3.78 3.4 0.0 0.0 0.1 67.8 0.0

7.05 2,299 326 46.5 890 3.60 3.54 0.0 0.0 0.0 0.0 72.3 0.0

6.59 187 28 0.0 78 3.87 3.87 26.1 0.6 0.0 0.0 27.8 32.8

16.19 4,505 278 82.3 754 3.06 3.02 0.2 0.0 0.0 0.1 74.1 0.0

28.00 5,053 180 75.0 423 3.33 3.27 0.7 0.0 0.0 0.1 72.6 0.0

9.99 3,856 386 82.7 1205 3.41 3.41 0.0 0.0 0.0 0.0 59.7 0.0

14.59 3,896 267 84.4 871 3.01 3.01 0.0 0.0 0.0 0.1 77.7 0.0

21.71 4,142 191 77.6 537 5.32 5.32 0.0 0.0 0.0 0.1 61.1 0.0

7.89 3,134 397 92.4 992 2.77 2.77 0.2 0.0 0.0 0.0 72.0 0.0

10.78 3,806 353 89.2 900 3.62 3.62 0.0 0.0 0.0 0.0 75.1 0.0

4.15 3,597 867 96.4 1988 4.00 4.00 0.0 0.0 0.0 0.0 56.6 0.0

7.30 3,317 455 84.3 1612 3.14 3.14 2.4 0.0 0.0 0.2 60.9 0.0

18.07 3,438 190 51.7 468 2.43 2.38 2.4 0.0 0.0 6.9 48.8 0.0

8.07 1,380 171 84.3 232 3.96 3.96 1.5 0.0 0.0 0.0 95.8 0.0

6.55 1,499 229 84.3 398 4.00 4.00 0.4 0.0 0.0 0.0 84.1 0.0

16.60 1,750 105 81.7 129 3.99 3.99 1.5 0.1 0.0 0.0 93.5 0.0

9.07 1,422 157 85.0 215 3.99 3.99 0.4 0.0 0.0 0.0 97.1 0.0

18.52 1,657 89 77.2 121 3.95 3.83 3.4 0.0 0.0 0.0 92.3 0.0

6.10 744 122 56.1 217 3.99 3.97 6.9 0.0 0.0 0.0 80.2 0.0

59.78 4,039 68 49.5 85 3.49 3.34 11.2 3.4 1.7 0.3 58.6 7.8

12.37 3,797 307 87.9 861 3.35 3.35 5.3 0.0 0.0 0.0 86.5 0.1

13.75 3,003 218 71.1 661 1.97 1.72 4.0 0.0 0.0 0.8 60.4 0.0

9.88 3,067 310 82.1 932 3.06 2.89 3.0 0.0 0.0 0.0 91.3 0.0

15.93 3,899 245 71.9 642 2.23 2.05 6.7 0.2 0.0 0.0 80.7 0.0

10.18 3,574 351 60.0 1148 1.99 1.92 5.3 0.0 0.0 0.0 78.4 0.0

7.00 2,677 383 56.6 1018 1.04 0.89 10.7 0.0 0.0 0.0 57.8 0.0

11.05 3,035 275 62.0 798 1.35 1.22 2.7 0.9 0.0 0.0 63.8 0.0

20.97 3,028 144 31.3 306 2.68 2.57 10.1 0.5 0.1 0.0 31.4 28.9

20.18 2,208 109 32.7 198 2.99 2.67 14.6 3.6 4.3 0.0 55.4 14.8

14.81 2,078 140 86.3 195 3.93 3.77 3.2 0.0 0.0 0.0 86.0 0.0

57.69 3,103 54 33.5 106 3.25 3.01 16.2 8.6 3.6 0.0 42.1 16.8

34.07 2,797 82 60.1 203 3.41 3.12 8.3 4.1 1.8 0.1 69.8 0.5

20.59 2,561 124 81.7 240 3.27 3.08 5.1 3.6 1.2 0.0 83.6 0.0

19.03 2,793 147 76.7 330 3.01 2.90 8.4 5.6 1.7 0.0 77.7 0.0

12.37 2,504 202 89.3 435 3.65 3.63 5.2 1.7 0.5 0.0 87.4 0.0

15.57 2,667 171 86.4 372 3.26 3.20 6.1 1.7 0.9 0.0 84.6 0.0

20.64 2,810 136 67.0 298 2.62 2.49 13.9 6.8 5.4 0.9 66.0 0.0
52 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 6. Basin characteristics associated with the drainage basins of stream-gaging stations, State of Hawaiÿi—Continued.

[Definitions and units for basin characteristics in table 5]

Station no. I60M2Y I60M5Y I60M10Y I60M25Y I60M50Y I60M100Y I60M500Y I06H2Y I06H5Y I06H10Y I06H25Y I06H50Y I06H100Y I06H500Y 

16010000 2.537 3.194 3.702 4.374 4.893 5.417 6.682 5.562 7.056 8.153 9.570 10.625 11.668 14.061 

16013000 2.376 3.006 3.491 4.133 4.628 5.125 6.318 5.187 6.609 7.656 9.014 10.025 11.025 13.322 

16016000 2.031 2.568 2.973 3.505 3.911 4.312 5.263 4.457 5.663 6.529 7.626 8.426 9.204 10.932 

16017000 2.560 3.240 3.760 4.452 4.987 5.525 6.816 5.484 6.984 8.087 9.514 10.578 11.629 14.038 

16018000 2.105 2.667 3.091 3.648 4.073 4.493 5.489 4.554 5.799 6.697 7.839 8.675 9.489 11.305 

16019000 2.702 3.406 3.942 4.649 5.194 5.739 7.044 5.682 7.204 8.306 9.709 10.739 11.743 13.999 

16028000 2.022 2.560 2.964 3.493 3.896 4.293 5.231 4.376 5.568 6.423 7.504 8.290 9.052 10.740 

16031000 1.901 2.411 2.793 3.289 3.665 4.034 4.900 4.073 5.193 5.994 7.001 7.730 8.434 9.983 

16036000 2.166 2.744 3.175 3.735 4.161 4.579 5.563 4.479 5.706 6.581 7.675 8.464 9.219 10.880 

16049000 2.248 2.846 3.293 3.877 4.325 4.770 5.832 4.641 5.911 6.822 7.964 8.794 9.589 11.377 

16052500 1.629 2.134 2.531 3.072 3.500 3.940 5.044 3.344 4.425 5.245 6.336 7.172 8.011 10.050 

16055000 1.825 2.355 2.741 3.254 3.644 4.032 4.964 3.789 4.928 5.736 6.785 7.551 8.297 10.026 

16060000 2.245 2.845 3.298 3.899 4.365 4.833 5.960 4.687 5.969 6.901 8.098 8.983 9.852 11.831 

16063000 2.824 3.559 4.117 4.863 5.445 6.033 7.454 5.853 7.427 8.574 10.054 11.152 12.242 14.725 

16068000 2.294 2.923 3.397 4.027 4.514 5.008 6.209 4.790 6.163 7.174 8.492 9.477 10.464 12.775 

16071000 2.358 2.997 3.482 4.127 4.628 5.134 6.361 4.896 6.278 7.294 8.615 9.599 10.581 12.859 

16071500 2.031 2.613 3.037 3.585 3.995 4.406 5.378 4.249 5.539 6.472 7.668 8.544 9.417 11.425 

16073500 1.811 2.425 2.923 3.625 4.190 4.789 6.327 3.768 5.147 6.271 7.865 9.152 10.513 14.067 

16080000 2.179 2.822 3.315 3.985 4.511 5.054 6.420 4.577 6.023 7.128 8.627 9.787 10.986 13.972 

16081200 2.013 2.645 3.141 3.837 4.392 4.974 6.465 4.220 5.649 6.782 8.375 9.642 10.976 14.416 

16084500 2.065 2.708 3.212 3.916 4.477 5.063 6.564 4.334 5.792 6.941 8.548 9.823 11.162 14.602 

16085000 1.921 2.596 3.145 3.926 4.567 5.241 7.005 3.994 5.539 6.809 8.645 10.153 11.766 16.056 

16089000 2.199 2.881 3.420 4.177 4.786 5.421 7.068 4.666 6.245 7.497 9.268 10.687 12.187 16.086 

16093200 2.109 2.785 3.323 4.082 4.696 5.338 7.007 4.455 6.014 7.263 9.039 10.472 11.991 15.964 

16097000 2.474 3.225 3.821 4.648 5.315 6.006 7.794 5.364 7.155 8.574 10.570 12.172 13.856 18.226 

16097500 2.393 3.140 3.737 4.569 5.244 5.946 7.775 5.155 6.926 8.341 10.344 11.960 13.669 18.136 

16097900 2.065 2.760 3.321 4.105 4.743 5.401 7.113 4.496 6.195 7.581 9.579 11.216 12.963 17.595 

16101000 3.027 3.811 4.407 5.201 5.820 6.446 7.974 6.277 7.970 9.205 10.800 11.985 13.160 15.871 

16103000 2.859 3.624 4.209 4.999 5.620 6.251 7.817 6.016 7.727 9.008 10.709 12.010 13.324 16.496 

16105000 2.818 3.589 4.185 4.995 5.637 6.292 7.931 6.046 7.832 9.193 11.035 12.471 13.939 17.571 

16106000 2.825 3.576 4.155 4.932 5.539 6.154 7.663 6.028 7.720 8.981 10.642 11.904 13.170 16.174 

16108000 2.914 3.676 4.262 5.037 5.638 6.242 7.696 6.174 7.847 9.070 10.647 11.817 12.970 15.602 

16114000 2.644 3.341 3.879 4.592 5.138 5.690 7.010 6.056 7.707 8.916 10.463 11.614 12.742 15.311 

16115000 2.710 3.411 3.952 4.670 5.224 5.784 7.142 6.000 7.613 8.797 10.322 11.459 12.580 15.157 

16116000 2.129 2.698 3.131 3.702 4.139 4.573 5.609 4.716 6.013 6.957 8.164 9.055 9.928 11.902 

16117000 1.981 2.505 2.903 3.424 3.823 4.216 5.149 4.359 5.540 6.393 7.472 8.259 9.025 10.725 

16130000 1.464 1.873 2.167 2.541 2.820 3.083 3.686 3.079 3.959 4.571 5.323 5.853 6.354 7.414 

16200000 2.987 3.780 4.408 5.274 5.959 6.675 8.496 6.250 8.053 9.448 11.339 12.817 14.336 18.135 

16201000 2.995 3.795 4.427 5.297 5.984 6.704 8.535 6.268 8.090 9.496 11.399 12.884 14.412 18.229 

16204000 2.691 3.415 3.987 4.776 5.398 6.050 7.699 5.592 7.229 8.494 10.209 11.548 12.927 16.356 

16206000 2.969 3.755 4.379 5.239 5.921 6.632 8.438 6.232 8.021 9.406 11.286 12.755 14.264 18.035 

16208000 2.600 3.300 3.855 4.623 5.228 5.861 7.461 5.402 6.983 8.208 9.873 11.174 12.511 15.838 

16208500 2.124 2.709 3.172 3.815 4.319 4.848 6.172 4.338 5.637 6.647 8.026 9.104 10.215 12.969 

16210500 1.980 2.550 2.994 3.597 4.063 4.542 5.705 4.111 5.401 6.386 7.708 8.725 9.748 12.224 

16211300 1.811 2.324 2.716 3.234 3.628 4.025 4.966 4.098 5.331 6.249 7.444 8.341 9.229 11.311 

16211500 1.733 2.224 2.602 3.106 3.495 3.891 4.853 3.833 4.998 5.882 7.054 7.947 8.852 11.027 

16211600 1.887 2.417 2.815 3.341 3.736 4.132 5.060 4.383 5.686 6.653 7.905 8.842 9.767 11.928 

16211700 1.808 2.318 2.698 3.202 3.582 3.961 4.850 4.014 5.230 6.145 7.345 8.249 9.156 11.299 

16211800 1.779 2.290 2.676 3.184 3.565 3.945 4.822 3.985 5.200 6.103 7.268 8.139 8.989 10.951 

16212200 1.659 2.159 2.551 3.075 3.480 3.891 4.879 3.445 4.572 5.433 6.578 7.452 8.321 10.388 

16212300 1.531 1.995 2.354 2.833 3.207 3.583 4.497 3.082 4.081 4.839 5.835 6.590 7.342 9.112 

16212500 1.611 2.102 2.484 2.996 3.388 3.787 4.741 3.258 4.325 5.128 6.181 6.974 7.751 9.561 

16212601 1.714 2.240 2.654 3.209 3.637 4.075 5.126 3.508 4.692 5.598 6.812 7.746 8.680 10.915 

16212800 2.886 3.664 4.286 5.136 5.809 6.507 8.262 6.098 7.869 9.244 11.099 12.545 14.020 17.666 

16213000 1.897 2.461 2.910 3.519 3.991 4.478 5.672 3.880 5.139 6.109 7.414 8.422 9.439 11.901 

16216000 2.204 2.834 3.343 4.040 4.593 5.169 6.604 4.573 5.978 7.074 8.560 9.718 10.899 13.801 

16223000 2.277 2.921 3.450 4.184 4.780 5.411 7.012 4.780 6.224 7.366 8.933 10.174 11.457 14.669 

16224500 2.116 2.724 3.223 3.919 4.484 5.082 6.597 4.396 5.743 6.813 8.284 9.453 10.664 13.696 

16226000 2.363 3.033 3.578 4.336 4.947 5.594 7.239 4.969 6.459 7.635 9.250 10.535 11.867 15.219 

16226200 2.303 2.959 3.492 4.232 4.829 5.459 7.058 4.821 6.274 7.418 8.986 10.231 11.519 14.746 

16227000 2.134 2.749 3.249 3.943 4.504 5.095 6.587 4.416 5.765 6.825 8.274 9.420 10.603 13.540 
 53

I24H2Y I24H5Y I24H10Y I24H25Y I24H50Y I24H100Y I24H500Y I48H2Y I48H5Y I48H10Y I48H25Y I48H50Y I48H100Y I48H500Y PRECIP

8.444 10.939 12.871 15.474 17.497 19.556 24.569 12.282 15.829 18.547 22.191 24.994 27.815 34.603 154.214

7.888 10.250 12.086 14.575 16.518 18.500 23.345 11.428 14.749 17.300 20.727 23.370 26.033 32.454 147.751

6.841 8.912 10.479 12.544 14.111 15.676 19.368 9.466 12.345 14.557 17.534 19.833 22.156 27.769 105.428

8.252 10.693 12.605 15.213 17.262 19.361 24.538 11.810 15.229 17.862 21.402 24.138 26.904 33.593 186.040

6.945 9.029 10.622 12.746 14.378 16.020 19.952 9.718 12.604 14.829 17.829 20.151 22.503 28.207 117.129

8.465 10.924 12.837 15.428 17.450 19.510 24.552 12.066 15.514 18.164 21.710 24.446 27.204 33.850 165.535

6.690 8.706 10.235 12.253 13.790 15.326 18.960 9.254 12.039 14.186 17.080 19.321 21.590 27.094 103.809

6.225 8.112 9.536 11.407 12.826 14.239 17.559 8.457 11.025 13.010 15.695 17.779 19.895 25.044 90.150

6.718 8.703 10.214 12.210 13.737 15.262 18.890 9.293 12.024 14.133 16.971 19.170 21.398 26.802 117.019

7.045 9.090 10.630 12.647 14.178 15.695 19.281 9.608 12.458 14.663 17.638 19.954 22.316 28.114 157.449

5.128 6.888 8.261 10.134 11.606 13.120 16.895 6.580 8.802 10.553 12.976 14.900 16.900 21.962 85.813

5.846 7.661 9.032 10.853 12.242 13.627 16.934 7.947 10.367 12.225 14.716 16.648 18.606 23.382 104.626

7.198 9.287 10.901 13.074 14.761 16.471 20.628 9.864 12.744 14.965 17.950 20.264 22.609 28.282 163.013

8.650 11.134 13.085 15.746 17.835 19.980 25.276 12.406 15.983 18.743 22.442 25.305 28.203 35.202 223.594

7.314 9.497 11.181 13.444 15.199 16.978 21.304 10.058 13.256 15.785 19.281 22.064 24.954 32.266 133.531

7.395 9.596 11.302 13.603 15.393 17.212 21.653 10.184 13.330 15.792 19.153 21.800 24.518 31.267 149.781

6.550 8.558 10.066 12.051 13.553 15.044 18.541 8.913 11.889 14.248 17.527 20.147 22.872 29.806 92.149

5.578 7.710 9.444 11.903 13.907 16.025 21.561 7.184 9.778 11.844 14.713 17.006 19.389 25.427 60.518

7.045 9.316 11.094 13.526 15.447 17.425 22.377 10.025 13.377 16.057 19.806 22.825 25.994 34.172 102.748

6.369 8.571 10.340 12.824 14.829 16.936 22.356 8.885 11.976 14.453 17.926 20.728 23.669 31.250 84.951

6.565 8.818 10.618 13.137 15.163 17.285 22.730 9.061 12.197 14.715 18.251 21.106 24.111 31.879 88.045

6.032 8.389 10.308 13.047 15.284 17.663 23.889 7.141 9.772 11.882 14.839 17.218 19.713 26.094 55.479

7.095 9.518 11.470 14.222 16.451 18.799 24.885 9.704 13.080 15.832 19.756 22.974 26.402 35.486 96.918

6.747 9.135 11.065 13.796 16.014 18.358 24.450 9.002 12.173 14.746 18.402 21.388 24.557 32.894 84.861

8.234 11.001 13.229 16.373 18.923 21.602 28.570 10.120 13.611 16.464 20.550 23.911 27.503 37.070 120.807

7.929 10.671 12.886 16.024 18.576 21.269 28.305 10.202 13.732 16.625 20.773 24.192 27.851 37.625 113.853

7.088 9.733 11.893 14.986 17.521 20.214 27.321 8.394 11.465 14.001 17.695 20.767 24.083 33.030 76.765

9.234 11.881 13.954 16.775 18.991 21.262 26.875 12.991 16.808 19.781 23.810 26.964 30.188 38.132 225.865

9.009 11.681 13.788 16.683 18.978 21.344 27.281 12.045 15.751 18.684 22.738 25.968 29.326 37.852 186.778

9.164 11.964 14.189 17.275 19.742 22.304 28.826 12.239 16.028 19.038 23.224 26.571 30.062 38.990 167.460

9.020 11.696 13.812 16.724 19.032 21.414 27.379 12.608 16.357 19.285 23.276 26.410 29.621 37.585 211.671

9.168 11.847 13.955 16.838 19.111 21.446 27.231 13.043 16.785 19.668 23.534 26.521 29.536 36.808 254.155

9.091 11.783 13.911 16.833 19.148 21.534 27.486 12.521 16.122 18.908 22.667 25.577 28.512 35.614 102.727

9.053 11.713 13.788 16.606 18.813 21.072 26.633 13.041 16.787 19.672 23.554 26.552 29.576 36.901 143.116

7.154 9.327 10.997 13.235 14.961 16.705 20.917 9.834 12.799 15.091 18.190 20.593 23.026 28.949 115.092

6.671 8.715 10.260 12.297 13.844 15.389 19.030 9.019 11.806 13.952 16.844 19.081 21.344 26.820 129.206

4.733 6.197 7.275 8.656 9.679 10.670 12.910 6.178 8.123 9.648 11.740 13.387 15.079 19.288 38.690

9.800 12.855 15.260 18.573 21.197 23.914 30.769 12.681 16.452 19.373 23.330 26.432 29.597 37.432 244.838

9.836 12.928 15.355 18.695 21.334 24.070 30.957 12.669 16.480 19.437 23.446 26.590 29.803 37.764 251.996

8.658 11.420 13.597 16.602 18.980 21.446 27.674 11.081 14.430 17.039 20.597 23.400 26.270 33.403 194.488

9.768 12.803 15.196 18.498 21.114 23.819 30.669 12.590 16.304 19.184 23.086 26.148 29.272 37.009 230.520

8.338 10.999 13.105 16.015 18.323 20.716 26.772 10.636 13.833 16.329 19.740 22.431 25.187 32.046 178.662

6.506 8.660 10.374 12.754 14.647 16.621 21.619 8.225 10.768 12.777 15.558 17.775 20.058 25.774 108.567

6.291 8.508 10.240 12.616 14.484 16.403 21.185 7.463 9.994 11.972 14.689 16.828 19.024 24.473 85.495

6.552 8.779 10.495 12.815 14.619 16.456 20.965 6.784 9.252 11.248 14.035 16.259 18.584 24.533 61.977

6.036 8.123 9.758 12.008 13.789 15.631 20.279 6.322 8.711 10.626 13.308 15.459 17.717 23.512 49.779

7.173 9.546 11.361 13.790 15.664 17.556 22.154 7.242 9.670 11.710 14.597 16.903 19.316 25.500 67.663

6.456 8.651 10.353 12.664 14.471 16.315 20.889 6.618 8.977 10.913 13.642 15.822 18.106 23.956 51.795

6.398 8.561 10.207 12.392 14.063 15.736 19.729 6.567 8.898 10.805 13.489 15.635 17.874 23.600 50.866

5.266 7.197 8.694 10.729 12.322 13.945 17.931 5.957 8.227 10.029 12.539 14.544 16.631 21.945 40.508

4.668 6.343 7.646 9.412 10.791 12.194 15.630 5.333 7.453 9.158 11.552 13.488 15.512 20.729 31.921

4.906 6.664 8.001 9.775 11.132 12.486 15.702 5.376 7.450 9.100 11.395 13.230 15.138 19.975 34.529

5.329 7.353 8.925 11.069 12.748 14.465 18.700 6.174 8.449 10.222 12.657 14.569 16.529 21.375 46.407

9.618 12.638 15.020 18.302 20.904 23.594 30.380 11.933 15.491 18.258 22.022 24.983 28.016 35.571 189.716

5.900 8.015 9.669 11.935 13.715 15.542 20.079 6.959 9.346 11.214 13.771 15.784 17.850 22.960 71.701

7.034 9.396 11.254 13.817 15.846 17.946 23.234 8.321 11.073 13.251 16.273 18.685 21.194 27.570 105.397

7.277 9.672 11.558 14.163 16.233 18.382 23.826 8.591 11.488 13.800 17.037 19.645 22.375 29.430 125.989

6.576 8.784 10.528 12.944 14.869 16.869 21.936 7.804 10.494 12.646 15.666 18.102 20.655 27.251 109.915

7.466 9.874 11.772 14.386 16.459 18.605 24.002 9.196 12.190 14.557 17.829 20.436 23.142 30.014 136.125

7.200 9.539 11.381 13.913 15.917 17.990 23.192 8.757 11.653 13.950 17.137 19.684 22.335 29.097 127.866

6.483 8.646 10.348 12.691 14.544 16.461 21.273 7.682 10.309 12.404 15.334 17.686 20.145 26.456 102.736
54 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 6. Basin characteristics associated with the drainage basins of stream-gaging stations, State of Hawaiÿi—Continued.

[Definitions and units for basin characteristics in table 5]

Station no. BSLDEM10M COMPRAT CSL1085LFP DRNAREA ELEV ELEV10FT ELEV10FT3D ELEV85FT ELEV85FT3D ELEVMAX LFPLENGTH MINBELEV 

16227500 70.4 1.72 810 0.92 1,402 716 709 2,052 2,056 2,805 2.22 663 

16228000 68.7 1.74 228 2.71 1,202 412 412 1,222 1,222 2,805 4.75 352 

16228200 67.1 1.90 195 3.26 1,135 313 312 1,135 1,136 2,805 5.62 234 

16228500 60.3 2.16 158 4.15 990 157 157 998 998 2,805 7.09 83 

16228900 63.6 1.62 1115 0.57 1,434 861 860 1,883 1,889 2,722 1.23 837 

16229000 57.0 1.60 263 2.56 1,190 506 500 1,078 1,082 2,724 2.95 460 

16229300 50.4 1.94 171 5.21 918 113 110 881 879 2,724 5.98 50 

16235400 37.3 1.86 236 1.30 659 255 255 760 760 1,864 2.85 223 

16237500 44.6 2.11 445 1.43 832 132 128 1,386 1,386 2,007 3.76 79 

16238500 65.7 1.83 1136 1.12 1,350 338 338 2,192 2,192 3,089 2.18 279 

16240500 70.8 1.62 993 1.05 1,225 320 320 1,611 1,617 2,584 1.74 279 

16244000 61.1 1.89 578 1.15 1,198 421 422 1,561 1,560 2,487 2.63 353 

16246000 63.8 2.09 612 1.05 1,271 441 443 1,611 1,614 2,494 2.55 380 

16247200 56.0 2.59 359 1.70 1,019 97 97 1,348 1,348 2,598 4.64 30 

16247500 63.3 1.55 685 2.36 1,125 173 173 1,615 1,615 2,602 2.81 113 

16247900 61.5 1.66 705 1.27 796 45 47 1,324 1,318 2,370 2.41 19 

16248800 38.1 1.73 431 1.28 460 23 23 703 697 2,220 2.09 10 

16249000 42.5 1.71 337 2.13 529 36 36 725 721 2,603 2.71 20 

16249100 31.3 1.61 804 0.24 465 193 193 769 766 1,430 0.95 148 

16254000 44.7 1.73 306 2.03 681 126 127 806 808 2,604 2.97 79 

16260500 45.6 1.53 175 5.44 699 28 24 615 618 3,141 4.51 17 

16265600 24.6 1.76 743 1.10 443 227 226 1,258 1,256 2,333 1.85 207 

16270900 83.8 1.64 1854 0.49 1,200 238 238 1,896 1,908 2,805 1.20 206 

16275000 81.3 1.53 1938 0.99 1,087 296 296 2,197 2,211 2,792 1.32 272 

16278000 105.8 1.36 3291 0.32 1,331 356 346 2,157 2,177 2,795 0.74 311 

16279500 69.7 1.70 800 1.87 910 150 150 1,551 1,557 2,795 2.35 131 

16283000 95.6 1.92 2987 0.06 1,110 387 386 1,750 1,749 2,206 0.61 345 

16283200 78.5 1.51 1224 0.83 1,005 173 173 1,465 1,473 2,558 1.42 139 

16283480 43.4 1.62 524 2.32 507 22 21 1,063 1,071 2,815 2.67 20 

16283600 101.6 1.59 3728 0.05 1,512 693 691 1,912 1,921 2,291 0.44 606 

16283700 109.9 1.60 4464 0.05 1,607 771 787 2,001 1,998 2,310 0.36 689 

16284000 81.5 1.51 1485 0.96 1,101 222 222 1,696 1,693 2,654 1.32 192 

16284200 80.9 1.54 1359 0.97 1,092 210 209 1,608 1,629 2,654 1.39 174 

16291000 86.2 1.45 1321 1.11 1,228 281 280 1,886 1,875 2,750 1.61 238 

16294900 65.5 1.62 528 2.24 876 96 96 1,228 1,222 2,747 2.84 67 

16296500 63.2 1.72 231 3.73 859 46 46 857 855 2,671 4.68 23 

16303000 63.6 1.62 448 2.78 1,183 267 267 1,372 1,377 2,839 3.30 207 

16304200 82.4 2.17 888 1.10 1,884 190 190 2,545 2,545 2,841 3.54 115 

16304500 73.2 2.05 737 2.13 1,363 61 62 2,467 2,465 2,841 4.35 17 

16310501 45.3 2.07 344 4.06 840 68 68 1,621 1,620 2,117 6.01 24 

16325000 51.2 2.25 137 3.15 1,349 670 670 1,666 1,664 2,323 9.67 596 

16330000 48.7 2.11 126 9.81 1,126 231 231 1,508 1,505 2,323 13.46 20 

16331000 22.9 2.59 162 2.19 768 182 182 951 949 1,221 6.32 32 

16340000 47.2 2.33 119 13.87 1,328 246 246 1,792 1,779 2,826 17.16 67 

16343000 34.3 2.82 87 14.44 1,234 243 243 1,790 1,788 2,803 23.66 13 

16345000 48.1 2.85 90 3.01 1,917 1,180 1,179 2,120 2,119 2,843 14.01 1126 

16350000 41.3 4.32 78 5.89 1,367 363 363 1,831 1,831 2,843 25.08 17 

16400000 43.1 1.76 487 4.68 2,218 1,109 1,113 2,963 2,968 3,612 5.08 184 

16402000 77.7 1.52 676 4.39 2,259 843 830 2,617 2,619 4,946 3.53 702 

16403000 73.2 1.51 1908 1.41 2,011 846 841 3,191 3,191 3,614 1.64 774 

16404000 95.4 1.53 1600 2.64 2,400 772 771 3,317 3,329 4,931 2.13 641 

16404200 98.4 1.48 2289 0.46 2,331 1,112 1,112 3,192 3,179 4,213 1.20 987 

16405000 102.7 1.43 2352 1.10 2,290 648 647 3,530 3,535 4,558 1.64 559 

16405500 65.7 1.57 1324 2.03 3,329 1,160 1,156 3,990 3,990 4,301 2.85 921 

16408000 76.6 1.74 1057 3.78 2,676 447 443 3,928 3,925 4,301 4.39 294 

16411300 10.7 1.52 252 0.52 1,197 1,018 1,018 1,257 1,258 1,352 1.27 984 

16411320 10.5 2.02 257 1.53 1,031 591 591 1,180 1,179 1,368 3.05 531 

16411400 10.6 1.69 236 5.04 894 443 443 1,207 1,207 1,421 4.31 390 

16411600 4.2 2.17 187 0.25 505 400 398 620 619 666 1.58 374 

16411640 12.6 1.67 281 1.96 588 153 153 877 878 1,059 3.43 63 

16411800 13.1 2.78 159 1.54 945 626 625 1,146 1,143 1,518 4.34 591 
 55

PERIMMI RELIEF RELRELF SLOP30_10M SLPFM3D PERM12IN PERM24IN NLCD012122 NLCD01_23 NLCD01_24 NLCD01_31 NLCD01_42 NLCD01_82

5.84 2,142 367 90.3 965 1.14 0.88 0.0 0.0 0.0 0.0 94.2 0.0

10.17 2,453 241 88.4 517 1.78 1.60 2.2 0.0 0.0 0.0 91.3 0.0

12.15 2,571 212 87.6 457 1.69 1.51 2.4 0.1 0.1 0.0 90.5 0.0

15.63 2,722 174 79.6 384 1.70 1.47 4.2 2.5 2.9 0.0 83.0 0.0

4.32 1,884 436 77.3 1438 2.21 2.07 1.5 2.1 0.0 0.0 77.8 0.0

9.06 2,264 250 72.0 752 2.98 2.90 3.5 1.0 0.2 0.0 88.7 0.0

15.71 2,674 170 64.6 440 2.57 2.46 8.0 10.9 4.3 0.0 72.0 0.0

7.51 1,640 219 41.9 499 1.97 1.89 31.2 17.3 1.9 0.0 46.3 0.0

8.96 1,928 215 63.7 511 5.18 5.09 22.3 12.8 1.6 0.0 58.2 0.0

6.89 2,810 408 78.7 1291 3.86 3.86 9.3 0.0 0.0 0.0 80.9 0.0

5.88 2,305 392 86.3 1171 3.87 3.87 3.7 0.1 0.0 0.0 84.1 0.0

7.20 2,134 297 82.4 785 3.72 3.72 10.5 2.2 0.8 0.0 74.7 0.0

7.57 2,114 279 85.3 829 4.47 4.46 4.4 1.7 0.9 0.0 72.6 0.0

11.94 2,569 215 78.6 553 2.34 2.25 6.7 10.0 3.9 0.0 52.3 0.0

8.43 2,490 295 85.1 868 2.74 2.56 3.6 3.0 0.8 0.0 76.4 0.0

6.62 2,351 355 81.6 977 1.89 1.75 3.0 3.6 2.9 0.0 44.9 0.0

6.96 2,210 318 36.1 1058 1.18 1.19 10.1 1.1 0.6 0.0 31.8 20.9

8.85 2,583 292 47.0 952 2.92 2.82 19.8 2.9 0.7 0.0 63.3 1.7

2.80 1,282 459 42.0 1179 3.76 3.52 0.9 0.0 0.0 0.0 99.0 0.0

8.75 2,525 289 56.4 812 3.42 3.41 11.1 0.5 0.0 0.0 72.3 0.6

12.61 3,123 248 52.4 547 3.28 3.27 12.7 1.1 0.2 0.0 68.8 0.3

6.55 2,127 325 27.5 1151 3.51 3.43 43.0 2.5 1.8 0.0 45.7 0.0

4.06 2,599 640 66.3 2128 1.66 1.66 8.5 3.2 1.0 0.0 28.2 0.0

5.39 2,519 467 77.9 1910 1.81 1.81 8.5 1.4 0.3 0.0 32.7 0.0

2.75 2,484 905 91.7 3334 1.14 1.14 0.0 0.0 0.0 0.0 44.6 0.0

8.25 2,664 323 66.1 1133 2.14 2.14 14.2 4.5 0.7 0.0 38.5 0.0

1.63 1,861 1,143 88.8 3045 1.57 1.57 0.0 0.0 0.0 0.0 33.4 0.0

4.87 2,419 497 79.8 1639 1.96 1.96 9.5 1.8 0.0 0.0 30.0 0.0

8.72 2,796 320 47.0 1018 3.02 3.02 25.0 13.4 2.5 0.0 40.3 0.0

1.30 1,685 1,291 99.1 3808 0.46 0.46 0.0 0.0 0.0 0.0 1.5 0.0

1.24 1,621 1,305 99.4 4454 0.09 0.09 0.0 0.0 0.0 0.0 0.2 0.0

5.23 2,462 471 79.4 1865 1.98 1.98 0.0 0.0 0.0 0.0 28.0 0.0

5.37 2,481 462 78.8 1781 1.99 1.99 0.2 0.0 0.0 0.0 28.5 0.0

5.43 2,512 462 88.1 1542 1.88 1.88 3.9 0.0 0.0 0.0 49.8 0.0

8.59 2,680 312 85.8 918 3.40 3.35 6.4 0.0 0.0 0.0 79.5 0.0

11.79 2,647 224 77.7 546 3.48 3.45 4.9 0.0 0.0 0.0 78.7 0.0

9.57 2,631 275 79.1 762 3.54 3.50 2.6 0.0 0.0 0.0 76.0 0.0

8.08 2,727 338 83.0 750 3.70 3.67 5.8 0.0 0.0 0.0 69.6 0.0

10.61 2,824 266 80.7 632 3.46 3.43 4.3 0.0 0.0 0.0 75.1 0.3

14.76 2,093 142 71.8 344 3.45 3.45 5.7 0.0 0.0 0.0 84.8 0.6

14.12 1,727 122 78.7 178 3.99 3.95 2.1 0.0 0.0 0.0 92.1 0.0

23.39 2,303 98 74.9 170 3.82 3.53 3.2 0.0 0.0 0.0 89.5 0.0

13.60 1,189 87 31.6 188 3.81 3.38 9.9 0.0 0.0 0.0 62.2 1.3

30.78 2,759 90 68.1 156 3.80 3.71 3.7 0.0 0.0 0.0 82.3 0.3

37.94 2,790 74 48.1 116 3.53 3.42 5.5 0.1 0.1 0.0 61.2 11.3

17.54 1,716 98 72.0 116 4.00 4.00 3.9 0.0 0.0 0.0 85.3 0.0

37.21 2,825 76 59.7 109 3.58 3.37 7.6 0.0 0.0 0.0 69.8 6.2

13.48 3,428 254 60.2 675 4.89 4.25 0.0 0.0 0.0 0.0 78.1 0.0

11.30 4,245 376 88.8 1198 3.67 3.67 0.0 0.0 0.0 0.0 90.9 0.0

6.35 2,839 447 83.2 1724 3.77 3.66 0.0 0.0 0.0 0.0 95.7 0.0

8.81 4,290 487 97.2 1793 4.05 4.01 0.0 0.0 0.0 0.0 79.6 0.0

3.57 3,226 904 93.4 2625 4.02 4.01 0.0 0.0 0.0 0.0 50.2 0.0

5.31 3,999 754 97.6 2440 4.02 4.01 0.0 0.0 0.0 0.0 88.4 0.0

7.92 3,381 427 70.3 1184 5.15 4.33 0.3 0.0 0.0 0.0 78.7 0.0

12.02 4,007 333 77.9 910 4.49 4.03 0.2 0.0 0.0 0.0 61.4 0.0

3.87 367 95 0.1 282 1.48 1.48 6.3 0.0 0.0 0.0 8.3 0.0

8.82 838 95 1.9 266 1.44 1.44 9.4 0.0 0.0 0.0 4.5 0.0

13.43 1,031 77 2.1 238 1.50 1.49 6.1 0.0 0.0 0.1 3.3 0.0

3.85 292 76 0.0 184 1.30 1.30 9.2 0.0 0.0 0.0 0.0 0.0

8.28 997 120 6.8 269 1.14 1.04 4.8 0.0 0.0 0.4 0.0 0.0

12.23 927 76 11.6 211 2.05 2.06 15.1 0.7 0.0 0.0 16.4 6.5
56 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 6. Basin characteristics associated with the drainage basins of stream-gaging stations, State of Hawaiÿi—Continued.

[Definitions and units for basin characteristics in table 5]

Station no. I60M2Y I60M5Y I60M10Y I60M25Y I60M50Y I60M100Y I60M500Y I06H2Y I06H5Y I06H10Y I06H25Y I06H50Y I06H100Y I06H500Y 

16227500 2.408 3.099 3.650 4.409 5.022 5.662 7.282 5.079 6.589 7.766 9.365 10.633 11.936 15.193 

16228000 2.387 3.068 3.615 4.368 4.979 5.618 7.234 5.011 6.495 7.653 9.228 10.476 11.763 14.969 

16228200 2.355 3.027 3.567 4.313 4.918 5.552 7.155 4.925 6.386 7.527 9.082 10.315 11.586 14.755 

16228500 2.274 2.925 3.451 4.178 4.768 5.387 6.951 4.730 6.146 7.253 8.762 9.957 11.190 14.259 

16228900 2.376 3.071 3.625 4.391 5.022 5.671 7.327 4.995 6.469 7.631 9.220 10.486 11.783 15.016 

16229000 2.414 3.119 3.682 4.455 5.091 5.747 7.418 5.054 6.554 7.733 9.339 10.620 11.932 15.204 

16229300 2.235 2.892 3.420 4.146 4.742 5.359 6.931 4.652 6.053 7.154 8.653 9.848 11.075 14.134 

16235400 2.091 2.704 3.192 3.853 4.386 4.932 6.297 4.324 5.628 6.632 7.977 9.035 10.108 12.728 

16237500 1.880 2.434 2.878 3.492 3.991 4.506 5.814 3.855 5.040 5.962 7.220 8.215 9.238 11.778 

16238500 2.498 3.159 3.683 4.414 5.006 5.623 7.199 5.122 6.556 7.662 9.190 10.396 11.648 14.780 

16240500 2.496 3.147 3.671 4.407 5.005 5.629 7.230 5.085 6.506 7.614 9.151 10.373 11.642 14.843 

16244000 2.275 2.888 3.388 4.096 4.676 5.285 6.855 4.624 5.957 7.010 8.484 9.665 10.899 14.048 

16246000 2.225 2.833 3.331 4.038 4.615 5.224 6.790 4.533 5.858 6.907 8.379 9.561 10.795 13.960 

16247200 1.793 2.326 2.771 3.406 3.929 4.482 5.928 3.647 4.801 5.727 7.040 8.105 9.220 12.110 

16247500 1.959 2.527 2.985 3.623 4.134 4.666 6.018 3.991 5.226 6.182 7.495 8.528 9.589 12.240 

16247900 1.776 2.315 2.755 3.374 3.872 4.396 5.746 3.582 4.746 5.667 6.949 7.974 9.042 11.765 

16248800 1.841 2.403 2.849 3.466 3.957 4.460 5.732 3.632 4.821 5.761 7.072 8.124 9.214 11.992 

16249000 2.103 2.711 3.195 3.859 4.381 4.915 6.249 4.362 5.704 6.757 8.188 9.309 10.458 13.331 

16249100 1.952 2.528 2.983 3.602 4.084 4.570 5.767 3.972 5.220 6.200 7.520 8.549 9.593 12.180 

16254000 2.279 2.944 3.477 4.214 4.802 5.407 6.946 4.779 6.267 7.448 9.088 10.396 11.762 15.229 

16260500 2.313 2.987 3.530 4.286 4.895 5.525 7.140 4.788 6.270 7.453 9.100 10.420 11.800 15.320 

16265600 2.144 2.793 3.325 4.077 4.693 5.341 7.021 4.459 5.848 6.980 8.564 9.847 11.189 14.639 

16270900 2.251 2.888 3.384 4.064 4.605 5.158 6.537 4.789 6.170 7.221 8.620 9.705 10.798 13.438 

16275000 2.276 2.937 3.465 4.199 4.791 5.411 6.986 4.789 6.243 7.383 8.944 10.188 11.471 14.700 

16278000 2.211 2.865 3.387 4.118 4.703 5.321 6.887 4.647 6.098 7.248 8.842 10.120 11.449 14.830 

16279500 2.198 2.844 3.362 4.085 4.669 5.283 6.846 4.611 6.033 7.154 8.700 9.940 11.223 14.471 

16283000 2.457 3.167 3.743 4.546 5.192 5.877 7.629 5.246 6.860 8.146 9.927 11.356 12.842 16.655 

16283200 2.365 3.057 3.616 4.395 5.019 5.680 7.364 5.033 6.599 7.849 9.586 10.978 12.429 16.150 

16283480 2.019 2.633 3.120 3.798 4.332 4.893 6.294 4.218 5.582 6.671 8.188 9.397 10.658 13.867 

16283600 2.702 3.458 4.072 4.923 5.611 6.338 8.201 5.811 7.539 8.906 10.788 12.291 13.846 17.807 

16283700 2.739 3.500 4.119 4.975 5.667 6.398 8.270 5.893 7.637 9.013 10.907 12.416 13.978 17.947 

16284000 2.651 3.397 4.003 4.843 5.521 6.237 8.070 5.679 7.380 8.726 10.583 12.066 13.601 17.515 

16284200 2.647 3.393 3.998 4.837 5.515 6.231 8.063 5.670 7.369 8.715 10.570 12.051 13.586 17.498 

16291000 3.026 3.817 4.431 5.251 5.888 6.526 8.055 6.426 8.203 9.561 11.374 12.760 14.144 17.449 

16294900 2.684 3.390 3.941 4.701 5.303 5.916 7.448 5.540 7.111 8.316 9.959 11.244 12.558 15.817 

16296500 2.765 3.512 4.099 4.908 5.548 6.210 7.874 5.735 7.405 8.700 10.466 11.852 13.275 16.831 

16303000 2.819 3.613 4.239 5.099 5.778 6.486 8.270 5.893 7.679 9.076 10.979 12.474 14.011 17.870 

16304200 2.917 3.775 4.453 5.382 6.115 6.881 8.801 6.131 8.062 9.586 11.658 13.293 14.973 19.188 

16304500 2.698 3.512 4.155 5.035 5.729 6.452 8.251 5.649 7.466 8.906 10.866 12.414 14.002 17.981 

16310501 2.193 2.831 3.334 4.020 4.559 5.115 6.507 4.651 6.116 7.250 8.779 9.961 11.172 14.160 

16325000 2.419 3.106 3.643 4.369 4.939 5.527 6.992 5.143 6.732 7.942 9.560 10.805 12.069 15.159 

16330000 2.173 2.798 3.286 3.944 4.458 4.985 6.280 4.566 5.994 7.079 8.524 9.630 10.744 13.437 

16331000 1.821 2.368 2.793 3.361 3.802 4.249 5.316 3.733 4.956 5.883 7.115 8.053 8.989 11.207 

16340000 2.330 2.992 3.509 4.209 4.757 5.320 6.715 4.799 6.303 7.454 9.002 10.202 11.420 14.415 

16343000 2.246 2.883 3.379 4.049 4.571 5.107 6.432 4.593 6.027 7.121 8.589 9.723 10.872 13.686 

16345000 2.776 3.532 4.129 4.946 5.591 6.264 7.973 5.770 7.489 8.820 10.624 12.032 13.477 17.095 

16350000 2.347 3.007 3.525 4.227 4.778 5.345 6.756 4.822 6.315 7.463 9.013 10.217 11.441 14.465 

16400000 1.817 2.413 2.896 3.589 4.159 4.760 6.338 3.441 4.523 5.371 6.523 7.425 8.349 10.637 

16402000 1.711 2.262 2.712 3.352 3.876 4.429 5.878 3.365 4.428 5.258 6.389 7.272 8.176 10.424 

16403000 1.683 2.226 2.670 3.300 3.817 4.362 5.787 3.279 4.316 5.126 6.232 7.095 7.977 10.173 

16404000 1.807 2.387 2.860 3.535 4.086 4.673 6.216 3.617 4.751 5.634 6.840 7.782 8.749 11.159 

16404200 1.856 2.448 2.934 3.625 4.188 4.790 6.374 3.731 4.894 5.799 7.038 8.002 8.995 11.470 

16405000 1.747 2.310 2.771 3.427 3.962 4.530 6.019 3.434 4.522 5.371 6.528 7.431 8.359 10.664 

16405500 1.988 2.613 3.126 3.858 4.455 5.095 6.787 4.048 5.292 6.258 7.580 8.609 9.671 12.327 

16408000 1.978 2.602 3.114 3.844 4.440 5.079 6.766 4.014 5.249 6.211 7.527 8.552 9.609 12.256 

16411300 1.384 1.885 2.317 2.947 3.484 4.064 5.669 2.671 3.660 4.472 5.647 6.617 7.651 10.404 

16411320 1.362 1.857 2.283 2.905 3.434 4.004 5.581 2.618 3.591 4.390 5.546 6.499 7.514 10.214 

16411400 1.338 1.826 2.244 2.852 3.366 3.919 5.440 2.558 3.508 4.286 5.406 6.324 7.300 9.878 

16411600 1.240 1.702 2.097 2.672 3.157 3.676 5.098 2.325 3.215 3.947 5.002 5.868 6.787 9.209 

16411640 1.280 1.754 2.162 2.756 3.260 3.801 5.294 2.424 3.347 4.106 5.206 6.112 7.078 9.637 

16411800 1.633 2.173 2.619 3.258 3.782 4.338 5.807 3.216 4.240 5.042 6.147 7.010 7.899 10.104 
 57

I24H2Y I24H5Y I24H10Y I24H25Y I24H50Y I24H100Y I24H500Y I48H2Y I48H5Y I48H10Y I48H25Y I48H50Y I48H100Y I48H500Y PRECIP

7.640 10.057 11.948 14.528 16.558 18.640 23.818 9.317 12.287 14.609 17.783 20.284 22.856 29.256 125.016

7.484 9.867 11.739 14.305 16.333 18.421 23.644 9.142 12.068 14.364 17.514 20.003 22.570 28.990 122.940

7.327 9.674 11.521 14.058 16.067 18.139 23.334 8.909 11.783 14.044 17.155 19.619 22.167 28.565 118.921

6.989 9.258 11.047 13.507 15.457 17.471 22.531 8.348 11.092 13.259 16.254 18.635 21.105 27.341 107.776

7.442 9.841 11.727 14.305 16.343 18.437 23.675 8.841 11.738 14.004 17.126 19.582 22.120 28.414 111.644

7.555 9.980 11.892 14.520 16.603 18.749 24.139 9.068 11.970 14.235 17.338 19.777 22.287 28.494 119.199

6.923 9.183 10.972 13.445 15.412 17.448 22.592 8.340 11.034 13.146 16.051 18.343 20.710 26.606 105.752

6.482 8.569 10.206 12.458 14.229 16.052 20.601 7.879 10.337 12.254 14.875 16.933 19.042 24.259 105.077

5.774 7.672 9.174 11.259 12.914 14.628 18.947 7.088 9.341 11.117 13.564 15.501 17.495 22.479 99.247

7.640 9.915 11.707 14.176 16.126 18.132 23.129 9.928 12.736 14.886 17.754 19.954 22.170 27.451 143.065

7.585 9.846 11.630 14.092 16.039 18.051 23.064 9.916 12.717 14.861 17.725 19.924 22.138 27.417 134.667

6.900 9.026 10.711 13.056 14.920 16.856 21.731 8.874 11.481 13.488 16.197 18.298 20.430 25.590 115.016

6.773 8.882 10.552 12.875 14.721 16.635 21.455 8.470 11.000 12.953 15.597 17.650 19.742 24.830 104.860

5.445 7.294 8.773 10.850 12.518 14.265 18.737 6.636 8.831 10.553 12.929 14.808 16.750 21.596 69.698

5.978 7.938 9.447 11.480 13.052 14.653 18.550 7.113 9.409 11.190 13.614 15.512 17.456 22.246 63.459

5.396 7.226 8.645 10.567 12.066 13.600 17.380 6.466 8.629 10.292 12.534 14.278 16.053 20.399 48.240

5.609 7.428 8.798 10.597 11.949 13.288 16.420 6.839 9.014 10.601 12.617 14.102 15.534 18.761 48.907

6.579 8.687 10.293 12.427 14.060 15.697 19.598 7.572 9.952 11.741 14.085 15.858 17.622 21.745 66.081

5.992 7.952 9.435 11.390 12.875 14.352 17.821 6.822 9.035 10.690 12.849 14.476 16.084 19.796 56.243

7.287 9.626 11.436 13.894 15.802 17.737 22.445 8.357 10.916 12.873 15.487 17.497 19.527 24.392 80.613

7.271 9.616 11.445 13.948 15.907 17.909 22.842 8.474 11.094 13.113 15.841 17.957 20.108 25.336 82.460

6.681 8.931 10.718 13.206 15.191 17.251 22.473 7.670 10.269 12.342 15.244 17.563 19.988 26.169 76.046

7.178 9.371 11.044 13.263 14.969 16.679 20.788 8.415 11.150 13.289 16.212 18.510 20.870 26.700 98.315

7.231 9.551 11.366 13.844 15.792 17.789 22.756 8.728 11.549 13.758 16.769 19.143 21.580 27.633 102.361

7.105 9.417 11.234 13.726 15.688 17.704 22.727 8.594 11.387 13.578 16.562 18.916 21.333 27.342 95.822

6.972 9.245 11.029 13.479 15.411 17.397 22.362 8.404 11.144 13.294 16.226 18.540 20.917 26.822 95.087

8.249 10.906 13.001 15.899 18.204 20.598 26.654 10.129 13.330 15.837 19.262 21.969 24.754 31.743 135.247

7.895 10.450 12.463 15.243 17.448 19.729 25.476 9.698 12.783 15.199 18.496 21.099 23.775 30.473 124.306

6.543 8.707 10.404 12.727 14.548 16.413 21.019 7.845 10.429 12.444 15.181 17.330 19.527 24.944 84.655

9.227 12.132 14.425 17.597 20.124 22.754 29.437 11.180 14.653 17.380 21.113 24.072 27.124 34.828 161.652

9.370 12.308 14.628 17.835 20.389 23.047 29.802 11.330 14.843 17.601 21.380 24.376 27.468 35.279 164.893

9.028 11.886 14.147 17.281 19.781 22.385 29.014 10.985 14.397 17.068 20.721 23.609 26.584 34.067 153.141

9.013 11.867 14.126 17.256 19.754 22.356 28.978 10.969 14.376 17.045 20.692 23.577 26.548 34.020 152.794

10.586 13.715 16.185 19.595 22.298 25.085 32.076 12.895 16.674 19.598 23.549 26.645 29.802 37.618 178.115

8.529 11.073 13.078 15.849 18.042 20.295 25.943 10.889 13.988 16.358 19.513 21.952 24.397 30.263 151.963

8.884 11.636 13.800 16.785 19.149 21.586 27.690 11.536 14.970 17.609 21.144 23.890 26.662 33.395 201.959

9.238 12.220 14.551 17.750 20.269 22.873 29.367 11.940 15.701 18.601 22.503 25.535 28.609 36.104 213.421

9.688 12.964 15.512 18.993 21.713 24.518 31.492 12.590 16.789 20.001 24.311 27.641 31.006 39.128 193.799

8.801 11.854 14.229 17.475 20.012 22.623 29.105 11.493 15.418 18.420 22.449 25.563 28.707 36.273 154.084

6.990 9.482 11.412 14.037 16.087 18.191 23.390 8.499 11.393 13.625 16.639 18.973 21.341 27.112 88.106

7.896 10.618 12.719 15.567 17.792 20.066 25.671 9.722 12.934 15.416 18.750 21.332 23.949 30.326 144.502

6.933 9.374 11.256 13.807 15.796 17.824 22.801 8.526 11.408 13.638 16.637 18.960 21.314 27.041 111.148

5.521 7.604 9.224 11.434 13.164 14.937 19.307 6.519 8.844 10.652 13.082 14.962 16.863 21.460 59.975

7.397 9.960 11.955 14.688 16.834 19.042 24.536 9.215 12.260 14.619 17.798 20.264 22.768 28.872 132.459

7.038 9.454 11.342 13.936 15.976 18.080 23.332 8.448 11.235 13.401 16.341 18.636 20.978 26.723 106.322

9.021 11.949 14.241 17.390 19.869 22.438 28.881 11.621 15.286 18.121 21.937 24.901 27.913 35.273 200.274

7.436 9.979 11.968 14.704 16.857 19.082 24.644 9.137 12.145 14.479 17.633 20.087 22.584 28.686 128.848

5.228 7.035 8.490 10.535 12.186 13.922 18.417 7.180 9.593 11.542 14.293 16.528 18.882 25.046 76.295

5.100 6.857 8.259 10.225 11.806 13.467 17.749 6.848 9.153 11.014 13.632 15.752 17.982 23.791 150.597

5.037 6.775 8.166 10.120 11.694 13.351 17.630 6.895 9.191 11.044 13.651 15.757 17.970 23.712 156.586

5.403 7.246 8.714 10.766 12.417 14.147 18.605 7.275 9.713 11.673 14.435 16.674 19.030 25.183 129.456

5.501 7.370 8.858 10.933 12.601 14.347 18.841 7.302 9.748 11.715 14.490 16.740 19.103 25.279 112.670

5.145 6.920 8.335 10.314 11.904 13.571 17.858 6.804 9.117 10.981 13.611 15.746 17.993 23.863 102.930

5.833 7.788 9.344 11.508 13.245 15.061 19.731 7.568 10.086 12.109 14.956 17.264 19.691 26.025 113.645

5.759 7.695 9.235 11.379 13.100 14.898 19.520 7.384 9.850 11.832 14.621 16.880 19.252 25.435 102.640

3.908 5.462 6.747 8.612 10.164 11.839 16.323 4.778 6.615 8.115 10.258 12.014 13.882 18.783 27.934

3.842 5.376 6.644 8.484 10.015 11.666 16.081 4.701 6.515 7.995 10.111 11.843 13.685 18.513 27.038

3.765 5.267 6.507 8.300 9.788 11.389 15.652 4.627 6.423 7.892 9.990 11.710 13.538 18.333 25.463

3.489 4.916 6.096 7.805 9.223 10.748 14.801 4.213 5.861 7.199 9.098 10.642 12.270 16.482 18.843

3.614 5.085 6.304 8.072 9.543 11.130 15.365 4.362 6.057 7.437 9.401 11.001 12.693 17.089 18.257

4.575 6.146 7.403 9.159 10.571 12.039 15.779 5.557 7.496 9.063 11.262 13.040 14.902 19.690 36.977
58 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 6. Basin characteristics associated with the drainage basins of stream-gaging stations, State of Hawaiÿi—Continued.

[Definitions and units for basin characteristics in table 5]

Station no. BSLDEM10M COMPRAT CSL1085LFP DRNAREA ELEV ELEV10FT ELEV10FT3D ELEV85FT ELEV85FT3D ELEVMAX LFPLENGTH MINBELEV 

16411900 10.2 1.83 153 1.74 533 385 385 703 702 989 2.76 361 

16413500 25.2 2.14 226 10.33 1,426 417 417 2,019 2,018 3,158 9.46 289 

16414000 40.5 2.41 428 6.62 2,306 587 579 3,606 3,606 4,149 9.42 236 

16415000 21.8 1.91 596 0.44 4,067 3,718 3,718 4,354 4,350 4,529 1.41 3647 

16415400 73.4 1.88 1026 2.18 2,261 191 191 3,385 3,379 4,930 4.14 35 

16416000 43.5 1.86 1363 0.28 2,423 1,622 1,624 2,876 2,876 3,176 1.22 1462 

16419000 33.2 2.66 445 0.48 1,008 456 452 1,442 1,441 1,863 2.96 318 

16419500 31.3 2.30 279 0.99 1,235 690 690 1,597 1,594 2,165 4.32 653 

16500100 36.4 2.83 1414 1.93 4,714 1,271 1,266 7,653 7,651 8,871 6.02 759 

16500300 53.0 1.85 702 17.18 5,083 597 597 7,528 7,529 9,762 13.17 74 

16500800 44.6 2.39 1411 0.71 1,723 313 314 3,365 3,367 4,009 2.89 116 

16501000 53.8 2.00 772 6.84 4,286 1,872 1,872 6,237 6,241 8,092 7.55 1545 

16501200 51.9 2.15 712 8.53 3,812 1,099 1,100 5,977 5,975 8,092 9.13 424 

16502000 39.5 2.82 1312 0.44 2,715 1,194 1,194 3,763 3,762 4,327 2.61 900 

16502400 21.9 2.62 811 0.47 897 211 213 1,883 1,883 2,040 2.75 71 

16502800 32.7 3.29 758 0.88 1,806 206 207 2,676 2,676 3,460 4.35 76 

16502900 25.9 1.96 703 6.18 2,517 487 480 4,035 4,035 4,977 6.74 159 

16508000 29.3 2.20 1012 3.59 4,796 1,795 1,796 6,592 6,586 8,091 6.31 1348 

16510000 14.8 2.52 663 0.37 2,058 1,459 1,457 2,520 2,520 2,661 2.14 1349 

16515000 16.5 1.86 603 0.39 1,828 1,437 1,437 2,202 2,205 2,354 1.70 1320 

16516000 31.2 2.28 970 3.85 4,860 1,794 1,791 6,618 6,617 8,369 6.64 1301 

16517000 28.6 2.40 959 3.50 4,380 1,783 1,783 6,476 6,477 8,520 6.53 1340 

16518000 32.8 2.49 938 3.64 4,578 1,671 1,664 6,555 6,554 8,851 6.95 1348 

16519000 31.7 3.20 685 5.06 6,138 1,831 1,830 7,139 7,140 8,887 10.34 1280 

16520000 21.4 2.32 592 0.52 2,040 1,466 1,458 2,545 2,544 2,777 2.45 1302 

16524000 29.9 2.55 938 2.54 5,230 3,294 3,293 7,304 7,298 8,333 5.69 2911 

16527000 31.2 3.03 872 2.94 4,864 2,306 2,308 7,035 7,035 8,333 7.23 1734 

16531100 22.1 2.44 918 0.27 5,159 4,512 4,513 5,745 5,741 6,047 1.78 4321 

16536000 28.9 3.85 691 1.21 3,444 1,796 1,796 5,103 5,105 6,047 6.39 1512 

16543000 29.0 3.29 760 0.48 4,177 3,111 3,111 5,129 5,126 5,619 3.54 2908 

16545000 32.3 2.83 615 2.22 3,043 1,591 1,590 4,686 4,685 5,619 6.71 1334 

16552800 26.5 2.24 791 2.50 7,094 4,913 4,910 8,067 8,064 9,329 5.31 4467 

16554000 26.1 2.84 750 3.08 6,508 3,467 3,467 7,698 7,693 9,329 7.52 2993 

16555000 27.9 3.53 667 3.91 5,747 1,885 1,885 7,175 7,175 9,329 10.58 1297 

16557000 27.7 2.20 506 0.47 1,904 1,389 1,387 2,243 2,241 2,505 2.25 1239 

16565000 23.0 2.84 483 0.68 2,184 1,506 1,505 2,793 2,794 3,239 3.56 1297 

16566000 25.5 2.06 567 0.25 1,672 1,291 1,292 1,959 1,959 2,058 1.57 1239 

16570000 21.5 2.77 640 3.69 3,267 1,629 1,628 5,488 5,488 6,762 8.04 1207 

16574000 19.6 1.72 736 0.95 3,844 3,135 3,133 4,551 4,552 4,978 2.57 3076 

16577000 21.6 2.54 553 2.41 3,143 1,589 1,589 4,121 4,123 4,978 6.11 1316 

16585000 17.3 2.65 439 1.34 2,337 1,435 1,433 3,123 3,125 3,508 5.14 1226 

16586000 17.1 2.41 468 0.62 1,808 1,343 1,343 2,352 2,351 2,604 2.87 1248 

16587000 23.9 2.10 361 0.59 1,788 1,344 1,338 1,994 1,993 2,286 2.42 1199 

16603700 18.8 2.64 558 1.10 3,034 2,069 2,068 3,811 3,808 4,324 4.16 1914 

16603800 17.3 1.94 708 0.45 2,992 2,598 2,598 3,557 3,557 3,701 1.81 2545 

16603850 15.1 3.17 415 18.60 2,577 246 246 6,115 6,117 9,332 18.86 82 

16604500 105.9 1.54 643 6.13 2,560 918 913 2,921 2,923 5,785 4.17 782 

16607000 100.3 1.85 405 8.11 2,248 358 358 2,396 2,395 5,785 6.71 253 

16614000 111.0 1.69 556 4.27 2,654 715 715 2,523 2,527 5,696 4.35 601 

16616500 33.0 2.01 1144 0.09 966 641 639 1,329 1,329 1,386 0.80 583 

16617000 38.7 2.24 607 0.37 2,196 1,674 1,674 2,498 2,499 3,006 1.81 1595 

16618000 68.7 2.08 622 3.40 2,233 535 535 3,106 3,083 4,500 5.46 334 

16619700 44.8 2.44 360 1.16 1,099 391 392 1,616 1,618 2,179 4.55 177 

16620000 91.5 2.14 754 4.18 3,099 1,033 1,033 4,591 4,593 5,781 6.29 866 

16623400 15.8 2.62 406 0.75 497 79 78 992 993 1,318 3.01 24 

16630200 54.8 2.48 636 5.74 2,111 303 290 4,363 4,360 5,699 8.54 82 

16636000 100.3 2.12 1148 1.57 3,166 1,353 1,345 4,735 4,736 5,709 3.94 1113 

16638500 80.2 2.05 777 5.01 2,712 321 316 4,340 4,333 5,784 6.90 128 

16643300 83.7 1.91 556 4.14 2,475 446 437 2,759 2,762 5,227 5.57 215 

16646200 97.5 2.07 430 4.14 1,971 225 220 1,930 1,928 5,214 5.29 128 

16647500 34.2 3.02 775 0.63 1,209 217 218 2,136 2,133 2,533 3.29 30 
 59

PERIMMI RELIEF RELRELF SLOP30_10M SLPFM3D PERM12IN PERM24IN NLCD012122 NLCD01_23 NLCD01_24 NLCD01_31 NLCD01_42 NLCD01_82

8.55 628 73 5.1 227 1.62 1.60 5.3 0.0 0.0 8.3 0.0 6.7

24.36 2,869 118 28.9 275 2.89 2.81 7.2 0.1 0.0 0.0 41.0 4.1

21.96 3,913 178 52.3 416 3.01 2.83 3.7 0.0 0.0 5.1 43.2 0.0

4.49 882 197 18.8 623 7.38 4.91 0.0 0.0 0.0 0.0 100.0 0.0

9.86 4,895 497 87.0 1143 2.11 2.09 0.4 0.0 0.0 5.0 42.7 0.0

3.45 1,714 496 62.8 1386 8.23 5.13 0.0 0.0 0.0 0.0 94.4 0.0

6.52 1,545 237 47.7 519 3.64 3.35 0.5 0.0 0.0 0.0 43.1 0.0

8.14 1,512 186 42.5 351 3.73 3.47 0.1 0.0 0.0 0.0 81.1 0.0

13.92 8,112 583 70.0 1352 6.76 7.56 3.3 0.0 0.0 6.2 19.2 0.0

27.20 9,688 356 71.2 736 6.84 7.74 0.5 0.0 0.0 31.1 2.5 0.0

7.12 3,893 547 77.0 1349 8.23 6.00 0.0 0.0 0.0 0.0 90.9 0.0

18.58 6,547 352 58.8 868 7.41 5.67 0.0 0.0 0.0 0.3 87.8 0.0

22.27 7,668 344 57.9 839 7.37 5.61 0.1 0.0 0.0 0.2 85.9 0.0

6.65 3,427 515 56.0 1313 7.31 5.57 0.0 0.0 0.0 0.0 83.3 0.0

6.36 1,969 309 19.5 717 2.49 2.28 2.9 0.0 0.0 0.0 92.7 0.0

10.90 3,384 310 44.0 773 7.84 6.27 0.8 0.0 0.0 0.0 65.3 0.0

17.26 4,817 279 27.9 710 10.53 7.92 0.4 0.0 0.0 0.0 90.8 0.0

14.76 6,743 457 40.3 1043 10.64 8.01 0.0 0.0 0.0 1.4 88.7 0.0

5.41 1,312 243 0.2 612 9.36 6.55 4.3 0.0 0.0 0.0 94.4 0.0

4.14 1,034 250 4.8 609 8.85 6.31 0.0 0.0 0.0 0.0 99.9 0.0

15.86 7,068 446 50.1 1025 8.72 6.31 0.0 0.0 0.0 3.2 84.8 0.0

15.92 7,181 451 40.4 1100 8.90 6.33 0.0 0.0 0.0 0.6 86.8 0.0

16.86 7,502 445 46.6 1079 8.30 6.05 0.0 0.0 0.0 0.6 83.8 0.0

25.48 7,608 299 40.1 650 9.84 9.67 0.0 0.0 0.0 47.4 41.1 0.0

5.89 1,475 250 17.9 599 8.35 6.06 0.2 0.0 0.0 0.0 96.7 0.0

14.43 5,421 376 36.4 950 6.93 5.46 0.0 0.0 0.0 0.0 93.9 0.0

18.42 6,598 358 37.7 912 6.84 5.34 0.0 0.0 0.0 0.0 91.8 0.0

4.50 1,726 384 10.2 968 7.12 4.83 0.0 0.0 0.0 0.0 100.0 0.0

15.00 4,535 302 33.8 710 7.11 4.82 0.0 0.0 0.0 0.0 98.4 0.0

8.04 2,711 337 34.2 768 8.45 5.18 0.0 0.0 0.0 0.0 100.0 0.0

14.94 4,285 287 42.6 639 7.77 5.00 0.0 0.0 0.0 0.0 97.2 0.0

12.59 4,862 386 31.9 894 9.36 10.69 6.9 0.0 0.1 3.6 36.9 0.0

17.65 6,336 359 30.5 828 9.05 9.63 6.1 0.0 0.1 3.0 48.2 0.0

24.76 8,032 324 32.7 749 8.63 8.61 5.4 0.0 0.1 2.3 58.1 0.0

5.36 1,266 236 37.8 531 5.01 4.27 0.0 0.0 0.0 0.0 94.2 0.0

8.26 1,941 235 24.1 547 6.06 4.55 1.3 0.0 0.0 0.0 98.0 0.0

3.64 819 225 30.6 519 4.98 4.26 0.0 0.0 0.0 0.0 98.8 0.0

18.88 5,555 294 16.0 691 6.45 4.64 1.9 0.0 0.0 0.0 97.2 0.0

5.94 1,903 320 11.2 740 6.26 4.60 2.4 0.0 0.0 0.0 97.6 0.0

14.02 3,662 261 15.9 599 6.48 4.66 1.6 0.0 0.0 0.0 98.0 0.0

10.90 2,281 209 12.1 444 5.87 4.50 0.7 0.0 0.0 0.0 99.3 0.0

6.75 1,356 201 12.0 472 5.87 4.50 0.0 0.0 0.0 0.0 100.0 0.0

5.72 1,088 190 28.5 442 6.62 5.41 0.0 0.0 0.0 0.0 99.5 0.0

9.82 2,410 245 12.5 576 3.58 3.58 17.2 0.3 0.0 0.0 14.8 7.7

4.59 1,156 252 4.7 639 3.27 3.27 1.0 0.0 0.0 0.0 4.1 0.0

48.48 9,250 191 8.1 490 3.14 3.46 16.7 1.3 0.5 0.4 4.9 27.2

13.47 5,003 371 91.5 1154 4.00 4.00 0.3 0.0 0.0 0.0 55.4 0.0

18.70 5,532 296 87.6 794 3.85 3.85 2.7 0.5 0.3 0.0 55.5 1.0

12.37 5,095 412 94.5 1164 4.11 4.05 0.7 0.0 0.0 0.0 23.4 0.0

2.09 802 384 50.4 1008 2.35 2.35 5.6 0.0 0.0 0.0 48.6 0.0

4.86 1,411 290 63.5 768 5.53 4.56 1.9 0.0 0.0 0.0 59.3 0.0

13.61 4,165 306 79.0 690 5.44 4.68 0.1 0.0 0.0 0.0 80.4 0.0

9.33 2,002 215 66.4 440 4.49 4.05 6.7 0.0 0.0 0.2 78.0 0.0

15.55 4,915 316 91.4 768 4.30 4.14 1.5 0.0 0.0 0.0 66.3 0.0

8.05 1,294 161 10.3 430 3.51 3.51 36.7 7.0 0.4 0.0 13.8 35.4

21.07 5,616 267 54.8 658 3.67 3.33 11.0 0.0 0.0 0.0 64.5 13.9

9.45 4,596 487 89.7 1166 3.57 3.57 0.0 0.0 0.0 0.0 54.0 0.0

16.24 5,656 348 78.0 821 2.92 2.91 4.9 0.4 0.2 0.0 63.0 0.5

13.76 5,013 364 81.9 899 3.13 3.12 3.8 0.1 0.0 0.0 39.0 0.2

14.89 5,085 342 92.4 959 1.97 1.96 1.3 0.0 0.0 0.1 48.7 0.0

8.53 2,503 294 46.3 778 1.22 0.97 11.1 0.5 0.0 0.0 1.1 0.0
60 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 6. Basin characteristics associated with the drainage basins of stream-gaging stations, State of Hawaiÿi—Continued.

[Definitions and units for basin characteristics in table 5]

Station no. I60M2Y I60M5Y I60M10Y I60M25Y I60M50Y I60M100Y I60M500Y I06H2Y I06H5Y I06H10Y I06H25Y I06H50Y I06H100Y I06H500Y 

16411900 1.312 1.797 2.201 2.789 3.279 3.814 5.248 2.495 3.407 4.151 5.201 6.048 6.945 9.262 

16413500 1.790 2.367 2.842 3.517 4.066 4.652 6.189 3.577 4.698 5.571 6.768 7.697 8.654 11.022 

16414000 1.939 2.553 3.051 3.758 4.328 4.938 6.533 3.968 5.202 6.154 7.449 8.450 9.480 12.028 

16415000 1.906 2.511 3.006 3.711 4.286 4.902 6.525 3.872 5.072 6.005 7.277 8.271 9.293 11.847 

16415400 1.644 2.182 2.619 3.242 3.750 4.288 5.691 3.236 4.275 5.087 6.195 7.062 7.950 10.152 

16416000 1.611 2.131 2.556 3.160 3.655 4.175 5.532 3.132 4.128 4.906 5.971 6.804 7.653 9.767 

16419000 1.912 2.550 3.064 3.805 4.416 5.055 6.738 3.468 4.555 5.408 6.562 7.462 8.386 10.652 

16419500 1.923 2.563 3.079 3.823 4.436 5.079 6.770 3.489 4.580 5.437 6.596 7.500 8.428 10.706 

16500100 1.534 2.007 2.388 2.922 3.348 3.797 4.950 2.823 3.771 4.518 5.540 6.347 7.171 9.216 

16500300 1.802 2.347 2.787 3.406 3.901 4.422 5.768 3.617 4.790 5.705 6.959 7.945 8.957 11.470 

16500800 1.863 2.451 2.951 3.689 4.305 4.988 6.882 4.139 5.505 6.618 8.220 9.539 10.958 14.754 

16501000 2.661 3.402 3.998 4.823 5.481 6.170 7.958 6.255 8.043 9.405 11.222 12.621 14.046 17.538 

16501200 2.519 3.236 3.818 4.634 5.292 5.989 7.825 5.886 7.606 8.932 10.727 12.127 13.572 17.184 

16502000 2.121 2.782 3.343 4.173 4.868 5.641 7.792 4.851 6.408 7.679 9.504 11.005 12.628 16.974 

16502400 1.625 2.185 2.668 3.389 4.001 4.673 6.550 3.539 4.794 5.850 7.397 8.673 10.067 13.846 

16502800 2.045 2.710 3.269 4.094 4.791 5.553 7.665 4.571 6.083 7.328 9.115 10.593 12.180 16.443 

16502900 2.510 3.269 3.897 4.804 5.555 6.370 8.583 5.777 7.550 8.968 10.953 12.560 14.259 18.714 

16508000 2.700 3.482 4.111 4.986 5.687 6.419 8.308 6.374 8.227 9.641 11.534 12.998 14.485 18.107 

16510000 2.683 3.518 4.199 5.155 5.932 6.747 8.869 6.562 8.522 10.023 12.051 13.623 15.226 19.138 

16515000 2.678 3.521 4.210 5.179 5.968 6.794 8.950 6.517 8.474 9.973 12.000 13.572 15.172 19.073 

16516000 2.633 3.405 4.026 4.892 5.588 6.315 8.199 6.123 7.930 9.311 11.167 12.608 14.076 17.671 

16517000 2.643 3.421 4.045 4.916 5.616 6.345 8.230 6.125 7.937 9.319 11.175 12.615 14.077 17.642 

16518000 2.610 3.374 3.983 4.832 5.513 6.220 8.043 5.996 7.769 9.120 10.930 12.335 13.755 17.212 

16519000 2.184 2.841 3.371 4.116 4.716 5.344 6.974 4.659 6.110 7.236 8.763 9.962 11.184 14.208 

16520000 2.909 3.758 4.430 5.363 6.108 6.876 8.839 6.777 8.736 10.216 12.180 13.687 15.196 18.793 

16524000 2.222 2.886 3.422 4.181 4.795 5.442 7.140 5.270 6.884 8.138 9.834 11.176 12.547 15.978 

16527000 2.326 3.012 3.561 4.335 4.959 5.614 7.321 5.496 7.154 8.435 10.157 11.511 12.888 16.304 

16531100 2.105 2.724 3.215 3.906 4.454 5.027 6.496 5.175 6.725 7.912 9.495 10.732 11.983 15.047 

16536000 2.651 3.388 3.960 4.747 5.366 6.005 7.606 6.366 8.168 9.516 11.270 12.608 13.935 17.070 

16543000 2.381 3.041 3.551 4.253 4.799 5.362 6.761 6.040 7.737 8.997 10.629 11.865 13.086 15.938 

16545000 2.742 3.494 4.072 4.865 5.486 6.125 7.716 6.606 8.448 9.813 11.578 12.912 14.227 17.297 

16552800 1.865 2.494 3.036 3.835 4.508 5.239 7.258 3.944 5.353 6.522 8.187 9.573 11.037 14.934 

16554000 1.955 2.585 3.116 3.889 4.531 5.221 7.094 4.355 5.815 6.994 8.639 9.981 11.382 15.023 

16555000 2.116 2.769 3.307 4.081 4.714 5.389 7.190 4.826 6.363 7.576 9.238 10.570 11.944 15.437 

16557000 2.987 3.805 4.428 5.279 5.946 6.628 8.310 6.769 8.659 10.055 11.855 13.209 14.540 17.626 

16565000 2.872 3.660 4.263 5.087 5.736 6.403 8.064 6.614 8.464 9.833 11.601 12.936 14.253 17.328 

16566000 2.831 3.609 4.200 5.007 5.639 6.287 7.882 6.370 8.150 9.463 11.154 12.424 13.672 16.559 

16570000 2.459 3.155 3.695 4.442 5.035 5.649 7.204 5.804 7.475 8.728 10.369 11.625 12.878 15.869 

16574000 2.240 2.868 3.351 4.015 4.531 5.061 6.376 5.804 7.438 8.648 10.215 11.399 12.568 15.294 

16577000 2.404 3.078 3.596 4.309 4.868 5.445 6.891 5.907 7.578 8.817 10.427 11.647 12.855 15.693 

16585000 2.310 2.977 3.488 4.194 4.753 5.331 6.792 5.308 6.851 7.999 9.502 10.648 11.785 14.484 

16586000 2.373 3.050 3.568 4.279 4.844 5.421 6.874 5.375 6.917 8.059 9.546 10.674 11.785 14.391 

16587000 2.233 2.882 3.379 4.065 4.609 5.165 6.570 5.073 6.547 7.644 9.075 10.163 11.237 13.762 

16603700 1.456 1.960 2.372 2.964 3.453 3.978 5.381 3.008 4.083 4.950 6.157 7.138 8.158 10.792 

16603800 1.513 2.043 2.477 3.103 3.624 4.185 5.694 3.251 4.412 5.350 6.662 7.734 8.854 11.771 

16603850 1.301 1.745 2.104 2.617 3.035 3.476 4.638 2.621 3.557 4.303 5.335 6.163 7.017 9.180 

16604500 3.138 3.994 4.656 5.561 6.280 7.033 8.940 5.653 7.285 8.500 10.099 11.306 12.519 15.434 

16607000 2.846 3.637 4.250 5.090 5.756 6.454 8.217 5.192 6.722 7.866 9.379 10.525 11.679 14.459 

16614000 3.224 4.112 4.800 5.744 6.496 7.283 9.288 5.754 7.419 8.658 10.289 11.515 12.743 15.694 

16616500 1.686 2.232 2.657 3.254 3.727 4.217 5.447 3.248 4.337 5.164 6.286 7.139 7.998 10.083 

16617000 2.251 2.930 3.464 4.214 4.818 5.455 7.096 4.146 5.433 6.416 7.739 8.752 9.778 12.299 

16618000 2.480 3.211 3.787 4.596 5.247 5.938 7.725 4.526 5.894 6.937 8.335 9.407 10.493 13.161 

16619700 1.682 2.230 2.669 3.296 3.803 4.345 5.743 3.236 4.279 5.092 6.198 7.061 7.942 10.123 

16620000 3.247 4.146 4.850 5.821 6.597 7.410 9.486 5.833 7.499 8.746 10.388 11.629 12.875 15.867 

16623400 1.443 1.946 2.351 2.935 3.411 3.922 5.245 2.812 3.780 4.548 5.609 6.447 7.311 9.473 

16630200 2.393 3.126 3.713 4.545 5.221 5.941 7.836 4.444 5.837 6.923 8.401 9.559 10.754 13.743 

16636000 2.912 3.721 4.349 5.211 5.894 6.605 8.410 5.334 6.881 8.038 9.563 10.720 11.888 14.693 

16638500 2.676 3.438 4.031 4.846 5.493 6.168 7.878 4.929 6.388 7.487 8.944 10.053 11.177 13.888 

16643300 2.322 2.990 3.513 4.234 4.808 5.409 6.942 4.290 5.586 6.564 7.872 8.874 9.891 12.361 

16646200 2.098 2.716 3.202 3.876 4.416 4.989 6.469 3.893 5.103 6.022 7.264 8.227 9.209 11.638 

16647500 1.345 1.812 2.178 2.694 3.107 3.547 4.672 2.644 3.591 4.335 5.362 6.174 7.010 9.116 
 61

I24H2Y I24H5Y I24H10Y I24H25Y I24H50Y I24H100Y I24H500Y I48H2Y I48H5Y I48H10Y I48H25Y I48H50Y I48H100Y I48H500Y PRECIP

3.645 5.092 6.284 7.992 9.399 10.906 14.897 4.663 6.537 8.082 10.309 12.152 14.132 19.397 22.580

5.032 6.745 8.108 9.999 11.514 13.087 17.077 6.162 8.271 9.973 12.361 14.290 16.309 21.507 45.972

5.513 7.384 8.864 10.900 12.523 14.205 18.465 6.848 9.165 11.030 13.655 15.779 18.008 23.803 62.970

5.695 7.615 9.142 11.274 12.986 14.779 19.398 7.605 10.132 12.162 15.027 17.350 19.796 26.189 120.543

4.876 6.582 7.944 9.858 11.399 13.017 17.192 6.463 8.672 10.454 12.967 15.000 17.140 22.707 73.050

4.808 6.477 7.814 9.695 11.210 12.807 16.932 6.476 8.634 10.376 12.820 14.793 16.861 22.197 133.147

5.102 6.878 8.315 10.329 11.957 13.666 18.082 5.936 8.046 9.759 12.189 14.167 16.253 21.700 43.725

5.151 6.939 8.384 10.412 12.050 13.770 18.216 6.145 8.306 10.058 12.541 14.562 16.691 22.253 46.708

4.238 5.807 7.062 8.823 10.239 11.720 15.521 5.389 7.425 9.102 11.531 13.548 15.721 21.596 43.964

5.835 7.863 9.457 11.662 13.411 15.224 19.810 7.193 9.812 11.980 15.138 17.775 20.631 28.419 63.780

7.154 9.641 11.692 14.669 17.143 19.825 27.092 9.764 13.055 15.781 19.763 23.092 26.707 36.546 116.740

11.345 14.815 17.527 21.243 24.181 27.218 34.860 16.340 21.324 25.285 30.785 35.180 39.772 51.533 185.203

10.615 13.922 16.533 20.148 23.033 26.046 33.747 15.213 19.912 23.673 28.933 33.169 37.622 49.158 176.347

8.571 11.472 13.869 17.347 20.244 23.387 31.936 12.172 16.151 19.444 24.224 28.208 32.522 44.276 156.340

5.899 8.112 9.978 12.738 15.059 17.601 24.604 7.171 9.761 11.929 15.117 17.787 20.691 28.620 84.683

7.933 10.679 12.952 16.258 19.013 21.990 30.091 10.493 14.011 16.928 21.189 24.745 28.599 39.124 113.676

10.390 13.725 16.420 20.247 23.372 26.695 35.501 14.715 19.388 23.211 28.712 33.247 38.122 51.258 175.159

11.591 15.048 17.720 21.326 24.140 27.001 34.040 16.283 21.262 25.232 30.788 35.256 39.956 52.184 186.520

11.709 15.087 17.648 21.037 23.638 26.222 32.370 15.346 19.857 23.372 28.154 31.896 35.734 45.273 249.445

11.558 14.874 17.378 20.678 23.200 25.693 31.572 15.015 19.396 22.789 27.367 30.919 34.535 43.398 233.962

10.969 14.283 16.845 20.317 23.034 25.804 32.660 15.156 19.881 23.684 29.054 33.413 38.034 50.221 172.493

10.825 14.088 16.599 19.991 22.637 25.326 31.946 14.593 19.165 22.851 28.071 32.316 36.826 48.753 187.091

10.505 13.690 16.146 19.467 22.062 24.701 31.215 13.947 18.383 21.980 27.106 31.302 35.781 47.739 181.895

7.833 10.391 12.396 15.161 17.356 19.624 25.374 10.134 13.620 16.496 20.671 24.153 27.924 38.239 110.830

11.799 15.208 17.788 21.207 23.827 26.437 32.639 15.312 19.948 23.637 28.784 32.901 37.208 48.268 245.407

9.434 12.502 14.928 18.310 21.020 23.848 31.159 10.819 14.745 18.068 23.021 27.260 31.957 45.299 169.084

9.786 12.912 15.368 18.770 21.479 24.293 31.495 11.373 15.399 18.785 23.799 28.063 32.761 45.982 181.529

9.579 12.638 15.037 18.359 20.999 23.733 30.705 10.315 14.117 17.349 22.185 26.338 30.954 44.130 164.384

11.390 14.776 17.366 20.855 23.556 26.290 32.967 13.247 17.594 21.182 26.383 30.713 35.395 48.159 228.356

11.293 14.674 17.267 20.767 23.480 26.228 32.954 12.145 16.297 19.766 24.859 29.156 33.858 46.958 225.044

11.811 15.268 17.897 21.414 24.120 26.841 33.412 13.653 18.048 21.660 26.863 31.173 35.808 48.340 237.979

6.546 9.084 11.187 14.263 16.834 19.619 27.248 7.932 11.257 14.155 18.609 22.530 26.965 39.992 78.346

7.521 10.230 12.429 15.584 18.175 20.941 28.344 8.715 12.174 15.171 19.733 23.714 28.188 41.195 106.613

8.431 11.294 13.580 16.803 19.411 22.157 29.351 9.696 13.330 16.439 21.109 25.137 29.619 42.457 133.184

11.519 14.824 17.315 20.610 23.117 25.615 31.519 14.067 18.420 21.958 26.979 31.069 35.402 46.765 197.739

11.388 14.679 17.172 20.488 23.027 25.568 31.648 13.399 17.586 20.997 25.858 29.838 34.074 45.309 209.392

10.756 13.832 16.151 19.212 21.539 23.853 29.304 12.492 16.369 19.512 23.971 27.601 31.445 41.529 180.164

10.276 13.373 15.756 18.978 21.488 24.039 30.329 11.567 15.383 18.566 23.197 27.066 31.266 42.783 187.854

11.086 14.411 16.962 20.407 23.080 25.787 32.419 11.359 15.111 18.363 23.154 27.205 31.653 44.097 204.704

10.785 13.990 16.444 19.746 22.304 24.889 31.202 11.744 15.555 18.749 23.387 27.256 31.450 42.940 211.638

9.130 11.842 13.921 16.705 18.861 21.034 26.316 11.057 14.565 17.413 21.479 24.806 28.354 37.771 187.573

9.105 11.756 13.770 16.438 18.483 20.528 25.407 11.190 14.680 17.488 21.471 24.706 28.131 37.091 175.963

8.565 11.088 13.011 15.567 17.533 19.502 24.217 10.714 14.067 16.760 20.571 23.660 26.925 35.436 169.335

4.871 6.719 8.227 10.383 12.155 14.041 19.056 6.386 8.878 10.982 14.098 16.749 19.669 27.874 39.788

5.394 7.425 9.088 11.477 13.449 15.555 21.204 6.905 9.608 11.907 15.335 18.269 21.522 30.754 44.577

4.148 5.717 6.989 8.793 10.262 11.812 15.869 5.448 7.559 9.316 11.887 14.048 16.399 22.876 33.430

8.998 11.869 14.171 17.407 20.023 22.765 29.890 12.481 16.555 19.835 24.464 28.216 32.184 42.575 185.716

8.238 10.903 13.044 16.053 18.487 21.039 27.669 11.515 15.332 18.413 22.766 26.301 30.044 39.864 153.470

9.263 12.214 14.561 17.826 20.440 23.163 30.147 12.635 16.819 20.180 24.913 28.742 32.776 43.280 152.741

5.196 7.044 8.512 10.536 12.142 13.802 17.976 7.310 10.061 12.284 15.450 18.027 20.744 27.805 41.848

6.765 9.012 10.789 13.239 15.186 17.207 22.315 9.494 12.839 15.541 19.372 22.491 25.786 34.410 72.509

7.416 9.836 11.751 14.395 16.501 18.687 24.229 10.160 13.657 16.479 20.476 23.727 27.159 36.141 108.484

5.349 7.205 8.675 10.710 12.329 14.011 18.249 7.127 9.743 11.871 14.910 17.397 20.031 26.966 65.516

9.447 12.493 14.926 18.331 21.069 23.934 31.320 12.614 16.735 20.040 24.685 28.435 32.375 42.587 234.795

4.402 6.086 7.458 9.412 11.003 12.689 17.101 5.487 7.680 9.493 12.111 14.285 16.610 22.818 56.435

7.090 9.563 11.586 14.488 16.879 19.431 26.229 9.303 12.456 15.012 18.638 21.598 24.730 32.955 123.010

8.463 11.202 13.413 16.545 19.092 21.777 28.799 10.851 14.300 17.062 20.927 24.039 27.296 35.682 126.290

7.790 10.362 12.445 15.401 17.810 20.354 27.021 9.865 13.063 15.630 19.232 22.140 25.186 33.047 115.026

6.731 8.981 10.801 13.389 15.502 17.735 23.598 8.674 11.507 13.788 17.006 19.616 22.360 29.508 89.672

6.105 8.174 9.854 12.252 14.220 16.309 21.836 8.157 10.907 13.142 16.324 18.930 21.701 29.045 103.879

4.100 5.676 6.979 8.856 10.415 12.082 16.545 5.352 7.422 9.132 11.617 13.677 15.903 21.893 19.738
62 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 6. Basin characteristics associated with the drainage basins of stream-gaging stations, State of Hawaiÿi—Continued.

[Definitions and units for basin characteristics in table 5]

Station no. BSLDEM10M COMPRAT CSL1085LFP DRNAREA ELEV ELEV10FT ELEV10FT3D ELEV85FT ELEV85FT3D ELEVMAX LFPLENGTH MINBELEV 

16650500 55.7 2.26 240 6.99 1,314 77 75 1,606 1,607 4,613 8.52 36 

16658500 28.6 3.55 1324 1.11 6,726 3,653 3,659 8,493 8,496 9,699 4.87 3413 

16660000 17.0 2.58 543 15.03 2,902 276 267 6,218 6,225 9,414 14.62 39 

16663500 19.3 3.52 614 4.10 2,709 223 222 4,998 4,991 7,127 10.36 20 

16664000 17.8 3.16 603 3.90 2,071 181 181 4,274 4,277 6,468 9.05 17 

16700000 8.0 3.22 319 19.09 4,919 2,469 2,470 7,299 7,300 8,687 20.20 1940 

16701200 7.5 3.22 292 35.15 3,691 717 717 6,827 6,828 8,687 27.89 356 

16701300 7.5 3.33 279 36.33 3,582 537 537 6,719 6,719 8,687 29.52 79 

16701400 5.9 3.49 204 5.72 1,235 338 338 2,220 2,221 2,722 12.29 169 

16701750 17.4 2.02 610 30.33 7,722 4,620 4,620 11,713 11,713 13,758 15.51 4263 

16701800 15.8 2.06 528 38.43 7,123 3,993 3,991 11,461 11,462 13,758 18.86 3521 

16704000 10.8 2.02 217 220.36 6,433 2,294 2,294 8,901 8,898 13,781 40.63 1081 

16713000 11.0 2.09 222 245.48 6,096 1,069 1,069 8,605 8,606 13,781 45.21 15 

16717000 11.2 2.55 327 12.04 3,752 1,935 1,935 5,263 5,264 6,241 13.58 1555 

16717400 9.9 2.36 322 0.25 528 339 339 775 774 901 1.80 295 

16717600 12.4 3.34 269 0.64 1,104 597 597 1,416 1,415 1,831 4.05 499 

16717650 10.2 2.85 274 1.22 770 358 357 1,283 1,285 1,732 4.52 205 

16717800 17.8 4.03 455 2.82 2,352 754 755 4,192 4,192 4,831 10.07 238 

16717850 14.8 3.14 587 0.69 1,941 1,109 1,108 2,873 2,872 3,257 4.01 865 

16717950 9.7 3.65 257 5.06 3,840 2,966 2,967 5,224 5,222 6,645 11.71 2699 

16720000 17.8 1.75 158 1.54 4,619 4,183 4,183 4,511 4,511 5,336 2.76 4082 

16720300 14.3 1.98 500 0.42 4,397 4,142 4,143 4,776 4,776 5,168 1.69 4095 

16725000 12.5 1.82 390 0.83 4,292 3,955 3,956 4,614 4,617 4,876 2.26 3890 

16737000 17.7 2.80 519 0.76 3,762 2,956 2,957 4,316 4,316 4,595 3.49 2704 

16738000 26.3 3.09 539 0.81 3,194 2,446 2,444 4,098 4,096 4,421 4.09 1979 

16739000 25.7 3.00 577 0.71 3,204 2,273 2,272 3,922 3,921 4,171 3.81 1955 

16740000 22.8 1.94 775 0.14 2,365 2,075 2,076 2,662 2,662 2,738 1.01 2004 

16741000 22.8 2.51 718 0.33 2,801 2,178 2,178 3,243 3,243 3,448 1.98 2018 

16742000 25.5 2.61 689 0.20 2,531 2,132 2,132 3,014 3,014 3,180 1.71 2009 

16752600 13.3 2.92 413 1.44 1,511 557 554 2,157 2,157 2,405 5.18 463 

16755800 19.8 3.19 828 0.32 4,094 3,380 3,385 4,935 4,939 5,296 2.50 3187 

16756000 18.5 2.31 319 2.39 4,521 3,747 3,747 4,958 4,958 5,493 5.06 3511 

16756100 18.5 2.39 335 2.48 4,487 3,624 3,624 4,954 4,954 5,493 5.29 3422 

16756300 18.6 2.47 340 2.56 4,453 3,511 3,512 4,944 4,942 5,493 5.62 3270 

16756500 19.2 2.35 403 4.42 3,935 2,533 2,533 4,861 4,859 5,493 7.70 2417 

16757000 10.3 1.82 327 0.90 3,879 3,594 3,594 4,150 4,151 4,362 2.27 3578 

16758000 11.2 1.98 262 1.40 3,783 3,500 3,500 4,101 4,101 4,362 3.07 3471 

16759000 15.7 1.86 317 0.46 3,491 3,218 3,215 3,586 3,586 4,081 1.56 3150 

16759040 26.7 2.44 601 0.26 3,386 2,957 2,956 3,705 3,685 4,088 1.62 2910 

16759060 18.1 2.04 578 49.50 6,440 2,714 2,714 11,165 11,159 13,337 19.47 2503 

16759080 15.1 2.19 352 30.53 5,737 3,035 3,036 7,781 7,782 11,314 17.96 2517 

16759180 19.4 3.29 913 3.08 3,595 1,319 1,318 6,798 6,799 8,200 8.01 755 

16759200 21.3 2.18 891 2.82 5,082 3,517 3,520 7,134 7,133 8,212 5.41 3276 

16759300 19.9 1.98 610 8.34 5,387 3,071 3,072 7,226 7,226 8,259 9.09 2582 

16759500 19.5 2.16 589 9.02 5,175 2,436 2,433 7,039 7,040 8,259 10.42 1907 

16759800 13.7 3.24 601 1.06 4,443 3,303 3,304 5,662 5,662 6,087 5.23 2896 

16762000 10.3 2.57 394 2.57 2,231 1,181 1,177 2,906 2,906 3,242 5.86 716 

16764000 27.5 2.16 787 1.68 4,273 3,083 3,075 5,431 5,431 5,672 3.99 2954 

16765000 9.6 2.90 394 14.86 7,151 4,213 4,214 8,866 8,867 9,597 15.76 2879 

16767000 10.9 3.64 464 14.87 7,594 3,147 3,148 10,188 10,189 11,750 20.23 2080 

16770000 14.9 3.13 601 8.56 4,881 1,330 1,330 7,114 7,114 8,084 12.83 710 

16770500 14.2 3.49 636 1.66 2,556 1,199 1,199 4,137 4,136 4,601 6.16 979 
 63

PERIMMI RELIEF RELRELF SLOP30_10M SLPFM3D PERM12IN PERM24IN NLCD012122 NLCD01_23 NLCD01_24 NLCD01_31 NLCD01_42 NLCD01_82

21.21 4,577 216 48.4 518 4.31 4.23 8.3 0.4 0.1 0.1 31.2 30.3

13.25 6,286 474 40.8 1294 6.94 7.65 7.9 0.1 0.0 32.5 35.7 0.0

35.46 9,375 264 15.9 641 3.20 3.88 9.5 0.0 0.0 2.9 14.7 0.1

25.28 7,107 281 17.3 685 7.84 9.64 8.4 1.2 0.1 0.1 13.4 0.0

22.12 6,451 292 15.5 713 6.91 9.01 8.3 1.7 0.1 0.1 7.0 0.0

49.84 6,747 135 0.1 334 10.70 10.58 1.0 0.0 0.0 11.9 60.9 0.0

67.77 8,331 123 0.1 299 10.10 9.80 3.0 0.3 0.0 6.5 69.2 1.2

71.23 8,608 121 0.1 291 10.01 9.69 4.1 0.7 0.1 6.3 68.4 1.3

29.58 2,552 86 0.0 207 12.05 12.23 26.5 2.6 0.1 0.1 48.0 5.3

39.42 9,494 241 9.3 612 10.83 11.43 1.3 0.0 0.0 13.5 7.2 0.0

45.30 10,237 226 7.4 543 10.84 11.30 1.0 0.0 0.0 10.6 20.0 0.0

106.30 12,700 119 3.6 266 9.97 10.08 1.2 0.0 0.0 24.8 28.1 0.0

116.00 13,766 119 3.9 262 10.10 10.18 1.7 0.1 0.0 22.3 31.5 0.5

31.43 4,686 149 3.9 345 12.99 12.99 0.0 0.0 0.0 0.0 92.9 0.0

4.21 605 144 0.8 335 6.35 6.35 27.1 0.0 0.0 0.0 1.0 2.9

9.45 1,332 141 3.4 329 11.98 11.98 17.6 0.0 0.0 0.6 12.6 2.8

11.16 1,527 137 2.5 338 12.04 12.04 21.8 0.0 0.0 0.5 8.8 38.5

24.01 4,593 191 12.3 455 12.25 12.25 6.5 0.0 0.0 0.0 82.6 2.5

9.23 2,392 259 2.3 597 12.69 12.69 9.9 0.0 0.0 0.0 49.5 0.0

29.13 3,947 135 2.6 337 6.90 6.90 0.8 0.0 0.0 0.0 1.3 0.0

7.69 1,253 163 8.2 269 0.05 0.92 0.0 0.0 0.0 0.0 76.0 0.0

4.56 1,073 235 6.9 582 0.05 0.92 0.0 0.0 0.0 0.0 85.0 0.0

5.88 986 168 3.6 434 0.05 0.92 0.0 0.0 0.0 0.0 95.4 0.0

8.63 1,891 219 11.1 542 3.06 3.70 0.0 0.0 0.0 0.0 85.2 0.0

9.84 2,442 248 25.7 597 4.97 5.45 0.0 0.0 0.0 0.0 86.6 0.0

8.95 2,216 248 23.9 583 5.19 5.65 0.0 0.0 0.0 0.0 86.1 0.0

2.54 733 289 24.0 727 5.53 5.96 0.0 0.0 0.0 0.0 79.5 0.0

5.13 1,431 279 19.3 723 5.53 5.96 0.0 0.0 0.0 0.0 87.9 0.0

4.14 1,171 283 29.6 685 5.53 5.96 0.0 0.0 0.0 0.0 95.2 0.0

12.42 1,942 156 5.7 374 5.78 5.78 6.1 0.0 0.0 0.0 43.7 2.5

6.38 2,108 331 7.4 843 3.81 3.84 0.2 0.0 0.0 0.0 10.6 0.0

12.65 1,982 157 17.0 342 2.04 2.40 0.6 0.0 0.0 0.0 91.1 0.0

13.31 2,071 156 17.1 344 2.10 2.45 0.5 0.0 0.0 0.0 90.0 0.0

14.03 2,223 158 17.6 351 2.19 2.53 0.5 0.0 0.0 0.0 88.2 0.0

17.54 3,076 175 17.0 367 3.02 3.24 2.3 0.1 0.1 0.1 61.5 0.0

6.13 784 128 4.0 345 0.27 1.08 7.4 0.0 0.0 0.0 87.8 0.0

8.31 891 107 6.3 290 0.47 1.23 6.6 0.0 0.0 0.0 88.9 0.0

4.45 931 209 12.4 300 1.90 2.28 1.3 0.0 0.0 0.0 90.2 0.0

4.40 1,178 268 36.2 727 3.33 3.41 19.4 0.0 0.0 0.8 45.1 0.0

50.81 10,834 213 15.3 556 9.52 10.09 1.4 0.0 0.0 16.3 0.0 0.0

42.85 8,798 205 6.8 425 10.58 11.72 4.1 0.0 0.0 1.4 0.2 0.0

20.46 7,445 364 9.6 929 10.04 10.54 4.3 0.1 0.0 0.1 61.6 1.5

13.00 4,936 380 16.5 910 7.65 7.62 0.0 0.0 0.0 0.0 5.3 0.0

20.32 5,677 279 13.6 611 8.62 8.76 0.7 0.0 0.0 2.3 3.9 0.0

22.98 6,351 276 12.7 598 8.73 8.84 0.7 0.0 0.0 2.1 8.3 0.0

11.84 3,191 269 1.5 610 11.84 12.93 3.1 0.0 0.0 0.0 72.6 0.0

14.63 2,525 173 3.0 431 8.21 8.04 12.1 0.0 0.0 0.0 41.0 0.0

9.92 2,718 274 22.7 686 11.24 9.56 0.0 0.0 0.0 0.0 99.9 0.0

39.61 6,718 170 0.9 427 12.37 12.16 0.2 0.0 0.0 52.0 19.4 0.0

49.72 9,670 194 2.2 478 15.77 15.50 0.1 0.0 0.0 62.4 18.1 0.0

32.46 7,374 227 5.0 575 9.07 8.18 1.8 0.0 0.0 0.0 58.3 8.2

15.92 3,622 228 2.0 590 6.74 5.95 6.4 0.0 0.0 0.0 46.6 14.2
64 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 6. Basin characteristics associated with the drainage basins of stream-gaging stations, State of Hawaiÿi—Continued.

[Definitions and units for basin characteristics in table 5]

Station no. I60M2Y I60M5Y I60M10Y I60M25Y I60M50Y I60M100Y I60M500Y I06H2Y I06H5Y I06H10Y I06H25Y I06H50Y I06H100Y I06H500Y 

16650500 1.799 2.371 2.811 3.421 3.906 4.420 5.720 3.441 4.583 5.457 6.645 7.566 8.510 10.848 

16658500 1.467 1.910 2.268 2.773 3.180 3.606 4.708 2.785 3.698 4.419 5.406 6.186 6.979 8.947 

16660000 1.207 1.586 1.884 2.301 2.629 2.967 3.817 2.290 3.062 3.667 4.486 5.126 5.772 7.338 

16663500 1.306 1.706 2.019 2.444 2.775 3.117 3.952 2.467 3.277 3.908 4.748 5.397 6.048 7.611 

16664000 1.289 1.688 2.000 2.424 2.754 3.094 3.923 2.398 3.194 3.815 4.645 5.287 5.931 7.481 

16700000 2.181 2.712 3.089 3.551 3.886 4.200 4.889 5.036 6.480 7.560 8.949 9.994 11.031 13.445 

16701200 2.349 2.906 3.306 3.801 4.161 4.501 5.255 5.475 7.010 8.159 9.652 10.780 11.904 14.534 

16701300 2.344 2.901 3.301 3.796 4.157 4.497 5.252 5.470 7.002 8.152 9.644 10.774 11.899 14.534 

16701400 2.466 3.041 3.459 3.986 4.374 4.746 5.580 5.892 7.504 8.721 10.328 11.558 12.793 15.718 

16701750 1.768 2.207 2.507 2.872 3.126 3.363 3.857 3.863 5.023 5.897 7.026 7.884 8.748 10.802 

16701800 1.866 2.323 2.636 3.017 3.284 3.533 4.054 4.120 5.337 6.253 7.434 8.330 9.231 11.366 

16704000 1.855 2.306 2.629 3.030 3.322 3.602 4.232 4.129 5.340 6.265 7.483 8.425 9.387 11.736 

16713000 1.911 2.374 2.705 3.117 3.417 3.705 4.351 4.280 5.525 6.475 7.726 8.692 9.677 12.075 

16717000 2.601 3.198 3.626 4.159 4.551 4.926 5.769 6.101 7.758 9.008 10.652 11.912 13.179 16.186 

16717400 2.352 2.912 3.316 3.830 4.209 4.568 5.385 5.595 7.144 8.321 9.893 11.106 12.323 15.242 

16717600 2.391 2.957 3.366 3.876 4.255 4.622 5.448 5.835 7.435 8.649 10.259 11.495 12.744 15.715 

16717650 2.244 2.781 3.169 3.651 4.011 4.359 5.138 5.434 6.937 8.079 9.596 10.765 11.950 14.772 

16717800 2.432 2.981 3.369 3.848 4.200 4.531 5.266 5.730 7.261 8.430 9.985 11.186 12.405 15.331 

16717850 2.201 2.729 3.117 3.611 3.983 4.338 5.166 5.020 6.446 7.581 9.149 10.409 11.730 15.097 

16717950 1.391 1.793 2.084 2.476 2.771 3.061 3.754 2.925 3.866 4.629 5.720 6.624 7.592 10.164 

16720000 2.283 2.860 3.292 3.863 4.292 4.728 5.753 4.773 6.118 7.222 8.804 10.127 11.539 15.321 

16720300 2.224 2.786 3.206 3.758 4.170 4.586 5.551 4.665 5.979 7.053 8.593 9.880 11.247 14.892 

16725000 2.167 2.719 3.131 3.673 4.077 4.486 5.430 4.575 5.870 6.928 8.448 9.717 11.067 14.670 

16737000 2.753 3.419 3.920 4.585 5.093 5.611 6.864 5.704 7.261 8.544 10.385 11.926 13.584 18.063 

16738000 2.807 3.481 3.991 4.667 5.189 5.720 7.016 5.792 7.368 8.670 10.539 12.105 13.794 18.366 

16739000 2.816 3.493 4.005 4.685 5.210 5.744 7.048 5.798 7.377 8.682 10.553 12.119 13.809 18.380 

16740000 2.739 3.393 3.891 4.554 5.069 5.593 6.881 5.625 7.151 8.419 10.234 11.757 13.402 17.865 

16741000 2.826 3.501 4.014 4.697 5.225 5.763 7.082 5.802 7.377 8.681 10.548 12.113 13.802 18.376 

16742000 2.791 3.458 3.965 4.641 5.165 5.697 7.006 5.729 7.280 8.568 10.409 11.951 13.617 18.129 

16752600 1.302 1.638 1.901 2.269 2.564 2.863 3.632 2.654 3.417 4.065 5.003 5.802 6.682 9.112 

16755800 1.745 2.217 2.575 3.048 3.411 3.778 4.656 3.681 4.783 5.693 6.997 8.090 9.264 12.430 

16756000 1.946 2.457 2.840 3.347 3.729 4.116 5.020 4.128 5.330 6.318 7.740 8.927 10.197 13.607 

16756100 1.937 2.447 2.829 3.334 3.715 4.102 5.004 4.111 5.310 6.295 7.713 8.898 10.165 13.568 

16756300 1.926 2.434 2.814 3.317 3.697 4.082 4.981 4.089 5.282 6.264 7.676 8.856 10.119 13.511 

16756500 1.725 2.192 2.543 3.007 3.359 3.717 4.552 3.666 4.762 5.666 6.971 8.063 9.233 12.386 

16757000 2.080 2.616 3.015 3.543 3.940 4.342 5.271 4.437 5.707 6.747 8.244 9.493 10.828 14.417 

16758000 2.010 2.535 2.926 3.443 3.834 4.232 5.159 4.296 5.538 6.559 8.028 9.257 10.574 14.124 

16759000 1.824 2.322 2.694 3.189 3.570 3.960 4.893 3.929 5.112 6.093 7.508 8.697 9.982 13.475 

16759040 1.666 2.148 2.508 2.989 3.357 3.733 4.631 3.631 4.775 5.734 7.110 8.267 9.521 12.920 

16759060 0.908 1.199 1.413 1.694 1.901 2.102 2.542 1.824 2.488 3.034 3.815 4.454 5.134 6.896 

16759080 0.956 1.234 1.442 1.712 1.915 2.115 2.574 1.884 2.528 3.060 3.815 4.435 5.102 6.855 

16759180 1.496 1.812 2.045 2.342 2.560 2.770 3.250 2.746 3.402 3.939 4.695 5.306 5.949 7.621 

16759200 1.325 1.623 1.842 2.122 2.327 2.523 2.959 2.402 3.012 3.511 4.218 4.790 5.387 6.931 

16759300 1.304 1.605 1.827 2.112 2.322 2.523 2.970 2.358 2.971 3.474 4.189 4.767 5.374 6.944 

16759500 1.319 1.620 1.842 2.126 2.335 2.535 2.981 2.387 3.001 3.504 4.218 4.796 5.402 6.969 

16759800 1.282 1.615 1.867 2.199 2.445 2.683 3.234 2.246 2.914 3.458 4.239 4.876 5.548 7.303 

16762000 2.031 2.619 3.054 3.589 3.985 4.361 5.211 4.471 5.922 7.037 8.530 9.694 10.880 13.793 

16764000 2.289 2.935 3.413 4.024 4.480 4.926 5.976 5.336 7.020 8.314 10.046 11.404 12.795 16.243 

16765000 1.573 2.051 2.405 2.865 3.208 3.541 4.310 3.356 4.489 5.372 6.578 7.531 8.514 10.955 

16767000 1.478 1.934 2.273 2.715 3.043 3.362 4.096 3.151 4.230 5.071 6.220 7.125 8.057 10.361 

16770000 2.037 2.631 3.070 3.652 4.087 4.521 5.552 4.901 6.471 7.671 9.278 10.524 11.799 14.889 

16770500 2.148 2.772 3.232 3.848 4.311 4.778 5.893 5.355 7.050 8.336 10.049 11.374 12.725 15.949 
 65

I24H2Y I24H5Y I24H10Y I24H25Y I24H50Y I24H100Y I24H500Y I48H2Y I48H5Y I48H10Y I48H25Y I48H50Y I48H100Y I48H500Y PRECIP

5.369 7.267 8.815 11.030 12.843 14.777 19.883 7.355 10.038 12.248 15.425 18.050 20.875 28.447 46.624

4.284 5.831 7.071 8.804 10.199 11.657 15.400 5.566 7.599 9.259 11.641 13.606 15.709 21.345 41.686

3.491 4.780 5.812 7.246 8.396 9.588 12.611 4.264 5.872 7.173 9.016 10.513 12.091 16.191 25.988

3.766 5.112 6.185 7.667 8.850 10.071 13.146 4.741 6.450 7.813 9.719 11.248 12.846 16.906 27.342

3.626 4.941 5.992 7.449 8.615 9.822 12.871 4.476 6.122 7.439 9.289 10.775 12.333 16.307 24.187

8.964 11.763 13.919 16.809 19.041 21.288 26.718 11.852 15.551 18.460 22.469 25.644 28.926 37.185 133.439

9.723 12.660 14.937 18.014 20.406 22.830 28.730 12.939 16.806 19.845 24.017 27.308 30.694 39.149 155.062

9.712 12.643 14.918 17.995 20.387 22.813 28.725 12.926 16.786 19.819 23.983 27.269 30.648 39.085 154.910

10.394 13.405 15.777 19.036 21.606 24.246 30.785 13.884 17.801 20.884 25.104 28.424 31.826 40.250 173.948

6.615 8.918 10.719 13.179 15.121 17.116 22.138 8.056 11.029 13.575 17.401 20.708 24.396 35.030 72.983

7.096 9.507 11.388 13.955 15.977 18.050 23.247 8.771 11.876 14.503 18.407 21.745 25.436 35.930 84.919

7.179 9.561 11.448 14.062 16.153 18.329 23.911 9.165 12.274 14.870 18.669 21.877 25.387 35.192 92.956

7.458 9.896 11.827 14.498 16.633 18.851 24.525 9.590 12.778 15.425 19.273 22.502 26.016 35.743 101.753

10.808 13.958 16.436 19.842 22.532 25.299 32.181 14.752 18.967 22.300 26.899 30.543 34.318 43.816 187.857

9.829 12.740 15.048 18.244 20.783 23.400 29.957 12.948 16.733 19.726 23.818 27.038 30.353 38.546 153.488

10.265 13.256 15.621 18.891 21.484 24.163 30.854 13.724 17.685 20.801 25.078 28.446 31.913 40.513 189.968

9.574 12.397 14.630 17.726 20.186 22.733 29.103 12.830 16.570 19.511 23.550 26.729 29.996 38.091 166.459

10.111 13.095 15.468 18.766 21.399 24.133 31.054 13.442 17.416 20.585 25.000 28.535 32.223 41.640 162.653

9.099 12.017 14.426 17.929 20.828 23.952 32.328 11.000 14.753 17.926 22.621 26.605 30.969 43.070 131.003

4.950 6.728 8.210 10.361 12.148 14.073 19.266 6.818 9.397 11.552 14.696 17.323 20.171 27.908 46.194

7.508 9.924 11.915 14.787 17.163 19.709 26.512 10.403 13.894 16.825 21.130 24.761 28.714 39.557 165.637

7.289 9.639 11.572 14.359 16.661 19.123 25.674 9.966 13.347 16.199 20.401 23.960 27.844 38.534 160.177

7.134 9.444 11.345 14.088 16.353 18.775 25.229 9.922 13.295 16.127 20.275 23.772 27.568 37.947 145.214

9.110 11.957 14.304 17.695 20.504 23.526 31.647 12.591 16.696 20.121 25.124 29.322 33.876 46.320 158.221

9.348 12.262 14.666 18.144 21.029 24.139 32.518 12.959 17.142 20.626 25.708 29.964 34.577 47.170 134.836

9.377 12.300 14.711 18.200 21.094 24.212 32.613 12.916 17.075 20.536 25.586 29.812 34.391 46.888 137.380

9.224 12.086 14.455 17.887 20.740 23.821 32.152 12.702 16.766 20.145 25.075 29.198 33.666 45.864 101.597

9.468 12.408 14.836 18.351 21.270 24.417 32.912 12.975 17.130 20.583 25.617 29.826 34.385 46.814 118.153

9.385 12.289 14.692 18.170 21.062 24.180 32.607 12.788 16.876 20.273 25.223 29.360 33.839 46.044 109.615

4.204 5.546 6.690 8.390 9.842 11.444 15.934 5.826 7.618 9.119 11.312 13.143 15.127 20.549 78.549

5.770 7.721 9.332 11.669 13.608 15.696 21.329 8.595 11.489 13.892 17.389 20.309 23.464 32.045 56.938

6.428 8.561 10.320 12.865 14.971 17.231 23.283 9.208 12.359 14.991 18.830 22.049 25.532 34.995 103.521

6.400 8.526 10.279 12.816 14.915 17.169 23.205 9.172 12.314 14.937 18.763 21.970 25.440 34.864 102.166

6.361 8.477 10.222 12.747 14.838 17.082 23.094 9.119 12.247 14.857 18.665 21.855 25.306 34.679 100.813

5.643 7.566 9.154 11.458 13.367 15.421 20.940 8.127 10.973 13.345 16.799 19.688 22.807 31.250 81.416

6.907 9.164 11.023 13.711 15.932 18.312 24.679 10.031 13.446 16.275 20.369 23.776 27.437 37.262 102.819

6.690 8.897 10.717 13.352 15.533 17.873 24.153 9.749 13.083 15.846 19.842 23.167 26.739 36.331 91.803

6.179 8.294 10.042 12.583 14.690 16.968 23.118 9.255 12.453 15.104 18.939 22.130 25.563 34.811 70.815

5.763 7.819 9.523 11.996 14.045 16.264 22.232 9.217 12.410 15.059 18.900 22.097 25.540 34.838 73.268

2.914 4.144 5.172 6.677 7.931 9.282 12.917 3.807 5.451 6.846 8.909 10.657 12.564 17.817 18.296

2.931 4.140 5.153 6.642 7.894 9.255 12.979 3.910 5.533 6.922 8.989 10.764 12.723 18.250 20.878

3.874 4.955 5.808 6.981 7.910 8.866 11.266 4.362 5.561 6.502 7.790 8.813 9.859 12.465 43.118

3.406 4.415 5.216 6.321 7.200 8.104 10.376 3.885 5.011 5.901 7.123 8.099 9.095 11.573 31.613

3.337 4.348 5.152 6.268 7.157 8.075 10.391 3.815 4.943 5.836 7.066 8.050 9.058 11.574 30.803

3.378 4.392 5.197 6.312 7.200 8.115 10.423 3.860 4.990 5.884 7.114 8.098 9.104 11.615 32.960

3.244 4.307 5.160 6.356 7.316 8.316 10.861 3.761 4.949 5.904 7.242 8.326 9.453 12.357 43.734

7.318 9.936 11.936 14.601 16.670 18.749 23.741 9.248 12.692 15.406 19.161 22.135 25.221 33.001 85.283

9.183 12.348 14.766 17.995 20.504 23.039 29.166 12.098 16.549 20.076 24.996 28.922 33.020 43.496 69.057

5.384 7.376 8.922 11.025 12.677 14.364 18.501 6.800 9.400 11.479 14.402 16.753 19.215 25.545 40.001

5.088 6.996 8.479 10.494 12.076 13.689 17.634 6.427 8.933 10.942 13.773 16.053 18.445 24.603 39.032

8.591 11.584 13.864 16.906 19.250 21.608 27.245 11.425 15.743 19.186 24.006 27.872 31.913 42.287 67.117

9.551 12.831 15.313 18.612 21.129 23.648 29.591 13.094 18.063 22.017 27.543 31.966 36.575 48.345 89.038
66 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 11. Mean, standard deviation, and skew values associated with logarithms of annual peak-discharge data from streamgaging stations, State of Hawaiÿi.

[Bulletin 17B, Interagency Advisory Committee on Water Data (1982); PeakFQ, program for flood-frequency analysis from Flynn and others (2006)]

Systematic gaged record Bulletin 17B weighted values

Station no.

Number 

of years of 

record

Mean Standard 

deviation Skew Mean Standard deviation Skew

16010000 92 3.5157 0.2532 -0.150 3.5157 0.2532 -0.133

16013000 40 2.8757 0.2275 -0.289 2.8757 0.2275 -0.210

16016000 43 3.7316 0.3115 0.412 3.7316 0.3115 0.259

16017000l 25 3.5112 0.2173 -0.466 3.5112 0.2173 -0.281

16018000h 11 3.6471 0.2104 2.157 3.6471 0.2104 0.374

16019000 65 3.2876 0.2193 -0.461 3.2876 0.2193 -0.352

16028000 46 4.0062 0.1868 0.236 4.0062 0.1868 0.151

16031000l 57 4.1029 0.2643 -0.279 4.1029 0.2643 -0.218

16036000 64 3.8646 0.2683 -0.227 3.8646 0.2683 -0.185

16049000 83 3.8703 0.2596 -0.041 3.8703 0.2596 -0.043

16052500l 47 3.0717 0.4340 -0.578 3.0717 0.4340 -0.400

16055000 47 3.6773 0.4485 -0.904 3.6773 0.4485 -0.575

16060000l 95 4.1282 0.2928 -0.283 4.1282 0.2928 -0.239

16063000 66 3.6262 0.1824 0.190 3.6262 0.1824 0.135

16068000u 93 3.4839 0.2302 0.543 3.4839 0.2302 0.410

16071000h,l 51 3.8391 0.2919 0.675 3.8391 0.2919 0.432

16071500 48 2.2099 0.4421 -0.464 2.2099 0.4421 -0.333

16073500 43 2.4174 0.4625 0.017 2.4174 0.4625 -0.002

16080000l 56 3.5004 0.2091 -0.301 3.5004 0.2091 -0.233

16081200h,l 43 2.4623 0.2664 0.182 2.4623 0.2664 0.112

16084500 47 3.7568 0.3752 -0.530 3.7568 0.3752 -0.372

16085000 23 2.3641 0.5752 0.024 2.3641 0.5752 -0.007

16089000h 67 3.4723 0.2840 0.256 3.4723 0.2840 0.184

16093200 22 3.6352 0.3176 -0.085 3.6352 0.3176 -0.070

16097000 15 3.1271 0.1672 -0.132 3.1271 0.1672 -0.089

16097500u 51 3.0775 0.2247 0.653 3.0775 0.2247 0.420

16097900 36 2.1521 0.5427 0.221 2.1521 0.5427 0.128

16101000 37 3.6403 0.2241 0.010 3.6403 0.2241 -0.009

16103000 47 4.1432 0.2577 -0.821 4.1432 0.2577 -0.536

16105000l 15 3.0305 0.1289 -0.320 3.0305 0.1289 -0.175

16106000h,l 13 3.7302 0.1543 0.612 3.7302 0.1543 0.225

16108000 55 3.7310 0.2684 0.525 3.7310 0.2684 0.351

16114000 11 2.5984 0.2735 -0.204 2.5984 0.2735 -0.112

16115000 20 3.1485 0.2880 -0.131 3.1485 0.2880 -0.094

16116000 20 2.7690 0.2167 0.410 2.7690 0.2167 0.188

16117000 23 2.4982 0.3584 -0.175 2.4982 0.3584 -0.121

16130000 45 2.3947 0.4657 0.029 2.3947 0.4657 0.007

16200000 83 3.2572 0.2602 -0.162 3.2572 0.2602 -0.141

16201000 33 3.0153 0.1796 -0.079 3.0153 0.1796 -0.069

16204000 22 3.4012 0.1198 0.541 3.4012 0.1198 0.260

16206000h,l 12 3.0165 0.1640 0.856 3.0165 0.1640 0.300
 67

Table 11. Mean, standard deviation, and skew values associated with logarithms of annual peak-discharge data from streamgaging stations, State of Hawaiÿi—Continued.

[Bulletin 17B, Interagency Advisory Committee on Water Data (1982); PeakFQ, program for flood-frequency analysis from Flynn and others (2006)]

Systematic gaged record Bulletin 17B weighted values

Station no.

Number 

of years of 

record

Mean Standard 

deviation Skew Mean Standarddeviation Skew

16208000 50 3.2175 0.2723 -0.142 3.2175 0.2723 -0.117

16208500l 15 2.7437 0.4832 -1.027 2.7437 0.4832 -0.434

16210500 38 3.3614 0.4275 -0.226 3.3614 0.4275 -0.167

16211300 39 2.6691 0.3711 0.353 2.6691 0.3711 0.215

16211500 18 2.3957 0.6697 -0.330 2.3957 0.6697 -0.191

16211600u 49 2.4158 0.4031 0.178 2.4158 0.4031 0.114

16211700l 11 2.9450 0.2898 1.346 2.9450 0.2898 0.362

16211800u 44 2.2271 0.8138 -0.775 2.2271 0.8138 -0.504

16212200l 51 2.5765 0.3420 0.071 2.5765 0.3420 0.040

16212300l 13 2.7133 0.6920 -1.126 2.7133 0.6920 -0.430

16212500 17 2.7834 0.4412 -0.340 2.7834 0.4412 -0.192

16212601u 50 2.7096 0.2395 0.563 2.7096 0.2395 0.365

16212800 49 3.2972 0.2289 0.442 3.2972 0.2289 0.289

16213000 56 3.5086 0.3714 -0.207 3.5086 0.3714 -0.166

16216000 52 3.9066 0.3161 -0.580 3.9066 0.3161 -0.411

16223000 54 3.2098 0.3297 0.066 3.2098 0.3297 0.037

16224500l 43 2.9548 0.2579 -0.389 2.9548 0.2579 -0.277

16226000 57 3.0177 0.3563 0.229 3.0177 0.3563 0.157

16226200 25 2.9375 0.2216 -0.276 2.9375 0.2216 -0.180

16227000 20 3.2960 0.2635 -0.195 3.2960 0.2635 -0.128

16227500l 10 2.6868 0.4053 -1.151 2.6868 0.4053 -0.393

16228000 71 2.9677 0.3383 -0.628 2.9677 0.3383 -0.469

16228200 39 3.0000 0.2991 -0.290 3.0000 0.2991 -0.209

16228500l 11 3.3031 0.2768 -1.270 3.3031 0.2768 -0.424

16228900u 33 2.6290 0.3105 0.116 2.6290 0.3105 0.058

16229000u 92 3.1629 0.3146 0.482 3.1629 0.3146 0.366

16229300 44 3.3346 0.3568 -0.646 3.3346 0.3568 -0.433

16235400 42 2.7527 0.3898 -0.362 2.7527 0.3898 -0.259

16237500 43 2.5803 0.2993 0.106 2.5803 0.2993 0.060

16238500 63 2.8131 0.3377 -0.079 2.8131 0.3377 -0.072

16240500 89 2.7751 0.2887 0.393 2.7751 0.2887 0.300

16244000 59 2.6228 0.3419 -0.034 2.6228 0.3419 -0.037

16246000 45 2.5654 0.3558 -0.545 2.5654 0.3558 -0.377

16247200l 11 2.9530 0.2389 -0.662 2.9530 0.2389 -0.283

16247500l 43 2.7556 0.3217 0.406 2.7556 0.3217 0.255

16247900h 35 2.6213 0.3608 0.612 2.6213 0.3608 0.351

16248800 39 2.4977 0.4717 -0.853 2.4977 0.4717 -0.528

16249000l 11 3.2178 0.3120 0.226 3.2178 0.3120 0.061

16249100l 45 2.0181 0.4454 -0.326 2.0181 0.4454 -0.240

16254000l 49 2.9114 0.4338 -0.038 2.9114 0.4338 -0.041

16260500l 39 3.2257 0.3511 -0.114 3.2257 0.3511 -0.094
68 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 11. Mean, standard deviation, and skew values associated with logarithms of annual peak-discharge data from streamgaging stations, State of Hawaiÿi—Continued.

[Bulletin 17B, Interagency Advisory Committee on Water Data (1982); PeakFQ, program for flood-frequency analysis from Flynn and others (2006)]

Systematic gaged record Bulletin 17B weighted values

Station no.

Number 

of years of 

record

Mean Standard 

deviation Skew Mean Standarddeviation Skew

16265600h 13 2.9117 0.2110 1.351 2.9117 0.2110 0.391

16270900l 30 2.2993 0.3158 0.097 2.2993 0.3158 0.043

16275000u 68 2.7704 0.3783 0.309 2.7704 0.3783 0.223

16278000h,u 27 1.6655 0.4494 0.822 1.6655 0.4494 0.415

16279500 25 2.9632 0.5380 -0.295 2.9632 0.5380 -0.191

16283000h 34 2.1423 0.3332 1.087 2.1423 0.3332 0.534

16283200 25 2.6140 0.2427 -0.700 2.6140 0.2427 -0.396

16283480 25 2.9251 0.3620 0.589 2.9251 0.3620 0.298

16283600l 34 1.9966 0.3018 0.230 1.9966 0.3018 0.131

16283700l 34 1.9014 0.2607 0.251 1.9014 0.2607 0.144

16284000h 44 2.6324 0.3685 0.199 2.6324 0.3685 0.124

16284200l 33 2.7180 0.2620 -0.377 2.7180 0.2620 -0.254

16291000 13 2.7864 0.3331 0.411 2.7864 0.3331 0.147

16294900 49 3.3187 0.3286 -0.639 3.3187 0.3286 -0.440

16296500 49 3.5187 0.1687 -0.500 3.5187 0.1687 -0.356

16303000 54 3.2576 0.2515 -0.204 3.2576 0.2515 -0.163

16304200 42 2.9044 0.3026 -0.496 2.9044 0.3026 -0.342

16304500l 16 3.2426 0.1924 -0.396 3.2426 0.1924 -0.213

16310501 19 3.0920 0.4158 -0.331 3.0920 0.4158 -0.194

16325000u 38 3.0945 0.2244 0.461 3.0945 0.2244 0.277

16330000h,u 50 3.4343 0.2471 0.625 3.4343 0.2471 0.401

16331000 40 1.7184 0.7390 -0.144 1.7184 0.7390 -0.115

16340000u 47 3.4292 0.2894 0.634 3.4292 0.2894 0.399

16343000 15 3.5808 0.4654 -0.529 3.5808 0.4654 -0.265

16345000l 49 3.2829 0.2246 -0.210 3.2829 0.2246 -0.165

16350000 50 3.1702 0.3476 -0.183 3.1702 0.3476 -0.146

16400000h,u 83 3.4499 0.2452 1.302 3.4499 0.2452 0.751

16402000 28 3.3838 0.3480 0.493 3.3838 0.3480 0.263

16403000 27 2.8789 0.2706 0.504 2.8789 0.2706 0.265

16404000 28 3.1386 0.3792 0.011 3.1386 0.3792 -0.011

16404200 28 2.2134 0.3877 -0.164 2.2134 0.3877 -0.120

16405000 27 2.9509 0.2899 0.414 2.9509 0.2899 0.218

16405500 46 3.0667 0.3074 -0.146 3.0667 0.3074 -0.118

16408000h 68 3.1810 0.3115 0.688 3.1810 0.3115 0.474

16411300u 26 1.2588 0.4900 -0.693 1.2588 0.4900 -0.397

16411320u 33 0.9749 1.5425 -1.229 0.9749 1.5425 -0.608

16411400 26 2.4440 0.6337 -0.349 2.4440 0.6337 -0.223

16411600 34 1.3289 0.5367 -0.754 1.3289 0.5367 -0.460

16411640 43 2.6655 0.3737 0.422 2.6655 0.3737 0.265

16411800 34 0.2203 1.4958 -1.479 0.2203 1.4958 -0.644

16411900u 17 2.2587 0.4118 -1.145 2.2587 0.4118 -0.477
 69

Table 11. Mean, standard deviation, and skew values associated with logarithms of annual peak-discharge data from streamgaging stations, State of Hawaiÿi—Continued.

[Bulletin 17B, Interagency Advisory Committee on Water Data (1982); PeakFQ, program for flood-frequency analysis from Flynn and others (2006)]

Systematic gaged record Bulletin 17B weighted values

Station no.

Number 

of years of 

record

Mean Standard 

deviation Skew Mean Standarddeviation Skew

16413500 30 2.7085 0.3627 0.340 2.7085 0.3627 0.187

16414000u 51 2.8228 0.3557 -0.274 2.8228 0.3557 -0.211

16415000h 25 2.4316 0.3267 0.993 2.4316 0.3267 0.456

16415400l 44 2.6300 0.2254 -0.545 2.6300 0.2254 -0.375

16416000 25 2.5228 0.2025 -1.065 2.5228 0.2025 -0.525

16419000u 40 2.1432 0.4526 -0.162 2.1432 0.4526 -0.127

16419500 43 2.3408 0.4892 -0.194 2.3408 0.4892 -0.150

16500100u 45 2.3955 0.3626 0.585 2.3955 0.3626 0.366

16500300l 41 3.5231 0.3351 -0.391 3.5231 0.3351 -0.276

16500800u 46 2.7479 0.3802 0.866 2.7479 0.3802 0.519

16501000 53 3.7511 0.1891 0.108 3.7511 0.1891 0.068

16501200h 16 3.7035 0.1582 1.679 3.7035 0.1582 0.450

16502000h 49 2.7977 0.2499 0.448 2.7977 0.2499 0.292

16502400u 44 2.2183 0.3471 0.080 2.2183 0.3471 0.043

16502800 42 2.8974 0.3194 -0.244 2.8974 0.3194 -0.183

16502900l 36 3.7732 0.3204 -0.136 3.7732 0.3204 -0.108

16508000l 89 3.3756 0.1666 -0.233 3.3756 0.1666 -0.198

16510000l 40 3.1796 0.2048 -0.866 3.1796 0.2048 -0.538

16515000l 38 2.8342 0.1429 -0.784 2.8342 0.1429 -0.490

16516000 33 3.3920 0.2004 0.525 3.3920 0.2004 0.298

16517000 34 3.3322 0.1925 -0.700 3.3322 0.1925 -0.433

16518000 88 3.5797 0.2049 -0.531 3.5797 0.2049 -0.421

16519000 32 3.0327 0.2195 -0.250 3.0327 0.2195 -0.176

16520000 34 2.9585 0.2059 -0.435 2.9585 0.2059 -0.289

16524000 14 3.1112 0.1478 -0.234 3.1112 0.1478 -0.134

16527000l 45 3.1772 0.1921 -0.543 3.1772 0.1921 -0.376

16531100 20 1.9276 0.1098 -0.020 1.9276 0.1098 -0.034

16536000 49 2.9491 0.2069 -0.035 2.9491 0.2069 -0.039

16543000 15 2.4458 0.1462 0.095 2.4458 0.1462 0.020

16545000 56 3.2060 0.1659 0.394 3.2060 0.1659 0.269

16552800 15 2.8253 0.4078 -0.196 2.8253 0.4078 -0.119

16554000 11 2.9641 0.2038 -0.073 2.9641 0.2038 -0.060

16555000l 31 3.4732 0.2587 0.061 3.4732 0.2587 0.021

16557000h,l 37 2.7917 0.1860 0.886 2.7917 0.1860 0.494

16565000h 35 2.7969 0.2137 1.137 2.7969 0.2137 0.550

16566000l 25 2.6082 0.1163 -1.272 2.6082 0.1163 -0.564

16570000 61 3.3038 0.2368 0.056 3.3038 0.2368 0.032

16574000 11 2.6531 0.1219 0.482 2.6531 0.1219 0.157

16577000 37 3.5448 0.2268 -0.485 3.5448 0.2268 -0.325

16585000 57 3.0025 0.3987 0.207 3.0025 0.3987 0.141

16586000 42 2.6158 0.1833 0.196 2.6158 0.1833 0.120
70 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 11. Mean, standard deviation, and skew values associated with logarithms of annual peak-discharge data from streamgaging stations, State of Hawaiÿi—Continued.

[Bulletin 17B, Interagency Advisory Committee on Water Data (1982); PeakFQ, program for flood-frequency analysis from Flynn and others (2006)]

Systematic gaged record Bulletin 17B weighted values

Station no.

Number 

of years of 

record

Mean Standard 

deviation Skew Mean Standarddeviation Skew

16587000 96 2.7339 0.3902 0.186 2.7339 0.3902 0.145

16603700 39 1.4315 1.0376 -1.041 1.4315 1.0376 -0.593

16603800l 45 1.6259 0.4063 0.131 1.6259 0.4063 0.079

16603850u 35 1.7160 1.0036 -0.951 1.7160 1.0036 -0.548

16604500 25 3.3570 0.3198 -0.845 3.3570 0.3198 -0.461

16607000l 58 3.4488 0.2369 -0.950 3.4488 0.2369 -0.624

16614000 25 3.6635 0.2356 -0.765 3.6635 0.2356 -0.426

16616500u 30 1.0370 0.8584 -1.374 1.0370 0.8584 -0.611

16617000 13 2.3855 0.1957 0.073 2.3855 0.1957 0.005

16618000 62 3.0847 0.2793 0.131 3.0847 0.2793 0.089

16619700 44 2.3597 0.3465 0.148 2.3597 0.3465 0.090

16620000 91 3.3246 0.2267 0.563 3.3246 0.2267 0.423

16623400 22 1.5462 1.0477 -1.549 1.5462 1.0477 -0.569

16630200h 46 2.7544 0.3175 0.590 2.7544 0.3175 0.371

16636000h 13 2.2666 0.1008 0.864 2.2666 0.1008 0.315

16638500h 41 2.9160 0.3615 -0.285 2.9160 0.3615 -0.209

16643300h,u 47 2.5240 0.3318 0.492 2.5240 0.3318 0.316

16646200 45 2.6645 0.2962 -0.382 2.6645 0.2962 -0.276

16647500 41 1.2273 0.8110 -0.629 1.2273 0.8110 -0.416

16650500 34 2.7109 0.2913 -0.628 2.7109 0.2913 -0.396

16658500u 42 1.5496 0.5885 -0.417 1.5496 0.5885 -0.294

16660000 39 1.8372 1.1900 -0.667 1.8372 1.1900 -0.432

16663500 13 0.7805 1.1794 -0.559 0.7805 1.1794 -0.263

16664000 13 1.0841 1.1723 -0.400 1.0841 1.1723 -0.200

16700000 61 2.1954 0.2071 -0.232 2.1954 0.2071 -0.187

16701200 10 2.7955 0.2526 -0.599 2.7955 0.2526 -0.251

16701300 23 2.8269 0.3748 0.622 2.8269 0.3748 0.404

16701400l 17 2.7120 0.2851 0.010 2.7120 0.2851 -0.007

16701750 18 2.9808 0.6516 -0.670 2.9808 0.6516 -0.343

16701800 16 3.6836 0.3691 -0.870 3.6836 0.3691 -0.407

16704000l 80 4.2490 0.2431 0.358 4.2490 0.2431 0.268

16713000l 20 4.5515 0.2756 -1.339 4.5515 0.2756 -0.533

16717000 42 3.9602 0.1927 -0.128 3.9602 0.1927 -0.105

16717400 20 2.0083 0.2658 0.207 2.0083 0.2658 0.131

16717600 25 2.5159 0.2424 1.338 2.5159 0.2424 0.642

16717650 25 2.8337 0.2517 0.512 2.8337 0.2517 0.326

16717800 26 3.3174 0.3137 0.370 3.3174 0.3137 0.191

16717850 14 2.1373 0.3167 0.375 2.1373 0.3167 0.139

16717950 17 1.4877 0.6608 0.866 1.4877 0.6608 0.359

16720000 45 2.9164 0.2438 0.268 2.9164 0.2438 0.171

16720300 31 2.5409 0.2740 0.359 2.5409 0.2740 0.201
 71

Table 11. Mean, standard deviation, and skew values associated with logarithms of annual peak-discharge data from streamgaging stations, State of Hawaiÿi—Continued.

[Bulletin 17B, Interagency Advisory Committee on Water Data (1982); PeakFQ, program for flood-frequency analysis from Flynn and others (2006)]

Systematic gaged record Bulletin 17B weighted values

Station no.

Number 

of years of 

record

Mean Standard 

deviation Skew Mean Standarddeviation Skew

16725000 45 2.5436 0.2569 0.534 2.5436 0.2569 0.337

16737000 20 2.5854 0.1767 0.513 2.5854 0.1767 0.236

16738000h 11 3.0365 0.2367 2.257 3.0365 0.2367 0.369

16739000 13 2.5378 0.3423 0.708 2.5378 0.3423 0.260

16740000 12 1.6083 0.2450 1.118 1.6083 0.2450 0.350

16741000 11 2.4737 0.2289 0.311 2.4737 0.2289 0.094

16742000 19 2.0627 0.1953 0.841 2.0627 0.1953 0.367

16752600 27 1.7349 0.7255 -0.818 1.7349 0.7255 -0.460

16755800 34 1.9712 0.2531 0.290 1.9712 0.2531 0.167

16756000 10 3.2026 0.3518 -1.164 3.2026 0.3518 -0.395

16756100 11 2.9370 0.1905 0.409 2.9370 0.1905 0.131

16756300 25 2.9842 0.2662 -0.026 2.9842 0.2662 -0.036

16756500 45 2.9733 0.2828 0.136 2.9733 0.2828 0.082

16757000 24 2.7005 0.3325 -0.458 2.7005 0.3325 -0.274

16758000 61 2.6960 0.3551 0.512 2.6960 0.3551 0.353

16759000 48 2.2923 0.3181 0.310 2.2923 0.3181 0.202

16759040h 21 2.1114 0.2969 1.038 2.1114 0.2969 0.435

16759060 27 1.7925 0.8759 -0.311 1.7925 0.8759 -0.204

16759080 12 2.7053 0.4882 0.569 2.7053 0.4882 0.199

16759180l 10 2.6911 0.1607 -0.450 2.6911 0.1607 -0.199

16759200 23 2.3269 0.4326 0.119 2.3269 0.4326 0.047

16759300 30 2.4003 0.6860 -0.179 2.4003 0.6860 -0.131

16759500 11 2.9954 0.4276 -1.028 2.9954 0.4276 -0.387

16759800 25 1.5503 0.2111 0.353 1.5503 0.2111 0.179

16762000l 27 2.8737 0.2430 -1.213 2.8737 0.2430 -0.569

16764000h,u 25 3.0057 0.1316 1.069 3.0057 0.1316 0.473

16765000l 17 2.6407 0.1597 0.161 2.6407 0.1597 0.056

16767000u 24 3.0471 0.2530 -0.860 3.0471 0.2530 -0.462

16770000 20 3.4246 0.3785 -0.529 3.4246 0.3785 -0.369

16770500 29 2.7482 0.5474 -0.049 2.7482 0.5474 -0.049

h

A single high outlier detected by PeakFQ program.

l

One or two low outliers detected by PeakFQ program using default criterion.

u

A user-specified low-outlier criterion used.
72 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16010000 2 3320 1690 3310 2910 3750 7.9329E-04 1.1191E-01 7.8770E-04

16010000 5 5370 2800 5340 4670 6100 8.8469E-04 7.8775E-02 8.7486E-04

16010000 10 6860 3620 6780 5830 7900 1.1612E-03 6.4752E-02 1.1407E-03

16010000 25 8860 4760 8680 7160 10500 1.8711E-03 5.4694E-02 1.8092E-03

16010000 50 10400 5680 10100 8030 12700 2.6992E-03 4.9847E-02 2.5606E-03

16010000 100 12000 6650 11500 8800 15000 3.7935E-03 4.6693E-02 3.5084E-03

16010000 500 16000 9090 14700 10300 21100 7.4008E-03 4.3605E-02 6.3269E-03

16013000 2 765 944 767 647 909 1.4387E-03 1.1191E-01 1.4204E-03

16013000 5 1170 1550 1180 988 1410 1.5676E-03 7.8775E-02 1.5370E-03

16013000 10 1450 2010 1470 1200 1790 2.0065E-03 6.4752E-02 1.9462E-03

16013000 25 1810 2620 1840 1440 2350 3.0928E-03 5.4694E-02 2.9272E-03

16013000 50 2080 3120 2140 1610 2850 4.3334E-03 4.9847E-02 3.9868E-03

16013000 100 2340 3630 2460 1770 3420 5.9526E-03 4.6693E-02 5.2796E-03

16013000 500 2970 4920 3290 2150 5040 1.1213E-02 4.3605E-02 8.9195E-03

16016000 2 5230 5810 5240 4190 6550 2.5161E-03 1.1191E-01 2.4607E-03

16016000 5 9750 9680 9750 7500 12700 3.5261E-03 7.8775E-02 3.3750E-03

16016000 10 13800 12700 13700 9990 18700 5.2401E-03 6.4752E-02 4.8478E-03

16016000 25 20100 16800 19600 13200 29200 9.0484E-03 5.4694E-02 7.7640E-03

16016000 50 25900 20200 24600 15500 39000 1.3216E-02 4.9847E-02 1.0446E-02

16016000 100 32700 23800 29900 17800 50300 1.8560E-02 4.6693E-02 1.3281E-02

16016000 500 53300 33200 43000 22900 81000 3.5747E-02 4.3605E-02 1.9644E-02

16017000 2 3320 893 3240 2650 3970 2.0603E-03 1.1191E-01 2.0230E-03

16017000 5 4970 1470 4810 3910 5920 2.1902E-03 7.8775E-02 2.1310E-03

16017000 10 6060 1900 5780 4580 7290 2.7490E-03 6.4752E-02 2.6371E-03

16017000 25 7410 2480 6870 5200 9070 4.0930E-03 5.4694E-02 3.8080E-03

16017000 50 8400 2950 7560 5490 10400 5.5984E-03 4.9847E-02 5.0331E-03

16017000 100 9360 3430 8140 5660 11700 7.5401E-03 4.6693E-02 6.4918E-03

16017000 500 11600 4640 9290 5860 14700 1.3756E-02 4.3605E-02 1.0457E-02

16018000 2 4310 3790 4290 3210 5710 4.2182E-03 1.1191E-01 4.0650E-03

16018000 5 6600 6300 6570 4610 9370 6.6850E-03 7.8775E-02 6.1621E-03

16018000 10 8390 8210 8370 5490 12700 1.0068E-02 6.4752E-02 8.7133E-03

16018000 25 11000 10900 11000 6590 18300 1.6586E-02 5.4694E-02 1.2727E-02

16018000 50 13200 13000 13100 7440 23100 2.3129E-02 4.9847E-02 1.5798E-02

16018000 100 15600 15300 15500 8360 28700 3.1105E-02 4.6693E-02 1.8669E-02

16018000 500 22300 21200 21700 10700 43900 5.5341E-02 4.3605E-02 2.4389E-02
 73

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16019000 2 2000 1080 1990 1750 2270 8.3842E-04 1.1191E-01 8.3219E-04

16019000 5 2990 1780 2970 2610 3380 8.2566E-04 7.8775E-02 8.1710E-04

16019000 10 3620 2290 3600 3120 4150 1.0089E-03 6.4752E-02 9.9345E-04

16019000 25 4400 3000 4360 3650 5190 1.5632E-03 5.4694E-02 1.5198E-03

16019000 50 4960 3570 4890 3970 6030 2.2437E-03 4.9847E-02 2.1470E-03

16019000 100 5500 4170 5410 4230 6910 3.1584E-03 4.6693E-02 2.9583E-03

16019000 500 6700 5660 6560 4710 9150 6.1927E-03 4.3605E-02 5.4226E-03

16028000 2 10000 10500 10000 8810 11400 8.4737E-04 1.1191E-01 8.4100E-04

16028000 5 14500 17500 14600 12500 16900 1.1214E-03 7.8775E-02 1.1056E-03

16028000 10 17700 23000 17800 14900 21300 1.6132E-03 6.4752E-02 1.5740E-03

16028000 25 22000 30600 22400 17800 28100 2.7169E-03 5.4694E-02 2.5884E-03

16028000 50 25400 37000 26100 19900 34300 3.9290E-03 4.9847E-02 3.6419E-03

16028000 100 28900 43800 30200 22000 41500 5.4855E-03 4.6693E-02 4.9088E-03

16028000 500 37900 61700 41600 27500 63000 1.0494E-02 4.3605E-02 8.4583E-03

16031000 2 13000 12900 13000 11000 15300 1.3792E-03 1.1191E-01 1.3624E-03

16031000 5 21300 21600 21300 17900 25300 1.4799E-03 7.8775E-02 1.4526E-03

16031000 10 27200 28300 27200 22500 33100 1.8881E-03 6.4752E-02 1.8346E-03

16031000 25 35100 37900 35200 27700 44700 2.9505E-03 5.4694E-02 2.7995E-03

16031000 50 41200 45800 41500 31300 54900 4.1919E-03 4.9847E-02 3.8668E-03

16031000 100 47300 54300 48100 34700 66500 5.8305E-03 4.6693E-02 5.1833E-03

16031000 500 62200 76700 65000 42400 99500 1.1211E-02 4.3605E-02 8.9179E-03

16036000 2 7460 7140 7460 6360 8750 1.2697E-03 1.1191E-01 1.2554E-03

16036000 5 12400 11900 12400 10500 14600 1.3849E-03 7.8775E-02 1.3610E-03

16036000 10 16000 15600 15900 13200 19200 1.7860E-03 6.4752E-02 1.7380E-03

16036000 25 20700 20700 20700 16400 26200 2.8180E-03 5.4694E-02 2.6799E-03

16036000 50 24500 25000 24500 18600 32300 4.0202E-03 4.9847E-02 3.7202E-03

16036000 100 28300 29500 28400 20700 39100 5.6059E-03 4.6693E-02 5.0050E-03

16036000 500 37800 41200 38400 25200 58500 1.0816E-02 4.3605E-02 8.6661E-03

16049000 2 7450 5500 7430 6480 8520 9.2147E-04 1.1191E-01 9.1394E-04

16049000 5 12300 9150 12200 10600 14200 1.0834E-03 7.8775E-02 1.0687E-03

16049000 10 15900 12000 15800 13300 18800 1.4676E-03 6.4752E-02 1.4351E-03

16049000 25 20900 15900 20700 16700 25700 2.4062E-03 5.4694E-02 2.3048E-03

16049000 50 25000 19100 24500 19000 31700 3.4789E-03 4.9847E-02 3.2520E-03

16049000 100 29200 22500 28500 21100 38500 4.8837E-03 4.6693E-02 4.4213E-03

16049000 500 40200 31400 38400 25800 57300 9.4832E-03 4.3605E-02 7.7892E-03
74 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16052500 2 1260 2600 1300 964 1740 4.4888E-03 1.1191E-01 4.3157E-03

16052500 5 2770 4310 2840 2120 3790 4.3384E-03 7.8775E-02 4.1119E-03

16052500 10 4040 5610 4140 3020 5660 5.2376E-03 6.4752E-02 4.8457E-03

16052500 25 5870 7390 6040 4150 8810 7.9707E-03 5.4694E-02 6.9569E-03

16052500 50 7370 8850 7620 4940 11800 1.1314E-02 4.9847E-02 9.2208E-03

16052500 100 8960 10400 9310 5700 15200 1.5790E-02 4.6693E-02 1.1800E-02

16052500 500 13000 14300 13500 7380 24700 3.0535E-02 4.3605E-02 1.7959E-02

16055000 2 5250 9110 5400 3980 7320 4.8035E-03 8.9636E-02 4.5592E-03

16055000 5 11500 15600 11800 8940 15600 4.1537E-03 4.6693E-02 3.8144E-03

16055000 10 16500 20500 17000 12700 22700 4.7879E-03 3.2000E-02 4.1648E-03

16055000 25 23300 27300 24200 17300 33900 7.3373E-03 2.2985E-02 5.5619E-03

16055000 50 28500 32700 29900 20600 43500 1.0640E-02 1.9497E-02 6.8834E-03

16055000 100 33800 38300 35800 23700 53900 1.5118E-02 1.8388E-02 8.2967E-03

16055000 500 46000 51600 49200 29600 81600 2.9777E-02 2.1796E-02 1.2584E-02

16060000 2 13800 12200 13800 11900 15900 1.0307E-03 8.9636E-02 1.0189E-03

16060000 5 23800 20600 23800 20500 27500 1.0783E-03 4.6693E-02 1.0540E-03

16060000 10 31300 26900 31100 26400 36600 1.3648E-03 3.2000E-02 1.3089E-03

16060000 25 41300 35600 40800 33400 49800 2.1644E-03 2.2985E-02 1.9782E-03

16060000 50 49100 42400 48100 38100 60900 3.1260E-03 1.9497E-02 2.6941E-03

16060000 100 57200 49400 55600 42500 72800 4.4119E-03 1.8388E-02 3.5582E-03

16060000 500 77000 65700 73600 51600 105000 8.6833E-03 2.1796E-02 6.2095E-03

16063000 2 4190 2420 4170 3750 4650 5.6916E-04 8.9636E-02 5.6557E-04

16063000 5 6000 4410 5980 5290 6750 7.3909E-04 4.6693E-02 7.2758E-04

16063000 10 7290 6000 7240 6270 8370 1.0613E-03 3.2000E-02 1.0272E-03

16063000 25 8990 8300 8940 7430 10800 1.8056E-03 2.2985E-02 1.6741E-03

16063000 50 10300 10200 10300 8300 12800 2.6355E-03 1.9497E-02 2.3217E-03

16063000 100 11700 12200 11800 9180 15200 3.7099E-03 1.8388E-02 3.0871E-03

16063000 500 15200 17500 15700 11300 21900 7.1960E-03 2.1796E-02 5.4099E-03

16068000 2 2940 2870 2940 2620 3300 6.5482E-04 8.9636E-02 6.5007E-04

16068000 5 4700 5180 4700 4100 5400 9.5757E-04 4.6693E-02 9.3833E-04

16068000 10 6130 7020 6160 5200 7310 1.5016E-03 3.2000E-02 1.4343E-03

16068000 25 8270 9670 8410 6720 10500 2.7891E-03 2.2985E-02 2.4873E-03

16068000 50 10100 11800 10400 7970 13600 4.2491E-03 1.9497E-02 3.4888E-03

16068000 100 12200 14100 12700 9330 17200 6.1599E-03 1.8388E-02 4.6142E-03

16068000 500 18300 20000 18900 12600 28200 1.2446E-02 2.1796E-02 7.9222E-03
 75

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16071000 2 6580 8360 6610 5450 8020 1.8787E-03 8.9636E-02 1.8401E-03

16071000 5 11900 14300 12100 9540 15200 2.8414E-03 4.6693E-02 2.6784E-03

16071000 10 16800 18900 17000 12800 22500 4.4526E-03 3.2000E-02 3.9087E-03

16071000 25 24600 25300 24800 17500 35100 8.1120E-03 2.2985E-02 5.9959E-03

16071000 50 31900 30300 31300 21200 46200 1.2175E-02 1.9497E-02 7.4949E-03

16071000 100 40700 35500 38100 24800 58300 1.7435E-02 1.8388E-02 8.9492E-03

16071000 500 68100 48100 55000 32700 92700 3.4536E-02 2.1796E-02 1.3363E-02

16071500 2 172 286 176 131 237 4.5615E-03 8.9636E-02 4.3406E-03

16071500 5 387 577 401 299 537 4.5910E-03 4.6693E-02 4.1800E-03

16071500 10 573 832 606 443 829 5.6530E-03 3.2000E-02 4.8043E-03

16071500 25 853 1220 941 658 1350 8.6479E-03 2.2985E-02 6.2837E-03

16071500 50 1090 1560 1250 846 1850 1.2235E-02 1.9497E-02 7.5174E-03

16071500 100 1350 1940 1610 1050 2450 1.7007E-02 1.8388E-02 8.8351E-03

16071500 500 2020 3040 2580 1540 4330 3.2704E-02 2.1796E-02 1.3079E-02

16073500 2 262 1400 288 208 400 5.5439E-03 8.9636E-02 5.2210E-03

16073500 5 642 2610 766 541 1080 6.7792E-03 4.6693E-02 5.9197E-03

16073500 10 1030 3610 1360 926 1990 9.2885E-03 3.2000E-02 7.1989E-03

16073500 25 1690 5070 2610 1690 4010 1.5028E-02 2.2985E-02 9.0868E-03

16073500 50 2330 6280 3910 2480 6170 2.1378E-02 1.9497E-02 1.0197E-02

16073500 100 3110 7610 5400 3340 8730 2.9556E-02 1.8388E-02 1.1336E-02

16073500 500 5600 11100 9160 5200 16100 5.5902E-02 2.1796E-02 1.5682E-02

16080000 2 3230 1660 3200 2810 3660 8.7834E-04 8.9636E-02 8.6982E-04

16080000 5 4770 3080 4730 4120 5420 9.3456E-04 4.6693E-02 9.1622E-04

16080000 10 5790 4230 5730 4910 6670 1.1866E-03 3.2000E-02 1.1442E-03

16080000 25 7070 5920 6970 5790 8410 1.8489E-03 2.2985E-02 1.7112E-03

16080000 50 8000 7300 7920 6370 9840 2.6252E-03 1.9497E-02 2.3137E-03

16080000 100 8930 8820 8910 6950 11400 3.6512E-03 1.8388E-02 3.0463E-03

16080000 500 11100 12800 11500 8250 15900 7.0215E-03 2.1796E-02 5.3107E-03

16081200 2 287 150 283 234 343 1.8394E-03 8.9636E-02 1.8024E-03

16081200 5 484 311 474 382 588 2.3903E-03 4.6693E-02 2.2739E-03

16081200 10 641 457 620 483 797 3.3947E-03 3.2000E-02 3.0691E-03

16081200 25 869 682 828 611 1120 5.6436E-03 2.2985E-02 4.5311E-03

16081200 50 1060 880 1000 713 1410 8.1090E-03 1.9497E-02 5.7270E-03

16081200 100 1270 1110 1210 828 1760 1.1271E-02 1.8388E-02 6.9878E-03

16081200 500 1840 1790 1820 1140 2900 2.1428E-02 2.1796E-02 1.0805E-02
76 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16084500 2 6030 6970 6060 4690 7830 3.3539E-03 8.9636E-02 3.2329E-03

16084500 5 12000 12100 12000 9310 15400 3.2982E-03 4.6693E-02 3.0806E-03

16084500 10 16600 16000 16500 12600 21700 4.0146E-03 3.2000E-02 3.5671E-03

16084500 25 23100 21500 22700 16600 31100 6.1176E-03 2.2985E-02 4.8316E-03

16084500 50 28200 25800 27500 19400 38900 8.6656E-03 1.9497E-02 5.9992E-03

16084500 100 33600 30400 32300 22000 47500 1.2068E-02 1.8388E-02 7.2859E-03

16084500 500 46700 41500 43900 27200 70900 2.3267E-02 2.1796E-02 1.1254E-02

16085000 2 232 352 247 146 415 1.5679E-02 8.9636E-02 1.3345E-02

16085000 5 706 703 705 415 1200 1.9520E-02 4.6693E-02 1.3766E-02

16085000 10 1260 1010 1140 662 1960 2.6603E-02 3.2000E-02 1.4526E-02

16085000 25 2340 1470 1730 1000 3010 4.1733E-02 2.2985E-02 1.4822E-02

16085000 50 3500 1870 2190 1270 3780 5.7840E-02 1.9497E-02 1.4581E-02

16085000 100 5010 2320 2690 1550 4660 7.8145E-02 1.8388E-02 1.4885E-02

16085000 500 10400 3610 4150 2230 7720 1.4208E-01 2.1796E-02 1.8897E-02

16089000 2 2910 2470 2900 2460 3420 1.3607E-03 8.9636E-02 1.3403E-03

16089000 5 5110 4500 5090 4210 6140 1.8102E-03 4.6693E-02 1.7426E-03

16089000 10 6940 6120 6870 5500 8590 2.6407E-03 3.2000E-02 2.4394E-03

16089000 25 9710 8470 9490 7180 12500 4.5544E-03 2.2985E-02 3.8012E-03

16089000 50 12100 10400 11600 8470 16000 6.6867E-03 1.9497E-02 4.9791E-03

16089000 100 14800 12400 14000 9770 19900 9.4473E-03 1.8388E-02 6.2408E-03

16089000 500 22600 17800 20200 12900 31800 1.8408E-02 2.1796E-02 9.9796E-03

16093200 2 4350 4400 4360 3200 5940 4.9888E-03 8.9636E-02 4.7258E-03

16093200 5 8010 7790 7980 5740 11100 6.0039E-03 4.6693E-02 5.3198E-03

16093200 10 11000 10400 10800 7560 15600 8.0195E-03 3.2000E-02 6.4124E-03

16093200 25 15300 14200 14900 9930 22300 1.2356E-02 2.2985E-02 8.0362E-03

16093200 50 18900 17200 18100 11800 27800 1.6984E-02 1.9497E-02 9.0768E-03

16093200 100 22800 20500 21500 13600 33900 2.2822E-02 1.8388E-02 1.0183E-02

16093200 500 33300 28500 30100 17500 51500 4.1201E-02 2.1796E-02 1.4255E-02

16097000 2 1350 706 1330 1090 1620 1.9978E-03 8.9636E-02 1.9542E-03

16097000 5 1860 1360 1830 1470 2270 2.4110E-03 4.6693E-02 2.2926E-03

16097000 10 2190 1920 2160 1690 2760 3.1988E-03 3.2000E-02 2.9081E-03

16097000 25 2600 2750 2620 1970 3490 4.8133E-03 2.2985E-02 3.9799E-03

16097000 50 2900 3450 3030 2210 4150 6.4838E-03 1.9497E-02 4.8657E-03

16097000 100 3200 4220 3490 2480 4930 8.5533E-03 1.8388E-02 5.8378E-03

16097000 500 3890 6380 4760 3110 7280 1.4938E-02 2.1796E-02 8.8633E-03
 77

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16097500 2 1150 479 1140 982 1330 1.1130E-03 8.9636E-02 1.0994E-03

16097500 5 1820 942 1780 1490 2140 1.6741E-03 4.6693E-02 1.6161E-03

16097500 10 2360 1340 2270 1810 2830 2.6144E-03 3.2000E-02 2.4169E-03

16097500 25 3170 1940 2920 2200 3870 4.7479E-03 2.2985E-02 3.9351E-03

16097500 50 3870 2450 3430 2470 4750 7.1154E-03 1.9497E-02 5.2129E-03

16097500 100 4660 3020 3990 2770 5750 1.0178E-02 1.8388E-02 6.5516E-03

16097500 500 6900 4640 5710 3600 9050 2.0131E-02 2.1796E-02 1.0465E-02

16097900 2 138 341 150 99.7 226 9.0628E-03 8.9636E-02 8.2306E-03

16097900 5 403 682 448 289 696 1.1947E-02 4.6693E-02 9.5133E-03

16097900 10 716 978 798 496 1280 1.7024E-02 3.2000E-02 1.1112E-02

16097900 25 1340 1430 1390 835 2300 2.8188E-02 2.2985E-02 1.2661E-02

16097900 50 2010 1820 1880 1120 3150 4.0307E-02 1.9497E-02 1.3140E-02

16097900 100 2920 2250 2400 1410 4080 5.5770E-02 1.8388E-02 1.3828E-02

16097900 500 6290 3510 3880 2120 7110 1.0517E-01 2.1796E-02 1.8054E-02

16101000 2 4370 3320 4350 3660 5180 1.5052E-03 8.9636E-02 1.4803E-03

16101000 5 6750 5960 6710 5550 8120 1.8420E-03 4.6693E-02 1.7721E-03

16101000 10 8460 8050 8430 6780 10500 2.5160E-03 3.2000E-02 2.3326E-03

16101000 25 10800 11000 10800 8290 14100 4.0369E-03 2.2985E-02 3.4338E-03

16101000 50 12600 13500 12800 9470 17200 5.7073E-03 1.9497E-02 4.4149E-03

16101000 100 14500 16100 14900 10700 20900 7.8500E-03 1.8388E-02 5.5014E-03

16101000 500 19200 22600 20500 13400 31300 1.4722E-02 2.1796E-02 8.7869E-03

16103000 2 14700 9340 14500 12200 17400 1.5851E-03 8.9636E-02 1.5575E-03

16103000 5 23100 15900 22900 19400 27000 1.4057E-03 4.6693E-02 1.3646E-03

16103000 10 28500 20900 28100 23500 33600 1.6357E-03 3.2000E-02 1.5561E-03

16103000 25 35000 27900 34200 27600 42400 2.4965E-03 2.2985E-02 2.2519E-03

16103000 50 39400 33400 38400 30000 49300 3.5986E-03 1.9497E-02 3.0379E-03

16103000 100 43600 39100 42600 32100 56700 5.0906E-03 1.8388E-02 3.9869E-03

16103000 500 52600 52700 52600 36200 76500 9.9901E-03 2.1796E-02 6.8503E-03

16105000 2 1080 1000 1080 926 1260 1.1856E-03 1.1191E-01 1.1731E-03

16105000 5 1380 1650 1380 1170 1630 1.3636E-03 7.8775E-02 1.3404E-03

16105000 10 1560 2140 1570 1310 1900 1.7664E-03 6.4752E-02 1.7195E-03

16105000 25 1770 2790 1810 1440 2270 2.6108E-03 5.4694E-02 2.4919E-03

16105000 50 1920 3320 1990 1540 2570 3.4930E-03 4.9847E-02 3.2643E-03

16105000 100 2060 3870 2180 1630 2920 4.5907E-03 4.6693E-02 4.1797E-03

16105000 500 2370 5250 2680 1850 3880 7.9876E-03 4.3605E-02 6.7509E-03
78 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16106000 2 5300 2620 5240 4300 6380 1.9463E-03 1.1191E-01 1.9131E-03

16106000 5 7210 4330 7090 5600 8970 2.8155E-03 7.8775E-02 2.7184E-03

16106000 10 8540 5630 8330 6300 11000 4.0771E-03 6.4752E-02 3.8356E-03

16106000 25 10300 7430 9930 7030 14000 6.5447E-03 5.4694E-02 5.8453E-03

16106000 50 11600 8890 11200 7520 16600 9.0421E-03 4.9847E-02 7.6537E-03

16106000 100 13000 10400 12400 7990 19300 1.2102E-02 4.6693E-02 9.6108E-03

16106000 500 16500 14400 15800 9170 27100 2.1447E-02 4.3605E-02 1.4376E-02

16108000 2 5190 3590 5170 4350 6140 1.4753E-03 1.1191E-01 1.4561E-03

16108000 5 8940 5960 8840 7190 10900 2.1417E-03 7.8775E-02 2.0850E-03

16108000 10 12100 7770 11900 9220 15300 3.2813E-03 6.4752E-02 3.1230E-03

16108000 25 17100 10300 16200 11700 22600 5.8714E-03 5.4694E-02 5.3022E-03

16108000 50 21500 12300 19700 13400 29100 8.7447E-03 4.9847E-02 7.4396E-03

16108000 100 26500 14500 23400 14900 36500 1.2460E-02 4.6693E-02 9.8353E-03

16108000 500 41600 20000 31900 18100 56200 2.4520E-02 4.3605E-02 1.5694E-02

16114000 2 401 785 418 288 606 7.2018E-03 1.1191E-01 6.7664E-03

16114000 5 676 1290 721 484 1070 8.6714E-03 7.8775E-02 7.8115E-03

16114000 10 882 1660 970 622 1510 1.1426E-02 6.4752E-02 9.7123E-03

16114000 25 1170 2170 1350 808 2250 1.6849E-02 5.4694E-02 1.2881E-02

16114000 50 1390 2580 1680 962 2950 2.2305E-02 4.9847E-02 1.5410E-02

16114000 100 1630 3000 2060 1130 3760 2.8949E-02 4.6693E-02 1.7870E-02

16114000 500 2230 4050 3060 1540 6070 4.9038E-02 4.3605E-02 2.3081E-02

16115000 2 1420 1320 1420 1050 1910 4.4951E-03 1.1191E-01 4.3215E-03

16115000 5 2470 2180 2450 1780 3370 5.3554E-03 7.8775E-02 5.0145E-03

16115000 10 3270 2820 3220 2250 4620 7.1004E-03 6.4752E-02 6.3988E-03

16115000 25 4400 3700 4270 2780 6570 1.0830E-02 5.4694E-02 9.0398E-03

16115000 50 5310 4410 5090 3140 8250 1.4789E-02 4.9847E-02 1.1405E-02

16115000 100 6290 5150 5930 3480 10100 1.9769E-02 4.6693E-02 1.3889E-02

16115000 500 8800 7010 7950 4230 14900 3.5385E-02 4.3605E-02 1.9534E-02

16116000 2 578 365 572 457 717 2.5417E-03 1.1191E-01 2.4852E-03

16116000 5 889 597 874 672 1140 3.5387E-03 7.8775E-02 3.3866E-03

16116000 10 1120 766 1090 801 1490 5.0994E-03 6.4752E-02 4.7271E-03

16116000 25 1450 994 1380 941 2030 8.3117E-03 5.4694E-02 7.2152E-03

16116000 50 1720 1170 1600 1030 2480 1.1669E-02 4.9847E-02 9.4557E-03

16116000 100 2010 1360 1820 1110 2970 1.5863E-02 4.6693E-02 1.1840E-02

16116000 500 2770 1810 2340 1290 4240 2.8957E-02 4.3605E-02 1.7401E-02
 79

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16117000 2 320 884 337 239 475 6.0845E-03 1.1191E-01 5.7708E-03

16117000 5 634 1450 678 471 977 7.1056E-03 7.8775E-02 6.5177E-03

16117000 10 897 1880 984 655 1480 9.3484E-03 6.4752E-02 8.1690E-03

16117000 25 1290 2450 1470 911 2380 1.4276E-02 5.4694E-02 1.1321E-02

16117000 50 1630 2910 1920 1120 3270 1.9586E-02 4.9847E-02 1.4061E-02

16117000 100 2000 3390 2420 1350 4340 2.6319E-02 4.6693E-02 1.6832E-02

16117000 500 3000 4590 3750 1900 7400 4.7607E-02 4.3605E-02 2.2759E-02

16130000 2 248 1680 271 196 374 5.3789E-03 1.1191E-01 5.1322E-03

16130000 5 611 2780 687 483 978 6.6007E-03 7.8775E-02 6.0904E-03

16130000 10 981 3600 1150 770 1720 9.0728E-03 6.4752E-02 7.9578E-03

16130000 25 1630 4730 2040 1250 3320 1.4739E-02 5.4694E-02 1.1610E-02

16130000 50 2250 5650 2960 1710 5120 2.1017E-02 4.9847E-02 1.4784E-02

16130000 100 3020 6600 4080 2230 7470 2.9108E-02 4.6693E-02 1.7930E-02

16130000 500 5480 9030 7250 3580 14700 5.5198E-02 4.3605E-02 2.4361E-02

16200000 2 1830 1320 1820 1590 2090 9.2651E-04 4.3605E-02 9.0723E-04

16200000 5 3000 1980 2960 2570 3420 1.0307E-03 3.0642E-02 9.9712E-04

16200000 10 3860 2470 3780 3220 4450 1.3490E-03 2.7994E-02 1.2870E-03

16200000 25 5010 3130 4840 3960 5930 2.1639E-03 2.7994E-02 2.0086E-03

16200000 50 5910 3640 5630 4440 7150 3.1129E-03 2.7994E-02 2.8014E-03

16200000 100 6850 4190 6420 4860 8480 4.3657E-03 2.9306E-02 3.7997E-03

16200000 500 9160 5490 8250 5690 12000 8.4907E-03 3.3379E-02 6.7689E-03

16201000 2 1040 1210 1050 902 1210 1.0796E-03 4.3605E-02 1.0535E-03

16201000 5 1470 1790 1480 1260 1740 1.2824E-03 3.0642E-02 1.2309E-03

16201000 10 1750 2230 1780 1480 2130 1.7160E-03 2.7994E-02 1.6169E-03

16201000 25 2120 2820 2170 1730 2710 2.6973E-03 2.7994E-02 2.4602E-03

16201000 50 2390 3280 2480 1910 3210 3.7748E-03 2.7994E-02 3.3263E-03

16201000 100 2650 3760 2800 2070 3770 5.1561E-03 2.9306E-02 4.3847E-03

16201000 500 3290 4920 3600 2440 5310 9.5791E-03 3.3379E-02 7.4431E-03

16204000 2 2490 2430 2490 2210 2800 7.0801E-04 4.3605E-02 6.9670E-04

16204000 5 3160 3830 3180 2760 3670 1.0207E-03 3.0642E-02 9.8783E-04

16204000 10 3610 4920 3670 3090 4350 1.5039E-03 2.7994E-02 1.4272E-03

16204000 25 4180 6400 4330 3490 5380 2.5080E-03 2.7994E-02 2.3018E-03

16204000 50 4610 7570 4880 3780 6280 3.5650E-03 2.7994E-02 3.1623E-03

16204000 100 5040 8810 5460 4080 7310 4.8912E-03 2.9306E-02 4.1916E-03

16204000 500 6080 11800 7010 4790 10300 9.0548E-03 3.3379E-02 7.1226E-03
80 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16206000 2 1020 1590 1040 842 1290 2.3672E-03 4.3605E-02 2.2453E-03

16206000 5 1420 2410 1500 1160 1940 3.5840E-03 3.0642E-02 3.2087E-03

16206000 10 1700 3030 1870 1380 2520 5.2941E-03 2.7994E-02 4.4522E-03

16206000 25 2090 3860 2410 1670 3480 8.6117E-03 2.7994E-02 6.5857E-03

16206000 50 2390 4520 2900 1920 4380 1.1954E-02 2.7994E-02 8.3770E-03

16206000 100 2720 5200 3420 2160 5410 1.6039E-02 2.9306E-02 1.0366E-02

16206000 500 3540 6870 4800 2740 8400 2.8482E-02 3.3379E-02 1.5368E-02

16208000 2 1670 1960 1680 1400 2010 1.6607E-03 4.3605E-02 1.5998E-03

16208000 5 2810 3170 2830 2340 3420 1.8964E-03 3.0642E-02 1.7859E-03

16208000 10 3660 4130 3690 2970 4580 2.5011E-03 2.7994E-02 2.2960E-03

16208000 25 4820 5440 4890 3750 6380 3.9604E-03 2.7994E-02 3.4696E-03

16208000 50 5750 6500 5870 4310 7990 5.6147E-03 2.7994E-02 4.6767E-03

16208000 100 6720 7630 6900 4850 9830 7.7695E-03 2.9306E-02 6.1414E-03

16208000 500 9180 10400 9540 6040 15100 1.4777E-02 3.3379E-02 1.0243E-02

16208500 2 601 388 533 325 873 1.6494E-02 4.3605E-02 1.1967E-02

16208500 5 1440 739 1140 714 1820 1.6430E-02 3.0642E-02 1.0695E-02

16208500 10 2170 1040 1600 982 2600 1.9892E-02 2.7994E-02 1.1629E-02

16208500 25 3260 1500 2210 1290 3770 2.8178E-02 2.7994E-02 1.4043E-02

16208500 50 4170 1900 2660 1510 4710 3.7288E-02 2.7994E-02 1.5990E-02

16208500 100 5150 2340 3150 1710 5800 4.8856E-02 2.9306E-02 1.8318E-02

16208500 500 7660 3560 4420 2200 8880 8.5015E-02 3.3379E-02 2.3969E-02

16210500 2 2360 4000 2500 1830 3420 5.3376E-03 4.3605E-02 4.7555E-03

16210500 5 5300 7830 5650 4110 7770 5.9719E-03 3.0642E-02 4.9979E-03

16210500 10 7960 11300 8590 6040 12200 7.7487E-03 2.7994E-02 6.0689E-03

16210500 25 12200 16400 13300 8790 20100 1.2008E-02 2.7994E-02 8.4035E-03

16210500 50 15900 20800 17600 11100 27900 1.6809E-02 2.7994E-02 1.0503E-02

16210500 100 20100 25600 22400 13400 37300 2.3040E-02 2.9306E-02 1.2899E-02

16210500 500 32000 38600 35600 19200 66100 4.3194E-02 3.3379E-02 1.8829E-02

16211300 2 453 610 464 354 608 3.9227E-03 4.3605E-02 3.5990E-03

16211300 5 948 1350 1000 736 1360 5.3958E-03 3.0642E-02 4.5879E-03

16211300 10 1420 2050 1540 1080 2200 7.9034E-03 2.7994E-02 6.1633E-03

16211300 25 2220 3180 2490 1620 3830 1.3430E-02 2.7994E-02 9.0760E-03

16211300 50 2980 4210 3430 2120 5560 1.9447E-02 2.7994E-02 1.1475E-02

16211300 100 3900 5410 4560 2670 7800 2.7139E-02 2.9306E-02 1.4090E-02

16211300 500 6830 8880 8010 4210 15200 5.1785E-02 3.3379E-02 2.0297E-02
 81

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16211500 2 261 480 329 184 589 2.6856E-02 4.3605E-02 1.6620E-02

16211500 5 922 1130 1020 584 1780 3.0414E-02 3.0642E-02 1.5264E-02

16211500 10 1730 1770 1760 986 3120 3.9212E-02 2.7994E-02 1.6333E-02

16211500 25 3340 2850 3000 1610 5580 5.8310E-02 2.7994E-02 1.8914E-02

16211500 50 5030 3850 4130 2160 7900 7.8670E-02 2.7994E-02 2.0647E-02

16211500 100 7230 5050 5460 2760 10800 1.0429E-01 2.9306E-02 2.2878E-02

16211500 500 14800 8600 9340 4370 19900 1.8453E-01 3.3379E-02 2.8266E-02

16211600 2 256 446 267 205 348 3.7112E-03 4.3605E-02 3.4202E-03

16211600 5 566 967 608 455 814 4.8082E-03 3.0642E-02 4.1560E-03

16211600 10 865 1450 957 685 1340 6.8407E-03 2.7994E-02 5.4974E-03

16211600 25 1370 2230 1580 1050 2370 1.1442E-02 2.7994E-02 8.1223E-03

16211600 50 1850 2940 2200 1390 3490 1.6517E-02 2.7994E-02 1.0388E-02

16211600 100 2440 3770 2950 1770 4930 2.3047E-02 2.9306E-02 1.2901E-02

16211600 500 4290 6140 5260 2820 9800 4.4094E-02 3.3379E-02 1.8998E-02

16211700 2 846 580 798 551 1160 8.0084E-03 4.3605E-02 6.7658E-03

16211700 5 1520 1350 1470 959 2250 1.2606E-02 3.0642E-02 8.9314E-03

16211700 10 2120 2100 2110 1310 3410 1.8922E-02 2.7994E-02 1.1290E-02

16211700 25 3070 3340 3210 1860 5550 3.1083E-02 2.7994E-02 1.4729E-02

16211700 50 3930 4500 4270 2370 7690 4.3282E-02 2.7994E-02 1.6999E-02

16211700 100 4960 5880 5550 2960 10400 5.8150E-02 2.9306E-02 1.9486E-02

16211700 500 8070 9920 9430 4610 19300 1.0330E-01 3.3379E-02 2.5228E-02

16211800 2 197 444 247 150 407 1.6824E-02 4.3605E-02 1.2140E-02

16211800 5 840 1040 902 572 1420 1.5276E-02 3.0642E-02 1.0194E-02

16211800 10 1650 1630 1640 1020 2630 1.7933E-02 2.7994E-02 1.0931E-02

16211800 25 3170 2610 2880 1700 4900 2.7189E-02 2.7994E-02 1.3793E-02

16211800 50 4700 3520 3970 2230 7060 3.8859E-02 2.7994E-02 1.6272E-02

16211800 100 6540 4610 5210 2790 9710 5.4594E-02 2.9306E-02 1.9070E-02

16211800 500 12100 7850 8700 4240 17900 1.0627E-01 3.3379E-02 2.5401E-02

16212200 2 375 192 361 289 451 2.5695E-03 4.3605E-02 2.4265E-03

16212200 5 731 486 703 551 896 3.1978E-03 3.0642E-02 2.8956E-03

16212200 10 1040 790 1000 756 1320 4.4453E-03 2.7994E-02 3.8361E-03

16212200 25 1510 1320 1470 1040 2070 7.3143E-03 2.7994E-02 5.7991E-03

16212200 50 1930 1830 1900 1280 2830 1.0501E-02 2.7994E-02 7.6363E-03

16212200 100 2410 2460 2430 1550 3790 1.4614E-02 2.9306E-02 9.7515E-03

16212200 500 3780 4390 4050 2320 7060 2.7907E-02 3.3379E-02 1.5200E-02
82 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16212300 2 579 285 415 217 792 3.8772E-02 4.3605E-02 2.0524E-02

16212300 5 2020 765 1170 650 2120 3.8952E-02 3.0642E-02 1.7150E-02

16212300 10 3650 1280 1890 1040 3440 4.7297E-02 2.7994E-02 1.7585E-02

16212300 25 6560 2200 3040 1610 5730 6.6486E-02 2.7994E-02 1.9699E-02

16212300 50 9350 3120 4070 2110 7860 8.7152E-02 2.7994E-02 2.1188E-02

16212300 100 12700 4250 5320 2670 10600 1.1312E-01 2.9306E-02 2.3276E-02

16212300 500 22400 7810 9120 4260 19500 1.9342E-01 3.3379E-02 2.8467E-02

16212500 2 627 617 625 402 973 1.2313E-02 4.3605E-02 9.6016E-03

16212500 5 1440 1600 1490 956 2320 1.3965E-02 3.0642E-02 9.5930E-03

16212500 10 2180 2640 2350 1470 3770 1.8002E-02 2.7994E-02 1.0956E-02

16212500 25 3360 4450 3850 2270 6530 2.6687E-02 2.7994E-02 1.3662E-02

16212500 50 4400 6210 5340 3030 9410 3.5895E-02 2.7994E-02 1.5728E-02

16212500 100 5590 8360 7170 3900 13200 4.7450E-02 2.9306E-02 1.8117E-02

16212500 500 8930 15000 12900 6440 26000 8.3510E-02 3.3379E-02 2.3847E-02

16212601 2 496 611 499 425 585 1.2877E-03 4.3605E-02 1.2507E-03

16212601 5 805 1460 833 689 1010 1.8891E-03 3.0642E-02 1.7794E-03

16212601 10 1060 2310 1140 903 1440 2.9027E-03 2.7994E-02 2.6300E-03

16212601 25 1440 3730 1670 1240 2250 5.1906E-03 2.7994E-02 4.3787E-03

16212601 50 1770 5080 2220 1560 3150 7.7198E-03 2.7994E-02 6.0511E-03

16212601 100 2140 6680 2920 1950 4370 1.0984E-02 2.9306E-02 7.9895E-03

16212601 500 3200 11500 5290 3160 8870 2.1561E-02 3.3379E-02 1.3099E-02

16212800 2 1930 2160 1940 1660 2260 1.1982E-03 4.3605E-02 1.1662E-03

16212800 5 3060 3430 3080 2570 3690 1.6960E-03 3.0642E-02 1.6070E-03

16212800 10 3950 4420 3990 3210 4960 2.5473E-03 2.7994E-02 2.3348E-03

16212800 25 5250 5780 5320 4020 7030 4.4602E-03 2.7994E-02 3.8472E-03

16212800 50 6340 6860 6430 4630 8940 6.5673E-03 2.7994E-02 5.3194E-03

16212800 100 7550 8000 7650 5240 11200 9.2800E-03 2.9306E-02 7.0481E-03

16212800 500 10900 10800 10900 6660 17700 1.8042E-02 3.3379E-02 1.1712E-02

16213000 2 3300 3610 3320 2640 4180 2.7689E-03 4.3605E-02 2.6036E-03

16213000 5 6670 7440 6730 5310 8540 3.0647E-03 3.0642E-02 2.7861E-03

16213000 10 9490 11000 9670 7410 12600 3.9774E-03 2.7994E-02 3.4826E-03

16213000 25 13700 16400 14200 10300 19600 6.2656E-03 2.7994E-02 5.1197E-03

16213000 50 17300 21100 18100 12500 26300 8.9018E-03 2.7994E-02 6.7541E-03

16213000 100 21200 26500 22700 14900 34500 1.2361E-02 2.9306E-02 8.6941E-03

16213000 500 31800 41000 35400 20800 60200 2.3677E-02 3.3379E-02 1.3852E-02
 83

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16216000 2 8480 3730 8150 6640 10000 2.1617E-03 4.3605E-02 2.0596E-03

16216000 5 15000 6910 14300 11700 17500 2.0670E-03 3.0642E-02 1.9363E-03

16216000 10 19700 9660 18600 15000 23100 2.4854E-03 2.7994E-02 2.2828E-03

16216000 25 25900 13600 24000 18500 31100 3.8020E-03 2.7994E-02 3.3474E-03

16216000 50 30500 17000 27700 20500 37600 5.4297E-03 2.7994E-02 4.5476E-03

16216000 100 35100 20600 31500 22100 44700 7.6184E-03 2.9306E-02 6.0465E-03

16216000 500 45800 30200 40300 25500 63700 1.4849E-02 3.3379E-02 1.0277E-02

16223000 2 1610 1720 1620 1310 2000 2.2591E-03 4.3605E-02 2.1479E-03

16223000 5 3070 3070 3070 2440 3860 2.8026E-03 3.0642E-02 2.5678E-03

16223000 10 4300 4200 4290 3290 5580 3.8937E-03 2.7994E-02 3.4182E-03

16223000 25 6180 5830 6120 4410 8470 6.4166E-03 2.7994E-02 5.2201E-03

16223000 50 7830 7190 7660 5260 11200 9.2266E-03 2.7994E-02 6.9394E-03

16223000 100 9680 8680 9360 6110 14300 1.2860E-02 2.9306E-02 8.9377E-03

16223000 500 14900 12500 13800 8090 23700 2.4617E-02 3.3379E-02 1.4168E-02

16224500 2 926 833 922 768 1110 1.7248E-03 4.3605E-02 1.6592E-03

16224500 5 1500 1560 1500 1240 1810 1.8023E-03 3.0642E-02 1.7022E-03

16224500 10 1890 2190 1910 1560 2350 2.2589E-03 2.7994E-02 2.0902E-03

16224500 25 2400 3120 2470 1930 3180 3.4585E-03 2.7994E-02 3.0782E-03

16224500 50 2790 3920 2930 2190 3920 4.8602E-03 2.7994E-02 4.1412E-03

16224500 100 3170 4810 3430 2460 4790 6.7071E-03 2.9306E-02 5.4580E-03

16224500 500 4080 7190 4780 3100 7370 1.2745E-02 3.3379E-02 9.2234E-03

16226000 2 1020 1280 1030 829 1290 2.5048E-03 4.3605E-02 2.3687E-03

16226000 5 2060 2250 2080 1630 2660 3.3028E-03 3.0642E-02 2.9814E-03

16226000 10 3020 3050 3020 2270 4030 4.7701E-03 2.7994E-02 4.0756E-03

16226000 25 4570 4200 4490 3140 6420 8.1179E-03 2.7994E-02 6.2930E-03

16226000 50 6010 5160 5750 3810 8670 1.1828E-02 2.7994E-02 8.3147E-03

16226000 100 7720 6200 7130 4480 11300 1.6616E-02 2.9306E-02 1.0604E-02

16226000 500 12900 8900 10800 6040 19200 3.2101E-02 3.3379E-02 1.6364E-02

16226200 2 879 1330 897 731 1100 2.1457E-03 4.3605E-02 2.0450E-03

16226200 5 1340 2380 1390 1130 1730 2.4166E-03 3.0642E-02 2.2399E-03

16226200 10 1650 3250 1760 1390 2240 3.1240E-03 2.7994E-02 2.8104E-03

16226200 25 2050 4510 2300 1720 3060 4.7337E-03 2.7994E-02 4.0490E-03

16226200 50 2350 5570 2760 1990 3840 6.4975E-03 2.7994E-02 5.2735E-03

16226200 100 2650 6730 3290 2270 4760 8.7518E-03 2.9306E-02 6.7393E-03

16226200 500 3370 9740 4740 2970 7580 1.5929E-02 3.3379E-02 1.0783E-02
84 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16227000 2 2000 1780 1980 1520 2590 3.7614E-03 4.3605E-02 3.4627E-03

16227000 5 3310 3360 3310 2500 4380 4.3968E-03 3.0642E-02 3.8451E-03

16227000 10 4270 4730 4340 3180 5930 5.7717E-03 2.7994E-02 4.7851E-03

16227000 25 5570 6750 5830 4030 8420 8.7392E-03 2.7994E-02 6.6600E-03

16227000 50 6590 8480 7110 4700 10700 1.1903E-02 2.7994E-02 8.3520E-03

16227000 100 7660 10400 8530 5390 13500 1.5891E-02 2.9306E-02 1.0304E-02

16227000 500 10300 15500 12400 7110 21800 2.8413E-02 3.3379E-02 1.5348E-02

16227500 2 517 477 505 306 833 1.7127E-02 4.3605E-02 1.2297E-02

16227500 5 1080 872 998 619 1610 1.7742E-02 3.0642E-02 1.1236E-02

16227500 10 1540 1200 1380 836 2270 2.1806E-02 2.7994E-02 1.2258E-02

16227500 25 2180 1690 1910 1110 3290 3.0402E-02 2.7994E-02 1.4574E-02

16227500 50 2700 2110 2340 1310 4160 3.9261E-02 2.7994E-02 1.6342E-02

16227500 100 3250 2580 2810 1520 5190 5.0134E-02 2.9306E-02 1.8495E-02

16227500 500 4600 3820 4030 2010 8080 8.3011E-02 3.3379E-02 2.3807E-02

16228000 2 987 974 986 816 1190 1.8395E-03 4.3605E-02 1.7650E-03

16228000 5 1810 1770 1810 1510 2160 1.6744E-03 3.0642E-02 1.5876E-03

16228000 10 2400 2440 2410 1980 2920 1.9754E-03 2.7994E-02 1.8452E-03

16228000 25 3180 3410 3200 2520 4060 3.0775E-03 2.7994E-02 2.7727E-03

16228000 50 3760 4240 3820 2890 5060 4.4943E-03 2.7994E-02 3.8726E-03

16228000 100 4330 5150 4470 3220 6200 6.4246E-03 2.9306E-02 5.2694E-03

16228000 500 5650 7540 6120 3970 9460 1.2841E-02 3.3379E-02 9.2737E-03

16228200 2 1020 1070 1030 823 1280 2.5482E-03 4.3605E-02 2.4075E-03

16228200 5 1800 1950 1810 1440 2270 2.7804E-03 3.0642E-02 2.5491E-03

16228200 10 2380 2700 2410 1870 3110 3.5602E-03 2.7994E-02 3.1585E-03

16228200 25 3170 3790 3270 2410 4440 5.4822E-03 2.7994E-02 4.5844E-03

16228200 50 3800 4720 3990 2810 5660 7.6730E-03 2.7994E-02 6.0223E-03

16228200 100 4460 5740 4770 3210 7100 1.0530E-02 2.9306E-02 7.7465E-03

16228200 500 6100 8440 6890 4160 11400 1.9803E-02 3.3379E-02 1.2429E-02

16228500 2 2100 1120 1920 1350 2740 7.2776E-03 4.3605E-02 6.2367E-03

16228500 5 3470 2110 3150 2220 4460 7.3872E-03 3.0642E-02 5.9522E-03

16228500 10 4400 2960 3990 2750 5790 9.0028E-03 2.7994E-02 6.8121E-03

16228500 25 5560 4220 5110 3350 7770 1.2553E-02 2.7994E-02 8.6666E-03

16228500 50 6410 5300 5980 3780 9450 1.6282E-02 2.7994E-02 1.0295E-02

16228500 100 7240 6490 6920 4200 11400 2.0905E-02 2.9306E-02 1.2201E-02

16228500 500 9110 9680 9400 5210 17000 3.5010E-02 3.3379E-02 1.7088E-02
 85

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16228900 2 423 303 413 323 529 3.2269E-03 4.3605E-02 3.0046E-03

16228900 5 775 575 748 570 982 4.1099E-03 3.0642E-02 3.6238E-03

16228900 10 1070 808 1020 747 1390 5.7261E-03 2.7994E-02 4.7537E-03

16228900 25 1510 1160 1410 970 2060 9.2806E-03 2.7994E-02 6.9699E-03

16228900 50 1890 1470 1740 1140 2670 1.3135E-02 2.7994E-02 8.9400E-03

16228900 100 2320 1810 2110 1310 3400 1.8046E-02 2.9306E-02 1.1169E-02

16228900 500 3510 2760 3110 1730 5580 3.3708E-02 3.3379E-02 1.6771E-02

16229000 2 1390 906 1380 1180 1610 1.2334E-03 4.3605E-02 1.1995E-03

16229000 5 2630 1660 2570 2140 3090 1.7702E-03 3.0642E-02 1.6736E-03

16229000 10 3770 2300 3610 2880 4520 2.7398E-03 2.7994E-02 2.4956E-03

16229000 25 5640 3240 5180 3860 6960 5.0246E-03 2.7994E-02 4.2600E-03

16229000 50 7400 4030 6500 4580 9210 7.6078E-03 2.7994E-02 5.9821E-03

16229000 100 9510 4910 7940 5310 11900 1.0982E-02 2.9306E-02 7.9886E-03

16229000 500 16200 7240 11700 6980 19800 2.2057E-02 3.3379E-02 1.3281E-02

16229300 2 2290 1280 2200 1720 2820 3.2323E-03 4.3605E-02 3.0093E-03

16229300 5 4360 2420 4140 3260 5250 3.0687E-03 3.0642E-02 2.7893E-03

16229300 10 5920 3400 5550 4290 7180 3.6722E-03 2.7994E-02 3.2464E-03

16229300 25 8000 4850 7360 5410 10000 5.5626E-03 2.7994E-02 4.6405E-03

16229300 50 9600 6090 8690 6100 12400 7.8896E-03 2.7994E-02 6.1549E-03

16229300 100 11200 7470 10000 6700 15000 1.1009E-02 2.9306E-02 8.0027E-03

16229300 500 15000 11100 13400 7990 22300 2.1268E-02 3.3379E-02 1.2991E-02

16235400 2 588 498 580 441 763 4.0302E-03 4.3605E-02 3.6893E-03

16235400 5 1220 953 1180 895 1560 4.2600E-03 3.0642E-02 3.7400E-03

16235400 10 1740 1350 1670 1230 2260 5.3694E-03 2.7994E-02 4.5052E-03

16235400 25 2510 1940 2370 1650 3390 8.2318E-03 2.7994E-02 6.3612E-03

16235400 50 3150 2460 2930 1950 4410 1.1554E-02 2.7994E-02 8.1785E-03

16235400 100 3840 3040 3540 2240 5600 1.5920E-02 2.9306E-02 1.0316E-02

16235400 500 5660 4630 5150 2920 9080 3.0167E-02 3.3379E-02 1.5846E-02

16237500 2 378 497 383 310 474 2.3217E-03 4.3605E-02 2.2043E-03

16237500 5 678 968 700 554 884 2.9350E-03 3.0642E-02 2.6784E-03

16237500 10 924 1380 973 743 1270 4.1000E-03 2.7994E-02 3.5763E-03

16237500 25 1290 2010 1410 1010 1960 6.7284E-03 2.7994E-02 5.4246E-03

16237500 50 1600 2550 1800 1230 2640 9.6187E-03 2.7994E-02 7.1589E-03

16237500 100 1950 3170 2270 1470 3500 1.3331E-02 2.9306E-02 9.1628E-03

16237500 500 2910 4860 3630 2110 6230 2.5264E-02 3.3379E-02 1.4380E-02
86 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16238500 2 656 634 655 537 800 2.0404E-03 4.3605E-02 1.9492E-03

16238500 5 1250 1110 1240 1010 1540 2.3754E-03 3.0642E-02 2.2045E-03

16238500 10 1750 1500 1720 1350 2190 3.1819E-03 2.7994E-02 2.8571E-03

16238500 25 2490 2070 2420 1800 3260 5.1317E-03 2.7994E-02 4.3367E-03

16238500 50 3120 2540 2990 2120 4210 7.3475E-03 2.7994E-02 5.8199E-03

16238500 100 3810 3060 3600 2430 5330 1.0239E-02 2.9306E-02 7.5882E-03

16238500 500 5700 4420 5190 3140 8570 1.9672E-02 3.3379E-02 1.2377E-02

16240500 2 576 565 576 498 667 1.0699E-03 4.3605E-02 1.0443E-03

16240500 5 1030 1010 1030 868 1220 1.4923E-03 3.0642E-02 1.4230E-03

16240500 10 1420 1380 1420 1160 1750 2.2633E-03 2.7994E-02 2.0940E-03

16240500 25 2040 1910 2020 1540 2640 4.0701E-03 2.7994E-02 3.5534E-03

16240500 50 2590 2370 2550 1850 3510 6.1047E-03 2.7994E-02 5.0117E-03

16240500 100 3230 2870 3150 2170 4560 8.7556E-03 2.9306E-02 6.7415E-03

16240500 500 5150 4190 4800 2960 7770 1.7427E-02 3.3379E-02 1.1449E-02

16244000 2 422 505 425 346 524 2.2291E-03 4.3605E-02 2.1207E-03

16244000 5 815 944 825 660 1030 2.6506E-03 3.0642E-02 2.4395E-03

16244000 10 1150 1320 1170 903 1500 3.5941E-03 2.7994E-02 3.1851E-03

16244000 25 1650 1870 1680 1230 2310 5.8359E-03 2.7994E-02 4.8292E-03

16244000 50 2080 2350 2140 1490 3070 8.3638E-03 2.7994E-02 6.4398E-03

16244000 100 2560 2890 2650 1760 4010 1.1651E-02 2.9306E-02 8.3368E-03

16244000 500 3900 4330 4070 2410 6860 2.2341E-02 3.3379E-02 1.3383E-02

16246000 2 387 428 390 305 498 3.1446E-03 4.3605E-02 2.9331E-03

16246000 5 740 823 748 589 949 3.0879E-03 3.0642E-02 2.8052E-03

16246000 10 1010 1170 1030 793 1330 3.7542E-03 2.7994E-02 3.3103E-03

16246000 25 1380 1680 1430 1050 1950 5.7062E-03 2.7994E-02 4.7400E-03

16246000 50 1670 2130 1760 1230 2520 8.0678E-03 2.7994E-02 6.2628E-03

16246000 100 1970 2640 2130 1420 3200 1.1218E-02 2.9306E-02 8.1127E-03

16246000 500 2680 4030 3150 1880 5280 2.1577E-02 3.3379E-02 1.3106E-02

16247200 2 921 377 834 609 1140 5.4646E-03 4.3605E-02 4.8561E-03

16247200 5 1440 812 1310 950 1800 5.9858E-03 3.0642E-02 5.0076E-03

16247200 10 1780 1220 1650 1160 2330 7.5477E-03 2.7994E-02 5.9449E-03

16247200 25 2220 1870 2120 1420 3160 1.0767E-02 2.7994E-02 7.7762E-03

16247200 50 2550 2460 2520 1630 3900 1.4067E-02 2.7994E-02 9.3625E-03

16247200 100 2880 3140 2970 1850 4790 1.8118E-02 2.9306E-02 1.1196E-02

16247200 500 3630 5110 4270 2420 7550 3.0429E-02 3.3379E-02 1.5918E-02
 87

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16247500 2 552 425 544 433 682 2.6835E-03 4.3605E-02 2.5279E-03

16247500 5 1050 939 1040 800 1350 3.7532E-03 3.0642E-02 3.3437E-03

16247500 10 1500 1430 1490 1090 2020 5.5709E-03 2.7994E-02 4.6462E-03

16247500 25 2220 2210 2220 1510 3250 9.6096E-03 2.7994E-02 7.1538E-03

16247500 50 2880 2930 2900 1870 4480 1.4029E-02 2.7994E-02 9.3453E-03

16247500 100 3660 3780 3710 2270 6050 1.9695E-02 2.9306E-02 1.1779E-02

16247500 500 6050 6220 6140 3360 11200 3.7919E-02 3.3379E-02 1.7752E-02

16247900 2 398 205 376 285 496 4.1130E-03 4.3605E-02 3.7585E-03

16247900 5 827 494 759 550 1050 6.0875E-03 3.0642E-02 5.0786E-03

16247900 10 1250 783 1110 761 1620 9.2708E-03 2.7994E-02 6.9644E-03

16247900 25 1970 1270 1680 1060 2650 1.6226E-02 2.7994E-02 1.0272E-02

16247900 50 2680 1740 2200 1320 3670 2.3775E-02 2.7994E-02 1.2856E-02

16247900 100 3570 2300 2820 1610 4960 3.3418E-02 2.9306E-02 1.5614E-02

16247900 500 6520 4010 4730 2430 9240 6.4322E-02 3.3379E-02 2.1975E-02

16248800 2 346 690 368 262 519 6.3378E-03 6.3044E-02 5.7589E-03

16248800 5 798 1310 845 613 1160 5.7020E-03 4.3605E-02 5.0426E-03

16248800 10 1170 1830 1250 893 1760 6.6616E-03 3.7645E-02 5.6600E-03

16248800 25 1710 2580 1870 1250 2780 1.0024E-02 3.6202E-02 7.8506E-03

16248800 50 2130 3220 2390 1520 3780 1.4256E-02 3.6202E-02 1.0228E-02

16248800 100 2570 3890 2960 1760 4970 1.9948E-02 3.9107E-02 1.3210E-02

16248800 500 3630 5700 4430 2290 8580 3.8553E-02 4.8262E-02 2.1432E-02

16249000 2 1640 1020 1540 1030 2320 9.3789E-03 6.3044E-02 8.1643E-03

16249000 5 3020 1930 2730 1750 4260 1.2447E-02 4.3605E-02 9.6828E-03

16249000 10 4170 2680 3630 2220 5920 1.7190E-02 3.7645E-02 1.1801E-02

16249000 25 5900 3770 4880 2800 8530 2.6332E-02 3.6202E-02 1.5244E-02

16249000 50 7390 4670 5890 3220 10800 3.5459E-02 3.6202E-02 1.7913E-02

16249000 100 9070 5630 7000 3630 13500 4.6537E-02 3.9107E-02 2.1250E-02

16249000 500 13800 8160 9940 4540 21700 7.9975E-02 4.8262E-02 3.0099E-02

16249100 2 109 190 113 83.4 153 4.9231E-03 6.3044E-02 4.5665E-03

16249100 5 250 366 260 191 354 5.2508E-03 4.3605E-02 4.6865E-03

16249100 10 377 518 395 282 555 6.6562E-03 3.7645E-02 5.6561E-03

16249100 25 575 745 609 407 912 1.0265E-02 3.6202E-02 7.9972E-03

16249100 50 749 940 799 505 1260 1.4450E-02 3.6202E-02 1.0328E-02

16249100 100 944 1160 1010 603 1700 1.9950E-02 3.9107E-02 1.3211E-02

16249100 500 1480 1750 1600 826 3080 3.7918E-02 4.8262E-02 2.1235E-02
88 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16254000 2 821 985 831 624 1110 4.2976E-03 6.3044E-02 4.0233E-03

16254000 5 1890 1870 1890 1390 2570 5.1241E-03 4.3605E-02 4.5853E-03

16254000 10 2920 2590 2870 2030 4050 6.9333E-03 3.7645E-02 5.8550E-03

16254000 25 4620 3640 4370 2880 6630 1.1167E-02 3.6202E-02 8.5344E-03

16254000 50 6210 4510 5630 3500 9050 1.5903E-02 3.6202E-02 1.1049E-02

16254000 100 8080 5440 7010 4100 12000 2.2037E-02 3.9107E-02 1.4094E-02

16254000 500 13800 7900 10600 5410 20900 4.1895E-02 4.8262E-02 2.2427E-02

16260500 2 1700 2100 1720 1330 2230 3.5112E-03 6.3044E-02 3.3260E-03

16260500 5 3330 3960 3380 2570 4460 4.0915E-03 4.3605E-02 3.7405E-03

16260500 10 4700 5440 4790 3510 6530 5.4339E-03 3.7645E-02 4.7485E-03

16260500 25 6740 7560 6890 4740 10000 8.5578E-03 3.6202E-02 6.9216E-03

16260500 50 8490 9310 8690 5660 13300 1.2036E-02 3.6202E-02 9.0331E-03

16260500 100 10400 11100 10600 6530 17300 1.6528E-02 3.9107E-02 1.1618E-02

16260500 500 15700 15800 15700 8470 29300 3.1008E-02 4.8262E-02 1.8879E-02

16265600 2 791 614 780 599 1020 3.6129E-03 6.3044E-02 3.4171E-03

16265600 5 1210 1170 1210 876 1670 5.7344E-03 4.3605E-02 5.0679E-03

16265600 10 1550 1630 1560 1070 2280 8.7002E-03 3.7645E-02 7.0669E-03

16265600 25 2030 2310 2110 1330 3340 1.4529E-02 3.6202E-02 1.0368E-02

16265600 50 2440 2870 2590 1550 4340 2.0461E-02 3.6202E-02 1.3073E-02

16265600 100 2900 3480 3130 1760 5560 2.7755E-02 3.9107E-02 1.6234E-02

16265600 500 4160 5120 4630 2280 9390 5.0147E-02 4.8262E-02 2.4593E-02

16270900 2 198 328 204 156 266 3.6594E-03 6.3044E-02 3.4586E-03

16270900 5 367 629 386 288 517 4.6385E-03 4.3605E-02 4.1925E-03

16270900 10 508 884 550 394 769 6.4293E-03 3.7645E-02 5.4914E-03

16270900 25 719 1260 815 543 1220 1.0339E-02 3.6202E-02 8.0421E-03

16270900 50 902 1580 1060 669 1680 1.4559E-02 3.6202E-02 1.0383E-02

16270900 100 1110 1930 1340 795 2240 1.9923E-02 3.9107E-02 1.3199E-02

16270900 500 1680 2890 2120 1110 4080 3.6975E-02 4.8262E-02 2.0936E-02

16275000 2 571 564 570 459 708 2.3813E-03 6.3044E-02 2.2947E-03

16275000 5 1210 1080 1200 940 1540 3.2281E-03 4.3605E-02 3.0056E-03

16275000 10 1830 1500 1790 1340 2410 4.7681E-03 3.7645E-02 4.2321E-03

16275000 25 2890 2130 2730 1880 3960 8.3148E-03 3.6202E-02 6.7618E-03

16275000 50 3910 2650 3540 2300 5450 1.2268E-02 3.6202E-02 9.1632E-03

16275000 100 5150 3220 4460 2720 7310 1.7389E-02 3.9107E-02 1.2037E-02

16275000 500 9160 4740 6980 3690 13200 3.4025E-02 4.8262E-02 1.9956E-02
 89

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16278000 2 43.1 239 52.5 35.7 77 8.1664E-03 6.3044E-02 7.2299E-03

16278000 5 108 459 149 95.4 233 1.2642E-02 4.3605E-02 9.8007E-03

16278000 10 181 648 280 168 467 1.9535E-02 3.7645E-02 1.2861E-02

16278000 25 326 929 542 298 986 3.4254E-02 3.6202E-02 1.7601E-02

16278000 50 484 1170 808 420 1550 5.0035E-02 3.6202E-02 2.1005E-02

16278000 100 701 1430 1110 542 2260 7.0060E-02 3.9107E-02 2.5097E-02

16278000 500 1540 2160 1970 843 4620 1.3378E-01 4.8262E-02 3.5467E-02

16279500 2 956 924 950 598 1510 1.2645E-02 6.3044E-02 1.0533E-02

16279500 5 2630 1750 2380 1490 3800 1.4153E-02 4.3605E-02 1.0685E-02

16279500 10 4370 2430 3610 2190 5950 1.8237E-02 3.7645E-02 1.2285E-02

16279500 25 7390 3420 5300 3010 9320 2.7576E-02 3.6202E-02 1.5653E-02

16279500 50 10300 4250 6550 3540 12100 3.7830E-02 3.6202E-02 1.8499E-02

16279500 100 13800 5120 7870 4020 15400 5.0949E-02 3.9107E-02 2.2125E-02

16279500 500 24400 7450 11200 5010 25000 9.2738E-02 4.8262E-02 3.1743E-02

16283000 2 130 63.2 125 95.8 162 3.6005E-03 6.3044E-02 3.4060E-03

16283000 5 258 123 236 171 326 5.8347E-03 4.3605E-02 5.1461E-03

16283000 10 384 176 328 222 485 9.3559E-03 3.7645E-02 7.4935E-03

16283000 25 606 257 460 283 748 1.7129E-02 3.6202E-02 1.1627E-02

16283000 50 828 328 564 324 980 2.5637E-02 3.6202E-02 1.5009E-02

16283000 100 1110 409 685 368 1270 3.6569E-02 3.9107E-02 1.8898E-02

16283000 500 2080 637 1030 476 2210 7.1856E-02 4.8262E-02 2.8871E-02

16283200 2 427 492 429 343 537 2.5639E-03 6.3044E-02 2.4637E-03

16283200 5 663 939 676 542 843 2.5502E-03 4.3605E-02 2.4093E-03

16283200 10 818 1310 848 666 1080 3.0998E-03 3.7645E-02 2.8640E-03

16283200 25 1010 1860 1080 811 1440 4.5481E-03 3.6202E-02 4.0405E-03

16283200 50 1150 2330 1270 916 1770 6.2225E-03 3.6202E-02 5.3098E-03

16283200 100 1280 2830 1470 1010 2140 8.4071E-03 3.9107E-02 6.9195E-03

16283200 500 1580 4180 2000 1230 3250 1.5435E-02 4.8262E-02 1.1695E-02

16283480 2 808 1090 828 597 1150 5.7160E-03 6.3044E-02 5.2408E-03

16283480 5 1670 2060 1730 1190 2520 8.3607E-03 4.3605E-02 7.0156E-03

16283480 10 2510 2860 2590 1670 4010 1.2478E-02 3.7645E-02 9.3714E-03

16283480 25 3930 4010 3960 2350 6670 2.1156E-02 3.6202E-02 1.3353E-02

16283480 50 5310 4970 5150 2880 9200 3.0376E-02 3.6202E-02 1.6517E-02

16283480 100 7010 5980 6460 3400 12300 4.2006E-02 3.9107E-02 2.0252E-02

16283480 500 12500 8660 9970 4570 21800 7.8755E-02 4.8262E-02 2.9924E-02
90 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16283600 2 97.7 60.2 95.6 75.2 122 2.9615E-03 6.3044E-02 2.8287E-03

16283600 5 177 117 171 131 224 3.9182E-03 4.3605E-02 3.5952E-03

16283600 10 244 168 232 170 319 5.5851E-03 3.7645E-02 4.8636E-03

16283600 25 345 245 322 219 474 9.2292E-03 3.6202E-02 7.3543E-03

16283600 50 434 313 398 255 620 1.3172E-02 3.6202E-02 9.6583E-03

16283600 100 534 390 483 292 799 1.8195E-02 3.9107E-02 1.2417E-02

16283600 500 819 609 724 382 1370 3.4210E-02 4.8262E-02 2.0019E-02

16283700 2 78.6 54.8 77.6 63 95.6 2.2098E-03 6.3044E-02 2.1349E-03

16283700 5 132 107 130 102 164 2.9438E-03 4.3605E-02 2.7576E-03

16283700 10 174 153 171 130 226 4.2130E-03 3.7645E-02 3.7889E-03

16283700 25 235 224 233 165 329 6.9845E-03 3.6202E-02 5.8549E-03

16283700 50 286 286 286 192 427 9.9825E-03 3.6202E-02 7.8249E-03

16283700 100 343 357 347 220 547 1.3800E-02 3.9107E-02 1.0201E-02

16283700 500 498 559 519 289 932 2.5974E-02 4.8262E-02 1.6886E-02

16284000 2 422 552 427 330 553 3.4422E-03 6.3044E-02 3.2640E-03

16284000 5 871 1050 887 665 1180 4.4980E-03 4.3605E-02 4.0774E-03

16284000 10 1290 1470 1310 939 1830 6.4137E-03 3.7645E-02 5.4800E-03

16284000 25 1960 2080 1990 1320 3000 1.0706E-02 3.6202E-02 8.2627E-03

16284000 50 2590 2600 2590 1620 4150 1.5415E-02 3.6202E-02 1.0811E-02

16284000 100 3330 3150 3270 1920 5560 2.1456E-02 3.9107E-02 1.3855E-02

16284000 500 5600 4640 5140 2630 10100 4.0873E-02 4.8262E-02 2.2131E-02

16284200 2 536 556 537 434 664 2.2959E-03 6.3044E-02 2.2152E-03

16284200 5 873 1060 882 710 1100 2.4540E-03 4.3605E-02 2.3233E-03

16284200 10 1110 1480 1140 892 1450 3.1007E-03 3.7645E-02 2.8647E-03

16284200 25 1420 2100 1490 1110 1990 4.7024E-03 3.6202E-02 4.1618E-03

16284200 50 1660 2620 1780 1270 2490 6.5269E-03 3.6202E-02 5.5299E-03

16284200 100 1900 3180 2090 1420 3070 8.9022E-03 3.9107E-02 7.2515E-03

16284200 500 2470 4680 2910 1760 4800 1.6587E-02 4.8262E-02 1.2344E-02

16291000 2 600 619 602 403 901 9.0897E-03 6.3044E-02 7.9443E-03

16291000 5 1160 1180 1160 745 1820 1.2585E-02 4.3605E-02 9.7665E-03

16291000 10 1650 1640 1650 1000 2710 1.7830E-02 3.7645E-02 1.2099E-02

16291000 25 2430 2320 2380 1350 4200 2.8103E-02 3.6202E-02 1.5821E-02

16291000 50 3140 2900 3010 1630 5580 3.8495E-02 3.6202E-02 1.8657E-02

16291000 100 3960 3510 3700 1890 7240 5.1216E-02 3.9107E-02 2.2175E-02

16291000 500 6380 5160 5560 2500 12400 9.0031E-02 4.8262E-02 3.1420E-02
 91

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16294900 2 2200 1060 2140 1720 2670 2.4739E-03 6.3044E-02 2.3805E-03

16294900 5 3980 2010 3850 3110 4750 2.3280E-03 4.3605E-02 2.2100E-03

16294900 10 5260 2790 5040 4010 6340 2.7777E-03 3.7645E-02 2.5868E-03

16294900 25 6940 3910 6540 4950 8630 4.2340E-03 3.6202E-02 3.7907E-03

16294900 50 8200 4850 7610 5500 10500 6.0452E-03 3.6202E-02 5.1802E-03

16294900 100 9460 5840 8680 5950 12600 8.4830E-03 3.9107E-02 6.9709E-03

16294900 500 12400 8460 11200 6800 18500 1.6524E-02 4.8262E-02 1.2310E-02

16296500 2 3380 1570 3350 2990 3760 6.5134E-04 6.3044E-02 6.4468E-04

16296500 5 4600 2970 4570 4080 5120 6.4590E-04 4.3605E-02 6.3647E-04

16296500 10 5340 4090 5310 4680 6020 7.8970E-04 3.7645E-02 7.7348E-04

16296500 25 6200 5710 6180 5300 7220 1.2072E-03 3.6202E-02 1.1682E-03

16296500 50 6800 7050 6810 5670 8170 1.7117E-03 3.6202E-02 1.6344E-03

16296500 100 7360 8460 7410 5990 9180 2.3850E-03 3.9107E-02 2.2479E-03

16296500 500 8560 12100 8820 6580 11800 4.6029E-03 4.8262E-02 4.2022E-03

16303000 2 1840 1250 1820 1550 2150 1.3152E-03 6.3044E-02 1.2884E-03

16303000 5 2960 2370 2940 2480 3480 1.4597E-03 4.3605E-02 1.4124E-03

16303000 10 3760 3280 3740 3080 4530 1.8963E-03 3.7645E-02 1.8054E-03

16303000 25 4820 4590 4810 3790 6090 2.9847E-03 3.6202E-02 2.7574E-03

16303000 50 5650 5670 5650 4280 7460 4.2355E-03 3.6202E-02 3.7919E-03

16303000 100 6490 6820 6530 4730 9020 5.8748E-03 3.9107E-02 5.1075E-03

16303000 500 8550 9840 8780 5710 13500 1.1231E-02 4.8262E-02 9.1111E-03

16304200 2 835 613 825 663 1030 2.4295E-03 6.3044E-02 2.3394E-03

16304200 5 1460 1170 1440 1160 1790 2.4435E-03 4.3605E-02 2.3138E-03

16304200 10 1900 1630 1880 1480 2390 3.0031E-03 3.7645E-02 2.7812E-03

16304200 25 2500 2300 2470 1860 3290 4.5600E-03 3.6202E-02 4.0499E-03

16304200 50 2950 2870 2930 2100 4090 6.4128E-03 3.6202E-02 5.4478E-03

16304200 100 3400 3480 3420 2330 5010 8.8695E-03 3.9107E-02 7.2298E-03

16304200 500 4480 5120 4640 2800 7680 1.6921E-02 4.8262E-02 1.2528E-02

16304500 2 1780 1020 1740 1400 2170 2.4805E-03 6.3044E-02 2.3866E-03

16304500 5 2550 1940 2510 1990 3160 2.7865E-03 4.3605E-02 2.6191E-03

16304500 10 3050 2690 3020 2330 3910 3.5718E-03 3.7645E-02 3.2622E-03

16304500 25 3670 3770 3680 2710 5000 5.2574E-03 3.6202E-02 4.5908E-03

16304500 50 4130 4680 4210 2980 5950 7.0400E-03 3.6202E-02 5.8938E-03

16304500 100 4570 5640 4760 3220 7030 9.2719E-03 3.9107E-02 7.4949E-03

16304500 500 5580 8170 6150 3740 10100 1.6219E-02 4.8262E-02 1.2139E-02
92 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16310501 2 1280 1680 1320 873 2010 9.8286E-03 6.3044E-02 8.5030E-03

16310501 5 2790 3160 2860 1870 4370 1.1090E-02 4.3605E-02 8.8417E-03

16310501 10 4130 4360 4190 2650 6630 1.4285E-02 3.7645E-02 1.0355E-02

16310501 25 6190 6080 6150 3650 10400 2.1289E-02 3.6202E-02 1.3406E-02

16310501 50 7980 7500 7770 4380 13800 2.8798E-02 3.6202E-02 1.6039E-02

16310501 100 9990 8990 9480 5060 17800 3.8278E-02 3.9107E-02 1.9344E-02

16310501 500 15500 12900 13900 6530 29700 6.8059E-02 4.8262E-02 2.8238E-02

16325000 2 1210 1290 1220 1030 1440 1.4707E-03 4.3605E-02 1.4227E-03

16325000 5 1900 2230 1920 1580 2350 2.0899E-03 3.0642E-02 1.9565E-03

16325000 10 2440 3000 2490 1960 3170 3.1177E-03 2.7994E-02 2.8053E-03

16325000 25 3220 4090 3350 2470 4530 5.3764E-03 2.7994E-02 4.5102E-03

16325000 50 3870 5000 4100 2880 5830 7.8335E-03 2.7994E-02 6.1207E-03

16325000 100 4590 5990 4940 3300 7390 1.0975E-02 2.9306E-02 7.9846E-03

16325000 500 6550 8510 7250 4340 12100 2.1045E-02 3.3379E-02 1.2907E-02

16330000 2 2620 2090 2600 2210 3060 1.3714E-03 4.3605E-02 1.3296E-03

16330000 5 4330 3850 4290 3520 5230 2.0463E-03 3.0642E-02 1.9182E-03

16330000 10 5750 5350 5710 4490 7260 3.1774E-03 2.7994E-02 2.8535E-03

16330000 25 7930 7540 7860 5760 10700 5.7361E-03 2.7994E-02 4.7606E-03

16330000 50 9840 9400 9740 6760 14000 8.5698E-03 2.7994E-02 6.5612E-03

16330000 100 12000 11400 11900 7790 18000 1.2231E-02 2.9306E-02 8.6296E-03

16330000 500 18500 16800 17700 10400 30300 2.4114E-02 3.3379E-02 1.4000E-02

16331000 2 54 379 89.3 55.3 144 1.5179E-02 4.3605E-02 1.1260E-02

16331000 5 221 851 360 224 580 1.7467E-02 3.0642E-02 1.1125E-02

16331000 10 453 1300 729 439 1210 2.3043E-02 2.7994E-02 1.2639E-02

16331000 25 960 2040 1470 833 2590 3.6166E-02 2.7994E-02 1.5780E-02

16331000 50 1550 2720 2230 1220 4090 5.0854E-02 2.7994E-02 1.8055E-02

16331000 100 2370 3520 3130 1640 5990 6.9862E-02 2.9306E-02 2.0646E-02

16331000 500 5530 5860 5790 2770 12100 1.3127E-01 3.3379E-02 2.6612E-02

16340000 2 2570 3210 2600 2130 3160 1.9959E-03 4.3605E-02 1.9086E-03

16340000 5 4630 5600 4710 3720 5960 2.9836E-03 3.0642E-02 2.7189E-03

16340000 10 6460 7580 6610 4970 8780 4.6263E-03 2.7994E-02 3.9702E-03

16340000 25 9410 10400 9620 6700 13800 8.3224E-03 2.7994E-02 6.4152E-03

16340000 50 12100 12700 12300 8090 18700 1.2404E-02 2.7994E-02 8.5952E-03

16340000 100 15400 15200 15300 9520 24600 1.7669E-02 2.9306E-02 1.1023E-02

16340000 500 25300 21500 23300 12900 41900 3.4725E-02 3.3379E-02 1.7019E-02
 93

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16343000 2 3990 2580 3560 2200 5770 1.5416E-02 4.3605E-02 1.1389E-02

16343000 5 9490 4800 7450 4650 11900 1.6862E-02 3.0642E-02 1.0877E-02

16343000 10 14500 6710 10400 6330 17100 2.1319E-02 2.7994E-02 1.2102E-02

16343000 25 22500 9500 14300 8270 24700 3.0981E-02 2.7994E-02 1.4706E-02

16343000 50 29500 11900 17200 9590 30800 4.1219E-02 2.7994E-02 1.6671E-02

16343000 100 37400 14500 20200 10900 37700 5.4037E-02 2.9306E-02 1.9001E-02

16343000 500 59200 21300 27800 13700 56500 9.3857E-02 3.3379E-02 2.4623E-02

16345000 2 1950 1800 1940 1670 2260 1.1524E-03 4.3605E-02 1.1228E-03

16345000 5 2980 2830 2970 2540 3480 1.2810E-03 3.0642E-02 1.2296E-03

16345000 10 3690 3630 3680 3080 4400 1.6631E-03 2.7994E-02 1.5699E-03

16345000 25 4600 4710 4610 3700 5750 2.6066E-03 2.7994E-02 2.3846E-03

16345000 50 5300 5570 5330 4120 6890 3.6859E-03 2.7994E-02 3.2570E-03

16345000 100 6000 6480 6070 4510 8170 5.0970E-03 2.9306E-02 4.3418E-03

16345000 500 7670 8720 7890 5340 11700 9.6965E-03 3.3379E-02 7.5138E-03

16350000 2 1510 1740 1520 1210 1910 2.7066E-03 4.3605E-02 2.5484E-03

16350000 5 2920 3090 2930 2310 3720 3.0400E-03 3.0642E-02 2.7656E-03

16350000 10 4070 4210 4090 3130 5340 3.9713E-03 2.7994E-02 3.4779E-03

16350000 25 5770 5830 5780 4190 7980 6.2518E-03 2.7994E-02 5.1105E-03

16350000 50 7190 7170 7180 4960 10400 8.8522E-03 2.7994E-02 6.7255E-03

16350000 100 8730 8640 8710 5730 13200 1.2248E-02 2.9306E-02 8.6380E-03

16350000 500 12900 12400 12700 7470 21500 2.3311E-02 3.3379E-02 1.3725E-02

16400000 2 2630 2450 2620 2300 2980 8.4550E-04 2.4200E-02 8.1696E-04

16400000 5 4390 4340 4380 3730 5150 1.4206E-03 1.1435E-02 1.2636E-03

16400000 10 5990 6050 6000 4950 7280 2.4385E-03 7.3975E-03 1.8340E-03

16400000 25 8620 9050 8820 7020 11100 4.9469E-03 5.3736E-03 2.5757E-03

16400000 50 11100 12000 11700 9120 14900 7.8704E-03 4.7677E-03 2.9691E-03

16400000 100 14200 15700 15200 11600 20000 1.1763E-02 5.3736E-03 3.6885E-03

16400000 500 24000 27200 26500 19400 36300 2.4830E-02 6.0141E-03 4.8415E-03

16402000 2 2340 2280 2330 1750 3090 4.7417E-03 2.4200E-02 3.9648E-03

16402000 5 4690 4050 4440 3310 5960 6.7757E-03 1.1435E-02 4.2546E-03

16402000 10 6890 5660 6150 4580 8260 1.0025E-02 7.3975E-03 4.2566E-03

16402000 25 10600 8460 8920 6690 11900 1.6955E-02 5.3736E-03 4.0804E-03

16402000 50 14000 11200 11600 8740 15500 2.4364E-02 4.7677E-03 3.9874E-03

16402000 100 18200 14600 15000 11100 20500 3.3743E-02 5.3736E-03 4.6354E-03

16402000 500 31400 25200 25700 18400 35900 6.3485E-02 6.0141E-03 5.4937E-03
94 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16403000 2 736 608 721 572 909 2.9686E-03 2.4200E-02 2.6443E-03

16403000 5 1270 1200 1250 971 1600 4.2531E-03 1.1435E-02 3.1000E-03

16403000 10 1710 1720 1710 1320 2230 6.2935E-03 7.3975E-03 3.4005E-03

16403000 25 2380 2530 2480 1890 3250 1.0628E-02 5.3736E-03 3.5691E-03

16403000 50 2970 3260 3190 2430 4180 1.5253E-02 4.7677E-03 3.6323E-03

16403000 100 3640 4100 4000 2980 5380 2.1099E-02 5.3736E-03 4.2828E-03

16403000 500 5560 6560 6420 4630 8890 3.9614E-02 6.0141E-03 5.2214E-03

16404000 2 1380 1260 1360 999 1840 5.6388E-03 2.4200E-02 4.5732E-03

16404000 5 2870 2350 2660 1980 3580 6.9568E-03 1.1435E-02 4.3253E-03

16404000 10 4210 3320 3680 2750 4930 9.4808E-03 7.3975E-03 4.1553E-03

16404000 25 6330 4930 5260 3960 6990 1.5006E-02 5.3736E-03 3.9567E-03

16404000 50 8230 6460 6760 5100 8950 2.0971E-02 4.7677E-03 3.8846E-03

16404000 100 10400 8270 8580 6330 11600 2.8552E-02 5.3736E-03 4.5224E-03

16404000 500 16800 13800 14100 10100 19600 5.2624E-02 6.0141E-03 5.3973E-03

16404200 2 166 169 167 122 228 5.8927E-03 2.4200E-02 4.7388E-03

16404200 5 348 369 356 265 478 6.8393E-03 1.1435E-02 4.2796E-03

16404200 10 507 539 524 393 699 9.0033E-03 7.3975E-03 4.0609E-03

16404200 25 751 782 773 584 1020 1.3886E-02 5.3736E-03 3.8743E-03

16404200 50 965 981 978 740 1290 1.9227E-02 4.7677E-03 3.8204E-03

16404200 100 1210 1190 1190 882 1610 2.6056E-02 5.3736E-03 4.4549E-03

16404200 500 1880 1770 1780 1280 2480 4.7836E-02 6.0141E-03 5.3424E-03

16405000 2 872 457 805 629 1030 3.4091E-03 2.4200E-02 2.9882E-03

16405000 5 1550 922 1330 1030 1730 4.7647E-03 1.1435E-02 3.3633E-03

16405000 10 2130 1320 1690 1290 2210 6.9536E-03 7.3975E-03 3.5844E-03

16405000 25 3020 1940 2230 1700 2930 1.1606E-02 5.3736E-03 3.6730E-03

16405000 50 3800 2490 2740 2080 3600 1.6567E-02 4.7677E-03 3.7023E-03

16405000 100 4690 3110 3360 2500 4530 2.2836E-02 5.3736E-03 4.3500E-03

16405000 500 7290 4890 5140 3700 7130 4.2672E-02 6.0141E-03 5.2712E-03

16405500 2 1180 933 1160 942 1420 2.2945E-03 2.4200E-02 2.0957E-03

16405500 5 2120 1780 2060 1670 2530 2.6248E-03 1.1435E-02 2.1348E-03

16405500 10 2860 2530 2750 2210 3430 3.4602E-03 7.3975E-03 2.3575E-03

16405500 25 3910 3740 3820 3020 4840 5.4596E-03 5.3736E-03 2.7081E-03

16405500 50 4770 4870 4830 3780 6170 7.7164E-03 4.7677E-03 2.9469E-03

16405500 100 5690 6190 6020 4600 7880 1.0650E-02 5.3736E-03 3.5715E-03

16405500 500 8080 10100 9600 7060 13000 2.0168E-02 6.0141E-03 4.6327E-03
 95

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16408000 2 1430 1910 1460 1220 1740 1.6258E-03 2.4200E-02 1.5235E-03

16408000 5 2710 3450 2830 2310 3470 2.4735E-03 1.1435E-02 2.0336E-03

16408000 10 3920 4840 4210 3350 5300 3.9369E-03 7.3975E-03 2.5695E-03

16408000 25 5940 7220 6650 5170 8550 7.3503E-03 5.3736E-03 3.1042E-03

16408000 50 7890 9550 9020 6950 11700 1.1197E-02 4.7677E-03 3.3439E-03

16408000 100 10300 12400 11800 8880 15800 1.6218E-02 5.3736E-03 4.0362E-03

16408000 500 18100 21100 20600 14900 28400 3.2693E-02 6.0141E-03 5.0797E-03

16411300 2 19.5 63.5 19.9 12.7 31.2 1.0068E-02 6.9311E-01 9.9235E-03

16411300 5 47.6 173 49.8 32 77.6 9.9911E-03 2.7246E-01 9.6376E-03

16411300 10 72.8 276 79.7 49.3 129 1.2136E-02 1.6824E-01 1.1320E-02

16411300 25 111 433 131 74.4 231 1.7847E-02 1.3074E-01 1.5703E-02

16411300 50 144 570 175 90.8 336 2.4478E-02 1.4957E-01 2.1035E-02

16411300 100 180 722 231 110 486 3.3147E-02 1.4957E-01 2.7134E-02

16411300 500 273 1130 371 138 996 6.1088E-02 2.2231E-01 4.7920E-02

16411320 2 13.5 119 16.9 5.1 56.3 7.9282E-02 6.9311E-01 7.1144E-02

16411320 5 198 345 222 77.1 637 6.8498E-02 2.7246E-01 5.4737E-02

16411320 10 667 576 637 224 1810 7.8681E-02 1.6824E-01 5.3609E-02

16411320 25 2130 952 1450 473 4470 1.1741E-01 1.3074E-01 6.1859E-02

16411320 50 4180 1290 2250 634 7990 1.6661E-01 1.4957E-01 7.8815E-02

16411320 100 7350 1670 2980 764 11600 2.3262E-01 1.4957E-01 9.1035E-02

16411320 500 20200 2750 5340 939 30400 4.4596E-01 2.2231E-01 1.4835E-01

16411400 2 293 240 292 164 521 1.6890E-02 6.9311E-01 1.6488E-02

16411400 5 962 737 946 522 1710 1.8536E-02 2.7246E-01 1.7355E-02

16411400 10 1740 1300 1680 874 3210 2.3657E-02 1.6824E-01 2.0741E-02

16411400 25 3190 2280 2970 1390 6310 3.5633E-02 1.3074E-01 2.8001E-02

16411400 50 4660 3180 4240 1780 10100 4.8915E-02 1.4957E-01 3.6860E-02

16411400 100 6510 4230 5710 2170 15000 6.5983E-02 1.4957E-01 4.5785E-02

16411400 500 12500 7290 10300 2930 36600 1.2055E-01 2.2231E-01 7.8165E-02

16411600 2 23.4 41.6 23.6 15.3 36.4 9.3488E-03 6.9311E-01 9.2244E-03

16411600 5 61.4 109 62.5 41.2 94.9 8.8291E-03 2.7246E-01 8.5520E-03

16411600 10 96.6 168 99.8 63.7 156 1.0515E-02 1.6824E-01 9.8961E-03

16411600 25 151 255 160 93.5 272 1.5663E-02 1.3074E-01 1.3987E-02

16411600 50 197 329 211 113 393 2.1923E-02 1.4957E-01 1.9121E-02

16411600 100 248 411 270 132 552 3.0256E-02 1.4957E-01 2.5166E-02

16411600 500 379 626 420 160 1100 5.7431E-02 2.2231E-01 4.5640E-02
96 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16411640 2 446 138 443 338 581 3.6213E-03 6.9311E-01 3.6025E-03

16411640 5 943 404 928 674 1280 5.0903E-03 2.7246E-01 4.9969E-03

16411640 10 1430 683 1380 940 2030 7.5783E-03 1.6824E-01 7.2516E-03

16411640 25 2250 1140 2120 1290 3460 1.3106E-02 1.3074E-01 1.1912E-02

16411640 50 3060 1560 2830 1570 5100 1.9156E-02 1.4957E-01 1.6981E-02

16411640 100 4050 2030 3640 1840 7200 2.6915E-02 1.4957E-01 2.2810E-02

16411640 500 7280 3370 6290 2490 15900 5.1872E-02 2.2231E-01 4.2058E-02

16411800 2 2.4 120 3.5 1.1 11 7.2456E-02 6.9311E-01 6.5598E-02

16411800 5 31.8 347 49.3 18 135 6.1106E-02 2.7246E-01 4.9912E-02

16411800 10 101 579 169 61.9 459 6.9620E-02 1.6824E-01 4.9243E-02

16411800 25 302 957 504 170 1500 1.0457E-01 1.3074E-01 5.8099E-02

16411800 50 570 1300 861 251 2960 1.4951E-01 1.4957E-01 7.4770E-02

16411800 100 964 1680 1330 351 5060 2.0992E-01 1.4957E-01 8.7339E-02

16411800 500 2460 2760 2650 479 14600 4.0445E-01 2.2231E-01 1.4346E-01

16411900 2 196 129 194 123 308 1.0613E-02 6.9311E-01 1.0453E-02

16411900 5 409 375 407 260 638 1.0263E-02 2.7246E-01 9.8904E-03

16411900 10 577 631 580 358 940 1.2275E-02 1.6824E-01 1.1440E-02

16411900 25 809 1050 834 476 1460 1.7440E-02 1.3074E-01 1.5387E-02

16411900 50 991 1430 1040 549 1980 2.3280E-02 1.4957E-01 2.0145E-02

16411900 100 1180 1860 1270 619 2620 3.0789E-02 1.4957E-01 2.5533E-02

16411900 500 1620 3060 1840 715 4720 5.4469E-02 2.2231E-01 4.3749E-02

16413500 2 498 364 497 364 679 4.8239E-03 6.9311E-01 4.7906E-03

16413500 5 1020 1160 1030 714 1480 6.6048E-03 2.7246E-01 6.4485E-03

16413500 10 1510 2120 1540 1000 2370 9.5629E-03 1.6824E-01 9.0486E-03

16413500 25 2320 3840 2450 1430 4200 1.5926E-02 1.3074E-01 1.4197E-02

16413500 50 3080 5470 3330 1770 6270 2.2755E-02 1.4957E-01 1.9750E-02

16413500 100 4000 7380 4450 2150 9200 3.1414E-02 1.4957E-01 2.5961E-02

16413500 500 6840 13100 7840 2960 20800 5.8912E-02 2.2231E-01 4.6571E-02

16414000 2 684 281 682 538 865 2.7817E-03 6.9311E-01 2.7706E-03

16414000 5 1330 877 1330 1040 1700 3.0067E-03 2.7246E-01 2.9739E-03

16414000 10 1860 1560 1850 1410 2450 3.8457E-03 1.6824E-01 3.7597E-03

16414000 25 2630 2780 2630 1870 3700 5.9892E-03 1.3074E-01 5.7268E-03

16414000 50 3260 3910 3290 2190 4920 8.4743E-03 1.4957E-01 8.0199E-03

16414000 100 3940 5220 4020 2510 6430 1.1742E-02 1.4957E-01 1.0888E-02

16414000 500 5700 9110 5950 3130 11300 2.2437E-02 2.2231E-01 2.0380E-02
 97

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16415000 2 255 57.9 253 186 343 4.6384E-03 6.9311E-01 4.6076E-03

16415000 5 498 157 483 329 707 7.3621E-03 2.7246E-01 7.1684E-03

16415000 10 729 248 681 426 1090 1.1495E-02 1.6824E-01 1.0760E-02

16415000 25 1130 385 975 536 1770 2.0273E-02 1.3074E-01 1.7552E-02

16415000 50 1510 505 1260 620 2570 2.9659E-02 1.4957E-01 2.4751E-02

16415000 100 1990 638 1550 689 3510 4.1552E-02 1.4957E-01 3.2518E-02

16415000 500 3580 996 2560 858 7610 7.9346E-02 2.2231E-01 5.8475E-02

16415400 2 441 147 440 374 517 1.2894E-03 6.9311E-01 1.2871E-03

16415400 5 665 433 663 565 779 1.2688E-03 2.7246E-01 1.2629E-03

16415400 10 810 734 809 678 965 1.5438E-03 1.6824E-01 1.5298E-03

16415400 25 986 1230 990 797 1230 2.3440E-03 1.3074E-01 2.3027E-03

16415400 50 1110 1690 1120 869 1450 3.3098E-03 1.4957E-01 3.2382E-03

16415400 100 1240 2210 1260 930 1700 4.5971E-03 1.4957E-01 4.4600E-03

16415400 500 1510 3670 1560 1030 2360 8.8267E-03 2.2231E-01 8.4896E-03

16416000 2 347 44.1 345 285 418 1.7783E-03 6.9311E-01 1.7737E-03

16416000 5 497 116 493 411 591 1.6406E-03 2.7246E-01 1.6307E-03

16416000 10 587 180 579 475 705 1.9287E-03 1.6824E-01 1.9068E-03

16416000 25 689 274 676 533 856 2.8069E-03 1.3074E-01 2.7479E-03

16416000 50 758 355 744 564 981 3.8636E-03 1.4957E-01 3.7663E-03

16416000 100 822 444 805 584 1110 5.2585E-03 1.4957E-01 5.0799E-03

16416000 500 953 679 940 608 1450 9.7454E-03 2.2231E-01 9.3361E-03

16419000 2 142 174 148 109 201 5.6938E-03 2.4200E-02 4.6093E-03

16419000 5 336 380 351 263 470 6.5072E-03 1.1435E-02 4.1471E-03

16419000 10 521 554 538 405 715 8.5516E-03 7.3975E-03 3.9664E-03

16419000 25 823 805 810 613 1070 1.3388E-02 5.3736E-03 3.8345E-03

16419000 50 1100 1010 1030 778 1360 1.8814E-02 4.7677E-03 3.8038E-03

16419000 100 1420 1230 1260 934 1710 2.5842E-02 5.3736E-03 4.4486E-03

16419000 500 2380 1830 1880 1350 2620 4.8561E-02 6.0141E-03 5.3514E-03

16419500 2 225 407 254 185 349 6.2031E-03 2.4200E-02 4.9375E-03

16419500 5 570 830 657 488 884 6.9817E-03 1.1435E-02 4.3349E-03

16419500 10 911 1190 1060 791 1410 9.1082E-03 7.3975E-03 4.0821E-03

16419500 25 1480 1750 1670 1260 2220 1.4238E-02 5.3736E-03 3.9013E-03

16419500 50 2020 2240 2200 1660 2910 2.0044E-02 4.7677E-03 3.8516E-03

16419500 100 2660 2780 2760 2040 3740 2.7596E-02 5.3736E-03 4.4978E-03

16419500 500 4570 4350 4370 3140 6090 5.2098E-02 6.0141E-03 5.3917E-03
98 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16500100 2 236 1080 246 191 318 3.2656E-03 1.1754E-01 3.1774E-03

16500100 5 493 1790 532 393 721 4.8147E-03 7.5214E-02 4.5250E-03

16500100 10 745 2340 833 576 1200 7.3900E-03 6.8199E-02 6.6675E-03

16500100 25 1180 3120 1390 866 2230 1.3152E-02 6.6470E-02 1.0979E-02

16500100 50 1620 3750 1940 1110 3390 1.9490E-02 6.9938E-02 1.5242E-02

16500100 100 2160 4430 2620 1380 4980 2.7649E-02 7.5214E-02 2.0217E-02

16500100 500 3990 6130 4680 2040 10700 5.4012E-02 9.1468E-02 3.3959E-02

16500300 2 3460 7460 3520 2760 4510 3.0485E-03 1.1754E-01 2.9715E-03

16500300 5 6440 11000 6580 5130 8450 3.1925E-03 7.5214E-02 3.0625E-03

16500300 10 8740 13600 8960 6790 11800 4.0033E-03 6.8199E-02 3.7814E-03

16500300 25 11900 17000 12300 8770 17200 6.1163E-03 6.6470E-02 5.6010E-03

16500300 50 14500 19700 15000 10100 22200 8.5766E-03 6.9938E-02 7.6397E-03

16500300 100 17100 22500 17800 11300 28100 1.1813E-02 7.5214E-02 1.0209E-02

16500300 500 23800 29400 24800 13500 45400 2.2376E-02 9.1468E-02 1.7978E-02

16500800 2 519 442 517 397 673 3.5207E-03 1.1754E-01 3.4183E-03

16500800 5 1130 777 1110 798 1530 5.5696E-03 7.5214E-02 5.1856E-03

16500800 10 1780 1040 1680 1120 2500 8.9322E-03 6.8199E-02 7.8978E-03

16500800 25 2990 1430 2580 1540 4350 1.6562E-02 6.6470E-02 1.3258E-02

16500800 50 4270 1750 3370 1830 6230 2.5041E-02 6.9938E-02 1.8439E-02

16500800 100 5940 2090 4240 2100 8570 3.6027E-02 7.5214E-02 2.4359E-02

16500800 500 12100 2980 6530 2640 16100 7.1808E-02 9.1468E-02 4.0227E-02

16501000 2 5610 3300 5590 4940 6330 7.5678E-04 1.1754E-01 7.5194E-04

16501000 5 8120 5130 8070 7030 9270 9.5484E-04 7.5214E-02 9.4287E-04

16501000 10 9880 6470 9800 8320 11500 1.3393E-03 6.8199E-02 1.3135E-03

16501000 25 12200 8330 12100 9780 14900 2.2210E-03 6.6470E-02 2.1492E-03

16501000 50 14000 9810 13800 10700 17700 3.1994E-03 6.9938E-02 3.0594E-03

16501000 100 15900 11400 15600 11600 20900 4.4621E-03 7.5214E-02 4.2122E-03

16501000 500 20500 15200 20000 13400 29700 8.5427E-03 9.1468E-02 7.8130E-03

16501200 2 4920 4020 4900 4080 5890 1.6614E-03 1.1754E-01 1.6382E-03

16501200 5 6790 6170 6770 5380 8520 2.6943E-03 7.5214E-02 2.6011E-03

16501200 10 8170 7740 8150 6140 10800 4.1700E-03 6.8199E-02 3.9297E-03

16501200 25 10100 9900 10100 7000 14500 7.1511E-03 6.6470E-02 6.4565E-03

16501200 50 11600 11600 11600 7580 17800 1.0241E-02 6.9938E-02 8.9329E-03

16501200 100 13300 13400 13300 8130 21700 1.4085E-02 7.5214E-02 1.1863E-02

16501200 500 17600 17800 17600 9280 33600 2.6044E-02 9.1468E-02 2.0272E-02
 99

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16502000 2 610 292 605 511 717 1.4282E-03 1.1754E-01 1.4111E-03

16502000 5 1010 526 991 811 1210 2.0245E-03 7.5214E-02 1.9714E-03

16502000 10 1330 716 1300 1020 1660 3.0434E-03 6.8199E-02 2.9134E-03

16502000 25 1820 995 1740 1270 2390 5.3331E-03 6.6470E-02 4.9370E-03

16502000 50 2240 1230 2100 1440 3070 7.8555E-03 6.9938E-02 7.0622E-03

16502000 100 2710 1480 2500 1610 3900 1.1103E-02 7.5214E-02 9.6747E-03

16502000 500 4040 2130 3570 1970 6490 2.1593E-02 9.1468E-02 1.7469E-02

16502400 2 164 310 167 131 214 3.0538E-03 1.1754E-01 2.9765E-03

16502400 5 323 555 332 253 436 3.8231E-03 7.5214E-02 3.6382E-03

16502400 10 462 753 479 349 657 5.3142E-03 6.8199E-02 4.9301E-03

16502400 25 678 1050 713 480 1060 8.6970E-03 6.6470E-02 7.6907E-03

16502400 50 869 1290 923 580 1470 1.2427E-02 6.9938E-02 1.0552E-02

16502400 100 1090 1550 1160 681 1980 1.7224E-02 7.5214E-02 1.4015E-02

16502400 500 1720 2230 1840 914 3710 3.2663E-02 9.1468E-02 2.4068E-02

16502800 2 808 536 800 634 1010 2.7053E-03 1.1754E-01 2.6444E-03

16502800 5 1480 929 1450 1140 1850 2.9896E-03 7.5214E-02 2.8754E-03

16502800 10 2000 1240 1950 1480 2560 3.8593E-03 6.8199E-02 3.6526E-03

16502800 25 2730 1690 2620 1880 3670 5.9896E-03 6.6470E-02 5.4945E-03

16502800 50 3320 2060 3160 2140 4670 8.4146E-03 6.9938E-02 7.5110E-03

16502800 100 3960 2460 3710 2360 5840 1.1576E-02 7.5214E-02 1.0032E-02

16502800 500 5580 3480 5090 2800 9270 2.1848E-02 9.1468E-02 1.7635E-02

16502900 2 6010 3020 5900 4600 7580 3.1589E-03 1.1754E-01 3.0763E-03

16502900 5 11100 4720 10600 8150 13900 3.6612E-03 7.5214E-02 3.4912E-03

16502900 10 15100 5970 14200 10500 19300 4.8399E-03 6.8199E-02 4.5192E-03

16502900 25 21000 7710 18900 13100 27500 7.5721E-03 6.6470E-02 6.7977E-03

16502900 50 25900 9080 22500 14600 34700 1.0607E-02 6.9938E-02 9.2101E-03

16502900 100 31100 10500 26100 15900 42900 1.4519E-02 7.5214E-02 1.2170E-02

16502900 500 45100 14100 34500 18000 66300 2.7108E-02 9.1468E-02 2.0911E-02

16508000 2 2410 1870 2400 2210 2620 3.5521E-04 1.1754E-01 3.5414E-04

16508000 5 3290 3000 3290 3010 3590 3.8152E-04 7.5214E-02 3.7959E-04

16508000 10 3850 3850 3850 3480 4250 4.8969E-04 6.8199E-02 4.8620E-04

16508000 25 4520 5050 4530 4000 5140 7.7948E-04 6.6470E-02 7.7045E-04

16508000 50 5010 6010 5020 4320 5840 1.1229E-03 6.9938E-02 1.1051E-03

16508000 100 5480 7020 5510 4610 6580 1.5795E-03 7.5214E-02 1.5470E-03

16508000 500 6540 9560 6620 5170 8470 3.0904E-03 9.1468E-02 2.9894E-03
100 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16510000 2 1580 247 1550 1330 1810 1.1664E-03 1.1754E-01 1.1550E-03

16510000 5 2270 450 2220 1920 2560 1.0415E-03 7.5214E-02 1.0273E-03

16510000 10 2680 615 2610 2230 3050 1.2134E-03 6.8199E-02 1.1922E-03

16510000 25 3150 859 3040 2510 3670 1.8303E-03 6.6470E-02 1.7813E-03

16510000 50 3460 1060 3320 2640 4160 2.6108E-03 6.9938E-02 2.5168E-03

16510000 100 3750 1290 3570 2730 4660 3.6620E-03 7.5214E-02 3.4920E-03

16510000 500 4350 1860 4090 2840 5900 7.0991E-03 9.1468E-02 6.5878E-03

16515000 2 701 265 698 625 779 5.9621E-04 1.1754E-01 5.9320E-04

16515000 5 905 480 901 811 1000 5.4993E-04 7.5214E-02 5.4594E-04

16515000 10 1020 654 1020 905 1140 6.4896E-04 6.8199E-02 6.4284E-04

16515000 25 1150 912 1140 992 1310 9.7371E-04 6.6470E-02 9.5965E-04

16515000 50 1230 1130 1230 1040 1450 1.3764E-03 6.9938E-02 1.3499E-03

16515000 100 1300 1360 1300 1070 1580 1.9162E-03 7.5214E-02 1.8686E-03

16515000 500 1450 1970 1470 1120 1920 3.6820E-03 9.1468E-02 3.5395E-03

16516000 2 2410 1980 2410 2040 2840 1.3429E-03 1.1754E-01 1.3277E-03

16516000 5 3610 3180 3600 2960 4380 1.9401E-03 7.5214E-02 1.8914E-03

16516000 10 4510 4080 4490 3540 5700 2.9069E-03 6.8199E-02 2.7880E-03

16516000 25 5790 5330 5750 4230 7830 5.0036E-03 6.6470E-02 4.6533E-03

16516000 50 6840 6340 6790 4710 9790 7.2683E-03 6.9938E-02 6.5840E-03

16516000 100 7970 7400 7900 5160 12100 1.0152E-02 7.5214E-02 8.9451E-03

16516000 500 11000 10100 10800 6130 19200 1.9361E-02 9.1468E-02 1.5979E-02

16517000 2 2220 1820 2210 1900 2590 1.2030E-03 1.1754E-01 1.1908E-03

16517000 5 3140 2940 3140 2690 3650 1.1548E-03 7.5214E-02 1.1374E-03

16517000 10 3700 3770 3700 3140 4370 1.3854E-03 6.8199E-02 1.3578E-03

16517000 25 4350 4950 4370 3570 5350 2.0658E-03 6.6470E-02 2.0035E-03

16517000 50 4800 5890 4840 3820 6140 2.8858E-03 6.9938E-02 2.7714E-03

16517000 100 5230 6890 5300 4020 6990 3.9746E-03 7.5214E-02 3.7751E-03

16517000 500 6120 9390 6320 4340 9210 7.5252E-03 9.1468E-02 6.9532E-03

16518000 2 3930 1890 3910 3520 4350 5.4758E-04 1.1754E-01 5.4504E-04

16518000 5 5690 3030 5660 5120 6270 5.1091E-04 7.5214E-02 5.0746E-04

16518000 10 6780 3900 6750 6040 7540 6.1017E-04 6.8199E-02 6.0476E-04

16518000 25 8080 5110 8020 6980 9220 9.5762E-04 6.6470E-02 9.4402E-04

16518000 50 8980 6070 8910 7530 10500 1.4015E-03 6.9938E-02 1.3740E-03

16518000 100 9830 7100 9740 7980 11900 2.0065E-03 7.5214E-02 1.9543E-03

16518000 500 11700 9660 11600 8730 15300 4.0270E-03 9.1468E-02 3.8572E-03
 101

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16519000 2 1090 2530 1110 922 1330 1.6605E-03 1.1754E-01 1.6374E-03

16519000 5 1660 3990 1690 1400 2050 1.8586E-03 7.5214E-02 1.8138E-03

16519000 10 2040 5080 2100 1690 2620 2.4051E-03 6.8199E-02 2.3231E-03

16519000 25 2530 6590 2660 2040 3480 3.6913E-03 6.6470E-02 3.4971E-03

16519000 50 2900 7800 3100 2270 4240 5.1269E-03 6.9938E-02 4.7767E-03

16519000 100 3270 9070 3570 2490 5120 6.9798E-03 7.5214E-02 6.3871E-03

16519000 500 4150 12200 4740 2930 7670 1.2940E-02 9.1468E-02 1.1336E-02

16520000 2 930 335 919 778 1090 1.3777E-03 1.1754E-01 1.3617E-03

16520000 5 1360 598 1340 1130 1590 1.4411E-03 7.5214E-02 1.4140E-03

16520000 10 1640 810 1610 1330 1950 1.8016E-03 6.8199E-02 1.7553E-03

16520000 25 1990 1120 1940 1540 2440 2.7226E-03 6.6470E-02 2.6155E-03

16520000 50 2230 1380 2180 1660 2860 3.7840E-03 6.9938E-02 3.5898E-03

16520000 100 2470 1660 2410 1760 3300 5.1725E-03 7.5214E-02 4.8397E-03

16520000 500 3020 2380 2950 1930 4500 9.6785E-03 9.1468E-02 8.7524E-03

16524000 2 1300 1380 1300 1090 1560 1.6670E-03 1.1754E-01 1.6437E-03

16524000 5 1720 2250 1740 1420 2110 1.9665E-03 7.5214E-02 1.9164E-03

16524000 10 1990 2920 2020 1610 2520 2.5763E-03 6.8199E-02 2.4826E-03

16524000 25 2310 3870 2370 1810 3110 3.8265E-03 6.6470E-02 3.6182E-03

16524000 50 2540 4630 2640 1930 3610 5.1174E-03 6.9938E-02 4.7685E-03

16524000 100 2760 5440 2920 2050 4150 6.7136E-03 7.5214E-02 6.1635E-03

16524000 500 3260 7470 3580 2260 5650 1.1624E-02 9.1468E-02 1.0313E-02

16527000 2 1550 1570 1550 1350 1770 9.1665E-04 1.1754E-01 9.0955E-04

16527000 5 2200 2550 2200 1920 2520 9.0067E-04 7.5214E-02 8.9001E-04

16527000 10 2600 3290 2610 2250 3020 1.0953E-03 6.8199E-02 1.0780E-03

16527000 25 3070 4330 3100 2580 3720 1.6650E-03 6.6470E-02 1.6243E-03

16527000 50 3400 5180 3450 2780 4280 2.3539E-03 6.9938E-02 2.2772E-03

16527000 100 3720 6070 3800 2950 4890 3.2728E-03 7.5214E-02 3.1363E-03

16527000 500 4400 8300 4580 3240 6480 6.2944E-03 9.1468E-02 5.8891E-03

16531100 2 84.8 189 85.1 75.9 95.5 6.5353E-04 1.1754E-01 6.4992E-04

16531100 5 105 349 106 93.4 121 8.0541E-04 7.5214E-02 7.9688E-04

16531100 10 117 481 120 103 139 1.0877E-03 6.8199E-02 1.0706E-03

16531100 25 131 678 137 114 164 1.6829E-03 6.6470E-02 1.6414E-03

16531100 50 142 843 150 121 186 2.3113E-03 6.9938E-02 2.2373E-03

16531100 100 151 1020 163 128 209 3.0993E-03 7.5214E-02 2.9767E-03

16531100 500 173 1500 196 142 272 5.5661E-03 9.1468E-02 5.2468E-03
102 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16536000 2 892 713 891 774 1030 9.7761E-04 1.1754E-01 9.6955E-04

16536000 5 1330 1210 1330 1140 1550 1.1669E-03 7.5214E-02 1.1491E-03

16536000 10 1630 1610 1630 1370 1950 1.5800E-03 6.8199E-02 1.5443E-03

16536000 25 2040 2170 2040 1630 2550 2.5462E-03 6.6470E-02 2.4523E-03

16536000 50 2340 2630 2360 1810 3070 3.6268E-03 6.9938E-02 3.4480E-03

16536000 100 2660 3130 2690 1970 3660 5.0260E-03 7.5214E-02 4.7112E-03

16536000 500 3430 4380 3510 2310 5340 9.5558E-03 9.1468E-02 8.6519E-03

16543000 2 279 312 279 234 333 1.5279E-03 1.1754E-01 1.5083E-03

16543000 5 370 560 374 307 456 1.9608E-03 7.5214E-02 1.9109E-03

16543000 10 430 760 439 349 553 2.6855E-03 6.8199E-02 2.5837E-03

16543000 25 504 1050 527 397 698 4.1453E-03 6.6470E-02 3.9019E-03

16543000 50 559 1300 596 430 825 5.6449E-03 6.9938E-02 5.2233E-03

16543000 100 614 1560 668 460 970 7.4966E-03 7.5214E-02 6.8171E-03

16543000 500 742 2250 853 525 1390 1.3197E-02 9.1468E-02 1.1533E-02

16545000 2 1580 1220 1580 1420 1750 5.5318E-04 1.1754E-01 5.5059E-04

16545000 5 2200 2010 2200 1940 2490 7.7164E-04 7.5214E-02 7.6381E-04

16545000 10 2650 2620 2650 2270 3080 1.1538E-03 6.8199E-02 1.1346E-03

16545000 25 3250 3480 3250 2660 3970 2.0213E-03 6.6470E-02 1.9617E-03

16545000 50 3720 4170 3730 2930 4750 2.9819E-03 6.9938E-02 2.8600E-03

16545000 100 4210 4910 4250 3190 5650 4.2220E-03 7.5214E-02 3.9976E-03

16545000 500 5470 6780 5570 3760 8240 8.2381E-03 9.1468E-02 7.5574E-03

16552800 2 681 1360 726 454 1160 1.1879E-02 1.1754E-01 1.0789E-02

16552800 5 1480 2230 1580 966 2580 1.4098E-02 7.5214E-02 1.1872E-02

16552800 10 2200 2890 2330 1350 4020 1.8548E-02 6.8199E-02 1.4582E-02

16552800 25 3330 3820 3470 1840 6520 2.7730E-02 6.6470E-02 1.9567E-02

16552800 50 4330 4580 4420 2190 8930 3.7259E-02 6.9938E-02 2.4309E-02

16552800 100 5470 5380 5440 2500 11800 4.9081E-02 7.5214E-02 2.9700E-02

16552800 500 8720 7390 8050 3120 20800 8.5586E-02 9.1468E-02 4.4215E-02

16554000 2 925 1630 942 712 1250 4.0018E-03 1.1754E-01 3.8700E-03

16554000 5 1370 2640 1430 1050 1940 4.9609E-03 7.5214E-02 4.6540E-03

16554000 10 1670 3410 1780 1260 2530 6.6291E-03 6.8199E-02 6.0418E-03

16554000 25 2070 4490 2290 1510 3480 9.8853E-03 6.6470E-02 8.6055E-03

16554000 50 2380 5360 2700 1680 4350 1.3151E-02 6.9938E-02 1.1069E-02

16554000 100 2690 6270 3140 1850 5360 1.7121E-02 7.5214E-02 1.3946E-02

16554000 500 3430 8580 4280 2190 8380 2.9115E-02 9.1468E-02 2.2085E-02
 103

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16555000 2 2970 2010 2940 2370 3660 2.3793E-03 1.1754E-01 2.3321E-03

16555000 5 4900 3220 4830 3790 6150 2.9770E-03 7.5214E-02 2.8637E-03

16555000 10 6390 4130 6230 4710 8250 4.1002E-03 6.8199E-02 3.8677E-03

16555000 25 8470 5400 8140 5740 11500 6.5714E-03 6.6470E-02 5.9802E-03

16555000 50 10200 6420 9640 6410 14500 9.2493E-03 6.9938E-02 8.1689E-03

16555000 100 12000 7490 11200 7010 17900 1.2660E-02 7.5214E-02 1.0836E-02

16555000 500 16800 10200 15100 8170 28100 2.3522E-02 9.1468E-02 1.8711E-02

16557000 2 598 310 594 514 687 1.0360E-03 1.1754E-01 1.0269E-03

16557000 5 875 556 867 723 1040 1.6393E-03 7.5214E-02 1.6043E-03

16557000 10 1090 755 1080 858 1350 2.6027E-03 6.8199E-02 2.5070E-03

16557000 25 1400 1050 1380 1020 1860 4.7391E-03 6.6470E-02 4.4237E-03

16557000 50 1660 1290 1630 1130 2330 7.0827E-03 6.9938E-02 6.4314E-03

16557000 100 1950 1550 1900 1240 2910 1.0097E-02 7.5214E-02 8.9017E-03

16557000 500 2750 2240 2650 1490 4710 1.9834E-02 9.1468E-02 1.6299E-02

16565000 2 599 426 596 503 707 1.4408E-03 1.1754E-01 1.4233E-03

16565000 5 931 750 924 745 1150 2.3485E-03 7.5214E-02 2.2774E-03

16565000 10 1200 1010 1190 910 1560 3.7841E-03 6.8199E-02 3.5852E-03

16565000 25 1620 1380 1590 1110 2280 6.9675E-03 6.6470E-02 6.3064E-03

16565000 50 1980 1690 1940 1260 2980 1.0462E-02 6.9938E-02 9.1006E-03

16565000 100 2390 2030 2330 1410 3850 1.4959E-02 7.5214E-02 1.2477E-02

16565000 500 3590 2890 3410 1740 6680 2.9502E-02 9.1468E-02 2.2307E-02

16566000 2 416 176 414 371 462 5.8578E-04 1.1754E-01 5.8288E-04

16566000 5 510 327 509 459 564 5.2820E-04 7.5214E-02 5.2452E-04

16566000 10 560 452 559 500 625 6.1518E-04 6.8199E-02 6.0968E-04

16566000 25 613 638 614 537 702 8.9486E-04 6.6470E-02 8.8298E-04

16566000 50 647 794 649 555 759 1.2355E-03 6.9938E-02 1.2141E-03

16566000 100 676 966 681 567 818 1.6864E-03 7.5214E-02 1.6494E-03

16566000 500 733 1410 749 584 960 3.1340E-03 9.1468E-02 3.0302E-03

16570000 2 2010 1910 2010 1740 2320 1.0352E-03 1.1754E-01 1.0262E-03

16570000 5 3180 3070 3180 2710 3730 1.2767E-03 7.5214E-02 1.2554E-03

16570000 10 4060 3940 4050 3360 4890 1.7721E-03 6.8199E-02 1.7273E-03

16570000 25 5260 5160 5260 4140 6670 2.9304E-03 6.6470E-02 2.8067E-03

16570000 50 6230 6140 6220 4680 8270 4.2276E-03 6.9938E-02 3.9866E-03

16570000 100 7250 7170 7240 5190 10100 5.9095E-03 7.5214E-02 5.4790E-03

16570000 500 9880 9760 9860 6270 15500 1.1369E-02 9.1468E-02 1.0112E-02
104 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16574000 2 447 574 448 378 531 1.4292E-03 1.1754E-01 1.4121E-03

16574000 5 568 991 577 472 704 2.0027E-03 7.5214E-02 1.9508E-03

16574000 10 648 1320 666 526 843 2.8397E-03 6.8199E-02 2.7262E-03

16574000 25 746 1800 789 589 1060 4.4460E-03 6.6470E-02 4.1672E-03

16574000 50 820 2190 886 633 1240 6.0485E-03 6.9938E-02 5.5671E-03

16574000 100 893 2610 990 674 1450 7.9937E-03 7.5214E-02 7.2258E-03

16574000 500 1070 3680 1250 764 2060 1.3869E-02 9.1468E-02 1.2043E-02

16577000 2 3610 1310 3560 2990 4240 1.5412E-03 1.1754E-01 1.5212E-03

16577000 5 5480 2160 5370 4500 6410 1.5733E-03 7.5214E-02 1.5410E-03

16577000 10 6710 2800 6550 5380 7960 1.9449E-03 6.8199E-02 1.8910E-03

16577000 25 8230 3720 7960 6260 10100 2.9390E-03 6.6470E-02 2.8145E-03

16577000 50 9340 4450 8960 6770 11900 4.1044E-03 6.9938E-02 3.8769E-03

16577000 100 10400 5230 9930 7160 13800 5.6399E-03 7.5214E-02 5.2465E-03

16577000 500 12900 7200 12100 7790 18800 1.0647E-02 9.1468E-02 9.5371E-03

16585000 2 984 783 978 762 1260 3.1359E-03 1.1754E-01 3.0544E-03

16585000 5 2160 1330 2110 1590 2800 4.1015E-03 7.5214E-02 3.8894E-03

16585000 10 3310 1750 3140 2250 4380 5.8935E-03 6.8199E-02 5.4247E-03

16585000 25 5240 2360 4720 3100 7190 9.9876E-03 6.6470E-02 8.6829E-03

16585000 50 7100 2850 6070 3700 9950 1.4527E-02 6.9938E-02 1.2028E-02

16585000 100 9360 3380 7530 4250 13300 2.0385E-02 7.5214E-02 1.6038E-02

16585000 500 16500 4730 11300 5370 24000 3.9335E-02 9.1468E-02 2.7506E-02

16586000 2 409 396 409 358 468 8.9087E-04 1.1754E-01 8.8417E-04

16586000 5 587 700 589 505 686 1.1635E-03 7.5214E-02 1.1457E-03

16586000 10 713 943 717 598 860 1.6562E-03 6.8199E-02 1.6169E-03

16586000 25 879 1300 893 708 1130 2.7561E-03 6.6470E-02 2.6464E-03

16586000 50 1010 1590 1030 784 1360 3.9601E-03 6.9938E-02 3.7478E-03

16586000 100 1140 1910 1180 857 1640 5.5031E-03 7.5214E-02 5.1279E-03

16586000 500 1480 2730 1580 1020 2440 1.0456E-02 9.1468E-02 9.3834E-03

16587000 2 530 376 527 436 638 1.8076E-03 1.1754E-01 1.7802E-03

16587000 5 1150 667 1130 910 1400 2.3377E-03 7.5214E-02 2.2673E-03

16587000 10 1740 900 1680 1300 2170 3.3769E-03 6.8199E-02 3.2175E-03

16587000 25 2730 1240 2560 1840 3560 5.8307E-03 6.6470E-02 5.3604E-03

16587000 50 3670 1520 3340 2250 4950 8.5979E-03 6.9938E-02 7.6566E-03

16587000 100 4820 1830 4210 2650 6690 1.2202E-02 7.5214E-02 1.0499E-02

16587000 500 8430 2610 6610 3550 12300 2.3971E-02 9.1468E-02 1.8993E-02
 105

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16603700 2 34.2 58.3 35.3 16.4 75.9 3.0663E-02 4.5634E-01 2.8732E-02

16603700 5 209 174 203 104 396 2.6481E-02 1.2885E-01 2.1966E-02

16603700 10 477 296 407 214 775 3.0460E-02 6.1349E-02 2.0354E-02

16603700 25 1050 498 733 365 1470 4.6060E-02 4.9847E-02 2.3939E-02

16603700 50 1660 687 1030 470 2270 6.6081E-02 5.6338E-02 3.0411E-02

16603700 100 2440 909 1390 564 3420 9.3092E-02 6.9938E-02 3.9935E-02

16603700 500 4890 1580 2420 744 7890 1.8094E-01 1.1003E-01 6.8423E-02

16603800 2 41.7 36.8 41.7 31.3 55.6 4.0943E-03 4.5634E-01 4.0579E-03

16603800 5 92.5 97.2 92.7 67.3 128 5.2210E-03 1.2885E-01 5.0177E-03

16603800 10 141 158 143 99.2 206 7.3403E-03 6.1349E-02 6.5559E-03

16603800 25 223 257 229 147 358 1.2125E-02 4.9847E-02 9.7530E-03

16603800 50 300 348 311 185 523 1.7392E-02 5.6338E-02 1.3289E-02

16603800 100 393 455 408 223 747 2.4160E-02 6.9938E-02 1.7957E-02

16603800 500 683 772 708 314 1600 4.5936E-02 1.1003E-01 3.2407E-02

16603850 2 64.2 243 70 32.1 152 3.1777E-02 4.5634E-01 2.9708E-02

16603850 5 377 1050 453 228 902 2.8396E-02 1.2885E-01 2.3268E-02

16603850 10 849 2090 1160 601 2260 3.3053E-02 6.1349E-02 2.1480E-02

16603850 25 1860 3930 2700 1330 5500 4.9375E-02 4.9847E-02 2.4805E-02

16603850 50 2970 5720 4270 1920 9470 6.9850E-02 5.6338E-02 3.1185E-02

16603850 100 4380 7870 6160 2480 15300 9.7314E-02 6.9938E-02 4.0693E-02

16603850 500 8940 14600 12200 3720 39900 1.8669E-01 1.1003E-01 6.9230E-02

16604500 2 2410 3000 2430 1810 3260 4.4439E-03 1.1754E-01 4.2820E-03

16604500 5 4270 4680 4290 3230 5720 4.2560E-03 7.5214E-02 4.0281E-03

16604500 10 5600 5930 5620 4120 7660 5.0849E-03 6.8199E-02 4.7321E-03

16604500 25 7300 7650 7330 5070 10600 7.4211E-03 6.6470E-02 6.6758E-03

16604500 50 8560 9030 8620 5630 13200 1.0176E-02 6.9938E-02 8.8838E-03

16604500 100 9810 10500 9910 6090 16100 1.3794E-02 7.5214E-02 1.1656E-02

16604500 500 12600 14000 12900 6840 24400 2.5442E-02 9.1468E-02 1.9906E-02

16607000 2 2970 3840 2980 2570 3460 1.0997E-03 1.1754E-01 1.0895E-03

16607000 5 4490 5910 4500 3930 5150 9.1011E-04 7.5214E-02 8.9923E-04

16607000 10 5400 7420 5420 4700 6260 1.0356E-03 6.8199E-02 1.0201E-03

16607000 25 6440 9510 6500 5430 7780 1.6280E-03 6.6470E-02 1.5891E-03

16607000 50 7130 11200 7240 5820 9000 2.4163E-03 6.9938E-02 2.3356E-03

16607000 100 7760 12900 7940 6120 10300 3.4914E-03 7.5214E-02 3.3365E-03

16607000 500 9040 17200 9460 6580 13600 7.0039E-03 9.1468E-02 6.5057E-03
106 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16614000 2 4790 2180 4710 3780 5870 2.4142E-03 1.1754E-01 2.3656E-03

16614000 5 7330 3470 7160 5770 8890 2.3598E-03 7.5214E-02 2.2880E-03

16614000 10 8970 4430 8720 6890 11000 2.8454E-03 6.8199E-02 2.7314E-03

16614000 25 11000 5780 10500 7950 14000 4.1634E-03 6.6470E-02 3.9180E-03

16614000 50 12400 6860 11800 8520 16400 5.7010E-03 6.9938E-02 5.2713E-03

16614000 100 13700 8000 13000 8940 19000 7.7132E-03 7.5214E-02 6.9958E-03

16614000 500 16700 10800 15700 9530 25900 1.4190E-02 9.1468E-02 1.2285E-02

16616500 2 13.3 68.5 18 9.3 35.2 2.6849E-02 1.1754E-01 2.1857E-02

16616500 5 59.3 135 72 39.4 131 2.3289E-02 7.5214E-02 1.7783E-02

16616500 10 116 191 134 71.6 250 2.6766E-02 6.8199E-02 1.9222E-02

16616500 25 221 279 241 119 491 3.9610E-02 6.6470E-02 2.4820E-02

16616500 50 322 353 336 152 743 5.5788E-02 6.9938E-02 3.1033E-02

16616500 100 441 437 439 182 1060 7.7418E-02 7.5214E-02 3.8150E-02

16616500 500 773 657 699 239 2040 1.4709E-01 9.1468E-02 5.6397E-02

16617000 2 243 252 243 189 312 3.1417E-03 1.1754E-01 3.0599E-03

16617000 5 355 457 359 272 475 4.0188E-03 7.5214E-02 3.8150E-03

16617000 10 433 624 445 323 613 5.4759E-03 6.8199E-02 5.0689E-03

16617000 25 535 872 565 383 834 8.3618E-03 6.6470E-02 7.4274E-03

16617000 50 614 1080 664 425 1040 1.1292E-02 6.9938E-02 9.7223E-03

16617000 100 694 1300 770 466 1270 1.4884E-02 7.5214E-02 1.2425E-02

16617000 500 891 1890 1050 554 2000 2.5850E-02 9.1468E-02 2.0154E-02

16618000 2 1200 1780 1210 1020 1430 1.4177E-03 1.1754E-01 1.4008E-03

16618000 5 2080 2870 2100 1740 2540 1.8008E-03 7.5214E-02 1.7587E-03

16618000 10 2790 3690 2820 2250 3520 2.5462E-03 6.8199E-02 2.4545E-03

16618000 25 3820 4850 3880 2910 5160 4.2704E-03 6.6470E-02 4.0126E-03

16618000 50 4690 5780 4770 3400 6710 6.1930E-03 6.9938E-02 5.6892E-03

16618000 100 5660 6760 5760 3870 8580 8.6812E-03 7.5214E-02 7.7829E-03

16618000 500 8290 9210 8430 4930 14400 1.6747E-02 9.1468E-02 1.4156E-02

16619700 2 226 687 233 182 297 3.0433E-03 1.1754E-01 2.9665E-03

16619700 5 446 1170 468 356 616 3.9062E-03 7.5214E-02 3.7134E-03

16619700 10 641 1560 685 496 946 5.5101E-03 6.8199E-02 5.0982E-03

16619700 25 948 2100 1040 697 1560 9.1187E-03 6.6470E-02 8.0187E-03

16619700 50 1220 2550 1370 856 2210 1.3083E-02 6.9938E-02 1.1022E-02

16619700 100 1540 3030 1760 1020 3040 1.8174E-02 7.5214E-02 1.4637E-02

16619700 500 2480 4260 2880 1410 5880 3.4541E-02 9.1468E-02 2.5073E-02
 107

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16620000 2 2040 2140 2040 1820 2280 6.4898E-04 1.1754E-01 6.4541E-04

16620000 5 3230 3410 3230 2810 3710 9.5501E-04 7.5214E-02 9.4303E-04

16620000 10 4200 4360 4210 3540 5000 1.5029E-03 6.8199E-02 1.4705E-03

16620000 25 5660 5690 5660 4480 7150 2.7995E-03 6.6470E-02 2.6864E-03

16620000 50 6920 6750 6910 5190 9200 4.2702E-03 6.9938E-02 4.0245E-03

16620000 100 8340 7870 8300 5900 11700 6.1954E-03 7.5214E-02 5.7239E-03

16620000 500 12400 10700 12200 7590 19600 1.2531E-02 9.1468E-02 1.1021E-02

16623400 2 44.2 468 92.5 38.9 220 5.3606E-02 1.1754E-01 3.6816E-02

16623400 5 278 819 425 196 922 4.8550E-02 7.5214E-02 2.9505E-02

16623400 10 644 1100 821 371 1820 5.6585E-02 6.8199E-02 3.0926E-02

16623400 25 1450 1500 1480 622 3500 8.1461E-02 6.6470E-02 3.6603E-02

16623400 50 2330 1840 2020 791 5140 1.1135E-01 6.9938E-02 4.2957E-02

16623400 100 3470 2200 2560 932 7040 1.5066E-01 7.5214E-02 5.0169E-02

16623400 500 7160 3120 3840 1180 12500 2.7613E-01 9.1468E-02 6.8709E-02

16630200 2 543 134 539 431 674 2.4517E-03 4.5634E-01 2.4386E-03

16630200 5 1030 497 1010 775 1320 3.6199E-03 1.2885E-01 3.5210E-03

16630200 10 1490 925 1430 1030 1970 5.5658E-03 6.1349E-02 5.1029E-03

16630200 25 2230 1660 2130 1410 3200 9.9288E-03 4.9847E-02 8.2796E-03

16630200 50 2940 2370 2810 1720 4570 1.4735E-02 5.6338E-02 1.1680E-02

16630200 100 3790 3200 3640 2050 6460 2.0926E-02 6.9938E-02 1.6107E-02

16630200 500 6490 5770 6280 2880 13700 4.0946E-02 1.1003E-01 2.9841E-02

16636000 2 183 69.7 182 160 207 8.2772E-04 4.5634E-01 8.2622E-04

16636000 5 224 217 224 191 262 1.2593E-03 1.2885E-01 1.2471E-03

16636000 10 251 378 254 209 307 1.8702E-03 6.1349E-02 1.8149E-03

16636000 25 284 645 298 234 380 3.0669E-03 4.9847E-02 2.8891E-03

16636000 50 309 896 333 251 443 4.2808E-03 5.6338E-02 3.9785E-03

16636000 100 334 1190 368 265 512 5.7705E-03 6.9938E-02 5.3307E-03

16636000 500 394 2080 454 293 705 1.0331E-02 1.1003E-01 9.4447E-03

16638500 2 848 125 836 640 1090 3.5472E-03 4.5634E-01 3.5198E-03

16638500 5 1670 455 1610 1220 2120 3.8642E-03 1.2885E-01 3.7517E-03

16638500 10 2350 842 2170 1600 2950 4.9475E-03 6.1349E-02 4.5783E-03

16638500 25 3330 1500 2990 2070 4320 7.6357E-03 4.9847E-02 6.6214E-03

16638500 50 4140 2140 3730 2430 5720 1.0710E-02 5.6338E-02 8.9992E-03

16638500 100 5030 2890 4560 2770 7510 1.4725E-02 6.9938E-02 1.2164E-02

16638500 500 7330 5180 6840 3490 13400 2.7781E-02 1.1003E-01 2.2181E-02
108 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16643300 2 321 114 319 253 402 2.6215E-03 4.5634E-01 2.6065E-03

16643300 5 627 403 619 471 813 3.7657E-03 1.2885E-01 3.6588E-03

16643300 10 910 739 894 645 1240 5.6988E-03 6.1349E-02 5.2144E-03

16643300 25 1380 1310 1370 905 2060 1.0030E-02 4.9847E-02 8.3501E-03

16643300 50 1820 1850 1830 1120 2980 1.4796E-02 5.6338E-02 1.1719E-02

16643300 100 2360 2500 2390 1350 4230 2.0929E-02 6.9938E-02 1.6109E-02

16643300 500 4040 4460 4150 1910 9040 4.0734E-02 1.1003E-01 2.9728E-02

16646200 2 477 114 473 384 584 2.1777E-03 4.5634E-01 2.1674E-03

16646200 5 826 403 816 659 1010 2.2735E-03 1.2885E-01 2.2341E-03

16646200 10 1080 738 1060 841 1350 2.8498E-03 6.1349E-02 2.7233E-03

16646200 25 1430 1310 1420 1060 1890 4.3730E-03 4.9847E-02 4.0203E-03

16646200 50 1690 1850 1710 1220 2390 6.1576E-03 5.6338E-02 5.5509E-03

16646200 100 1960 2490 2020 1360 2990 8.5122E-03 6.9938E-02 7.5886E-03

16646200 500 2620 4460 2810 1640 4800 1.6221E-02 1.1003E-01 1.4137E-02

16647500 2 19.2 44.1 19.8 11 35.8 1.7863E-02 4.5634E-01 1.7190E-02

16647500 5 83.4 122 87.2 50 152 1.7188E-02 1.2885E-01 1.5165E-02

16647500 10 168 202 176 100 308 2.0680E-02 6.1349E-02 1.5467E-02

16647500 25 335 332 334 179 623 3.1211E-02 4.9847E-02 1.9193E-02

16647500 50 509 454 484 238 985 4.4030E-02 5.6338E-02 2.4715E-02

16647500 100 730 596 664 294 1500 6.1144E-02 6.9938E-02 3.2623E-02

16647500 500 1440 1020 1210 411 3530 1.1730E-01 1.1003E-01 5.6776E-02

16650500 2 537 148 533 421 675 2.7556E-03 4.5634E-01 2.7390E-03

16650500 5 912 563 903 716 1140 2.7049E-03 1.2885E-01 2.6493E-03

16650500 10 1170 1060 1170 908 1500 3.2783E-03 6.1349E-02 3.1120E-03

16650500 25 1510 1920 1540 1140 2090 4.8991E-03 4.9847E-02 4.4607E-03

16650500 50 1760 2740 1850 1300 2630 6.8289E-03 5.6338E-02 6.0906E-03

16650500 100 2010 3730 2160 1430 3260 9.3821E-03 6.9938E-02 8.2724E-03

16650500 500 2580 6740 2950 1690 5140 1.7703E-02 1.1003E-01 1.5250E-02

16658500 2 37.9 58.4 38.2 24.9 58.6 9.1875E-03 4.5634E-01 9.0062E-03

16658500 5 113 174 116 75.8 177 9.5110E-03 1.2885E-01 8.8572E-03

16658500 10 192 297 206 131 323 1.1860E-02 6.1349E-02 9.9384E-03

16658500 25 330 499 368 219 619 1.8099E-02 4.9847E-02 1.3278E-02

16658500 50 461 689 522 287 949 2.5415E-02 5.6338E-02 1.7514E-02

16658500 100 617 912 703 353 1400 3.5064E-02 6.9938E-02 2.3355E-02

16658500 500 1090 1580 1250 498 3130 6.6616E-02 1.1003E-01 4.1495E-02
 109

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16660000 2 83.7 219 90.5 38 216 4.0340E-02 4.5634E-01 3.7064E-02

16660000 5 717 918 759 349 1650 3.8518E-02 1.2885E-01 2.9653E-02

16660000 10 1980 1800 1900 914 3950 4.6157E-02 6.1349E-02 2.6340E-02

16660000 25 5420 3360 4100 1900 8850 6.9416E-02 4.9847E-02 2.9013E-02

16660000 50 9950 4870 6320 2690 14800 9.7766E-02 5.6338E-02 3.5742E-02

16660000 100 16800 6690 9140 3470 24100 1.3561E-01 6.9938E-02 4.6141E-02

16660000 500 44500 12300 18000 5140 63200 2.5959E-01 1.1003E-01 7.7278E-02

16663500 2 6.8 113 11.9 3 46.4 1.1356E-01 4.5634E-01 9.0931E-02

16663500 5 61 401 154 49.5 480 1.2501E-01 1.2885E-01 6.3450E-02

16663500 10 180 734 496 192 1280 1.5826E-01 6.1349E-02 4.4211E-02

16663500 25 543 1300 1110 446 2770 2.2842E-01 4.9847E-02 4.0918E-02

16663500 50 1080 1840 1690 633 4520 3.0155E-01 5.6338E-02 4.7469E-02

16663500 100 1970 2480 2400 798 7190 3.9224E-01 6.9938E-02 5.9355E-02

16663500 500 6330 4430 4660 1160 18700 6.7115E-01 1.1003E-01 9.4535E-02

16664000 2 13.3 110 20.2 5.2 78.2 1.1243E-01 4.5634E-01 9.0208E-02

16664000 5 120 388 216 68.7 677 1.2817E-01 1.2885E-01 6.4255E-02

16664000 10 363 709 591 228 1540 1.6497E-01 6.1349E-02 4.4719E-02

16664000 25 1130 1250 1230 491 3080 2.4092E-01 4.9847E-02 4.1302E-02

16664000 50 2310 1770 1840 686 4950 3.1936E-01 5.6338E-02 4.7889E-02

16664000 100 4350 2390 2600 863 7860 4.1626E-01 6.9938E-02 5.9878E-02

16664000 500 15000 4260 5040 1250 20300 7.1355E-01 1.1003E-01 9.5333E-02

16700000 2 159 691 160 141 182 7.9261E-04 2.2231E-01 7.8979E-04

16700000 5 235 1200 237 207 270 8.6461E-04 2.0468E-01 8.6098E-04

16700000 10 286 1610 288 248 335 1.1143E-03 2.2231E-01 1.1087E-03

16700000 25 350 2180 355 294 429 1.7545E-03 2.2231E-01 1.7408E-03

16700000 50 398 2640 406 324 508 2.4990E-03 2.3949E-01 2.4732E-03

16700000 100 445 3160 457 351 595 3.4801E-03 2.5621E-01 3.4335E-03

16700000 500 556 4470 582 404 839 6.7003E-03 2.8824E-01 6.5481E-03

16701200 2 640 791 644 447 927 6.7047E-03 2.2231E-01 6.5084E-03

16701200 5 1030 1390 1040 706 1520 7.4987E-03 2.0468E-01 7.2336E-03

16701200 10 1290 1880 1310 853 2020 9.5365E-03 2.2231E-01 9.1442E-03

16701200 25 1640 2570 1680 1010 2810 1.3623E-02 2.2231E-01 1.2836E-02

16701200 50 1900 3140 1970 1100 3520 1.7747E-02 2.3949E-01 1.6523E-02

16701200 100 2170 3780 2270 1180 4360 2.2766E-02 2.5621E-01 2.0908E-02

16701200 500 2790 5410 3020 1320 6890 3.7885E-02 2.8824E-01 3.3484E-02
110 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16701300 2 634 790 638 441 923 6.9037E-03 2.2231E-01 6.6958E-03

16701300 5 1360 1390 1360 862 2140 1.0741E-02 2.0468E-01 1.0206E-02

16701300 10 2090 1880 2080 1190 3630 1.6493E-02 2.2231E-01 1.5354E-02

16701300 25 3410 2570 3300 1610 6760 2.8500E-02 2.2231E-01 2.5262E-02

16701300 50 4740 3130 4460 1910 10400 4.1198E-02 2.3949E-01 3.5151E-02

16701300 100 6430 3770 5830 2200 15500 5.7181E-02 2.5621E-01 4.6748E-02

16701300 500 12300 5390 9830 2780 34800 1.0759E-01 2.8824E-01 7.8344E-02

16701400 2 516 882 523 372 734 5.8102E-03 2.2231E-01 5.6622E-03

16701400 5 896 1560 913 624 1340 7.3451E-03 2.0468E-01 7.0906E-03

16701400 10 1200 2110 1220 787 1900 9.9834E-03 2.2231E-01 9.5543E-03

16701400 25 1620 2910 1690 982 2890 1.5317E-02 2.2231E-01 1.4330E-02

16701400 50 1980 3570 2070 1110 3870 2.0804E-02 2.3949E-01 1.9141E-02

16701400 100 2370 4310 2510 1230 5110 2.7584E-02 2.5621E-01 2.4903E-02

16701400 500 3390 6230 3700 1480 9280 4.8463E-02 2.8824E-01 4.1487E-02

16701750 2 1040 2520 1200 623 2320 2.5315E-02 1.3074E-01 2.1208E-02

16701750 5 3450 5430 3860 2050 7280 2.6319E-02 7.8775E-02 1.9728E-02

16701750 10 6140 8080 6770 3520 13000 3.2550E-02 5.9666E-02 2.1061E-02

16701750 25 11000 12300 11600 5830 23200 4.7165E-02 4.6693E-02 2.3464E-02

16701750 50 15700 15800 15800 7640 32600 6.3232E-02 4.3605E-02 2.5808E-02

16701750 100 21400 20000 20500 9540 44000 8.3712E-02 4.3605E-02 2.8671E-02

16701750 500 38700 31100 32800 13900 77700 1.4830E-01 4.8262E-02 3.6413E-02

16701800 2 5110 3880 5020 3310 7610 9.0634E-03 1.3074E-01 8.4758E-03

16701800 5 9980 8020 9760 6490 14700 9.1374E-03 7.8775E-02 8.1877E-03

16701800 10 13700 11700 13400 8650 20700 1.1129E-02 5.9666E-02 9.3793E-03

16701800 25 18900 17400 18500 11300 30200 1.5878E-02 4.6693E-02 1.1849E-02

16701800 50 22900 21900 22500 13200 38600 2.1108E-02 4.3605E-02 1.4223E-02

16701800 100 27000 27500 27200 15100 48900 2.7763E-02 4.3605E-02 1.6963E-02

16701800 500 36800 41400 39100 19300 78800 4.8641E-02 4.8262E-02 2.4225E-02

16704000 2 17300 17100 17300 15200 19700 8.4061E-04 1.3074E-01 8.3524E-04

16704000 5 28200 35500 28300 24300 32900 1.1588E-03 7.8775E-02 1.1420E-03

16704000 10 36900 51500 37200 30900 44800 1.7385E-03 5.9666E-02 1.6893E-03

16704000 25 49700 75800 51000 40000 65000 3.0873E-03 4.6693E-02 2.8958E-03

16704000 50 60600 94600 63200 47300 84600 4.5999E-03 4.3605E-02 4.1609E-03

16704000 100 72800 117000 77400 55100 109000 6.5658E-03 4.3605E-02 5.7066E-03

16704000 500 107000 172000 118000 74800 186000 1.2979E-02 4.8262E-02 1.0228E-02
 111

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16713000 2 37700 21600 37000 27900 49200 4.0647E-03 1.3074E-01 3.9421E-03

16713000 5 61300 43700 60400 46100 79200 3.7777E-03 7.8775E-02 3.6048E-03

16713000 10 76800 62500 75700 56600 101000 4.4468E-03 5.9666E-02 4.1384E-03

16713000 25 95500 90700 94900 67700 133000 6.3626E-03 4.6693E-02 5.5996E-03

16713000 50 109000 112000 109000 74500 160000 8.6125E-03 4.3605E-02 7.1920E-03

16713000 100 121000 138000 125000 80900 192000 1.1548E-02 4.3605E-02 9.1302E-03

16713000 500 148000 199000 162000 93900 279000 2.0887E-02 4.8262E-02 1.4578E-02

16717000 2 9200 6000 9170 7960 10600 9.8457E-04 1.3074E-01 9.7721E-04

16717000 5 13300 9500 13200 11400 15400 1.1377E-03 7.8775E-02 1.1215E-03

16717000 10 16000 12200 15900 13400 18900 1.5058E-03 5.9666E-02 1.4688E-03

16717000 25 19500 15900 19300 15600 24000 2.3734E-03 4.6693E-02 2.2586E-03

16717000 50 22100 18500 21900 17000 28100 3.3456E-03 4.3605E-02 3.1072E-03

16717000 100 24800 21500 24400 18200 32700 4.6045E-03 4.3605E-02 4.1647E-03

16717000 500 30900 28200 30500 20700 44900 8.6754E-03 4.8262E-02 7.3536E-03

16717400 2 101 226 103 77.7 137 4.0205E-03 1.3074E-01 3.9006E-03

16717400 5 170 354 178 129 246 5.4367E-03 7.8775E-02 5.0857E-03

16717400 10 225 459 244 168 355 7.7008E-03 5.9666E-02 6.8205E-03

16717400 25 306 615 354 227 553 1.2346E-02 4.6693E-02 9.7641E-03

16717400 50 374 729 452 274 745 1.7186E-02 4.3605E-02 1.2327E-02

16717400 100 449 869 565 324 984 2.3219E-02 4.3605E-02 1.5151E-02

16717400 500 654 1210 871 443 1710 4.2004E-02 4.8262E-02 2.2458E-02

16717600 2 309 648 314 248 397 2.7431E-03 1.3074E-01 2.6868E-03

16717600 5 511 966 530 392 719 4.8036E-03 7.8775E-02 4.5275E-03

16717600 10 689 1220 737 506 1070 7.8897E-03 5.9666E-02 6.9682E-03

16717600 25 974 1580 1090 680 1760 1.4498E-02 4.6693E-02 1.1063E-02

16717600 50 1240 1830 1410 819 2420 2.1613E-02 4.3605E-02 1.4450E-02

16717600 100 1550 2140 1770 967 3250 3.0669E-02 4.3605E-02 1.8005E-02

16717600 500 2530 2850 2700 1290 5650 5.9616E-02 4.8262E-02 2.6671E-02

16717650 2 661 858 664 523 844 2.8717E-03 1.3074E-01 2.8100E-03

16717650 5 1100 1350 1110 833 1480 4.2707E-03 7.8775E-02 4.0511E-03

16717650 10 1460 1740 1480 1050 2090 6.4215E-03 5.9666E-02 5.7976E-03

16717650 25 2000 2310 2060 1350 3150 1.0939E-02 4.6693E-02 8.8626E-03

16717650 50 2470 2710 2540 1560 4120 1.5729E-02 4.3605E-02 1.1559E-02

16717650 100 3010 3210 3080 1790 5300 2.1766E-02 4.3605E-02 1.4519E-02

16717650 500 4550 4360 4460 2280 8730 4.0824E-02 4.8262E-02 2.2116E-02
112 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16717800 2 2030 1560 2010 1510 2680 4.1404E-03 1.3074E-01 4.0133E-03

16717800 5 3790 2510 3680 2650 5120 5.7130E-03 7.8775E-02 5.3267E-03

16717800 10 5310 3270 5010 3410 7360 8.2671E-03 5.9666E-02 7.2611E-03

16717800 25 7700 4360 6770 4260 10800 1.3679E-02 4.6693E-02 1.0580E-02

16717800 50 9850 5130 8050 4770 13600 1.9436E-02 4.3605E-02 1.3444E-02

16717800 100 12300 6070 9420 5270 16800 2.6700E-02 4.3605E-02 1.6560E-02

16717800 500 19700 8250 12700 6250 25600 4.9642E-02 4.8262E-02 2.4471E-02

16717850 2 135 372 143 97.2 209 7.6530E-03 1.3074E-01 7.2298E-03

16717850 5 252 622 280 182 433 1.0519E-02 7.8775E-02 9.2795E-03

16717850 10 353 831 419 256 685 1.4881E-02 5.9666E-02 1.1911E-02

16717850 25 509 1140 667 379 1170 2.3506E-02 4.6693E-02 1.5635E-02

16717850 50 647 1380 893 483 1650 3.2284E-02 4.3605E-02 1.8550E-02

16717850 100 806 1670 1160 596 2250 4.3069E-02 4.3605E-02 2.1668E-02

16717850 500 1270 2370 1860 856 4040 7.6116E-02 4.8262E-02 2.9535E-02

16717950 2 28.1 300 42.4 21.5 83.6 2.7477E-02 1.3074E-01 2.2705E-02

16717950 5 107 719 208 98.4 440 4.2289E-02 7.8775E-02 2.7517E-02

16717950 10 227 1140 523 237 1160 6.3850E-02 5.9666E-02 3.0844E-02

16717950 25 527 1860 1270 562 2870 1.0748E-01 4.6693E-02 3.2552E-02

16717950 50 930 2500 2010 874 4610 1.5271E-01 4.3605E-02 3.3920E-02

16717950 100 1570 3320 2920 1240 6880 2.0897E-01 4.3605E-02 3.6077E-02

16717950 500 4770 5660 5550 2180 14100 3.8395E-01 4.8262E-02 4.2873E-02

16720000 2 812 1010 814 685 967 1.4745E-03 1.3074E-01 1.4581E-03

16720000 5 1320 1600 1320 1090 1610 1.9730E-03 7.8775E-02 1.9247E-03

16720000 10 1710 2070 1730 1360 2180 2.8555E-03 5.9666E-02 2.7251E-03

16720000 25 2280 2750 2320 1720 3120 4.8294E-03 4.6693E-02 4.3767E-03

16720000 50 2750 3230 2810 1980 3990 6.9939E-03 4.3605E-02 6.0272E-03

16720000 100 3270 3820 3360 2250 5030 9.7717E-03 4.3605E-02 7.9828E-03

16720000 500 4670 5190 4810 2850 8120 1.8705E-02 4.8262E-02 1.3480E-02

16720300 2 340 358 341 270 429 2.6673E-03 1.3074E-01 2.6140E-03

16720300 5 587 558 585 448 765 3.6744E-03 7.8775E-02 3.5106E-03

16720300 10 790 721 784 571 1080 5.3446E-03 5.9666E-02 4.9052E-03

16720300 25 1090 961 1070 725 1580 8.9472E-03 4.6693E-02 7.5084E-03

16720300 50 1360 1130 1300 831 2040 1.2820E-02 4.3605E-02 9.9075E-03

16720300 100 1650 1340 1560 938 2580 1.7738E-02 4.3605E-02 1.2609E-02

16720300 500 2490 1850 2210 1170 4160 3.3373E-02 4.8262E-02 1.9730E-02
 113

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16725000 2 338 510 340 283 408 1.6389E-03 1.3074E-01 1.6186E-03

16725000 5 568 829 575 462 714 2.3826E-03 7.8775E-02 2.3127E-03

16725000 10 760 1090 776 596 1010 3.6261E-03 5.9666E-02 3.4184E-03

16725000 25 1050 1480 1100 781 1540 6.4043E-03 4.6693E-02 5.6319E-03

16725000 50 1310 1760 1380 926 2050 9.4572E-03 4.3605E-02 7.7717E-03

16725000 100 1600 2110 1710 1080 2700 1.3384E-02 4.3605E-02 1.0240E-02

16725000 500 2450 2950 2610 1450 4700 2.6056E-02 4.8262E-02 1.6921E-02

16737000 2 379 547 381 317 458 1.6884E-03 1.3074E-01 1.6668E-03

16737000 5 539 865 547 440 680 2.4128E-03 7.8775E-02 2.3411E-03

16737000 10 654 1120 674 520 875 3.5256E-03 5.9666E-02 3.3289E-03

16737000 25 810 1500 867 627 1200 5.8140E-03 4.6693E-02 5.1702E-03

16737000 50 934 1770 1030 710 1500 8.2063E-03 4.3605E-02 6.9065E-03

16737000 100 1060 2100 1220 798 1870 1.1195E-02 4.3605E-02 8.9082E-03

16737000 500 1400 2900 1740 1010 2980 2.0535E-02 4.8262E-02 1.4406E-02

16738000 2 1050 441 1020 736 1410 5.3403E-03 1.3074E-01 5.1307E-03

16738000 5 1700 733 1570 1060 2320 8.4394E-03 7.8775E-02 7.6227E-03

16738000 10 2230 976 1930 1210 3060 1.2693E-02 5.9666E-02 1.0466E-02

16738000 25 3020 1340 2350 1370 4040 2.0885E-02 4.6693E-02 1.4431E-02

16738000 50 3700 1610 2650 1460 4810 2.9106E-02 4.3605E-02 1.7455E-02

16738000 100 4470 1940 3010 1580 5760 3.9127E-02 4.3605E-02 2.0622E-02

16738000 500 6670 2740 3950 1840 8450 6.9570E-02 4.8262E-02 2.8495E-02

16739000 2 333 411 338 221 518 9.5667E-03 1.3074E-01 8.9144E-03

16739000 5 662 678 664 405 1090 1.4113E-02 7.8775E-02 1.1969E-02

16739000 10 966 899 948 542 1660 2.0639E-02 5.9666E-02 1.5335E-02

16739000 25 1470 1230 1360 726 2560 3.3406E-02 4.6693E-02 1.9474E-02

16739000 50 1940 1470 1680 855 3310 4.6336E-02 4.3605E-02 2.2465E-02

16739000 100 2510 1770 2040 992 4210 6.2185E-02 4.3605E-02 2.5632E-02

16739000 500 4280 2500 2940 1290 6730 1.1064E-01 4.8262E-02 3.3603E-02

16740000 2 39.3 70.7 40.2 29.1 55.4 5.2700E-03 1.3074E-01 5.0658E-03

16740000 5 64.5 124 68.6 46.5 101 8.2064E-03 7.8775E-02 7.4322E-03

16740000 10 85.1 171 95.9 60.8 151 1.2293E-02 5.9666E-02 1.0193E-02

16740000 25 116 244 145 85.1 249 2.0236E-02 4.6693E-02 1.4117E-02

16740000 50 143 302 192 106 347 2.8253E-02 4.3605E-02 1.7145E-02

16740000 100 174 375 249 131 473 3.8063E-02 4.3605E-02 2.0323E-02

16740000 500 262 565 411 192 876 6.7995E-02 4.8262E-02 2.8227E-02
114 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16741000 2 295 180 290 212 397 5.0461E-03 1.3074E-01 4.8586E-03

16741000 5 463 306 448 313 640 6.8226E-03 7.8775E-02 6.2788E-03

16741000 10 588 414 560 372 843 9.5077E-03 5.9666E-02 8.2009E-03

16741000 25 762 579 713 443 1150 1.4673E-02 4.6693E-02 1.1164E-02

16741000 50 902 705 835 493 1420 1.9826E-02 4.3605E-02 1.3629E-02

16741000 100 1050 861 976 548 1740 2.6081E-02 4.3605E-02 1.6320E-02

16741000 500 1440 1260 1350 678 2690 4.4961E-02 4.8262E-02 2.3276E-02

16742000 2 112 107 112 91.2 138 2.1580E-03 1.3074E-01 2.1230E-03

16742000 5 167 185 168 130 216 3.3173E-03 7.8775E-02 3.1832E-03

16742000 10 209 253 212 156 288 5.0288E-03 5.9666E-02 4.6379E-03

16742000 25 268 357 280 191 411 8.5372E-03 4.6693E-02 7.2176E-03

16742000 50 317 438 340 219 529 1.2204E-02 4.3605E-02 9.5356E-03

16742000 100 371 539 411 250 676 1.6788E-02 4.3605E-02 1.2122E-02

16742000 500 516 800 612 329 1140 3.1128E-02 4.8262E-02 1.8923E-02

16752600 2 61.7 279 76.2 41.4 140 2.1262E-02 1.3074E-01 1.8288E-02

16752600 5 227 554 272 154 483 2.0300E-02 7.8775E-02 1.6140E-02

16752600 10 419 803 505 279 914 2.4237E-02 5.9666E-02 1.7236E-02

16752600 25 764 1200 929 489 1760 3.5557E-02 4.6693E-02 2.0186E-02

16752600 50 1100 1530 1310 659 2600 4.9014E-02 4.3605E-02 2.3076E-02

16752600 100 1500 1930 1750 838 3630 6.6747E-02 4.3605E-02 2.6375E-02

16752600 500 2660 3010 2910 1250 6740 1.2405E-01 4.8262E-02 3.4744E-02

16755800 2 92.1 51.6 91.2 74.4 112 2.0827E-03 1.3074E-01 2.0500E-03

16755800 5 152 110 150 119 190 2.8084E-03 7.8775E-02 2.7117E-03

16755800 10 199 166 197 149 260 4.0475E-03 5.9666E-02 3.7904E-03

16755800 25 268 261 267 189 378 6.7492E-03 4.6693E-02 5.8968E-03

16755800 50 326 343 329 220 492 9.6700E-03 4.3605E-02 7.9148E-03

16755800 100 390 449 403 255 636 1.3389E-02 4.3605E-02 1.0244E-02

16755800 500 564 748 621 347 1110 2.5249E-02 4.8262E-02 1.6577E-02

16756000 2 1680 648 1540 946 2520 1.2902E-02 1.3074E-01 1.1743E-02

16756000 5 3190 1190 2760 1710 4480 1.3351E-02 7.8775E-02 1.1416E-02

16756000 10 4330 1660 3520 2110 5870 1.6402E-02 5.9666E-02 1.2865E-02

16756000 25 5870 2390 4370 2500 7640 2.2861E-02 4.6693E-02 1.5347E-02

16756000 50 7060 2950 4960 2730 9030 2.9519E-02 4.3605E-02 1.7603E-02

16756000 100 8280 3630 5650 2970 10700 3.7692E-02 4.3605E-02 2.0217E-02

16756000 500 11200 5370 7400 3510 15600 6.2407E-02 4.8262E-02 2.7215E-02
 115

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16756100 2 857 652 851 654 1110 3.4926E-03 1.3074E-01 3.4017E-03

16756100 5 1250 1210 1250 919 1690 4.8224E-03 7.8775E-02 4.5442E-03

16756100 10 1530 1690 1540 1080 2190 6.7890E-03 5.9666E-02 6.0955E-03

16756100 25 1900 2420 1990 1310 3020 1.0566E-02 4.6693E-02 8.6161E-03

16756100 50 2200 3000 2370 1480 3790 1.4334E-02 4.3605E-02 1.0788E-02

16756100 100 2500 3700 2820 1680 4730 1.8907E-02 4.3605E-02 1.3188E-02

16756100 500 3280 5480 4040 2150 7580 3.2714E-02 4.8262E-02 1.9498E-02

16756300 2 968 655 959 748 1230 3.0993E-03 1.3074E-01 3.0275E-03

16756300 5 1620 1220 1600 1220 2090 3.7855E-03 7.8775E-02 3.6119E-03

16756300 10 2110 1700 2070 1520 2830 5.1147E-03 5.9666E-02 4.7109E-03

16756300 25 2800 2460 2750 1890 3990 8.0001E-03 4.6693E-02 6.8299E-03

16756300 50 3360 3040 3290 2150 5030 1.1098E-02 4.3605E-02 8.8467E-03

16756300 100 3950 3760 3900 2420 6280 1.5022E-02 4.3605E-02 1.1173E-02

16756300 500 5480 5580 5520 3040 10000 2.7434E-02 4.8262E-02 1.7491E-02

16756500 2 932 695 928 760 1130 1.9835E-03 1.3074E-01 1.9539E-03

16756500 5 1620 1400 1620 1290 2020 2.5335E-03 7.8775E-02 2.4545E-03

16756500 10 2180 2020 2170 1670 2820 3.5652E-03 5.9666E-02 3.3642E-03

16756500 25 3000 3020 3000 2160 4150 5.8939E-03 4.6693E-02 5.2333E-03

16756500 50 3690 3820 3710 2540 5420 8.4563E-03 4.3605E-02 7.0828E-03

16756500 100 4450 4820 4530 2930 6990 1.1749E-02 4.3605E-02 9.2553E-03

16756500 500 6540 7410 6800 3890 11900 2.2343E-02 4.8262E-02 1.5273E-02

16757000 2 520 305 509 372 697 5.0166E-03 1.3074E-01 4.8312E-03

16757000 5 964 554 930 676 1280 5.3628E-03 7.8775E-02 5.0210E-03

16757000 10 1310 769 1240 870 1760 6.7461E-03 5.9666E-02 6.0608E-03

16757000 25 1780 1100 1630 1080 2460 1.0033E-02 4.6693E-02 8.2588E-03

16757000 50 2160 1360 1930 1220 3060 1.3696E-02 4.3605E-02 1.0422E-02

16757000 100 2550 1680 2250 1350 3760 1.8406E-02 4.3605E-02 1.2943E-02

16757000 500 3530 2500 3070 1630 5780 3.3452E-02 4.8262E-02 1.9758E-02

16758000 2 473 354 471 379 585 2.3373E-03 1.3074E-01 2.2962E-03

16758000 5 971 670 956 739 1240 3.3827E-03 7.8775E-02 3.2434E-03

16758000 10 1450 948 1410 1030 1920 5.1921E-03 5.9666E-02 4.7765E-03

16758000 25 2280 1380 2100 1410 3130 9.3378E-03 4.6693E-02 7.7816E-03

16758000 50 3090 1730 2690 1690 4280 1.3957E-02 4.3605E-02 1.0573E-02

16758000 100 4100 2160 3350 1980 5690 1.9943E-02 4.3605E-02 1.3684E-02

16758000 500 7430 3270 5140 2640 9990 3.9422E-02 4.8262E-02 2.1698E-02
116 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16759000 2 191 97.4 189 152 235 2.3588E-03 1.3074E-01 2.3170E-03

16759000 5 360 196 352 274 452 3.1995E-03 7.8775E-02 3.0747E-03

16759000 10 508 286 488 362 656 4.6787E-03 5.9666E-02 4.3385E-03

16759000 25 742 435 687 473 997 7.9996E-03 4.6693E-02 6.8296E-03

16759000 50 954 559 852 553 1310 1.1651E-02 4.3605E-02 9.1942E-03

16759000 100 1200 715 1040 637 1700 1.6344E-02 4.3605E-02 1.1888E-02

16759000 500 1930 1140 1570 842 2930 3.1467E-02 4.8262E-02 1.9048E-02

16759040 2 123 67.1 121 89.4 162 4.5232E-03 1.3074E-01 4.3719E-03

16759040 5 225 132 216 150 311 7.1701E-03 7.8775E-02 6.5719E-03

16759040 10 318 192 294 190 455 1.1099E-02 5.9666E-02 9.3580E-03

16759040 25 471 289 408 241 692 1.9273E-02 4.6693E-02 1.3642E-02

16759040 50 614 370 504 280 908 2.7903E-02 4.3605E-02 1.7015E-02

16759040 100 786 473 619 324 1180 3.8757E-02 4.3605E-02 2.0519E-02

16759040 500 1330 754 945 438 2040 7.2958E-02 4.8262E-02 2.9047E-02

16759060 2 66.4 366 92.2 45.1 189 3.1126E-02 1.3074E-01 2.5140E-02

16759060 5 344 1220 506 252 1020 3.4487E-02 7.8775E-02 2.3986E-02

16759060 10 784 2250 1230 598 2520 4.4259E-02 5.9666E-02 2.5410E-02

16759060 25 1830 4290 3020 1430 6390 6.7019E-02 4.6693E-02 2.7520E-02

16759060 50 3120 6340 5050 2320 11000 9.2238E-02 4.3605E-02 2.9608E-02

16759060 100 4990 9160 7830 3480 17600 1.2464E-01 4.3605E-02 3.2304E-02

16759060 500 12500 18200 17100 6930 42000 2.2832E-01 4.8262E-02 3.9841E-02

16759080 2 489 316 460 251 845 2.1058E-02 1.3074E-01 1.8137E-02

16759080 5 1290 999 1200 618 2340 3.0117E-02 7.8775E-02 2.1788E-02

16759080 10 2190 1800 2020 987 4120 4.3251E-02 5.9666E-02 2.5075E-02

16759080 25 3910 3360 3570 1680 7580 6.8700E-02 4.6693E-02 2.7799E-02

16759080 50 5740 4900 5150 2360 11200 9.4283E-02 4.3605E-02 2.9816E-02

16759080 100 8160 7000 7280 3230 16400 1.2549E-01 4.3605E-02 3.2361E-02

16759080 500 16900 13600 14100 5760 34700 2.2032E-01 4.8262E-02 3.9590E-02

16759180 2 497 183 487 386 615 2.7191E-03 1.3074E-01 2.6637E-03

16759180 5 672 445 662 517 848 3.1292E-03 7.8775E-02 3.0097E-03

16759180 10 782 709 777 589 1030 4.0318E-03 5.9666E-02 3.7766E-03

16759180 25 914 1170 940 679 1300 5.8163E-03 4.6693E-02 5.1720E-03

16759180 50 1010 1580 1080 750 1550 7.6072E-03 4.3605E-02 6.4772E-03

16759180 100 1100 2120 1240 829 1860 9.7816E-03 4.3605E-02 7.9894E-03

16759180 500 1300 3670 1690 1030 2790 1.6322E-02 4.8262E-02 1.2197E-02
 117

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16759200 2 211 102 201 133 303 8.8687E-03 1.3074E-01 8.3053E-03

16759200 5 490 273 455 290 713 1.1372E-02 7.8775E-02 9.9374E-03

16759200 10 765 456 686 415 1140 1.5747E-02 5.9666E-02 1.2459E-02

16759200 25 1230 792 1060 594 1880 2.5007E-02 4.6693E-02 1.6285E-02

16759200 50 1680 1110 1400 747 2620 3.4824E-02 4.3605E-02 1.9361E-02

16759200 100 2230 1520 1830 926 3600 4.7177E-02 4.3605E-02 2.2660E-02

16759200 500 3950 2790 3160 1430 6990 8.6019E-02 4.8262E-02 3.0916E-02

16759300 2 260 224 256 146 446 1.7262E-02 1.3074E-01 1.5249E-02

16759300 5 958 614 876 496 1550 1.9865E-02 7.8775E-02 1.5865E-02

16759300 10 1860 1040 1560 848 2860 2.6065E-02 5.9666E-02 1.8140E-02

16759300 25 3710 1810 2660 1370 5170 4.0240E-02 4.6693E-02 2.1614E-02

16759300 50 5760 2540 3640 1800 7370 5.5855E-02 4.3605E-02 2.4488E-02

16759300 100 8510 3500 4840 2280 10300 7.5886E-02 4.3605E-02 2.7693E-02

16759300 500 18500 6400 8400 3570 19700 1.3999E-01 4.8262E-02 3.5889E-02

16759500 2 1050 266 897 513 1570 1.7409E-02 1.3074E-01 1.5363E-02

16759500 5 2300 716 1850 1070 3190 1.8024E-02 7.8775E-02 1.4668E-02

16759500 10 3330 1200 2530 1420 4480 2.2159E-02 5.9666E-02 1.6158E-02

16759500 25 4830 2070 3440 1860 6380 3.1068E-02 4.6693E-02 1.8655E-02

16759500 50 6060 2880 4240 2210 8150 4.0361E-02 4.3605E-02 2.0960E-02

16759500 100 7370 3940 5240 2620 10500 5.1848E-02 4.3605E-02 2.3685E-02

16759500 500 10700 7120 8230 3720 18200 8.6867E-02 4.8262E-02 3.1025E-02

16759800 2 35 118 35.4 29 43.1 1.9472E-03 2.2231E-01 1.9303E-03

16759800 5 53.2 135 53.8 42.7 67.9 2.6737E-03 2.0468E-01 2.6392E-03

16759800 10 66.8 158 67.8 51.3 89.4 3.8535E-03 2.2231E-01 3.7878E-03

16759800 25 85.6 185 87.5 61.4 125 6.3438E-03 2.2231E-01 6.1678E-03

16759800 50 101 205 104 68 158 8.9865E-03 2.3949E-01 8.6615E-03

16759800 100 117 225 121 74 197 1.2316E-02 2.5621E-01 1.1751E-02

16759800 500 160 271 166 86.2 320 2.2815E-02 2.8824E-01 2.1142E-02

16762000 2 788 472 784 630 976 2.3783E-03 2.2231E-01 2.3531E-03

16762000 5 1210 816 1200 978 1480 2.1288E-03 2.0468E-01 2.1069E-03

16762000 10 1470 1060 1460 1170 1830 2.4738E-03 2.2231E-01 2.4465E-03

16762000 25 1770 1410 1760 1350 2310 3.6213E-03 2.2231E-01 3.5632E-03

16762000 50 1980 1680 1970 1440 2710 5.0332E-03 2.3949E-01 4.9296E-03

16762000 100 2170 1980 2160 1490 3130 6.9090E-03 2.5621E-01 6.7276E-03

16762000 500 2570 2720 2570 1560 4250 1.2950E-02 2.8824E-01 1.2393E-02
118 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

Table 12. Estimated peak discharges for selected recurrence intervals at stream-gaging stations, State of Hawaiÿi—Continued.

[ft3/s, cubic feet per second; WIE, Weighted Independent Estimates program from Berenbrock and Cohn (2008); PeakFQ, program for flood-frequency analysis 

from Flynn and others (2006); The WIE program was used to compute the weighted peak discharge values and all variances. The WIE program also computes 

the station discharge value from the mean, standard deviation, and skew values, and the computed station discharge value may differ slightly (by less than 0.5 

percent or, if greater than 0.5 percent, by less than 1 cubic foot per second) from the Bulletin 17B (Interagency Advisory Committee on Water Data, 1982) value 

shown in the table as computed from the PeakFQ program.]

Station no.

Recurrence 

interval,

in years

Peak discharge values, in ft3

/s 95-percent confidence 

interval, in ft3

/s Variance (logarithmic units)

Station value 

(Bulletin17B)

Regression 

equation

Weighted 

value Lower Upper Station value Regression equation

Weighted 

value

16764000 2 989 714 988 873 1120 7.5226E-04 2.2231E-01 7.4972E-04

16764000 5 1300 1350 1300 1110 1520 1.2043E-03 2.0468E-01 1.1973E-03

16764000 10 1510 1820 1520 1250 1840 1.8895E-03 2.2231E-01 1.8736E-03

16764000 25 1800 2490 1810 1400 2350 3.3465E-03 2.2231E-01 3.2969E-03

16764000 50 2030 3040 2050 1500 2800 4.9059E-03 2.3949E-01 4.8074E-03

16764000 100 2270 3650 2300 1590 3330 6.8831E-03 2.5621E-01 6.7030E-03

16764000 500 2890 5210 2960 1790 4920 1.3171E-02 2.8824E-01 1.2595E-02

16765000 2 436 294 434 363 521 1.6163E-03 2.2231E-01 1.6047E-03

16765000 5 595 460 594 483 729 2.1058E-03 2.0468E-01 2.0844E-03

16765000 10 702 579 700 550 892 2.9156E-03 2.2231E-01 2.8779E-03

16765000 25 838 736 836 618 1130 4.5655E-03 2.2231E-01 4.4736E-03

16765000 50 941 858 938 659 1340 6.2745E-03 2.3949E-01 6.1143E-03

16765000 100 1050 989 1040 694 1570 8.3959E-03 2.5621E-01 8.1295E-03

16765000 500 1290 1300 1290 754 2210 1.4967E-02 2.8824E-01 1.4229E-02

16767000 2 1170 269 1140 899 1460 2.8910E-03 2.2231E-01 2.8539E-03

16767000 5 1840 418 1800 1420 2280 2.7726E-03 2.0468E-01 2.7355E-03

16767000 10 2270 522 2220 1720 2880 3.3134E-03 2.2231E-01 3.2647E-03

16767000 25 2800 660 2720 1990 3700 4.8222E-03 2.2231E-01 4.7198E-03

16767000 50 3180 766 3060 2130 4390 6.5942E-03 2.3949E-01 6.4175E-03

16767000 100 3540 880 3380 2220 5130 8.9160E-03 2.5621E-01 8.6162E-03

16767000 500 4330 1150 4030 2300 7060 1.6378E-02 2.8824E-01 1.5498E-02

16770000 2 2810 653 2650 1740 4030 9.0114E-03 2.2231E-01 8.6603E-03

16770000 5 5600 1230 5240 3430 8020 9.2551E-03 2.0468E-01 8.8548E-03

16770000 10 7800 1650 7240 4520 11600 1.1375E-02 2.2231E-01 1.0821E-02

16770000 25 10900 2240 9770 5590 17100 1.6368E-02 2.2231E-01 1.5246E-02

16770000 50 13300 2720 11700 6170 22100 2.1857E-02 2.3949E-01 2.0029E-02

16770000 100 15900 3250 13500 6550 28000 2.8844E-02 2.5621E-01 2.5925E-02

16770000 500 22200 4610 17500 6870 44800 5.0825E-02 2.8824E-01 4.3206E-02

16770500 2 566 806 576 358 928 1.1751E-02 2.2231E-01 1.1161E-02

16770500 5 1620 1600 1620 964 2730 1.4193E-02 2.0468E-01 1.3272E-02

16770500 10 2800 2180 2740 1510 4990 1.9105E-02 2.2231E-01 1.7593E-02

16770500 25 4980 3010 4690 2250 9770 2.9950E-02 2.2231E-01 2.6394E-02

16770500 50 7210 3690 6530 2790 15300 4.1703E-02 2.3949E-01 3.5518E-02

16770500 100 10000 4460 8670 3280 22900 5.6663E-02 2.5621E-01 4.6401E-02

16770500 500 19500 6450 14600 4180 50800 1.0423E-01 2.8824E-01 7.6549E-02
Appendix A 119

Appendix A

Floods and flood-control studies for specific sites are documented in numerous government and private reports, although 

these studies are not reviewed here. Lau and Mink (2006) provide 

a review of methods used to estimate peak discharges in Hawaiÿi. 

These methods include the rational formula (County of Hawaiÿi, 

1970; County of Maui, 1995; City and County of Honolulu, 2000), 

envelope curves (County of Hawaiÿi, 1970; County of Maui, 

1995; City and County of Honolulu, 2000), station and regional 

frequency curves (State of Hawaiÿi, 1970a; State of Hawaiÿi, 

1971; Cheng and Lau, 1975), regional regression equations (Wu, 

1967, 1969; Nakahara, 1980; Wong, 1994), unit hydrographs, and 

physically based models (Fok and others, 1977; Shade, 1984). A 

description of these methods, including unit hydrographs and the 

rational formula, can be found in most textbooks on surface-water 

hydrology (see, for example, Viessman and others, 1977; Dunne 

and Leopold, 1978). Some of the published methods for estimating 

peak discharges at ungaged sites in Hawaiÿi are described below. 

County Storm-Drainage Standards

Each county (Kauaÿi, Oÿahu, Maui, and Hawaiÿi) in the State 

of Hawaiÿi has developed separate storm-drainage standards. As 

part of these standards, estimates of selected peak discharges are 

required. Methods used to estimate peak discharges in the County 

storm-drainage standards are briefly described below.

Kauaÿi

Storm-drainage standards for the County of Kauaÿi (2001) 

specify use of USGS stream gaging-station data to determine 

peak discharges. If stream gaging-station data are unavailable, 

the standards specify use of the rational formula for drainage 

areas up to 100 acres and Natural Resources Conservation Service (NRCS) hydrograph-analysis methods for drainage areas 

greater than 100 acres. 

Oÿahu

Storm-drainage design criteria for Oÿahu first were developed 

in 1957 (City and County of Honolulu, 1957). For drainage areas 

up to one square mile, the rational formula was recommended. For 

drainage areas greater than one square mile, use of the rational formula in conjunction with runoff values from frequency curves was 

recommended. Frequency curves for 12 gaging stations on Oÿahu 

were developed using the Gumbel extreme-value distribution. 

Dodo and Ling (1958) described similar storm-drainage design 

criteria as the 1957 criteria (City and County of Honolulu, 1957) 

and incorporated intensity-duration-frequency curves as a function 

of maximum 24-hour rainfall. Storm-drainage standards for the 

City and County of Honolulu were formulated in 1959 on the basis 

of these studies (Wu, 1967).

Chow (1966) reviewed existing storm-drainage standards for 

the City and County of Honolulu and recommended use of the 

rational formula for drainage areas up to 100 acres and envelope 

curves for drainage areas greater than 100 acres. For drainage 

areas up to 100 acres, Chow (1966) recommended incorporation of rainfall frequency maps (U.S. Weather Bureau, 1962) 

that became available after the storm-drainage standards were 

formulated in 1959. For drainage areas greater than 100 acres, 

Chow (1966) developed separate envelope curves for windward 

Oÿahu and for the rest of the island. The envelope curves relate 

peak discharge to drainage area. The 1969 storm-drainage 

standards (City and County of Honolulu, 1969) incorporated the 

envelope curves from Chow (1966). Wu (1967) estimated the 

recurrence intervals for the estimated peak discharges from the 

envelope curves to be between 50 and 100 years. The stormdrainage standards for the City and County of Honolulu were 

modified later (City and County of Honolulu, 1986) to incorporate updated rainfall-frequency maps (Giambelluca and others, 

1984) and flood-frequency estimates (Nakahara, 1980). For 

drainage areas greater than 100 acres, updated curves relating 

100-year peak discharge to drainage area were developed, and 

the two regions from the 1969 storm-drainage standards also 

were slightly modified (City and County of Honolulu, 1986). 

These curves were subsequently modified again to allow estimation of the 100-year peak discharge from drainage areas in 

each of three geographic regions of Oÿahu (City and County of 

Honolulu, 1988, 2000). 

Maui

Storm-drainage standards for the County of Maui (1995) 

specify use of the rational formula for drainage areas up to 100 

acres and NRCS hydrograph-analysis methods for drainage 

areas greater than 100 acres. 

Hawaiÿi

Storm-drainage standards for the County of Hawaiÿi 

(1970) were developed using the City and County of Honolulu 

(1969) standards as a guide. The County of Hawaiÿi standards 

specify use of the rational formula for drainage areas up to 

100 acres. For drainage areas greater than 100 acres, separate 

design curves relating peak discharge (approximate 100-year 

recurrence interval) to drainage area are provided for each of 

four regions. 

Frequency Curves

Frequency curves can be developed to estimate peak discharges at a gaged site as well as at ungaged sites using regional 

curves. Frequency curves commonly are fit to data on the basis 

of a particular distribution (for example the log-Pearson Type III 

distribution), although they also may be visually fit to data. 

Carson (1939) developed flood-frequency curves, apparently based on a visual fit to the data, for 17 streams on the 

islands of Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi using 

available data from 1910–35. Flood-frequency curves for 
120 Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi

streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi were 

later updated using the log-Pearson Type III distribution (State 

of Hawaiÿi, 1970a). 

Using annual peak-discharge data from 51 gaging stations on Oÿahu during the 1958–69 base period, Cheng and 

Lau (1975) developed regional frequency curves for each of 

5 hydrologic regions. For each region, a normalized regional 

frequency curve was developed by using the median normalized peak discharge, at each selected recurrence interval, from 

all gaging stations in the region. Peak discharges were normalized using an index flood, the mean annual flood (recurrence 

interval of 2.33 years) (see, for example, Dalrymple, 1960).

Regional Regression Equations

Regional regression equations relate annual peak discharges (the dependent variable) of specified recurrence interval to measureable basin characteristics (the independent or 

explanatory variables) at a site. Regional regression equations 

can be used to estimate peak discharges at an ungaged site 

using the basin characteristics associated with that site. The 

most common basin characteristic used in published regional 

regression studies in Hawaiÿi is drainage-basin area. 

Kauaÿi

For the Island of Kauaÿi, a regional regression equation 

relating peak discharge (for a recurrence interval of 2 years) to 

drainage area, channel length, mean annual precipitation, and 

a mapped peak runoff coefficient was developed using data 

from 28 gaging stations, although only 20 of these stations had 

at least 10 years of record (State of Hawaiÿi, 1973). A method 

was described to estimate peak discharges for other recurrence 

intervals using a map of standard deviations of the logarithms 

of annual peak discharges, an assumed skew coefficient of 0.0, 

and the log-Pearson Type III distribution. 

As an alternative means to estimate preliminary peak 

discharges, envelope curves relating peak discharge (recurrence interval exceeding 100 years) to drainage area also were 

developed for each of five regions on Kauaÿi (State of Hawaiÿi, 

1973). For each region, curves of 10-, 50-, and 100-year 

peak discharges were drawn parallel to the envelope curve. 

Peak-discharge data from gaging stations on Kauaÿi, Oÿahu, 

Molokaÿi, Maui, and Hawaiÿi were used to develop the curves. 

Oÿahu

Wu (1967) developed regional regression equations for 

Oÿahu using data from 20 gaging stations with 12 or more 

years of record. Frequency curves were developed using the 

Gumbel extreme-value distribution. Oÿahu was divided into 

four regions, although data were insufficient to develop an 

equation for one of the four regions. Wu (1967) developed an 

equation to estimate the 100-year peak discharge for windward 

Oÿahu using drainage area, basin length, basin height, and 

the 100-year, 24-hour precipitation as explanatory variables. 

Because the equation for windward Oÿahu indicated an inverse 

relation between peak discharge and basin slope and was 

based on data from only six gaging stations, Wu (1967) indicated that the equation should not be used as an estimator of 

peak discharge in the region. Wu (1967) combined two regions 

(Honolulu and central Oÿahu) and developed an equation 

to estimate the 100-year peak discharge using data from 14 

gaging stations and the same explanatory variables associated 

with the windward Oÿahu equation. The standard errors of the 

estimates from the regression equations were not reported. 

Wu (1969) developed an equation to estimate peak discharge (unspecified recurrence interval) based on data from 29 

gaging stations on Oÿahu. The equation related peak discharge 

to drainage area, surface runoff volume, and a coefficient 

determined using the hydrograph time parameters, time to 

peak and recession constant. 

Nakahara (1980) developed regional regression equations 

for Oÿahu using data from 74 gaging stations with 10 to 60 

years of record. Following guidelines documented in Bulletin 

17A, (U.S. Water Resources Council, 1977), frequency curves 

were developed using the log-Pearson Type III distribution. 

Oÿahu was divided into three regions, and regression equations 

were developed for the 2-, 5-, 10-, 25-, 50-, and 100-year peak 

discharges using one explanatory variable (drainage area) or 

two explanatory variables (drainage area and 2-year, 24-hour 

rainfall; or drainage area and ratio of vegetated to total area) 

in the equations, depending on the region. Reported standard 

errors of the estimates from the regression equations ranged 

from 33 to 67 percent.

The most recent published regional flood-frequency study 

for the Island of Oÿahu (Wong, 1994) used available data through 

1988 (79 gaging stations with 11 to 72 years of record) and followed guidelines documented in Bulletin 17B (Interagency Advisory Committee on Water Data, 1982). Oÿahu was divided into 

three regions, and regression equations were developed for the 

2-, 5-, 10-, 25-, 50-, and 100-year peak discharges using either 

one explanatory variable (drainage area) or two explanatory variables (drainage area and median annual rainfall; or drainage area 

and 2-year, 24-hour rainfall) in the equations, depending on the 

region. Reported standard errors of the estimates from the regression equations ranged from 27 to 58 percent. Wong (1994) used 

GIS methods to define basin characteristics and generalizedleast-squares (GLS) regression techniques (Stedinger and Tasker, 

1985; Tasker and Stedinger, 1989). 

Maui

For the Island of Maui, regional relations between peak 

discharge, for selected recurrence intervals, and drainage area 

were developed for each of five regions using data from 37 

gaging stations, although only 19 of these gaging stations 

had at least 10 years of record (State of Hawaiÿi, 1971). For 

each region, relations between peak discharge and drainage 

area were developed for the mean-annual and 100-year peak 

discharges. Regression methods were used to develop the 
Appendix A 121

relations in region 4, where data were considered sufficient 

(State of Hawaiÿi, 1971). Regional relations for the remaining four regions were developed either graphically (region 

2), or on the basis of available regional data and information 

from regions 2 and 4 (regions 1, 3, and 5). Selected additional 

regional relations (10-, 20-, or 50-year peak discharges) also 

were developed for four of the regions (regions 1, 2, 3, and 4), 

although the method used to develop these relations between 

peak discharges and drainage area was not fully described. The 

regional relations for Maui, which are presented in the form of 

curves, were intended for use in preliminary planning studies. 

Hawaiÿi

For the Island of Hawaiÿi, regional relations between 

peak discharge, for selected recurrence intervals, and drainage 

area were developed for each of eight regions using data from 

30 gaging stations, although only 9 of these gaging stations 

had at least 10 years of record (State of Hawaiÿi, 1970b). For 

each region, relations between the mean-annual, as well as 

the 10-, 50-, and 100-year peak discharges, and drainage area 

were developed. For regions with at least three gaging stations, 

“best-fit lines were drawn through the scatter of points” for the 

mean-annual and 10-, 50-, and 100-year peak discharges (State 

of Hawaiÿi, 1970b). For regions with fewer than three gaging 

stations, it was necessary to rely on data from similar regions 

to develop the regional relations, which are presented in the 

form of curves. 

Statewide

Yamanaga (1972) developed regression equations for 

two regions: (1) the windward sides of the islands of Kauaÿi, 

Oÿahu, Molokaÿi, Maui, and Hawaiÿi, and (2) the leeward sides 

of these islands. Data from 75 gaging stations with at least 10 

years of record through water year 1971 were included in the 

analysis. Frequency curves were developed using the logPearson Type III distribution. Regional regression equations 

for the 2-, 5-, 10-, 25-, and 50-year peak discharges included 

from one to four explanatory variables. Explanatory variables 

used in the regression equations included drainage area, main 

channel length, mean basin elevation, range in elevation, mean 

annual precipitation, and percentage of area with less than 

30-percent slope (Yamanaga, 1972). Reported standard errors 

of the estimates from the regression equations ranged from 42 

to 63 percent.

Produced in the Western Region, Menlo Park, California

Manuscript approved for publication, February 22, 2010

Edited by Peter H. Stauffer

Layout by David R. Jones
122 Flood-Frequency Estimates for Streams on Kaua Flood-Frequency Estimates for Streams on Kaua

ÿi, Oÿahu, Moloka ahu, Molokaÿi, Maui, and Hawai i, Maui, and Hawaiÿi, State of Hawai i, State of Hawaiÿi

Oki and others—Flood-Frequency Estimates for Streams on Kauaÿi, Oÿahu, Molokaÿi, Maui, and Hawaiÿi, State of Hawaiÿi—Scientific Investigations Report 2010−5035