In Cooperation With the Miami Conservancy District

Annual Peak-Flow Frequency Characteristics and (or) Peak 

Dam-Pool-Elevation Frequency Characteristics of Dry Dams 

and Selected Streamflow-Gaging Stations in the 

Great Miami River Basin, Ohio

U.S. Department of the Interior

U.S. Geological Survey

Scientific Investigations Report 2009–5177
Cover image: Views of dry-dam outlets in the Great Miami River Basin, clockwise from top 

in approximate location in the basin: Lockington, Taylorsville, Huffman, Germantown, and 

Englewood Dams. (Photos copyright 1913–2009, Miami Conservancy District, all rights reserved; 

reproduced with permission.)
Annual Peak-Flow Frequency Characteristics 

and (or) Peak Dam-Pool-Elevation Frequency 

Characteristics of Dry Dams and Selected 

Streamflow-Gaging Stations in the 

Great Miami River Basin, Ohio

By G.F. Koltun

In cooperation with the Miami Conservancy District

Scientific Investigations Report 2009–5177

U.S. Department of the Interior

U.S. Geological Survey
U.S. Department of the Interior

KEN SALAZAR, Secretary

U.S. Geological Survey

Suzette M. Kimball, Acting Director

U.S. Geological Survey, Reston, Virginia: 2009

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Suggested citation:

Koltun, G.F., 2009, Annual peak-flow frequency characteristics and (or) peak dam-pool-elevation frequency characteristics of dry dams and selected streamflow-gaging stations in the Great Miami River Basin, Ohio: U.S. Geological 

Survey Scientific Investigations Report 2009–5177, 15 p.
iii

Contents

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

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

Description of the Study Area ............................................................................................................4

Purpose and Scope ..............................................................................................................................4

Determination of Peak Dam-Pool Storages ..............................................................................................5

Tests for Trends..............................................................................................................................................5

Frequency Analyses......................................................................................................................................5

Analysis of Peak Flows ........................................................................................................................5

Analysis of Annual Peak Dam-Pool Elevations................................................................................6

Summary..........................................................................................................................................................6

Acknowledgments.........................................................................................................................................9

References Cited............................................................................................................................................9

Appendix 1. Technical Data........................................................................................................................11

Figures

1. Map showing Miami Conservancy District watershed boundary with cities, 

streams, and physiographic sections, southwestern Ohio ...................................................2

2. Map showing locations of dry dams and selected streamflow-gaging stations in the 

Miami Conservancy District, Ohio .............................................................................................3

3. Scatterplot of annual peak flows against non-zero annual peak storages for the 

Lockington, Englewood, Taylorsville, Huffman, and Germantown Dams, Ohio, 

water years 1922–2007.................................................................................................................8

4. Plot of elevation against dam-pool storage for the Lockington, Englewood, 

Taylorsville, Huffman, and Germantown Dams, Ohio .............................................................8

Tables

1. Streamflow-gaging stations and time periods analyzed for peak-flow frequency 

characteristics ..............................................................................................................................4

 2. Peak-flow frequency estimates at selected streamflow-gaging stations in the 

Great Miami River Basin, Ohio ...................................................................................................7

3. Peak dam-pool-elevation frequency characteristics for dry dams in the Great 

Miami River Basin, Ohio ..............................................................................................................9

1–1. Percentages of drainage areas regulated and sources of regulation at selected 

locations in the Great Miami River basin, Ohio .....................................................................11

1–2. Annual peak streamflows for streamflow-gaging stations 03262000, 03263000, 

03266000, 03270000, and 03272000, water years 1921–2007.................................................12

1–3. Annual peak dam-pool storages for the Lockington, Englewood, Taylorsville, 

Huffman, and Germantown Dams, water years 1922–2008 .................................................14
iv

Conversion Factors and Datums

Multiply By To obtain

Length

foot (ft) 0.3048 meter (m)

mile (mi) 1.609 kilometer (km)

Area

square mile (mi2

) 2.590 square kilometer (km2) 

Volume

acre-foot (acre-ft) 1,233 cubic meter (m3

)

Flow rate

cubic foot per second (ft3

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

Vertical coordinate information is referenced to the U.S. Army Corps of Engineers datum of 1912 

(COE 1912).

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

Elevation, as used in this report, refers to distance above the vertical datum.
Annual Peak-Flow Frequency Characteristics and (or) 

Peak Dam-Pool-Elevation Frequency Characteristics of 

Dry Dams and Selected Streamflow-Gaging Stations in the 

Great Miami River Basin, Ohio

By G. F. Koltun

Abstract

 This report describes the results of a study to determine 

frequency characteristics of postregulation annual peak flows 

at streamflow-gaging stations at or near the Lockington, Taylorsville, Englewood, Huffman, and Germantown dry dams 

in the Miami Conservancy District flood-protection system 

(southwestern Ohio) and five other streamflow-gaging stations 

in the Great Miami River Basin further downstream from 

one or more of the dams. In addition, this report describes 

frequency characteristics of annual peak elevations of the 

dry-dam pools. In most cases, log-Pearson Type III distributions were fit to postregulation annual peak-flow values 

through 2007 (the most recent year of published peak-flow 

values at the time of this analysis) and annual peak dam-pool 

storage values for the period 1922–2008 to determine peaks 

with recurrence intervals of 2, 5, 10, 25, 50, 100, 200, and 500 

years. For one streamflow-gaging station (03272100) with a 

short period of record, frequency characteristics were estimated by means of a process involving interpolation of peakflow yields determined for an upstream and downstream gage. 

Once storages had been estimated for the various recurrence 

intervals, corresponding dam-pool elevations were determined 

from elevation-storage ratings provided by the Miami Conservancy District.

Introduction

The Miami Conservancy District (MCD), whose jurisdiction lies within the Great Miami River Basin in southwestern 

Ohio (fig. 1), is responsible for the operation and maintenance 

of a flood-protection system that includes five gateless dry 

dams: Lockington, Englewood, Taylorsville, Huffman, and 

Germantown (fig. 2). These dams were designed to safely pass 

the Official Plan Flood (OPF), which is equal to the 1913 flood 

magnitude plus 40 percent additional flow (Miami Conservancy District, 2009). Flow through the dams is controlled by 

means of conduits designed to pass only the amount of water 

that can be conveyed within the banks of the downstream 

channel. Excess floodwaters are stored behind the dams in 

temporary pools, which gradually drain as inflow rates to the 

dam pools fall below the outflow rates. During times of low to 

moderate flow, water flows in the conduits through the dams 

unimpeded, leaving no permanent pools (hence the name “dry 

dams”).

The dams were constructed simultaneously between 1918 

and 1922. Streamflow-gaging stations have been operated near 

the outlets of each of the dams for all or most of the periods 

since the dams were constructed. The MCD has collected 

and maintained records of annual peak dam-pool elevations, 

as well as peak dam-pool elevations associated with selected 

smaller floods that resulted in water storage in the dam pools. 

Other streamflow-gaging stations also have been operated 

by the MCD (many in cooperation with the U.S. Geological 

Survey) in the Great Miami River Basin. Frequency characteristics of the peak flows discharged through the dams and 

of annual peak dam-pool elevations have been assessed in the 

past, as have frequency characteristics of several streamflowgaging stations in the basin (Webber and Bartlett, 1977; Song, 

1979); however, those assessments were based on appreciably 

less data than are currently available (2009). 

Accurate information on peak flow and annual peak 

dam-pool-elevation frequency characteristics is important to 

regulators and emergency managers so that they can make 

informed decisions about flood-related risks. Consequently, 

there is a periodic need to reevaluate those characteristics to 

improve the accuracy of frequency estimates and to evaluate 

and reflect any changes in frequency characteristics that may 

result from changes in hydrology. To help meet that need, 

the U.S. Geological Survey (USGS), in cooperation with the 

MCD, did a study to characterize annual peak flows and peak 

dam-pool-elevation frequency characteristics of the dry dams 

in the Great Miami River Basin, Ohio, and to characterize 

peak-flow frequency characteristics at selected other gaged 

locations in the basin.
2 Annual Peak-Flow and (or) Peak Dam-Pool-Elevation Frequency Characteristics, Great Miami River Basin, Ohio

Darke

Butler

Clark

Logan

Miami

Preble

Shelby

Clinton

Highland

Warren

Greene

Mercer

Fayette

Union

Hamilton

Auglaize

Madison

Champaign

Montgomery

Hardin

Clermont Brown

Pike

Ross

Marion

Allen

Great Miami River Mad Rive

S

r

tillwater Rive

Tw

r

in Creek

Loramie Creek

Wolf Creek

Holes Cree

Four Mile Creek

k

Troy

Dayton

Hamilton

Englewood

Middletown

Lockington

Miamisburg Germantown Sevenmile Creek

85°0' 84°30' 84°0' 83°30'

40°30'

40°0'

39°30'

Base from U.S. Geological Survey digital data, variously scaled

Physiography from Fenneman and Johnson, 1946, 1:7,000,000

Projection is State Plane Ohio South

EXPLANATION

MCD watershed boundary

Ohio counties

Physiographic Sections

Lexington Plain

Till Plains

Streams

Cities

OHIO 0 10 20 5 Miles

0 10 20 5 Kilometers

Figure 1. Miami Conservancy District (MCD) watershed boundary with cities, streams, and physiographic sections, 

southwestern Ohio.
Introduction 3

Great Miami River Mad River

Stillwater River

Twin Creek

Sevenmile

Creek

Loramie Creek

Wolf Creek

Four Mile Creek

03274000

03272100

03272000

03271500

03270500

03270000

03266000 03263000

03262700

03262000

85°0' 84°30' 84°0' 83°30'

40°30'

40°0'

39°30'

Base from U.S. Geological Survey digital data, variously scaled

Projection is State Plane Ohio South

EXPLANATION

MCD watershed boundary

Ohio counties

Streams

Streamflow-gaging stations

Dry dams

OHIO 0 10 20 5 Miles

0 10 20 5 Kilometers

Lockington Dam

Englewood Dam Taylorsville Dam

Germantown Dam

Huffman Dam

Figure 2. Locations of dry dams and selected streamflow-gaging stations in the Miami Conservancy District (MCD), Ohio.
4 Annual Peak-Flow and (or) Peak Dam-Pool-Elevation Frequency Characteristics, Great Miami River Basin, Ohio

Description of the Study Area

The part of the Great Miami River Basin within the 

watershed boundaries of the MCD drains approximately 3,800 

mi2 in southwestern Ohio and 100 mi2 of Indiana. The MCD’s 

watershed boundary encompasses all of the Great Miami River 

drainage except that from the Whitewater River, which itself 

drains approximately 1,470 mi2 (mostly from Indiana) and discharges to the Great Miami River about 6.3 mi upstream from 

its mouth. The Great Miami River Basin within the watershed 

boundaries of the MCD will be referred to as “the basin” for 

the remainder of this report.

The basin lies almost entirely within the Till Plains section of the Central Lowland physiographic province (fig. 1) 

(Fenneman and Johnson, 1946). Most of the basin was glaciated, resulting in flat to gently rolling land surfaces that are cut 

by steep-walled river valleys of low to moderate relief. Glacial 

till overlies most of the basin; however, coarse-grained stratified sediments consisting of well-sorted sand and gravel also 

are common, particularly in river valleys.

The basin has a temperate continental climate characterized by well-defined winter and summer seasons that are 

accompanied by large annual temperature variations. On average, about 38.3 in. of precipitation falls annually within the 

basin, on the basis of data collected from 1915 through 2000 

(Miami Conservancy District, 2007), with an average runoff 

of about 12.6 in. March through August tend to be the wettest 

months; January and February tend to be the driest.

The Lockington, Taylorsville, Englewood, Huffman, 

and Germantown Dams discussed in this report are on 

Loramie Creek, Great Miami River, Stillwater River, Mad 

River, and Twin Creek, respectively. The drainage area 

upstream from the Taylorsville Dam is the largest for the 

five dams at 1,149 mi2

. The drainage area upstream from 

Lockington Dam is the smallest (257 mi2

). A description of 

these and the other three dry dams in the MCD flood-protection system can be found at http://www.miamiconservancy.org/

flood/dams.asp.

The dry dams provide substantial regulation of peak 

flows in the Great Miami River and affected tributaries. 

Appendix table 1–1 shows the percentages of the drainage 

areas regulated by the dry dams at selected locations in the 

basin, as well as information about the dams providing regulation at those locations.

Purpose and Scope

The purpose of this report is to describe the results of 

a study to determine selected frequency characteristics of 

postregulation annual peak flows measured at 10 streamflowgaging stations (5 of which are at or near the outlets of the 

dry dams in the MCD flood-protection system and the other 5 

of which are further downstream from one or more of the dry 

dams) and to determine frequency characteristics of annual 

peak elevations in the dry-dam pools. Because of the close 

proximity of five of the streamflow-gaging stations to the 

five dams, peak flows at those stations are considered to be 

approximately equal to peak flows discharging through the 

dams. Frequency characteristics presented in this report for 

streamflow-gaging stations are based on annual peak streamflows from water years1

 listed in table 1 and annual peak dampool elevations from water years 1922 through 2008.

1

 A water year is the period from October 1 to September 30 and is designated by the calendar year in which it ends.

Table 1. Streamflow-gaging stations and time periods analyzed for peak-flow frequency characteristics.

[na, not applicable; bolded station numbers indicate streamflow-gaging stations located at or near the outlets of dry dams]

Station number Station name Decimal 

latitude

Decimal 

longitude

Drainage 

area (mi2

) Period analyzed

03262000 Loramie Creek at Lockington, Ohio 40.2145 -84.2438 257 1922–2007

03262700 Great Miami River at Troy, Ohio 40.0403 -84.1977 926 1958, 1963–2007

03263000 Great Miami River at Taylorsville, Ohio 39.8728 -84.1641 1,149 1922–2007

03266000 Stillwater River at Englewood, Ohio 39.8703 -84.2861 650 1926–2007

03270000 Mad River near Dayton, Ohio 39.7973 -84.0885 635 1922–2007

03270500 Great Miami River at Dayton, Ohio 39.7653 -84.1974 2,511 1922–2007

03271500 Great Miami River at Miamisburg, Ohio 39.6445 -84.2897 2,711 1925–35, 1953–2008

03272000 Twin Creek near Germantown, Ohio 39.6378 -84.4038 275 1921–23, 1927–2007

03272100 Great Miami River at Middletown, Ohio 39.5199 -84.4127 3,134 na

03274000 Great Miami River at Hamilton, Ohio 39.3912 -84.5722 3,630 1922–2007
Frequency Analyses 5

Data Aggregation and QualityAssurance Checks

Annual peak-flow values and the dates of their occurrence retrieved from the USGS National Water Information 

System (NWIS) for USGS streamflow-gaging stations at or 

near the outlets of the dry dams are listed in Appendix 1, table 

1–2. Annual peak-flow data for the other streamflow gages discussed in this report are not listed but can be obtained from the 

USGS NWIS Web server at http://waterdata.usgs.gov. A suite 

of tests (Ryberg, 2008) were run on the annual peak-flow data 

as quality-assurance checks. All potential data-quality issues 

identified in the tests were examined further to ensure that the 

peak-flow data were accurate. 

Annual peak dam-pool elevations and the dates of their 

occurrences were provided by the MCD. In most cases, these 

annual peak dam-pool elevations were determined from staffgage readings made at the dams by MCD personnel. In some 

cases, the elevations were determined by means of automated 

equipment that measures and records the height of water 

above a reference datum. 

As a quality-assurance check, annual peak dam-poolelevation data were paired by date of occurrence with corresponding peak-flow values (when available) retrieved from 

NWIS2

. Outflow ratings, developed by digitizing outletcapacity rating curves contained in a MCD report (Miami 

Conservancy District, 1964), were used to estimate peak flows 

as a function of peak dam-pool elevations. The estimated peak 

flows were compared with peak-flow values retrieved from 

the NWIS database to ensure that there were no substantial 

discrepancies.

Determination of Peak Dam-Pool 

Storages

As discussed in more detail later, annual peak storages 

in the dam pools were used to determine frequency characteristics of peak dam-pool elevations. Elevation-storage ratings 

for the dam pools were furnished by the MCD. The MCD 

used a geographic information system (GIS) to determine 

elevation-storage ratings for the dam pools on the basis of a 

2.5-ft-grid digital elevation model (DEM) that was developed 

by the Ohio Statewide Imagery Program (OSIP, a partnership 

between State agencies and the Federal government; Ohio 

Geographically Referenced Information Program, 2009). For 

Englewood Dam, a 10-m DEM was used to determine storages for elevations at or below 810 ft; then, cumulative incremental changes in storages relative to the 2.5-ft DEM-based 

storage at 810 ft were summed to the GIS-based storage at 

2

 The dates of peak streamflow and peak dam-pool storage for a given water 

year are not the same in all cases. A variety of reasons (for example, obstructions lodging in outflow conduits) can cause these differences to occur.

810 ft to determine total storages above 810 ft. This was necessary because the OSIP data were collected in the Englewood 

area during a flood period, so the resulting elevations in the 

2.5-ft-grid DEM reflected the elevation of water in the dam 

pool instead of the elevation at land surface (Barry Puskas, 

Miami Conservancy District, oral commun., 2009). Storages 

determined for elevations ranging from the conduit inverts to 

at or near the top of the dams (in 0.1-ft increments) were used 

in lookup form to determine the storages associated with the 

annual peak dam-pool elevations (Appendix 1, table 1–3). 

Tests for Trends

The annual peak flow and peak dam-pool storage time 

series were tested for stationarity by means of the Kendall test 

for trends, as implemented in the USGS program SWSTAT 

(U.S. Geological Survey, 2009a). The Kendall test for trends 

involves calculating a nonparametric measure of correlation (tau) between time and corresponding measures of some 

characteristic (in this case, annual peak flows or peak dampool storages). None of the time series exhibited statistically 

significant trends at α = 0.05, thereby supporting the assumption of stationarity that is required for frequency analysis.

Frequency Analyses

Frequency analyses were done to estimate peak-flow and 

peak dam-pool-elevation magnitudes with recurrence intervals 

of 2, 5, 10, 25, 50, 100, 200, and 500 years (annual exceedance probabilities of 0.5, 0.2, 0.1, 0.04, 0.02, 0.01, 0.005, and 

0.002, respectively). Methods used to compute these frequency characteristics are described below.

Analysis of Peak Flows

In all except one case (station 03272100), peak-flow frequency estimates were determined by fitting a log-Pearson Type 

III (LPIII) distribution to the base-10 logarithms of the annual 

peak-flow series. The peak flows corresponding to selected 

recurrence intervals were computed by the following equation:

log10(Qt

) = X + K(S)

where

Qt is the t-year-recurrence-interval peak flow,

 in cubic feet per second,

X is the mean of the logarithms of the annual

peak flows,

K is a factor dependent on the recurrence

interval and the skew coefficient of the

log-transformed annual peak flow series,

 and

S is the standard deviation of the logtransformed annual peak-flow series.
6 Annual Peak-Flow and (or) Peak Dam-Pool-Elevation Frequency Characteristics, Great Miami River Basin, Ohio

Peak-flow frequency estimates were calculated with 

version 5.2 of the USGS program PKFQWin (U.S. Geological Survey, 2009b), which is a Windows Operating System 

version of the USGS program PEAKFQ (Flynn and others, 

2006). PKFQWin performs frequency analyses on the basis of 

guidelines established by the Interagency Advisory Committee 

on Water Data (1982). Station skew was used instead of the 

weighted skew in all cases because skews may be affected by 

regulation from the dry dams and therefore may be inconsistent with regional skew estimates. 

Peak-flow frequency characteristics for station 03272100 

initially were computed by means of a LPIII analysis. Examination of the computed frequency characteristics indicated 

that the magnitudes of the peaks computed for a given recurrence interval were consistently smaller than those at both the 

upstream and downstream streamflow-gaging stations on the 

same stream (stations 03271500 and 03274000, respectively). 

That result was considered unreasonable and was attributed 

to the fact that only 13 years of peak-flow data were available for analysis for station 03272100 as compared to 67 

years of record at station 03271500 and 86 years of record at 

03274000. The poor LPIII estimate of frequency characteristics at station 03272100 likely is due to time-sampling error, 

which results from analysis of data for a particular short time 

period that are not representative of the longer time period. 

Examination of same-event annual peak flows for the three 

stations that occurred during the common period of record 

extending from 1995 to 2007 indicated that, on average, peak 

flows at station 03272100 tended to have magnitudes between 

those of the upstream and downstream stations. Consequently, 

the frequency characteristics for station 03272100 were 

estimated by interpolating, as a function of drainage area, 

between peak-flow yields (that is, flow divided by drainage 

area) determined for stations 03271500 and 03274000, and 

then multiplying the interpolated yield by the drainage area at 

station 03272100. Peak-flow frequency estimates for station 

03272100 and the other streamflow-gaging stations listed in 

table 1 are shown in table 2. 

Analysis of Annual Peak Dam-Pool Elevations

Frequency characteristics of peak dam-pool elevations 

were not determined from direct analysis of the annual peak 

dam-pool-elevation time series but instead were determined 

from corresponding annual peak dam-pool storages. Annual 

peak storage in the dam pool generally is closely related to 

annual peak streamflow at the dry dams (fig. 3). The same 

cannot necessarily be said about the relation between peak 

flows and peak dam-pool elevations because elevation-storage 

relations vary as a function of water level at a given dam due 

to variable topography of the dam pools (fig. 4). An added 

benefit of analyzing storages instead of elevations is that the 

strong linear correlation between logarithms of annual peak 

flows and annual peak storages at dry dams gives theoretical 

support for using an LPIII distribution to describe the storagefrequency characteristics.

Annual peak dam-pool-elevation frequency characteristics were estimated with version 5.2 of the USGS program 

PKFQWin (U.S. Geological Survey, 2009b) by determining 

the parameters of the LPIII distribution that fit the base-10 

logarithms of the observed annual peak dam-pool storages. The 

LPIII distribution was then used to estimate the peak dam-pool 

storages (and corresponding confidence limits) with recurrence intervals of 2, 5, 10, 25, 50, 100, 200, and 500 years. As 

described in Bulletin 17B (Interagency Advisory Committee on 

Water Data, 1982), conditional probability adjustments were 

made to the frequency estimates to account for zero-storage 

years (years in which peak flows were insufficient to cause 

water to go into dam-pool storage). Once storages had been 

estimated for the various recurrence intervals, corresponding 

dam-pool elevations were determined from the elevation-storage 

ratings discussed in the section titled “Determination of Peak 

Dam-Pool Storages.” The resulting dam-pool-elevation frequency characteristics for the five dry dams are listed in table 3.

Summary

This report describes the results of a study, done by the 

U.S. Geological Survey (USGS) in cooperation with the Miami 

Conservancy District (MCD), to determine frequency characteristics of postregulation annual peak flows at streamflow-gaging 

stations near five dry dams (Lockington, Englewood, Taylorsville, Huffman, and Germantown) in the MCD flood-protection 

system and annual peak elevations of the corresponding dam 

pools. In addition, peak-flow frequency characteristics were 

determined for five other streamflow-gaging stations in the 

basin. These frequency characteristics are used by regulators 

and emergency managers to make informed decisions about 

flood-related risks.

Annual peak-flow time series obtained from the USGS 

NWIS database and annual peak dam-pool elevation time series 

provided by the MCD were checked to ensure accuracy, consistency, and stationarity. In most cases, log-Pearson Type III distributions were fit to annual peak-flow values and annual peak 

dam-pool storage values to determine peaks with recurrence 

intervals of 2, 5, 10, 25, 50, 100, 200, and 500 years. In one case 

(for station 03272100), frequency characteristics were estimated 

by means of a process involving interpolation of peak-flow 

yields determined for an upstream and downstream streamflowgaging station. Conditional probability adjustments were made 

to the dam-pool storage frequency estimates to account for zerostorage years. Once storages had been estimated for the various 

recurrence intervals, corresponding dam-pool elevations were 

determined from elevation-storage ratings provided by the MCD.
Summary 7

Annual exceedance 

probability

Recurrence 

interval 

(years)

Peak 

streamflow 

(ft3

/s)

95-percent confidence 

limits

Lower 

(ft3

/s)

Upper 

(ft3/s)

Loramie Creek at Lockington, Ohio (03262000)

0.500 2 4,340 4,120 4,580

0.200 5 5,350 5,050 5,700

0.100 10 5,830 5,480 6,270

0.040 25 6,300 5,890 6,830

0.020 50 6,580 6,130 7,170

0.010 100 6,810 6,320 7,440

0.005 200 7,000 6,480 7,670

0.002 500 7,200 6,660 7,920

Great Miami River at Troy, Ohio (03262700)

0.500 2 12,600 11,800 13,500

0.200 5 15,800 14,800 17,200

0.100 10 17,800 16,500 19,700

0.040 25 20,200 18,400 22,800

0.020 50 21,900 19,800 25,100

0.010 100 23,600 21,100 27,400

0.005 200 25,300 22,400 29,700

0.002 500 27,400 24,100 32,700

Great Miami River at Taylorsville, Ohio (03263000)

0.500 2 15,000 14,000 16,100

0.200 5 20,100 18,600 21,900

0.100 10 22,800 20,900 25,200

0.040 25 25,700 23,400 28,800

0.020 50 27,500 24,900 31,000

0.010 100 29,000 26,200 33,000

0.005 200 30,400 27,300 34,700

0.002 500 32,000 28,600 36,700

Stillwater River at Englewood, Ohio (03266000)

0.500 2 6,960 6,670 7,260

0.200 5 8,300 7,930 8,750

0.100 10 9,010 8,560 9,570

0.040 25 9,750 9,210 10,500

0.020 50 10,200 9,600 11,000

0.010 100 10,600 10,000 11,500

0.005 200 11,000 10,300 12,000

0.002 500 11,400 10,700 12,500

Mad River near Dayton, Ohio (03270000)

0.500 2 7,200 6,670 7,770

0.200 5 10,300 9,510 11,360

0.100 10 12,500 11,400 14,000

0.040 25 15,400 13,800 17,600

0.020 50 17,600 15,600 20,500

0.010 100 19,900 17,400 23,500

0.005 200 22,300 19,300 26,700

0.002 500 25,500 21,800 31,100

Table 2. Peak-flow frequency estimates at selected streamflow-gaging stations in the Great Miami River Basin, Ohio.

[ft3/s, cubic feet per second; values in italics are estimated; nd, not determined; bolded station numbers indicate streamflow-gaging stations located at or near the

outlets of dry dams]

Annual exceedance 

probability

Recurrence 

interval 

(years)

Peak 

streamflow 

(ft3

/s)

95-percent confidence 

limits

Lower 

(ft3

/s)

Upper 

(ft3/s)

Great Miami River at Dayton, Ohio (03270500)

0.500 2 26,400 24,700 28,300

0.200 5 35,900 33,300 39,100

0.100 10 41,700 38,400 46,000

0.040 25 48,700 44,300 54,600

0.020 50 53,600 48,300 60,800

0.010 100 58,200 52,100 66,800

0.005 200 62,700 55,800 72,600

0.002 500 68,500 60,400 80,100

Great Miami River at Miamisburg, Ohio (03271500)

0.500 2 26,800 24,800 29,000

0.200 5 36,900 33,900 40,800

0.100 10 43,400 39,400 48,700

0.040 25 51,200 45,800 58,800

0.020 50 56,900 50,400 66,200

0.010 100 62,400 54,800 73,600

0.005 200 67,800 59,000 81,000

0.002 500 74,800 64,500 90,700

Twin Creek near Germantown, Ohio (03272000)

0.500 2 6,120 5,840 6,420

0.200 5 7,240 6,880 7,670

0.100 10 7,700 7,290 8,210

0.040 25 8,100 7,640 8,680

0.020 50 8,300 7,820 8,920

0.010 100 8,450 7,950 9,100

0.005 200 8,570 8,050 9,240

0.002 500 8,670 8,140 9,360

Great Miami River at Middletown, Ohio (03272100)

0.500 2 33,000 nd nd

0.200 5 45,700 nd nd

0.100 10 53,700 nd nd

0.040 25 63,100 nd nd

0.020 50 69,800 nd nd

0.010 100 76,300 nd nd

0.005 200 82,500 nd nd

0.002 500 90,400 nd nd

Great Miami River at Hamilton, Ohio (03274000)

0.500 2 40,900 38,000 44,100

0.200 5 57,100 52,600 62,700

0.100 10 67,000 61,100 74,700

0.040 25 78,500 70,700 89,000

0.020 50 86,500 77,300 99,200

0.010 100 94,000 83,400 109,000

0.005 200 101,000 89,100 118,000

0.002 500 110,000 96,300 130,000
8 Annual Peak-Flow and (or) Peak Dam-Pool-Elevation Frequency Characteristics, Great Miami River Basin, Ohio

50 100 1,000 10,000 100,000

1,000

10,000

100,000

Lockington Dam

Taylorsville Dam

Englewood Dam

Huffman Dam

Germantown Dam

ANNUAL PEAK STREAMFLOW, IN CUBIC FEET PER SECOND

ANNUAL PEAK STORAGE, IN ACRE-FEET

0 50 100 150 200 250 300 350 400 450 500

700

725

750

775

800

825

850

875

900

925

950

975

ELEVATION, IN FEET (COE 1912)

STORAGE, IN THOUSANDS OF ACRE-FEET

Lockington Dam

Taylorsville Dam

Englewood Dam

Huffman Dam

Germantown Dam

Figure 3. Scatterplot of annual peak flows against non-zero annual peak storages for the Lockington, 

Englewood, Taylorsville, Huffman, and Germantown Dams, Ohio, water years 1922–2007.

Figure 4. Plot of elevation against dam-pool storage for the Lockington, Englewood, Taylorsville, Huffman, 

and Germantown Dams, Ohio (source data for curves furnished by the Miami Conservancy District).
References Cited 9

Table 3. Peak dam-pool-elevation frequency characteristics 

for dry dams in the Great Miami River Basin, Ohio.

[Elevations are referenced to the U.S. Army Corps of Engineers 1912 

datum]

Annual exceedance 

probability

Recurrence 

interval 

(years)

Peak

dam-pool

elevation

(feet)

95-percent 

confidence limits

Lower

(feet)

Upper

(feet)

Lockington Dam (spillway, 938 feet; top of dam, 954 feet)

0.500 2 897.6 896.6 898.5

0.200 5 902.6 901.3 904.2

0.100 10 905.6 903.9 907.6

0.040 25 908.9 906.9 911.5

0.020 50 911.1 908.8 914.2

0.010 100 913.3 910.6 916.8

0.005 200 915.3 912.3 919.3

0.002 500 917.8 914.4 922.4

Taylorsville Dam (spillway, 818 feet; top of dam, 837 feet)

0.500 2 778.8 778.1 779.4

0.200 5 782.3 781.4 783.5

0.100 10 784.7 783.5 786.3

0.040 25 787.7 786.0 790.0

0.020 50 789.9 787.8 792.6

0.010 100 792.0 789.6 795.1

0.005 200 794.0 791.3 797.7

0.002 500 796.7 793.5 801.2

Englewood Dam (spillway, 876 feet; top of dam, 892.5 feet)

0.500 2 806.2 804.1 808.6

0.200 5 816.8 813.5 820.8

0.100 10 822.3 818.4 827.1

0.040 25 827.6 823.0 833.5

0.020 50 830.7 825.7 837.3

0.010 100 833.3 827.9 840.6

0.005 200 835.6 829.8 843.3

0.002 500 838.0 831.9 846.4

Huffman Dam (spillway, 835 feet; top of dam, 850 feet)

0.500 2 791.0 790.3 791.7

0.200 5 794.9 793.8 796.3

0.100 10 797.8 796.2 799.7

0.040 25 801.4 799.2 804.5

0.020 50 804.2 801.4 808.1

0.010 100 807.0 803.7 812.1

0.005 200 810.0 805.9 816.3

0.002 500 814.2 809.0 822.2

Germantown Dam (spillway, 815 feet; top of dam, 830 feet)

0.500 2 757.3 755.6 759.0

0.200 5 766.2 763.6 769.7

0.100 10 772.1 768.4 776.9

0.040 25 778.9 774.2 785.0

0.020 50 783.3 778.0 790.5

0.010 100 787.3 781.3 795.6

0.005 200 791.0 784.3 800.2

0.002 500 795.5 788.0 805.7

Acknowledgments

Thanks are extended to Barry Puskas of the Miami 

Conservancy District for supplying elevation-storage data for 

the dry dams and for furnishing other technical information 

and assistance required to produce this report.

References Cited

Fenneman, N.M., and Johnson, D.W., 1946, Physical divisions of the United States: U.S. Geological Survey, scale 

1:7,000,000.

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, chap. B4, 42 p.

Interagency Advisory Committee on Water Data, 1982, Guidelines for determining flood flow frequency—Bulletin 17–B 

of the Hydrology Subcommittee: Reston, Va., U.S. Geological Survey, Office of Water Data Coordination, 183 p.

Miami Conservancy District, 1964, Restudy of the Official Plan 

Part 1—Development and verification of a flood routing model 

of the Miami River Basin: Dayton, Ohio, Report 64–8, 108 p.

Miami Conservancy District, 2007, Miami Conservancy District—2007 annual report: Dayton, Ohio, 92 p.

Miami Conservancy District, 2009, Flood protection—Official 

Plan Flood: Dayton, Ohio, accessed March 13, 2009, at 

http://www.miamiconservancy.org/flood/plan.asp

Ohio Geographically Referenced Information Program, 

2009, Ohio Statewide Imagery Program: Accessed June 

25, 2009, at http://ogrip.oit.ohio.gov/ProjectsInitiatives/

StatewideImagery.aspx

Ryberg, K.R., 2008, PFReports—A program for systematic 

checking of annual peaks in NWISWeb: U.S. Geological 

Survey Open-File Report 2008–1284, 18 p.

Song, Lawrence, 1979, Flood frequencies in the Great Miami 

River Basin: Dayton, Ohio, Miami Conservancy District 

Report 79–1 [variously paginated].

U.S. Geological Survey, 2009a, SWSTAT—Surface-water 

statistics, accessed on March 27, 2009, at http://water.usgs.

gov/software/SWSTAT/

U.S. Geological Survey, 2009b, PeakFQ—Flood-Frequency 

Analysis, accessed on March 27, 2009, at http://water.usgs.

gov/software/PeakFQ/

Webber, E.E., and Bartlett, W.P., Jr., 1977, Floods in Ohio—

Magnitude and frequency: Ohio Department of Natural 

Resources Division of Water Bulletin 45, 74 p.
10 Annual Peak-Flow and (or) Peak Dam-Pool-Elevation Frequency Characteristics, Great Miami River Basin, Ohio

View of Englewood Dam in flood storage, April 15, 1922. Note whirlpool at inlet at lower left. This flood event was used in the frequency analyses discussed in this 

report. (Photo copyright 1913–2009, Miami Conservancy District, all rights reserved; reproduced with permission.)
Appendix 1. Technical Data 11

Appendix 1. Technical Data

Table 1–1. Percentages of drainage areas regulated and sources of regulation at selected locations in the Great Miami River 

basin, Ohio.

[mi2, square miles; E, Englewood Dam; G, Germantown Dam; H, Huffman Dam; L, Lockington Dam; T, Taylorsville Dam]

Stream Location MCD dam 

influence

Drainage 

area 

(mi2

)

Drainage 

area regulated 

(mi2

)

Drainage area 

regulated 

(percent)

Great Miami River Above confluence with Loramie Creek 568 0 0.0

Great Miami River Below confluence with Loramie Creek L 832 257 30.9

Great Miami River At station 03262700 (at Troy, Ohio) L 926 257 27.8

Great Miami River Above confluence with Stillwater River LT 1,175 1,149 97.8

Great Miami River Below confluence with Stillwater River ELT 1,851 1,799 97.2

Great Miami River Above confluence with Mad River ELT 1,853 1,799 97.1

Great Miami River Below confluence with Mad River ELTH 2,510 2,434 97.0

Great Miami River At station 03270500 (at Dayton, Ohio) ELTH 2,511 2,434 96.9

Great Miami River Above confluence with Wolf Creek ELTH 2,512 2,434 96.9

Great Miami River Below confluence with Wolf Creek ELTH 2,583 2,434 94.2

Great Miami River Above confluence with Holes Creek ELTH 2,605 2,434 93.4

Great Miami River Below confluence with Holes Creek ELTH 2,635 2,434 92.4

Great Miami River At station 03271500 (at Miamisburg, Ohio) ELTH 2,711 2,434 89.8

Great Miami River Above confluence with Twin Creek ELTH 2,794 2,434 87.1

Great Miami River Below confluence with Twin Creek GELTH 3,109 2,709 87.1

Great Miami River At station 03272100 (at Middletown, Ohio) GELTH 3,134 2,709 86.4

Great Miami River Above confluence with Four Mile Creek GELTH 3,298 2,709 82.1

Great Miami River Below confluence with Four Mile Creek GELTH 3,613 2,709 75.0

Great Miami River At station 03274000 (at Hamilton, Ohio) GELTH 3,630 2,709 74.6

Loramie Creek At mouth L 265 257 97.0

Stillwater River At mouth E 676 650 96.2

Mad River At mouth H 657 635 96.7

Twin Creek At mouth G 316 275 87.0
12 Annual Peak-Flow and (or) Peak Dam-Pool-Elevation Frequency Characteristics, Great Miami River Basin, Ohio

Table 1–2. Annual peak streamflows for streamflow-gaging stations 03262000, 03263000, 03266000, 03270000, and 03272000, water 

years 1921–2007.—Continued

[ft3/s, cubic feet per second; nop, station not in operation; pre, preregulation]

Water 

year

Loramie Creek at 

Lockington (03262000)

Great Miami River at 

Taylorsville (03263000)

Stillwater River at 

Englewood (03266000)

Mad River near Dayton 

(03270000)

Twin Creek near 

Germantown (03272000)

Date

Peak 

flow 

(ft3

/s)

Date

Peak 

flow 

(ft3/s)

Date

Peak 

flow 

(ft3/s)

Date

Peak 

flow 

(ft3/s)

Date

Peak 

flow 

(ft3/s)

1921 03/27/1921 6,590 nop nop nop nop pre pre 03/29/1921 5,630

1922 04/15/1922 4,900 04/15/1922 17,300 nop nop 04/15/1922 10,000 04/15/1922 6,070

1923 05/15/1923 3,750 05/16/1923 10,600 nop nop 03/16/1923 5,590 03/16/1923 4,270

1924 03/29/1924 5,970 06/09/1924 21,600 nop nop 03/29/1924 12,500 nop nop

1925 03/14/1925 2,190 04/22/1925 5,610 nop nop 04/22/1925 6,060 nop nop

1926 09/05/1926 5,280 04/09/1926 13,800 11/14/1925 6,290 04/09/1926 4,120 nop nop

1927 03/21/1927 5,870 03/22/1927 21,600 03/22/1927 8,580 01/20/1927 9,880 04/05/1927 5,400

1928 12/14/1927 4,170 12/14/1927 14,000 12/15/1927 5,610 12/01/1927 6,420 12/01/1927 6,410

1929 02/26/1929 5,420 02/26/1929 23,700 02/27/1929 8,400 02/26/1929 18,400 02/27/1929 7,640

1930 01/14/1930 4,710 01/10/1930 20,600 01/15/1930 8,940 01/09/1930 10,600 01/10/1930 6,800

1931 04/03/1931 1,660 04/04/1931 4,750 04/04/1931 2,720 04/03/1931 2,450 04/03/1931 2,470

1932 01/15/1932 3,190 01/18/1932 9,430 01/18/1932 4,620 01/18/1932 8,560 01/17/1932 5,520

1933 05/13/1933 5,810 05/14/1933 25,500 05/14/1933 9,910 05/14/1933 12,500 12/31/1932 7,350

1934 03/27/1934 2,430 03/03/1934 5,500 03/28/1934 3,750 03/03/1934 4,530 03/27/1934 3,370

1935 05/03/1935 4,130 05/04/1935 11,400 05/04/1935 5,670 05/03/1935 3,850 05/03/1935 4,370

1936 02/27/1936 4,130 02/27/1936 15,600 02/27/1936 7,440 02/27/1936 6,570 02/26/1936 4,790

1937 01/15/1937 5,290 01/15/1937 25,500 01/22/1937 9,550 01/22/1937 15,400 01/15/1937 7,890

1938 04/07/1938 4,120 04/09/1938 16,600 04/09/1938 8,960 04/07/1938 7,500 03/16/1938 6,150

1939 06/19/1939 3,550 06/19/1939 13,600 06/20/1939 7,820 04/16/1939 6,620 04/16/1939 5,850

1940 04/20/1940 3,340 04/21/1940 14,600 04/21/1940 7,220 04/21/1940 5,590 04/20/1940 5,250

1941 06/15/1941 1,800 06/16/1941 4,980 07/04/1941 1,700 06/04/1941 1,380 06/11/1941 1,720

1942 04/10/1942 3,550 04/11/1942 12,800 04/10/1942 6,050 02/07/1942 3,600 02/07/1942 4,460

1943 03/20/1943 4,960 03/20/1943 21,900 03/21/1943 8,930 03/20/1943 11,200 03/20/1943 7,200

1944 04/11/1944 4,840 04/12/1944 17,700 04/13/1944 8,140 04/12/1944 7,620 04/12/1944 5,370

1945 06/18/1945 4,840 06/19/1945 17,200 06/19/1945 7,610 03/07/1945 11,400 03/06/1945 6,360

1946 02/27/1946 2,680 02/14/1946 8,410 12/31/1945 4,870 06/20/1946 4,520 02/14/1946 5,250

1947 06/02/1947 4,160 06/03/1947 20,200 06/03/1947 7,090 06/03/1947 12,000 06/02/1947 7,040

1948 03/24/1948 4,260 02/14/1948 16,200 04/14/1948 6,460 02/14/1948 13,300 02/14/1948 5,870

1949 01/05/1949 4,580 01/06/1949 17,200 01/06/1949 8,350 01/06/1949 9,440 01/05/1949 7,520

1950 02/15/1950 5,300 01/16/1950 20,300 02/16/1950 8,710 01/17/1950 9,200 01/16/1950 6,740

1951 02/21/1951 4,820 12/04/1950 18,300 02/22/1951 8,000 12/04/1950 9,680 02/21/1951 6,690

1952 01/27/1952 4,940 01/27/1952 21,500 01/28/1952 8,600 01/27/1952 13,300 01/27/1952 8,790

1953 05/17/1953 3,200 05/22/1953 9,210 05/24/1953 6,280 05/23/1953 5,340 03/04/1953 2,610

1954 03/30/1954 2,420 06/17/1954 7,520 03/30/1954 4,000 06/09/1954 2,750 04/17/1954 1,420

1955 02/21/1955 3,180 02/22/1955 9,000 03/22/1955 5,530 03/22/1955 4,680 03/22/1955 3,970

1956 11/16/1955 4,700 02/26/1956 14,000 02/27/1956 6,910 11/16/1955 6,430 11/17/1955 7,340

1957 06/29/1957 4,940 06/29/1957 17,200 06/30/1957 8,200 04/05/1957 10,400 04/04/1957 7,860

1958 06/10/1958 6,540 06/14/1958 21,400 06/15/1958 9,980 06/14/1958 10,700 06/11/1958 7,010

1959 01/22/1959 5,750 01/22/1959 31,400 01/23/1959 9,450 01/22/1959 21,200 01/22/1959 8,590

1960 01/15/1960 2,360 02/11/1960 6,310 02/11/1960 5,390 05/28/1960 3,490 02/10/1960 2,970

1961 04/26/1961 3,750 04/26/1961 16,100 04/27/1961 6,780 04/26/1961 6,980 04/26/1961 6,300

1962 01/26/1962 4,020 02/27/1962 12,400 02/27/1962 6,330 02/27/1962 7,140 02/26/1962 5,790

1963 03/05/1963 4,930 03/05/1963 24,300 03/06/1963 9,370 03/05/1963 18,500 03/05/1963 8,400
Appendix 1. Technical Data 13

Table 1–2. Annual peak streamflows for streamflow-gaging stations 03262000, 03263000, 03266000, 03270000, and 03272000, water 

years 1921–2007.—Continued

[ft3/s, cubic feet per second; nop, station not in operation; pre, preregulation]

Water 

year

Loramie Creek at 

Lockington (03262000)

Great Miami River at 

Taylorsville (03263000)

Stillwater River at 

Englewood (03266000)

Mad River near Dayton 

(03270000)

Twin Creek near 

Germantown (03272000)

Date

Peak 

flow 

(ft3

/s)

Date

Peak 

flow 

(ft3/s)

Date

Peak 

flow 

(ft3/s)

Date

Peak 

flow 

(ft3/s)

Date

Peak 

flow 

(ft3/s)

1964 04/21/1964 5,290 04/21/1964 18,800 04/23/1964 9,640 03/10/1964 12,800 03/10/1964 7,420

1965 04/25/1965 3,700 04/26/1965 11,500 04/26/1965 6,400 04/26/1965 5,160 04/25/1965 4,900

1966 02/11/1966 2,510 02/11/1966 8,570 02/11/1966 4,990 02/11/1966 4,210 02/11/1966 4,430

1967 05/07/1967 4,550 12/11/1966 12,200 12/11/1966 7,860 05/07/1967 4,620 05/07/1967 5,980

1968 12/03/1967 4,430 01/31/1968 10,800 05/29/1968 6,460 05/28/1968 8,790 05/24/1968 7,760

1969 05/19/1969 4,140 01/30/1969 12,700 01/31/1969 6,530 08/10/1969 6,680 01/30/1969 6,010

1970 01/29/1970 4,190 04/03/1970 13,900 01/29/1970 6,140 04/03/1970 9,170 04/02/1970 6,280

1971 02/22/1971 3,040 06/27/1971 13,100 02/23/1971 5,380 06/26/1971 7,430 02/22/1971 5,260

1972 04/07/1972 4,080 04/08/1972 11,600 04/08/1972 5,280 12/30/1971 4,720 04/13/1972 4,210

1973 08/15/1973 4,390 11/15/1972 14,100 11/15/1972 6,660 06/20/1973 5,840 11/14/1972 5,300

1974 01/19/1974 4,310 01/20/1974 15,700 01/20/1974 6,080 04/02/1974 5,080 06/23/1974 5,800

1975 02/24/1975 5,130 02/24/1975 22,600 02/25/1975 8,250 02/24/1975 11,400 02/24/1975 7,460

1976 01/26/1976 4,720 01/27/1976 11,400 01/26/1976 6,000 01/26/1976 4,700 01/26/1976 5,140

1977 04/02/1977 2,680 04/03/1977 9,420 04/03/1977 5,120 04/03/1977 5,420 04/03/1977 5,460

1978 03/17/1978 3,900 03/15/1978 14,900 03/17/1978 7,630 03/15/1978 6,260 03/15/1978 6,530

1979 03/05/1979 4,300 02/24/1979 14,200 03/06/1979 7,710 09/15/1979 7,620 02/24/1979 7,500

1980 06/29/1980 5,530 06/03/1980 15,300 06/30/1980 8,460 06/29/1980 9,640 11/26/1979 5,660

1981 06/14/1981 4,410 06/15/1981 14,900 06/07/1981 6,340 06/06/1981 9,470 06/06/1981 4,370

1982 02/17/1982 4,180 02/18/1982 15,600 02/18/1982 6,820 02/01/1982 10,200 02/01/1982 6,950

1983 05/02/1983 2,440 05/04/1983 10,900 05/03/1983 5,300 05/02/1983 5,350 05/04/1983 5,590

1984 03/16/1984 3,710 03/17/1984 10,100 03/17/1984 5,900 03/16/1984 4,300 04/05/1984 4,450

1985 02/24/1985 4,760 02/24/1985 16,400 02/25/1985 7,460 02/23/1985 5,750 02/24/1985 5,310

1986 12/12/1985 4,460 12/12/1985 13,800 12/13/1985 6,590 03/13/1986 6,340 03/13/1986 5,640

1987 07/02/1987 5,260 10/05/1986 18,000 10/05/1986 7,590 10/05/1986 6,490 10/02/1986 6,270

1988 02/02/1988 1,920 02/02/1988 6,320 02/02/1988 3,920 02/02/1988 4,480 02/02/1988 5,260

1989 05/26/1989 3,960 05/27/1989 17,200 05/27/1989 7,190 05/27/1989 7,290 05/26/1989 7,330

1990 02/16/1990 4,940 02/16/1990 16,000 02/17/1990 6,920 07/13/1990 7,560 02/16/1990 6,180

1991 12/31/1990 6,520 12/30/1990 25,200 01/01/1991 8,720 12/31/1990 10,700 12/31/1990 7,590

1992 07/13/1992 5,620 07/14/1992 13,700 04/19/1992 5,560 07/18/1992 5,700 07/24/1992 4,880

1993 07/03/1993 5,770 07/03/1993 15,000 07/04/1993 6,400 07/02/1993 5,900 04/16/1993 5,110

1994 11/15/1993 5,130 11/18/1993 14,200 11/18/1993 7,880 01/28/1994 7,090 01/28/1994 5,990

1995 08/08/1995 6,130 08/09/1995 23,900 05/21/1995 7,050 08/09/1995 5,830 05/19/1995 6,000

1996 01/19/1996 5,150 01/19/1996 16,500 01/20/1996 7,960 04/30/1996 9,380 04/30/1996 7,710

1997 06/02/1997 4,610 06/02/1997 16,500 06/03/1997 7,950 06/02/1997 7,450 06/02/1997 6,780

1998 06/12/1998 3,920 01/08/1998 12,300 06/13/1998 5,270 05/08/1998 8,330 04/16/1998 5,590

1999 01/23/1999 3,640 01/23/1999 15,700 01/24/1999 7,430 01/22/1999 5,250 01/23/1999 6,550

2000 04/08/2000 2,890 04/08/2000 12,600 04/09/2000 5,740 04/08/2000 8,210 04/08/2000 6,210

2001 05/27/2001 2,790 05/19/2001 9,170 04/12/2001 4,590 07/29/2001 5,230 04/11/2001 5,110

2002 04/14/2002 3,810 12/18/2001 14,800 04/15/2002 6,650 12/18/2001 7,140 12/18/2001 6,910

2003 07/10/2003 6,710 07/10/2003 22,700 07/11/2003 7,850 09/02/2003 6,070 07/07/2003 5,570

2004 01/05/2004 4,370 01/05/2004 19,000 01/06/2004 7,670 01/05/2004 11,000 01/05/2004 7,830

2005 01/06/2005 5,620 01/06/2005 28,200 01/08/2005 10,100 01/06/2005 11,600 01/06/2005 8,280

2006 06/02/2006 3,580 03/13/2006 12,000 06/04/2006 5,770 03/12/2006 5,890 03/13/2006 6,380

2007 12/01/2006 5,180 03/24/2007 20,300 03/25/2007 8,080 03/02/2007 8,990 03/02/2007 6,950
14 Annual Peak-Flow and (or) Peak Dam-Pool-Elevation Frequency Characteristics, Great Miami River Basin, Ohio

Table 1–3. Annual peak dam-pool storages for the Lockington, Englewood, Taylorsville, Huffman, and Germantown Dams, water 

years 1922–2008.—Continued

[acre-ft, acre-feet; ns, no storage]

Water 

year

Lockington Dam Taylorsville Dam Englewood Dam Huffman Dam Germantown Dam

Date Storage 

(acre-ft) Date Storage (acre-ft) Date Storage (acre-ft) Date Storage (acre-ft) Date Storage (acre-ft)

1922 04/15/1922 3,880 04/15/1922 3,240 04/15/1922 17,900 04/15/1922 2,390 04/15/1922 7,670

1923 05/15/1923 2,220 ns 05/16/1923 2,050 ns 03/16/1923 534

1924 03/29/1924 7,040 06/08/1924 8,380 06/10/1924 42,600 03/29/1924 4,920 03/29/1924 8,160

1925 ns ns 04/23/1925 4,720 ns 09/19/1925 558

1926 09/05/1926 4,550 04/09/1926 1,640 04/09/1926 9,530 04/07/1926 79 09/02/1926 8,370

1927 03/21/1927 11,300 03/21/1927 9,200 03/22/1927 33,900 01/20/1927 1,950 04/06/1927 2,260

1928 12/14/1927 3,060 12/14/1927 2,180 12/15/1927 5,540 12/01/1927 477 12/01/1927 5,950

1929 02/26/1929 7,040 02/26/1929 10,700 02/27/1929 32,200 02/26/1929 15,600 02/26/1929 20,900

1930 01/14/1930 5,450 01/10/1930 6,790 01/15/1930 42,100 01/10/1930 1,290 01/10/1930 8,800

1931 ns ns ns ns ns

1932 01/15/1932 1,620 ns 01/18/1932 2,810 01/18/1932 695 01/17/1932 1,790

1933 05/13/1933 10,600 05/14/1933 11,400 05/15/1933 56,100 05/14/1933 3,770 12/31/1932 8,730

1934 03/27/1934 1,020 ns 03/28/1934 741 ns 12/17/1933 265

1935 05/03/1935 3,690 05/03/1935 687 05/04/1935 5,190 ns 05/03/1935 278

1936 02/27/1936 3,460 02/27/1936 2,480 02/27/1936 17,600 02/27/1936 459 02/27/1936 863

1937 01/14/1937 9,090 01/14/1937 11,100 01/23/1937 52,100 01/21/1937 8,480 01/15/1937 17,800

1938 04/07/1938 3,780 04/09/1938 3,400 04/09/1938 29,400 04/07/1938 949 03/14/1938 1,220

1939 06/19/1939 2,540 04/16/1939 1,310 04/17/1939 16,900 04/15/1939 670 04/16/1939 3,910

1940 04/21/1940 2,810 04/21/1940 1,840 04/21/1940 14,900 04/21/1940 459 04/20/1940 2,540

1941 ns ns ns ns ns

1942 04/10/1942 2,430 04/11/1942 1,070 04/11/1942 6,560 ns 02/07/1942 894

1943 03/19/1943 5,930 03/20/1943 5,680 03/22/1943 27,900 03/20/1943 3,300 03/20/1943 12,500

1944 04/11/1944 5,510 04/12/1944 3,240 04/13/1944 24,100 04/12/1944 949 04/11/1944 3,720

1945 06/18/1945 5,100 06/18/1945 2,610 06/19/1945 18,100 03/07/1945 3,610 03/07/1945 6,430

1946 02/27/1946 1,320 ns 12/31/1945 2,510 ns 02/14/1946 1,680

1947 06/02/1947 3,690 06/03/1947 4,690 06/04/1947 17,300 06/03/1947 4,000 06/02/1947 9,850

1948 03/24/1948 4,180 04/14/1948 2,960 04/14/1948 13,400 02/14/1948 6,340 02/13/1948 5,540

1949 01/05/1949 4,650 01/06/1949 3,800 01/06/1949 30,100 01/06/1949 2,220 01/05/1949 15,200

1950 02/14/1950 7,470 01/16/1950 7,010 02/15/1950 37,400 01/17/1950 1,900 01/16/1950 8,230

1951 02/22/1951 5,330 02/21/1951 4,870 02/22/1951 27,200 12/04/1950 2,220 02/21/1951 9,540

1952 01/27/1952 6,120 01/27/1952 7,630 01/28/1952 31,000 01/27/1952 8,220 01/27/1952 19,700

1953 05/17/1953 1,850 ns 05/24/1953 7,680 ns ns

1954 03/30/1954 1,030 ns 03/30/1954 529 ns ns

1955 02/21/1955 1,550 ns 03/22/1955 3,860 ns 03/21/1955 534

1956 02/25/1956 4,180 02/26/1956 1,840 02/27/1956 14,200 11/17/1955 520 11/17/1955 6,190

1957 04/04/1957 5,040 06/29/1957 3,030 06/30/1957 21,900 04/05/1957 3,020 04/04/1957 8,580

1958 06/11/1958 15,600 06/14/1958 7,880 06/15/1958 65,200 06/14/1958 3,610 08/02/1958 5,950

1959 01/22/1959 13,000 01/22/1959 20,300 01/23/1959 47,900 01/22/1959 24,800 01/22/1959 33,400

1960 ns ns 02/11/1960 1,570 ns ns

1961 04/26/1961 2,150 04/26/1961 2,750 04/27/1961 12,800 04/26/1961 545 04/25/1961 5,140

1962 01/26/1962 2,980 02/27/1962 1,270 02/27/1962 9,320 02/27/1962 813 02/26/1962 3,200

1963 03/06/1963 7,760 03/05/1963 9,340 03/07/1963 39,400 03/05/1963 13,400 03/05/1963 18,900

1964 04/22/1964 10,400 04/21/1964 5,780 04/23/1964 34,600 03/10/1964 4,650 03/10/1964 11,300

1965 04/25/1965 2,150 04/26/1965 1,020 04/26/1965 7,270 04/26/1965 203 04/25/1965 1,250

1966 ns 02/11/1966 209 02/11/1966 1,720 02/11/1966 203 02/10/1966 787

1967 05/07/1967 3,980 05/08/1967 1,110 12/11/1966 14,100 ns 05/07/1967 2,880
Appendix 1. Technical Data 15

Table 1–3. Annual peak dam-pool storages for the Lockington, Englewood, Taylorsville, Huffman, and Germantown Dams, water 

years 1922–2008.—Continued

[acre-ft, acre-feet; ns, no storage]

Water 

year

Lockington Dam Taylorsville Dam Englewood Dam Huffman Dam Germantown Dam

Date Storage 

(acre-ft) Date Storage (acre-ft) Date Storage (acre-ft) Date Storage (acre-ft) Date Storage (acre-ft)

1968 12/03/1967 2,650 01/31/1968 636 05/29/1968 11,800 05/28/1968 74 05/24/1968 12,500

1969 05/19/1969 3,140 01/30/1969 1,360 01/31/1969 13,000 08/10/1969 595 01/30/1969 3,810

1970 04/02/1970 3,230 04/03/1970 1,940 01/29/1970 8,230 04/03/1970 1,800 04/02/1970 5,140

1971 02/22/1971 1,500 06/26/1971 1,310 02/23/1971 6,250 06/26/1971 881 02/22/1971 2,800

1972 04/07/1972 3,060 04/08/1972 889 04/08/1972 4,650 ns 04/13/1972 680

1973 08/15/1973 3,060 11/15/1972 1,690 11/15/1972 11,800 06/20/1973 387 11/14/1972 1,760

1974 01/19/1974 3,590 01/20/1974 2,060 01/20/1974 9,940 04/02/1974 189 06/23/1974 2,430

1975 02/24/1975 6,770 02/24/1975 6,900 02/25/1975 31,700 02/24/1975 3,220 02/24/1975 11,700

1976 01/26/1976 4,030 01/27/1976 754 01/27/1976 5,680 01/26/1976 79 01/26/1976 1,650

1977 04/02/1977 1,260 ns 04/03/1977 3,050 04/03/1977 259 04/03/1977 3,330

1978 03/16/1978 3,320 03/15/1978 2,240 03/17/1978 23,300 03/15/1978 495 03/15/1978 6,310

1979 03/04/1979 3,830 02/24/1979 2,360 03/06/1979 24,700 09/15/1979 983 02/24/1979 4,340

1980 06/29/1980 6,910 06/03/1980 2,420 06/30/1980 32,900 06/29/1980 2,050 11/26/1979 2,160

1981 06/14/1981 3,980 06/15/1981 2,180 06/07/1981 11,800 06/06/1981 1,950 06/06/1981 570

1982 05/28/1982 3,280 02/18/1982 2,610 02/18/1982 18,900 02/01/1982 2,390 02/01/1982 8,090

1983 05/03/1983 1,140 05/03/1983 721 05/04/1983 6,330 05/02/1983 259 05/03/1983 4,100

1984 03/16/1984 2,580 ns 03/17/1984 8,330 ns 04/05/1984 653

1985 02/24/1985 5,680 02/24/1985 2,890 02/25/1985 21,600 02/24/1985 351 02/23/1985 1,900

1986 12/12/1985 3,930 12/12/1985 1,740 12/13/1985 14,200 03/13/1986 495 03/13/1986 2,290

1987 07/02/1987 5,570 10/05/1986 3,880 10/05/1986 21,300 10/05/1986 570 10/02/1986 4,000

1988 ns ns 02/03/1988 894 ns 02/02/1988 1,540

1989 05/26/1989 2,890 05/27/1989 3,480 05/27/1989 20,600 05/27/1989 1,080 05/26/1989 11,300

1990 02/16/1990 5,330 02/16/1990 2,750 02/17/1990 17,400 07/13/1990 983 02/16/1990 4,600

1991 12/31/1990 12,600 12/31/1990 12,100 12/31/1990 42,100 12/31/1990 2,760 12/31/1990 13,300

1992 07/13/1992 7,690 07/14/1992 1,890 04/19/1992 5,820 07/18/1992 333 04/19/1992 976

1993 07/03/1993 8,440 07/03/1993 2,610 07/04/1993 9,940 07/02/1993 387 04/16/1993 1,680

1994 11/15/1993 6,310 11/18/1993 2,180 11/19/1993 14,500 01/28/1994 847 01/28/1994 3,160

1995 08/08/1995 8,930 08/09/1995 10,500 05/20/1995 16,400 08/09/1995 369 05/18/1995 3,120

1996 01/19/1996 7,110 01/19/1996 3,480 01/20/1996 30,300 04/30/1996 1,900 04/30/1996 12,800

1997 06/02/1997 5,040 06/02/1997 3,560 06/03/1997 35,400 06/02/1997 915 06/02/1997 7,010

1998 06/12/1998 2,690 01/09/1998 1,590 04/11/1998 5,190 05/08/1998 1,340 04/16/1998 2,620

1999 01/22/1999 2,930 01/23/1999 2,960 01/24/1999 25,100 01/22/1999 231 01/23/1999 6,130

2000 04/08/2000 1,420 04/08/2000 1,440 04/09/2000 8,520 04/08/2000 1,250 04/08/2000 4,550

2001 05/27/2001 1,060 ns 04/12/2001 2,510 07/29/2001 217 04/11/2001 1,290

2002 04/14/2002 2,850 12/18/2001 2,480 04/15/2002 14,900 12/18/2001 813 12/18/2001 7,270

2003 07/09/2003 15,900 07/10/2003 8,930 07/11/2003 25,700 09/02/2003 423 07/07/2003 1,840

2004 01/05/2004 4,600 01/05/2004 5,270 01/06/2004 23,500 01/05/2004 2,960 01/05/2004 14,800

2005 01/12/2005 9,690 01/06/2005 16,000 01/08/2005 67,300 01/06/2005 3,380 01/06/2005 19,300

2006 06/02/2006 2,150 03/13/2006 1,740 03/14/2006 9,840 03/13/2006 387 03/12/2006 4,450

2007 03/24/2007 6,370 03/24/2007 6,330 03/25/2007 28,200 03/03/2007 1,650 03/02/2007 8,020

2008 02/07/2008 7,190 03/20/2008 5,680 03/21/2008 23,200 03/20/2008 2,220 03/20/2008 12,400
Koltun—Annual Peak-Flow and (or) Peak Dam-Pool-Elevation Frequency, Great Miami River Basin, Ohio—Scientific Investigations Report 2009–5177

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