U.S. Department of the Interior

U.S. Geological Survey

Scientific Investigations Report 2011–5024

In cooperation with the Chippewa Subdistrict of the Muskingum Watershed Conservancy District

Stream-Profile Analyses Using a Step-Backwater Model 

for Selected Reaches in the Chippewa Creek Basin 

in Medina, Wayne, and Summit Counties, Ohio
Cover photo. Chippewa Creek looking upstream from Shorle Road.
Stream-Profile Analyses Using a 

Step-Backwater Model for Selected Reaches 

in the Chippewa Creek Basin in Medina, 

Wayne, and Summit Counties, Ohio

By David E. Straub and Andrew D. Ebner

In cooperation with the Chippewa Subdistrict of the Muskingum Watershed 

Conservancy District

Scientific Investigations Report 2011–5024

U.S. Department of the Interior

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

KEN SALAZAR, Secretary

U.S. Geological Survey

Marcia K. McNutt, Director

U.S. Geological Survey, Reston, Virginia: 2011

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reproduce any copyrighted materials contained within this report.

Suggested citation:

Straub, D.E., Ebner, A.D., 2010, Stream profile analysis using a step backwater model for selected reaches in the 

Chippewa Creek basin in Medina, Wayne, and Summit Counties, Ohio: U.S. Geological Survey Scientific Investigations 

Report 2011-5024, 78p.
iii

Contents

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

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

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

Flood-Control Modifications ...............................................................................................................4

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

Study Methods ...............................................................................................................................................6

Data Collection......................................................................................................................................6

Hydrology ...............................................................................................................................................7

Development of Water-Surface Profiles...........................................................................................8

Analyses of Open Channels ................................................................................................................8

Analyses of Hydraulic Structures ....................................................................................................10

Reduction of Roughness Coefficient Analysis...............................................................................10

Results of Hydraulic Analyses...................................................................................................................10

Summary .......................................................................................................................................................11

References Cited..........................................................................................................................................11

Appendix 1. Descriptions of Benchmarks............................................................................................13

Appendix 2. Selected Hydrologic Engineers Center’s River Analysis System Output 

 for Chippewa Creek, Westfield Ditch, River Styx, and Little Chippewa Creek.........33

Appendix 3. Computed Water-Surface Elevations for Chippewa Creek, 

 River Styx, and Little Chippewa Creek............................................................................57

Figures

1. Map depicting selected features of the Chippewa Creek basin 

in Medina, Wayne, Stark, and Summit Counties, Ohio...........................................................2

2. Chippewa Creek looking upstream from Shorle Road. ..........................................................3

3. Chippewa Creek looking upstream from abandoned railroad near mouth.........................3

4. Map depicting selected features pertaining to the models of the 

Chippewa Creek basin in Medina, Wayne, Stark, and Summit Counties, Ohio..................5

3–1. Computed water-surface profiles for a bank-full discharge with 

Manning’s roughness coefficients in the main channel at current 

values and reduced by 5, 10, 15, and 20 percent on Chippewa Creek 

in Medina, Wayne, and Summit Counties, Ohio ....................................................................58

3–2. Computed water-surface profiles for a bankfull discharge with 

Manning’s roughness coefficients in the main channel at current 

values and reduced by 5, 10, 15, and 20 percent on River Styx 

in Medina and Wayne Counties, Ohio.....................................................................................70

3–3. Computed water-surface profiles for a bankfull discharge with 

Manning’s roughness coefficients in the main channel at current 

values and reduced by 5, 10, 15, and 20 percent on 

Little Chippewa Creek in Wayne County, Ohio.......................................................................76
iv

Tables

1. Original design characteristics of the Soil Conservation Service 

flood-retention structures ...........................................................................................................6

 2. Hydraulic model limits for selected streams in the Chippewa Creek basin, 

Medina, Wayne, and Summit Counties, Ohio...........................................................................6

3. Summary of data collected from field surveys used for the step-backwater

models in the Chippewa Creek basin, in Medina, Wayne, Stark, 

and Summit Counties, Ohio .........................................................................................................7

4. List of benchmarks used to establish a Global Positioning System

control network for the surveying of the Chippewa Creek basin and 

the accuracies of those measurements ...................................................................................8

5. Basin characteristics and approximate bankfull flow at various locations

for selected streams in the Chippewa Creek basin................................................................9

6. Average decrease in water-surface elevation, in feet, along the selected

reach after decreasing the Manning’s roughness coefficient (n) for the

main channel by 5, 10, 15, and 20 percent from the base values .......................................11

2–1. Selected Hydrologic Engineers Center’s River Analysis System 

output for Chippewa Creek, Medina, Wayne, and Summit Counties, Ohio.......................34

2–2. Selected Hydrologic Engineers Center’s River Analysis System 

output for Westfield Ditch, Medina County, Ohio.................................................................... 46

2–3. Selected Hydrologic Engineers Center’s River Analysis System 

output for River Styx, Medina and Wayne Counties, Ohio ....................................... 48

2–4. Selected Hydrologic Engineers Center’s River Analysis System 

output for Little Chippewa Creek , Wayne County, Ohio....................................................................54

3–1. Water-surface elevation, in feet, along Chippewa Creek after decreasing 

the Manning’s roughness coefficient (n) for the main channel 

by 5, 10, 15, and 20 percent .......................................................................................................59

3–2. Water-surface elevation, in feet, along River Styx after decreasing

the Manning’s roughness coefficient (n) for the main channel 

by 5, 10, 15, and 20 percent .......................................................................................................71

3–3. Water-surface elevation, in feet, along Little Chippewa Creek 

after decreasing the Manning’s roughness coefficient (n) for the 

main channel by 5, 10, 15, and 20 percent..............................................................................77
v

Conversion Factors and Abbreviations

Multiply By To obtain

Length

inch (in.) 2.54 centimeter (cm)

centimeter (cm) 0.3937 inch (in.)

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 per unit time (includes flow)

cubic feet per second (ft3

/s) 28.32 cubic decimeter per seond (dm3/s) 

Volume

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

)

Flow rate

foot per second (ft/s) 0.3048 meter per second (m/s)

Vertical coordinate information is referenced to the North American Vertical Datum of 1988 

(NAVD 88).

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

Other abbreviations

FEMA Federal Emergency Management Agency

FIS Flood Insurance Study

GPS Global Positioning System

HEC-RAS Hydrologic Engineers Center’s River Analysis System

MWCD Muskingum Watershed Conservancy District

SCS Soil Conservation Service

TIN Triangular Irregular Network

USGS U.S. Geological Survey

Stream-Profile Analyses Using a Step-Backwater Model 

for Selected Reaches in the Chippewa Creek Basin 

in Medina, Wayne, and Summit Counties, Ohio

By David E. Straub and Andrew D. Ebner

Abstract

The U.S. Geological Survey, in cooperation with the 

Chippewa Subdistrict of the Muskingum Watershed Conservancy District, performed hydrologic and hydraulic analyses 

of selected reaches of three streams in the Chippewa Creek 

basin in Medina, Wayne, and Summit Counties, Ohio to aid in 

the assessment of alternatives for channel improvements for 

mitigating flood hazards. Peak flows with a 50-percent annual 

exceedance probability (the 2-year flood) were estimated from 

regional regression equations as an approximation of bankfull 

discharges. Drainage areas of the three stream reaches studied 

ranged from 29.6 to 188 square miles.

The Hydrologic Engineers Center’s River Analysis System 

step-backwater model was used to compute water-surfaceelevation profiles for the 2-year flood along selected reaches 

of the streams. The base model was modified to determine 

the effects of reducing main-channel roughness coefficients 

(Manning’s n) by 5, 10, 15, and 20 percent on the computed 

water-surface profiles. Reach-averaged reductions in watersurface elevations ranged from 0.11 to 1.29 feet over the four 

roughness reduction scenarios.

Introduction 

The Chippewa Creek valley was a series of swamps until 

channel modifications drained it and turned it into a productive 

agricultural region by 1900. Without a systematic maintenance 

program, the channels reverted back to their natural conditions and flooding became a problem. In June 1956, the Soil 

Conservation Service (SCS) developed a watershed-protection 

and flood-control plan (U.S. Department of Agriculture, 

1956) that called for 33.2 miles of modified channels and 8 

floodwater-retention structures (fig.1). The channel modifications included straightening the channel of selected stream 

reaches of Chippewa Creek, Westfield Ditch, Little Chippewa 

Creek, and River Styx. A trapezoidal channel geometry was 

constructed to increase the efficiency of the channel to convey 

the floodwater out of the basin. The floodwater-retention 

structures were designed to attenuate flood-peak streamflows. 

The effects of these flood-control features were estimated 

to reduce the annual average flooded area by approximately 4,210 acres. (Muskingum Watershed Conservancy 

District, 1961). 

After three amendments to the original plan, in which 

the primary changes were the locations of conservation 

pools upstream from the floodwater-retention structures, 

the final version of the Chippewa Subdistrict’s Official Plan 

(Muskingum Watershed Conservancy District, 1961) was 

adopted in March 1977. All channel modifications and floodwater-retention structures of this plan were completed by 1980. 

The floodwater-retention structures have been maintained 

by the Chippewa Subdistrict of Muskingum Watershed Conservancy District (MWCD). Over time, however, the streams 

have developed significant tree and brush growth along the 

channel, thus decreasing the ability of the stream to convey 

floodwaters out of the basin. In 2007, a section of Chippewa 

Creek between Shorle Road and Miller Road was cleared of 

debris, trees, and brush (figure 2). The downstream channel 

reach of Chippewa Creek still (as of 2010, figure 3) has appreciable tree and brush growth along the channel banks.

The Chippewa Creek basin is undergoing significant 

development pressure in several areas of the watershed. 

Traditionally, communities could make use of Flood Insurance Studies (FIS) as an important tool for determining areas 

that should not be developed. A majority of FIS’s conducted 

by the Federal Emergency Management Agency (FEMA) 

in the Medina County portion of the Chippewa Creek basin 

were completed in the mid-to-late 1980’s. A FIS for Medina 

County and incorporated areas (Federal Emergency Management Agency, 2008) was released on August 4, 2008, 

but no new detailed studies were completed as part of this 

new study. The flood-hazard-inundation areas of the older 

studies were redelineated over new digital base map information provided by Medina County. A FIS for Wayne County 

and incorporated areas (Federal Emergency Management 

Agency, 2009) was adopted on August 18, 2009, and it 

included new detailed flood profiles that were developed for 

Chippewa Creek and River Styx for recurrence intervals of 

10, 50, 100, and 500 years.
2 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

MEDINA

SUMMIT

WAYNE

STARK

II-A

III-A

VIII-C

IV-A

V-C

V-D

VIII-D

VII-C

03116077

03116200

03116100

Chippewa

Creek

River

Styx

Chippewa

Little

Creek

Westfield

Ditch

Chippewa

Lake Buck

Creek

The

Inlet

Hubbard

Creek

Fall

Creek

E.B.

W.B.

Steele Ditch

Holmes Brook

Ditch

Wh itman

Tommy

Run

Mill Creek

Red

Run

Creek

Silver

Tuscar- awas

River

Landis

Ditc

Medina

Wayne

Summit

Stark

EXPLANATION

Chippewa Creek basin

County boundary

Selected lake

Soil Conservation Service floodwater-retention 

structure and identifier

Selected stream

Modified channel section

U.S. Geological Survey streamflow-gaging 

station and identifier

Discontinued U.S. Geological Survey 

streamflow-gaging station and identifier

0 5 10 MILES

0 5 10 KILOMETERS

82°0'0"W 81°55'0"W 81°50'0"W 81°45'0"W 81°40'0"W 41°15'0"N

41°10'0"N

41°5'0"N

41°0'0"N

40°55'0"N

40°50'0"N

40°45'0"N

Base from U.S. Geological Survey

digital data, variously scaled

State Plane Ohio North

Figure 1. Map depicting selected features of the Chippewa Creek basin in Medina, Wayne, Stark, and Summit Counties, Ohio.
 3

Figure 2. Chippewa Creek looking upstream from Shorle Road.

Figure 3. Chippewa Creek looking upstream from abandoned railroad near mouth. 
4 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

The Chippewa Subdistrict is concerned about the 

impact that existing and future development and channel 

conditions will have on the hydraulic and hydrologic characteristics within the watershed. To aid in the assessment of 

these impacts and to assist communities making land-use and 

development decisions, the Chippewa Subdistrict requested 

that the U.S. Geological Survey (USGS) develop a step-backwater model for selected reaches of Chippewa Creek, Little 

Chippewa Creek, and River Styx. 

Description of Study Area

The Chippewa Creek basin (fig. 1) is located in northeast 

Ohio, largely in Medina and Wayne Counties but also in small 

portions of Summit and Stark Counties. The Inlet, which is 

the headwaters of Chippewa Creek, is a roughly 2-mi reach 

of stream located west of the city of Medina, and it flows into 

Chippewa Lake. Chippewa Creek flows out of Chippewa 

Lake, the largest natural lake in Ohio. Chippewa Creek generally flows south through south-central Medina County, through 

the village of Seville, and into Wayne County. After flowing 

through Sterling, Chippewa Creek flows east, passing through 

the southern edge of the city of Rittman, and eventually flows 

into the Tuscarawas River in southwestern Summit County 

(fig. 4). Near the outlet of Chippewa Lake, some of the flow 

in Chippewa Creek escapes into the headwaters of Westfield 

Ditch, a tributary of Chippewa Creek, and so Westfield Ditch 

was modeled as well. Little Chippewa Creek starts in Wayne 

County near the city of Orrville and generally flows north to 

join Chippewa Creek at the south side of the city of Rittman 

(fig. 4). River Styx begins in Medina County near Wadsworth 

and generally flows south into Wayne county, along the eastern edge of the city of Rittman, and joins Chippewa Creek at 

the southeastern side of Rittman (fig. 4). The entire Chippewa 

Creek basin covers 188 mi2, with Little Chippewa Creek covering 32.2 mi2

 and River Styx covering 29.6 mi2.

The Chippewa Creek basin is largely agricultural, and a 

majority of the basin is used for cultivated crops, pastures, and 

hay. In cities and villages, a majority of the development is 

of low intensity or is considered open space (U.S. Geological 

Survey, 2001). The 2009 population estimates, according to 

the U.S. Census Bureau, are 174,035 in Medina County and 

114,222 in Wayne County. 

The USGS currently operates one streamflow-gaging 

station in the Chippewa Creek basin (fig. 1). That station, 

Chippewa Creek at Miller Road at Sterling, Ohio (USGS 

03116077; fig. 4), was installed in 2002, and data collected 

by it was used to calibrate the model for Chippewa Creek. 

Two other streamflow-gaging stations were operated in the 

Chippewa Creek basin but have been discontinued: Chippewa Creek at Easton, Ohio (03116200), operated from 1959 

to 1981, and Little Chippewa Creek near Smithville, Ohio 

(03116100), operated from 1957 to 1972 (fig.1). Data from 

these stations were not used to calibrate the model because the 

stage-discharge relationships have changed over the years. 

Flood-Control Modifications

The SCS built structures and modified channels to mitigate the effects of flood flows, as listed in the Chippewa Subdistrict’s Official Plan (Muskingum Watershed Conservancy 

District, 1961). Sections of Chippewa Creek, Westfield Ditch, 

Little Chippewa Creek, and River Styx were modified to 

increase conveyance of flood flows by straightening and modifying the channels. The modifications called for a trapezoidal 

cross section, and the dredged materials were removed from 

the channel and distributed along the tops of the banks. The 

embankments formed from the dredged materials increased 

the main-channel cross-sectional area to convey greater flood 

flows and provided small impoundments behind the embankments for temporary storage. Any water storage behind the 

embankments drained back into the channel through small culverts or infiltration through the soil. All of the embankments 

and structures are within the MWCD jurisdiction.

The plan also called for the construction of eight floodretention structures. All eight of the SCS flood-retention 

structures are located on tributaries to Chippewa Creek (fig. 1; 

table 1). Chippewa Lake is not considered one of the floodcontrol structures, although it provides some natural storage 

and flood attenuation. Structures II–A, III–A, IV–A, and V–D 

have conservation pools above the dam, but VIII–C, VIII–D, 

V–C, and VII–C are dry dams. The combined flood-storage 

capacity of all eight flood-control structures, not including the 

conservation pool storage up to the emergency crest, is 4,987 

acre-feet (table 1). 

Purpose and Scope

This report presents the methods used for and results of a 

study to analyze the hydrology and hydraulics of flow within 

channels of the Chippewa Creek basin to aid in an assessment of various flood-mitigation alternatives. The USGS used 

the Hydrologic Engineers Center’s River Analysis System 

(HEC-RAS; U.S. Army Corps of Engineers, 2008 a–c) stepbackwater model to develop water-surface profiles within 

selected streams in the basin (table 2) and the reach containing Chippewa Lake (fig. 4). Streamflows determined by use 

of the USGS Ohio StreamStats program (U.S. Geological 

Survey, 2008) were used as estimates of bankfull flows in the 

models; cross-sectional elevation data, hydraulic structure 

geometries, roughness coefficients (Manning’s n), and peakdischarge estimates also were used as model inputs. Potential 

modifications to the channel were evaluated to determine their 

effects on water-surface elevations. The roughness coefficients (Manning’s n) of the main channel were then reduced 

by 5, 10, 15, and 20 percent to simulate potential effects of 

channel clearing and/or modifications on the water-surface 

profiles.
Introduction 5

MEDINA

SUMMIT

WAYNE

STARK

MEDINA

RITTMAN

WADSWORTH

ORRVILLE

SEVILLE

STERLING

Chippewa

Creek

River

Styx

Chippewa

Little

Creek

Westfield

Ditch

Chippewa

Lake

The

Inlet

Tuscar- awas

River

S Main St

Frick Rd

Steiner Rd

SR 604 / Easton Rd

Greenwich Rd

I - 71

SR 224 SR 224 / I - 76

SR 3

SR 3

I - 71

Kennard Rd

Chippewa Rd

Wedgewood Rd

Buffham Rd

Blake Rd

SR 224 / I - 76

Greenwich Rd

Miller Rd

Shorle Rd

Medina

Wayne

Summit

Stark

EXPLANATION

Chippewa Creek basin

County boundary

Selected lake

Selected stream

Modified reach

U.S. Geological Survey streamflow-gaging 

station and identifier

Municipal area

Selected interstate or state route

Selected county or township road

0 5 10 MILES

0 5 10 KILOMETERS

03116077

82°0'0"W 81°55'0"W 81°50'0"W 81°45'0"W 81°40'0"W 41°15'0"N

41°10'0"N

41°5'0"N

41°0'0"N

40°55'0"N

40°50'0"N

40°45'0"N

Base from U.S. Geological Survey

digital data, variously scaled

State Plane Ohio North

and Summit Counties, Ohio.

Figure 4. Map depicting selected features pertaining to the models of the Chippewa Creek basin in Medina, Wayne, Stark, 
6 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 1. Original design characteristics of the Soil Conservation Service flood-retention structures.

[From U.S. Department of Agriculture, 1956]

Flood-retention 

structure

Tributary to

Chippewa Creek

Storm recurrence 

interval for 

flood-retention 

structure

(years)

Year

 of dam 

completion

Drainage area 

above dam

(square miles)

Conservation 

pool

storage capacity

(acre-feet)

Flood storage

capacity up to the

emergency crest

(acre-feet)

II–A Buck Creek 25 1969 2.95 77 278

III–A Hubbard Creek 50 1980 5.88 124 676

IV–A Fall Creek 25 1973 1.51 16 120

V–C East Branch Steele Ditch1 25 1971 3.73 None 432

V–D West Branch Steele Ditch1 25 1971 1.75 30 156

VII–C Little Chippewa Creek 50 1974 14.42 None 2,225

VIII–C River Styx 2

5.7 inches 1976 3.86 None 673

VIII–D Holmes Brook3 50 1976 2.02 None 427

Totals 36.12 247 4,987

1

 East and West Branch Steele Ditch form Steele Ditch, a tributary to Chippewa Creek.

2

 This dam designed to control a storm runoff of 5.7 inches in 6 hours.

3

 Holmes Brook is a tributary to River Styx.

Table 2. Hydraulic model limits for selected streams in the Chippewa Creek basin, Medina, Wayne, and Summit Counties, Ohio.

Stream Upstream limit Downstream limit Reach length

(miles)

The Inlet1 About 1,200 feet above 

Wedgewood Road /State Route 162

About 750 feet below 

Chippewa Road

2.0

Chippewa Creek2 Chippewa Lake Mouth 19.1

Little Chippewa Creek Steiner Road Mouth 3.2

River Styx Flood Control Structure VII–C Mouth 7.9

1

 The Inlet is the head of Chippewa Creek.

2

 Westfield Ditch was modeled as an overflow channel to Chippewa Creek.

Study Methods

Data Collection

Field visits were made to the Chippewa Creek basin to 

determine applicable stream-channel roughness coefficients 

(Manning’s n), cross-section elevations, and geometries of 

hydraulic structures. Cross sections and geometries were surveyed at all structures in each reach. If the distance between 

structures was more than 1 mi, an open-channel cross section 

was surveyed by the USGS at a convenient location near the 

halfway point. By use of a Geographic Information System, 

a Triangular Irregular Network (TIN) was developed from 

digital 2-ft contour interval mapping provided by Medina, 

Wayne, Stark, and Summit Counties to supplement surveyed 

cross-sectional data. In-channel bottom elevation data for 

TIN-derived cross sections were estimated by interpolating values between surveyed cross sections. The in-channel 

bottom width for each TIN-derived cross section was estimated from the “AS-BUILT” plans provided by the MWCD 

(U.S. Department of Agriculture, 1980) for each stream. The 

combination of TIN-derived cross sections with interpolated 

in-channel elevations will be referred to as “synthetic” sections in this report. For this investigation, 246 cross sections 

were surveyed in the field (table 3) and 484 synthetic sections 

were developed. Geometries of 56 culverts and bridges and 

4 low head dams also were obtained from field surveys.

The initial starting water-surface elevation for each 

model was determined from a normal-depth calculation in the 

HEC-RAS model. The initial slope was determined from the 

minimum channel elevations of surveyed cross sections near 

the mouth of each stream studied. All models were assumed to 

be independent of the downstream water-surface conditions. 

Backwater from the receiving stream was not considered in 

the beginning of each model. Therefore, the water surface of 

each model will most likely be lower than the actual water sur-
Study Methods 7

Table 3. Summary of data collected from field surveys used for the step-backwater models in the Chippewa Creek basin, in Medina, 

Wayne, Stark, and Summit Counties, Ohio.

Stream

Baseline 

reference 

location1

Number of 

surveyed

cross 

sections

Number of 

synthetic 

cross 

sections 

derived 

from 

triangular 

irregular 

network

Number of 

hydraulic 

structures

Slope used 

for normal 

depth 

calculation 

(feet per foot)

Manning’s roughness coefficient (n)

2

Lowest 

value 

for 

main 

channel

Highest 

value 

for 

main 

channel

Lowest 

value 

for 

overbanks

Highest 

value 

for 

overbanks

Chippewa 

Creek

Mouth 127 293 32 0.000167 0.010 0.050 0.035 0.085

Westfield 

Ditch

Mouth 20 28 5 Not applicable3 0.034 0.065 0.045 0.065

River Styx Mouth 84 108 20 0.000387 0.030 0.040 0.028 0.075

Little Chippewa 

Creek

Mouth 15 55 3 0.000200 0.035 0.039 0.045 0.045

1

Downstream limit of the study reach.

2

 Values in these columns are for the current conditions of the reach and do not reflect scenarios of decreasing the roughness coefficient.

3

 The starting water surface elevation was determined from the Chippewa Creek model. No normal depth calculation was needed.

face. In addition, because the normal-depth method was used 

in each model, the lower reach may not be accurate. 

Each model had a convergence reach that extended from the 

start of the model upstream to the point where the estimated 

water-surface profile and the true water-surface profile met. 

The USGS used Global Positioning System (GPS) static 

surveys to establish a local control network at pertinent locations near the streams studied. Controls for the surveys were 

established by means of 10 vertical-control monuments, and 

5 of those also were horizontal-control monuments (table 4). 

The USGS benchmarks (14 CWL and 23 EWB) and the 

National Geodetic Survey benchmarks (964, F281, H281, 

R176, M176, E281, CHIP, and N177) are described in 

Appendix 1. Recommended GPS survey guidelines for 

establishing local networks (Zilkoski and others, 1997) at 

accuracies of +/- 5 centimeters were followed, except that 

no facsimiles/reproductions of monuments (rubbings) were 

obtained. Real-Time Kinematic GPS survey techniques were 

used to measure horizontal and vertical data at hydraulic structures and at other pertinent locations. Stream and hydraulic 

structure geometries were obtained using differential leveling 

techniques. Third-order accuracy (horizontal and vertical) was 

maintained for all conventional survey data collected. 

All surveyed data are horizontally referenced to the 

North American Datum of 1983 (NAD 83) Ohio State Plane 

(Ohio North) coordinates and vertically referenced to the 

North American Vertical Datum of 1988 (NAVD 88). 

Selected data collected during the GPS field surveys were 

used by the USGS to perform quality- control checks of the 

mapping data provided by Medina, Wayne, Stark, and Summit 

Counties. These checks indicate the digital mapping data for 

this study meet both horizontal and vertical criteria (applicable 

for digital mapping produced at 1 in. equal to 500 ft with 2-ft 

contour-interval data) according to the National Standards for 

Spatial Data Accuracy (Federal Geographic Data Committee, 

1998). The radial Root Mean Square Error was 0.11 ft and the 

vertical Root Mean Square Error was 0.04 ft.

Hydrology

For the streams studied in this investigation (fig. 4), flows 

were determined from the USGS Ohio StreamStats program 

(U.S. Geological Survey, 2008). Flows were computed at several locations on each reach, usually above tributaries along 

the reach being studied (table 5). StreamStats uses regression 

equations, based on Koltun and others (2006), with explanatory variables of drainage area, main-channel slope, and storage 

area. The flows associated with the 2-year recurrence interval 

were used as an estimate of bankfull flows in the models to facilitate comparison of different channel configuration scenarios. The regression equations used in StreamStats are for rural, 

unregulated streams and thus are not truly applicable because 

of the potential influence of the flood-control structures within 

this basin. Therefore, the 2-year recurrence interval flood-peak 

flow magnitudes determined with StreamStats may be somewhat larger than the actual 2-year recurrence interval floodpeak flows. The computation of reach specific 2-year floodpeak flows in this basin is beyond the scope of this study. 
8 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 4. List of benchmarks used to establish a Global Positioning System control network for the surveying of the Chippewa Creek 

basin and the accuracies of those measurements.

[All monuments are listed in relation to the North American Vertical Datum of 1988 and North American Datum of 1983]

Benchmark 

name

Published Surveyed Differences between published and 

surveyed values

Easting (feet) Northing 

(feet)

Elevation 

(feet) Easting (feet) Northing (feet)

Elevation 

(feet)

Easting 

(feet)

Northing 

(feet)

Elevation 

(feet)

Vertical control monuments

14 CWL1 1006.86 1006.872 -0.01

23 EVB1 1187.54 1187.524 0.02

964 964.78 964.730 0.05

F 281 987.80 987.818 -0.02

H 281 970.38 970.418 -0.04

Vertical and horizontal control monuments

R 176 2127739.740 490818.720 1014.76 2127739.687 490818.642 1014.806 0.05 0.08 -0.05

M 176 2110123.661 505734.123 1131.62 2110123.640 505734.135 1131.614 0.02 -0.01 0.01

E 281 2167257.306 471404.647 963.30 2167257.345 471404.652 963.302 -0.04 -0.01 0.00

CHIP 2172253.527 444678.742 1122.55 2172253.509 444678.658 1122.486 0.02 0.08 0.06

N 177 2184737.090 466800.412 958.04 2184737.265 466800.293 957.964 -0.18 0.12 0.08

1

 Elevation originally reported in relation to the National Geodetic Vertical Datum of 1929 but converted to the North American Vertical Datum of 1988 

with Corpscon software (U.S. Army Corps of Engineers, 2004).

Development of Water-Surface Profiles

The HEC-RAS modeling software (version 4.0.0; 

U.S. Army Corps of Engineers, 2008a–c) was used to determine water-surface profiles based on approximately bankfullflow conditions. Hydraulic geometries, flows, and roughness 

coefficients (Manning’s n) were used as input to the models. 

All hydraulic analyses in this investigation were based on 

computations of one-dimensional, steady, gradually varied 

flow. The analyses were also based on the assumption that 

flow is unobstructed in all stream channels and through all 

simulated hydraulic structures. The water-surface profiles 

for each stream were evaluated independently of the other 

streams.

Analyses of Open Channels

Abrupt changes in channel cross-section geometry and 

conveyance from one cross section to the next can result in 

inaccurate estimation of water-surface profiles because it is 

difficult to estimate associated energy losses. To help reduce 

the likelihood of abrupt changes in area and/or conveyance 

in the hydraulic analyses, the maximum distance between 

cross sections was limited to no more than 500 ft. Stream 

channel and overbank roughness coefficients (Manning’s n) 

were estimated for all cross sections in the hydraulic models. The HEC-RAS default contraction- and expansion-loss 

coefficients, 0.1 and 0.3, respectively, were used for most of 

the cross sections in the models. At select locations, typically 

upstream and downstream from hydraulic structures and at 

abrupt changes in the stream channel cross-sectional area, 

default values for the contraction and expansion-loss coefficients were increased to as much as 0.4 and 0.6, respectively. 

In general, the streams studied in the Chippewa Creek 

basin have a trapezoidal cross-section shape with bottom 

widths of 6–64 ft and a side slope generally in the range of 

2:1–2.5:1. Although small streams frequently exhibit abrupt 

changes in cross-sectional area and conveyance, due to the 

channel modifications by the SCS, most reaches in the study 

area were straight and had gradually varying cross-sectional 

area.

Starting water-surface elevations for all streams were 

determined from a normal depth (slope conveyance) calculation in HEC-RAS. The main-channel slope used to compute 

the normal depth was determined from surveyed cross sections 

near the downstream limit of each stream reach and assumed 

to approximate the respective energy-grade-line slopes for 

the purposes of normal-depth calculations. Values of selected 

hydraulic parameters used in the hydraulic models are listed in 

table 3. 
Study Methods 9

Table 5. Basin characteristics and approximate bankfull flow at various locations for selected streams in the Chippewa Creek basin.

[ft/mi, feet per mile; mi2, square miles; ft3/s, cubic feet per second]

Location Drainage area

(square miles)

Main-channel slope

(feet per mile)

Storage area

(percent)

Approximate bankfull 

flow

(cubic feet per second)

Chippewa Creek

Above State Route 162 / 

Wedgewood Road1

9.48 37.8 2.39 369

At inlet to Chippewa Lake1 14.8 29.3 2.27 507

Above Buck Creek 22.4 23.9 4.76 614

Above Westfield Ditch 26.3 20.7 4.31 694

Above Hubbard Creek 35.8 14.4 4.11 848

Above unnamed tributary 46.1 11.5 3.50 1,020

Above Steele Ditch 50.5 9.42 3.58 1,070

Above Fall Creek 65.8 8.27 2.85 1,330

Above Tommy Run 71.4 7.37 2.72 1,410

Above Little Chippewa Creek 80.2 6.42 2.59 1,520

Above River Styx 113 6.37 2.05 2,050

At Easton Gage (03116200) 146 6.06 2.41 2,440

Above Mill Creek 147 5.31 2.42 2,400

Above Red Run 155 4.97 2.39 2,490

Above Silver Creek 176 4.01 2.31 2,680

At mouth 188 3.16 2.48 2,710

River Styx

Above tributary near Blake Road 6.03 70.4 3.68 265

Above tributary north of 

Interstate 76 / State Route 224 9.34 54.1 2.57 379

Above Greenwich Road 11.3 44.6 2.73 425

Above north tributary 12.3 37.3 2.51 448

Above Holmes Brook 14.6 35.5 2.64 506

Above Landis Ditch 24.9 25.5 1.95 763

At mouth 29.6 23.6 2.63 831

Little Chippewa Creek

Above west tributary 23.4 6.54 0.63 680

Above south tributary 26.7 6.00 0.57 751

Above Whitman Ditch 28.2 5.50 0.59 772

At mouth 32.2 6.37 0.57 875

1

 Stream is named The Inlet at this location.
10 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Analyses of Hydraulic Structures

Four methods for computing losses through bridges are 

available in HEC-RAS. The energy equation (standard-step 

method) is applicable to the widest range of hydraulic problems (U.S. Army Corps of Engineers, 2008b). The standardstep method performs computations at bridges basically 

as open-channel flow, except that adjustments are made to 

account for the cross-sectional area and wetted perimeter1

within the bridge opening. For most bridges modeled in this 

study, the energy equation was used to account for energy 

losses because very few bridges were submerged. 

By definition, pressure flow occurs when the water 

surface on the upstream side of a bridge equals or exceeds the 

low-chord elevation, a condition that can cause the bridge to 

function as a pressurized orifice. In these cases, pressure-flow 

computations are warranted for use in HEC-RAS simulation. 

The use of this type of solution was checked at all bridges 

in the hydraulic models where the water-surface elevation 

derived from the energy equation was found to be within 

1.0 ft of the low-chord elevation of a bridge. Review of the 

HEC-RAS model output indicated that pressure-flow computations were not required.

When road overflow occurs at a culvert, HEC-RAS can 

use a weir-flow computation to determine the amount of flow 

passing over the road (U.S. Army Corps of Engineers, 2008c). 

The validity of the weir-flow computation must be checked 

by means of a submergence2 test. The model default maximum submergence for weir flow is set to 0.95 (95 percent). 

For a weir-flow computation to be considered valid, the road 

embankment must be high enough to cause flow over the road 

to pass through critical depth3. If a weir flow computation 

is not valid, computations are based upon contracted openchannel flow. For situations where road grades are submerged, 

Shearman and others (1986) recommend abandoning culvert 

and weir hydraulics in favor of composite sections (the combination of the road and culvert cross-section geometries) to 

reflect pseudo-open-channel conditions. 

Preliminary HEC-RAS simulation indicated that road 

overflow would occur at two locations: Chippewa Creek Road 

at river station 114,595 of the Chippewa Creek model and 

a private driveway at river station 32,680 of the River Styx 

model. A check for submergence was done at each location 

where road overflow occurred to assess the validity of the 

weir-flow calculation. The Chippewa Creek Road bridge was 

modeled by use of the standard step method, and it was submerged from backwater from Chippewa Lake; thus, weir flow 

was not possible. The road grade of the submerged private 

driveway was not elevated enough to provide sufficient fall 

for the default weir-flow calculation. The culvert at the private 

drive was removed and replaced with a composite section.

Reduction of Roughness Coefficient Analysis

To analyze the impact of reducing the roughness in the 

main channel (for example, as might occur if channels were 

cleared of vegetation and brush) on the water-surface-elevation profiles, the roughness coefficients for the main channels 

were reduced by 5, 10, 15, and 20 percent from their base values. These reductions were made along the entire reaches of 

Chippewa Creek, River Styx, and Little Chippewa Creek, 

and were applied only to the main channel, not to overbank 

areas. Table 6 shows the average decrease in the water-surface 

elevation for each reduction percentage on Chippewa Creek, 

River Styx, and Little Chippewa Creek. It should be noted that 

the values in the tables are valid only when all downstream 

roughness coefficients are similarly reduced. For example, 

in table 6, a 20-percent reduction in the main channel roughness coefficient along Chippewa Creek from Frick Road to 

State Route 3 will only result in a 0.78-ft decrease in the 

water-surface elevation if the main-channel roughness is also 

reduced by 20 percent from the mouth to Frick Road. The 

water-surface elevation changes shown in these tables are for 

the discharges used in the models (see table 5). 

Results of Hydraulic Analyses

Water-surface profiles corresponding to approximately 

bankfull discharges and for selected reductions in roughness 

coefficients are presented in tabular and graphical formats in 

Appendix 3. These profiles show the computed water-surface 

elevations as a function of distance from a reference location. Reach-averaged reductions in water-surface elevations 

ranged from 0.11 to 1.29 ft over the four roughness reduction 

scenarios. Selected results of the final hydraulic analyses done 

for this study before performance of the decreased roughnesscoefficient scenarios are presented in Appendix 2.

The minimum channel elevations at each cross section 

and the hydraulic structures are shown in figures 3–1, 3–2, and 

3–3. All elevations presented in the profile plots are referenced 

to the NAVD 88. The HEC-RAS model simulations indicated 

that road overflow would occur at two locations: the Chippewa 

Creek Road at river station 114,595 of the Chippewa Creek 

model and a private driveway at river station 32, 680 of the 

River Styx model (fig. 3–1 and 3–2, respectively). The Chippewa Creek Road bridge was submerged from backwater from 

Chippewa Lake. 

1

Wetted perimeter is defined as the length of the line of intersection of 

the channel wetted surface with a cross-section plane normal to the 

direction flow (Chow, 1959).

2

Submergence is defined as the ratio of the depth of water above the 

minimum weir elevation on the downstream side of a structure divided by 

the height of the energy grade line above the minimum weir elevation on 

the upstream side of a structure (U.S. Army Corps of Engineers, 2008c).

 3Critical depth is the depth of flow at which the specific energy is a 

minimum for a given discharge (Chow, 1959).
References Cited 11

Table 6. Average decrease in water-surface elevation, in feet, along the selected reach after decreasing the Manning's roughness 

coefficient (n) for the main channel by 5, 10, 15, and 20 percent from the base values.

Description of reach

Reach-averaged decrease in water-surface elevation (in feet) for indicated 

reduction in roughness coefficient (in percent) over the entire length of the main 

channel from the base values

5 percent 10 percent 15 percent 20 percent

Chippewa Creek

Mouth to South Main Street 0.32 0.57 0.89 1.29

South Main Street to Frick Road 0.31 0.62 0.79 1.13

Frick Road to State Route 3 / West Main Street 0.19 0.39 0.55 0.78

State Route 3 / West Main Street to Interstate -76 / 

State Route 224

0.11 0.22 0.32 0.40

Interstate -76 / State Route 224 to Kennard Road 0.13 0.24 0.44 0.60

Kennard Road to upper limit 0.18 0.34 0.52 0.71

River Styx

Mouth to low head dam 0.21 0.41 0.54 0.75

Low head dam to Interstate -76 / State Route 224 0.11 0.18 0.29 0.39

Interstate -76 / State Route 224 to Blake Road 0.11 0.21 0.31 0.39

Blake Road to upper limit 0.11 0.20 0.28 0.36

Little Chippewa Creek

Mouth to private road 0.21 0.44 0.57 0.85

Private road to State Route 604 / Easton Road 0.23 0.47 0.61 0.89

State Route 604 / Easton Road to upper limit 0.23 0.47 0.59 0.85

Summary

The USGS, in cooperation with the Chippewa Subdistrict 

of the Muskingum Watershed Conservancy District, performed 

hydrologic and hydraulic analyses for selected reaches of three 

streams in Medina, Wayne, Stark, and Summit Counties in 

northeast Ohio: Chippewa Creek, Little Chippewa Creek, and 

River Styx. This study was done to facilitate assessment of 

various alternatives for mitigating flood hazards in the 

Chippewa Creek basin.

StreamStats regional regression equations were used to 

estimate instantaneous peak discharges approximately corresponding to bankfull flows. Explanatory variables used in 

the regression equations were drainage area, main-channel 

slope, and storage area. Hydraulic models were developed 

to determine water-surface profiles along the three stream 

reaches studied for the bankfull discharges established in the 

hydrologic analyses. The HEC-RAS step-backwater hydraulic 

analysis model was used to determine water-surface profiles 

for the three streams. Starting water-surface elevations for all 

streams were established using normal depth computations 

in the HEC-RAS models. Cross-sectional elevation data, 

hydraulic-structure geometries, and roughness coefficients 

were collected in the field and (along with peak-discharge estimates) used as input for the models. Reach-averaged reductions in water-surface elevations ranged from 0.11 to 1.29 feet 

over the four roughness coefficient reduction scenarios.

References Cited

Chow, V.T., 1959, Open-channel hydraulics: New York, 

McGraw-Hill, 680 p.

Federal Emergency Management Agency, 2008, Flood insurance study, Medina County, Ohio and incorporated areas: 

49 p.

Federal Emergency Management Agency, 2009, Flood insurance study, Wayne County, Ohio and incorporated areas: 

66 p.

Federal Geographic Data Committee, 1998, National standards for spatial data accuracy, pt. 3 of Geospatial positioning accuracy standards: Reston, Va., Federal Geographic 

Data Committee, FGDC–STD–007.3–1998, 25 p., accessed 

February 22, 2010 at http://www.fgdc.gov/standards/

projects/FGDC-standards-projects/accuracy/part3/

chapter3.

Koltun, G.F., Kula, S.P., and Puskas, B.M., 2006, A streamflow statistics (StreamStats) web application for Ohio: 

U.S. Geological Survey Scientific Investigations Report 

2006–5312, 62 p. 
12 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Muskingum Watershed Conservancy District, 1961, Official 

plan for the Chippewa Subdistrict of Muskingum Watershed 

Conservancy District: New Philadelphia, Ohio, plan plus 

3 amendments added at later dates [variously paged].

Shearman, J.O., Kirby, W.H., Schneider, V.R., and Flippo, 

H.N., 1986, Bridge waterways analysis model—Research 

report: Federal Highway Administration Publication 

FHWA–RD–86–108, 112 p.

U.S. Army Corps of Engineers, 2004, Corpscon, Technical 

Documentation and Operating Instructions, user’s guide, 

Version 6.0.1.

U.S. Army Corps of Engineers, 2008a, Hydrologic Engineering Center River Analysis System (HEC-RAS), user’s 

manual, version 4.0.0: accessed June 5, 2008 at http://www.

hec.usace.army.mil/software/hec-ras/hecras-download.html.

U.S. Army Corps of Engineers, 2008b, Hydrologic Engineering Center River Analysis System (HEC-RAS), hydraulic 

reference manual, version 4.0.0.

U.S. Army Corps of Engineers, 2008c, Hydrologic Engineering Center River Analysis System (HEC-RAS), applications 

guide, version 4.0.0.

U.S. Bureau of the Census, 2009, County population estimates: accessed November 1, 2010, at http://www.census.

gov.

U.S. Department of Agriculture, 1956, Work plan for the 

watershed protection and flood prevention—Chippewa 

Creek Watershed—Wayne, Medina, Summit, and Stark 

Counties, Ohio: Soil Conservation Service, [variously 

paged].

U.S. Department of Agriculture, 1980, Flood hazard study 

Chippewa Creek, Wayne County, Ohio: Soil Conservation 

Service, 16 p.

U.S. Geological Survey, 2001, National land cover database: 

U.S. Geological Survey database, accessed on November 1, 

2010, at http://www.mrlc.gov/mrlc2k_ncld.asp.

U.S. Geological Survey, 2008, Ohio StreamStats: accessed 

November 1, 2010, at http://water.usgs.gov/osw/streamstats/

ohio.html.

Zilkoski, D.B., D’Onorfrio, J.D., and Frakes, S.J., 1997, 

Guidelines for establishing GPS-derived ellipsoid heights 

(Standards: 2 cm and 5 cm), version 4.3: Silver Spring, Md., 

National Oceanic and Atmospheric Administration Technical Memorandum NOS NGS–58, 21 p., accessed December 

10, 2009 at http://www.ngs.noaa.gov/PUBS_LIB/NGS-58.

html.
Appendix 1. Descriptions of Benchmarks

14 CWL

Seville, 2.2 mi NW. of; 0.1 mi SE. of intersection of Interstate Highway 71; 460 ft S. of, and 2 ft 

lower than centerline of rd. opposite tree line E.; 84 ft N. and 33 ft. E. of centerline of rd. at junction 

of drive E. to residence of E.S. Paxon 87 ft. ENE. of centerline of B. & O. RR.; 3 ft. NW. of power 

pole; in concrete post; standard tablet stamped “14 CWL 1952 1008 TT”

Elev 1007.533 (NGVD 29) converted with Corpscon Elevation 1006.86 (NAVD 88)

23 EVB

Poe, 1.6 mi S. of, along State Highway 57; 1.7 mi. N. of Blake; 17 ft N. and 19 ft W. of, and 2 ft 

lower than centerline of rd opposite fenceline W.; 17 ft N. and 6 ft E. of pole; in W. concrete 

abutment of culvert; standard tablet stamped “23 EVB 1959 1188”

Elev 1188.186 (NGVD 29) converted with Corpscon Elevation 1187.54 (NAVD 88)
14 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

964

1 National Geodetic Survey, Retrieval Date = JULY 14, 2006

 KY1726 ***********************************************************************

 KY1726 DESIGNATION - 964

 KY1726 PID - KY1726

 KY1726 STATE/COUNTY- OH/WAYNE

 KY1726 USGS QUAD - RITTMAN (1994)

 KY1726

 KY1726 *CURRENT SURVEY CONTROL

 KY1726 ___________________________________________________________________

 KY1726* NAD 83(1986)- 40 57 56. (N) 081 50 05. (W) SCALED 

 KY1726* NAVD 88 - 294.065 (meters) 964.78 (feet) ADJUSTED 

 KY1726 ___________________________________________________________________

 KY1726 GEOID HEIGHT- -33.19 (meters) GEOID03

 KY1726 DYNAMIC HT - 293.935 (meters) 964.35 (feet) COMP

 KY1726 MODELED GRAV- 980,174.9 (mgal) NAVD 88

 KY1726

 KY1726 VERT ORDER - FIRST CLASS I

 KY1726

 KY1726.The horizontal coordinates were scaled from a topographic map and have

 KY1726.an estimated accuracy of +/- 6 seconds.

 KY1726

 KY1726.The orthometric height was determined by differential leveling

 KY1726.and adjusted by the National Geodetic Survey in June 1991.

 KY1726

 KY1726.The geoid height was determined by GEOID03.

 KY1726

 KY1726.The dynamic height is computed by dividing the NAVD 88

 KY1726.geopotential number by the normal gravity value computed on the

 KY1726.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45

 KY1726.degrees latitude (g = 980.6199 gals.).

 KY1726

 KY1726.The modeled gravity was interpolated from observed gravity values.

 KY1726

 KY1726; North East Units Estimated Accuracy

 KY1726;SPC OH N - 144,450. 656,000. MT (+/- 180 meters Scaled)

 KY1726

 KY1726 SUPERSEDED SURVEY CONTROL

 KY1726

 KY1726 NGVD 29 (??/??/92) 294.273 (m) 965.46 (f) ADJ UNCH 1 1

 KY1726

 KY1726.Superseded values are not recommended for survey control.

 KY1726.NGS no longer adjusts projects to the NAD 27 or NGVD 29 datums.

 KY1726.See file dsdata.txt to determine how the superseded data were derived.

 KY1726

 KY1726_U.S. NATIONAL GRID SPATIAL ADDRESS: 17TMF297352(NAD 83)

 KY1726_MARKER: DD = SURVEY DISK

 KY1726_SETTING: 36 = SET IN A MASSIVE STRUCTURE

 KY1726_SP_SET: BRIDGE

 KY1726_STAMPING: 964

 KY1726_STABILITY: B = PROBABLY HOLD POSITION/ELEVATION WELL

 KY1726

 KY1726 HISTORY - Date Condition Report By

 KY1726 HISTORY - UNK MONUMENTED USGS

 KY1726 HISTORY - 1967 GOOD NGS

 KY1726 HISTORY - 1971 GOOD OHDT

 KY1726 HISTORY - 1987 GOOD OHDT

 KY1726

 KY1726 STATION DESCRIPTION

 KY1726

 KY1726’DESCRIBED BY NATIONAL GEODETIC SURVEY 1967

 KY1726’1.1 MI SE FROM STERLING.

 KY1726’ABOUT 1.1 MILES SOUTHEAST ALONG THE BALTIMORE AND OHIO RAILROAD

 KY1726’FROM THE CROSSING OF COUNTY ROAD NO. 60 AT STERLING, IN SECTION

 KY1726’9, R 12 W, T 18 N, BETWEEN THE BALTIMORE AND OHIO RAILROAD AND

 KY1726’THE ERIE-LACKAWANNA RAILROAD, NEAR B AND O RAILROAD MILEPOLE

 KY1726’154-32, 65 FEET WEST OF THE ERIE-LACKAWANNA RAILROAD MILEPOST

 KY1726’S 223, SET ON TOP OF THE SOUTHEAST END OF THE SOUTHWEST HEADWALL
Appendix 1 15

 KY1726’OF A 36-FOOT CONCRETE BRIDGE UNDER THE ERIE-LACKAWANNA RAILROAD,

 KY1726’46.3 FEET NORTHEAST OF THE NORTHEAST RAIL OF THE B AND O

 KY1726’RAILROAD, 18 FEET SOUTHWEST OF THE SOUTHWEST RAIL OF THE

 KY1726’ERIE-LACKAWANNA RAILROAD, 1 FOOT NORTHWEST OF THE SOUTHEAST

 KY1726’END OF THE HEAD WALL AND ABOUT LEVEL WITH THE ERIE-LACKAWANNA

 KY1726’RAILROAD.

 KY1726

 KY1726 STATION RECOVERY (1971)

 KY1726

 KY1726’RECOVERY NOTE BY OHIO DEPARTMENT OF TRANSPORTATION 1971

 KY1726’RECOVERED IN GOOD CONDITION.

 KY1726

 KY1726 STATION RECOVERY (1987)

 KY1726

 KY1726’RECOVERY NOTE BY OHIO DEPARTMENT OF TRANSPORTATION 1987 (ROS)

 KY1726’RECOVERED IN GOOD CONDITION.
16 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

F 281

1 National Geodetic Survey, Retrieval Date = JULY 14, 2006

 KY1827 ***********************************************************************

 KY1827 DESIGNATION - F 281

 KY1827 PID - KY1827

 KY1827 STATE/COUNTY- OH/WAYNE

 KY1827 USGS QUAD - RITTMAN (1994)

 KY1827

 KY1827 *CURRENT SURVEY CONTROL

 KY1827 ___________________________________________________________________

 KY1827* NAD 83(1986)- 40 56 47. (N) 081 47 00. (W) SCALED 

 KY1827* NAVD 88 - 301.082 (meters) 987.80 (feet) ADJUSTED 

 KY1827 ___________________________________________________________________

 KY1827 GEOID HEIGHT- -33.14 (meters) GEOID03

 KY1827 DYNAMIC HT - 300.950 (meters) 987.37 (feet) COMP

 KY1827 MODELED GRAV- 980,178.3 (mgal) NAVD 88

 KY1827

 KY1827 VERT ORDER - SECOND CLASS 0

 KY1827

 KY1827.The horizontal coordinates were scaled from a topographic map and have

 KY1827.an estimated accuracy of +/- 6 seconds.

 KY1827

 KY1827.The orthometric height was determined by differential leveling

 KY1827.and adjusted by the National Geodetic Survey in June 1991.

 KY1827

 KY1827.The geoid height was determined by GEOID03.

 KY1827

 KY1827.The dynamic height is computed by dividing the NAVD 88

 KY1827.geopotential number by the normal gravity value computed on the

 KY1827.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45

 KY1827.degrees latitude (g = 980.6199 gals.).

 KY1827

 KY1827.The modeled gravity was interpolated from observed gravity values.

 KY1827

 KY1827; North East Units Estimated Accuracy

 KY1827;SPC OH N - 142,360. 660,340. MT (+/- 180 meters Scaled)

 KY1827

 KY1827 SUPERSEDED SURVEY CONTROL

 KY1827

 KY1827 NGVD 29 (??/??/92) 301.338 (m) 988.64 (f) ADJ UNCH 2 0

 KY1827

 KY1827.Superseded values are not recommended for survey control.

 KY1827.NGS no longer adjusts projects to the NAD 27 or NGVD 29 datums.

 KY1827.See file dsdata.txt to determine how the superseded data were derived.

 KY1827

 KY1827_U.S. NATIONAL GRID SPATIAL ADDRESS: 17TMF340331(NAD 83)

 KY1827_MARKER: DB = BENCH MARK DISK

 KY1827_SETTING: 30 = SET IN A LIGHT STRUCTURE

 KY1827_SP_SET: CULVERT

 KY1827_STAMPING: F 281 1959

 KY1827_STABILITY: D = MARK OF QUESTIONABLE OR UNKNOWN STABILITY

 KY1827

 KY1827 HISTORY - Date Condition Report By

 KY1827 HISTORY - 1959 MONUMENTED CGS

 KY1827 HISTORY - 1971 GOOD OHDT

 KY1827 HISTORY - 1987 GOOD OHDT

 KY1827

 KY1827 STATION DESCRIPTION

 KY1827

 KY1827’DESCRIBED BY COAST AND GEODETIC SURVEY 1959

 KY1827’1.5 MI S FROM RITTMAN.

 KY1827’ABOUT 1.5 MILES SOUTH ALONG STATE HIGHWAY 94 FROM THE BALTIMORE

 KY1827’AND OHIO RAILROAD STATION AT RITTMAN, 78 YARDS NORTH OF THE

 KY1827’INTERSECTION OF STATE HIGHWAY 604, 22 FEET WEST OF THE CENTER

 KY1827’LINE OF HIGHWAY 94, IN TOP OF THE SOUTH END OF THE WEST HEAD WALL

 KY1827’OF A 4-FOOT CONCRETE CULVERT, AND ABOUT 2 1/2 FEET BELOW THE

 KY1827’LEVEL OF THE HIGHWAY.

 KY1827
Appendix 1 17

 KY1827 STATION RECOVERY (1971)

 KY1827

 KY1827’RECOVERY NOTE BY OHIO DEPARTMENT OF TRANSPORTATION 1971

 KY1827’RECOVERED IN GOOD CONDITION.

 KY1827

 KY1827 STATION RECOVERY (1987)

 KY1827

 KY1827’RECOVERY NOTE BY OHIO DEPARTMENT OF TRANSPORTATION 1987 (ROS)

 KY1827’RECOVERED IN GOOD CONDITION.
18 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

H 281

1 National Geodetic Survey, Retrieval Date = JULY 14, 2006

 KY1829 ***********************************************************************

 KY1829 DESIGNATION - H 281

 KY1829 PID - KY1829

 KY1829 STATE/COUNTY- OH/WAYNE

 KY1829 USGS QUAD - RITTMAN (1994)

 KY1829

 KY1829 *CURRENT SURVEY CONTROL

 KY1829 ___________________________________________________________________

 KY1829* NAD 83(1986)- 40 55 53. (N) 081 46 52. (W) SCALED 

 KY1829* NAVD 88 - 295.772 (meters) 970.38 (feet) ADJUSTED 

 KY1829 ___________________________________________________________________

 KY1829 GEOID HEIGHT- -33.12 (meters) GEOID03

 KY1829 DYNAMIC HT - 295.643 (meters) 969.96 (feet) COMP

 KY1829 MODELED GRAV- 980,177.0 (mgal) NAVD 88

 KY1829

 KY1829 VERT ORDER - SECOND CLASS 0

 KY1829

 KY1829.The horizontal coordinates were scaled from a topographic map and have

 KY1829.an estimated accuracy of +/- 6 seconds.

 KY1829

 KY1829.The orthometric height was determined by differential leveling

 KY1829.and adjusted by the National Geodetic Survey in June 1991.

 KY1829

 KY1829.The geoid height was determined by GEOID03.

 KY1829

 KY1829.The dynamic height is computed by dividing the NAVD 88

 KY1829.geopotential number by the normal gravity value computed on the

 KY1829.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45

 KY1829.degrees latitude (g = 980.6199 gals.).

 KY1829

 KY1829.The modeled gravity was interpolated from observed gravity values.

 KY1829

 KY1829; North East Units Estimated Accuracy

 KY1829;SPC OH N - 140,690. 660,540. MT (+/- 180 meters Scaled)

 KY1829

 KY1829 SUPERSEDED SURVEY CONTROL

 KY1829

 KY1829 NGVD 29 (??/??/92) 296.024 (m) 971.21 (f) ADJ UNCH 2 0

 KY1829

 KY1829.Superseded values are not recommended for survey control.

 KY1829.NGS no longer adjusts projects to the NAD 27 or NGVD 29 datums.

 KY1829.See file dsdata.txt to determine how the superseded data were derived.

 KY1829

 KY1829_U.S. NATIONAL GRID SPATIAL ADDRESS: 17TMF342314(NAD 83)

 KY1829_MARKER: DB = BENCH MARK DISK

 KY1829_SETTING: 36 = SET IN A MASSIVE STRUCTURE

 KY1829_SP_SET: ABUTMENT

 KY1829_STAMPING: H 281 1959

 KY1829_STABILITY: B = PROBABLY HOLD POSITION/ELEVATION WELL

 KY1829

 KY1829 HISTORY - Date Condition Report By

 KY1829 HISTORY - 1959 MONUMENTED CGS

 KY1829 HISTORY - 19870331 GOOD OHDT

 KY1829

 KY1829 STATION DESCRIPTION

 KY1829

 KY1829’DESCRIBED BY COAST AND GEODETIC SURVEY 1959

 KY1829’2.7 MI S FROM RITTMAN.

 KY1829’ABOUT 2.6 MILES SOUTH ALONG STATE HIGHWAY 94 FROM THE BALTIMORE

 KY1829’AND OHIO RAILROAD STATION AT RITTMAN, THENCE ABOUT 0.1 MILE

 KY1829’EAST ALONG ROAD 108, 11 FEET NORTH OF THE CENTER LINE OF ROAD

 KY1829’108, IN TOP OF THE NORTH END OF THE WEST ABUTMENT OF A 9-FOOT

 KY1829’CONCRETE BRIDGE OVER A CREEK BRANCH, AND ABOUT LEVEL WITH THE

 KY1829’ROAD.

 KY1829

 KY1829 STATION RECOVERY (1987)
Appendix 1 19

 KY1829

 KY1829’RECOVERY NOTE BY OHIO DEPARTMENT OF TRANSPORTATION 1987 (ROS)

 KY1829’RECOVERED IN GOOD CONDITION
20 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

R 176

1 National Geodetic Survey, Retrieval Date = SEPTEMBER 13, 2006

 MB1307 ***********************************************************************

 MB1307 DESIGNATION - R 176

 MB1307 PID - MB1307

 MB1307 STATE/COUNTY- OH/MEDINA

 MB1307 USGS QUAD - WESTFIELD CENTER (1994)

 MB1307

 MB1307 *CURRENT SURVEY CONTROL

 MB1307 ___________________________________________________________________

 MB1307* NAD 83(1995)- 41 00 44.74391(N) 081 55 22.68128(W) ADJUSTED 

 MB1307* NAVD 88 - 309.300 (meters) 1014.76 (feet) ADJUSTED 

 MB1307 ___________________________________________________________________

 MB1307 X - 677,216.109 (meters) COMP

 MB1307 Y - -4,772,080.521 (meters) COMP

 MB1307 Z - 4,163,645.894 (meters) COMP

 MB1307 LAPLACE CORR- 1.14 (seconds) DEFLEC99

 MB1307 ELLIP HEIGHT- 275.95 (meters) (10/07/05) GPS OBS

 MB1307 GEOID HEIGHT- -33.31 (meters) GEOID03

 MB1307 DYNAMIC HT - 309.163 (meters) 1014.31 (feet) COMP

 MB1307 MODELED GRAV- 980,172.7 (mgal) NAVD 88

 MB1307

 MB1307 HORZ ORDER - FIRST

 MB1307 VERT ORDER - FIRST CLASS I

 MB1307 ELLP ORDER - FOURTH CLASS II

 MB1307

 MB1307.The horizontal coordinates were established by GPS observations

 MB1307.and adjusted by the TERRASURV in August 2003.

 MB1307

 MB1307.The orthometric height was determined by differential leveling

 MB1307.and adjusted by the National Geodetic Survey in June 1991.

 MB1307

 MB1307.The X, Y, and Z were computed from the position and the ellipsoidal ht.

 MB1307

 MB1307.The Laplace correction was computed from DEFLEC99 derived deflections.

 MB1307

 MB1307.The ellipsoidal height was determined by GPS observations

 MB1307.and is referenced to NAD 83.

 MB1307

 MB1307.The geoid height was determined by GEOID03.

 MB1307

 MB1307.The dynamic height is computed by dividing the NAVD 88

 MB1307.geopotential number by the normal gravity value computed on the

 MB1307.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45

 MB1307.degrees latitude (g = 980.6199 gals.).

 MB1307

 MB1307.The modeled gravity was interpolated from observed gravity values.

 MB1307

 MB1307; North East Units Scale Factor Converg.

 MB1307;SPC OH N - 149,601.845 648,536.370 MT 0.99993960 +0 22 44.7

 MB1307;UTM 17 - 4,540,547.004 422,391.171 MT 0.99967413 -0 36 20.5

 MB1307

 MB1307! - Elev Factor x Scale Factor = Combined Factor

 MB1307!SPC OH N - 0.99995672 x 0.99993960 = 0.99989632

 MB1307!UTM 17 - 0.99995672 x 0.99967413 = 0.99963086

 MB1307

 MB1307 SUPERSEDED SURVEY CONTROL

 MB1307

 MB1307 ELLIP H (08/20/03) 275.97 (m) GP( ) 4 2

 MB1307 NGVD 29 (??/??/92) 309.507 (m) 1015.44 (f) ADJ UNCH 1 1

 MB1307

 MB1307.Superseded values are not recommended for survey control.

 MB1307.NGS no longer adjusts projects to the NAD 27 or NGVD 29 datums.

 MB1307.See file dsdata.txt to determine how the superseded data were derived.

 MB1307

 MB1307_U.S. NATIONAL GRID SPATIAL ADDRESS: 17TMF2239140547(NAD 83)

 MB1307_MARKER: DB = BENCH MARK DISK

 MB1307_SETTING: 7 = SET IN TOP OF CONCRETE MONUMENT
Appendix 1 21

 MB1307_SP_SET: SET IN TOP OF CONCRETE MONUMENT

MB1307_STAMPING: R 176 1954

 MB1307_MARK LOGO: NONE 

MB1307_MAGNETIC: N = NO MAGNETIC MATERIAL

 MB1307_STABILITY: C = MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO

 MB1307+STABILITY: SURFACE MOTION

 MB1307_SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

 MB1307+SATELLITE: SATELLITE OBSERVATIONS - 2000

 MB1307

 MB1307 HISTORY - Date Condition Report By

 MB1307 HISTORY - 1954 MONUMENTED CGS

 MB1307 HISTORY - 1967 GOOD NGS

 MB1307 HISTORY - 1987 GOOD USPSQD

 MB1307 HISTORY - 2000 GOOD OH-103

 MB1307

 MB1307 STATION DESCRIPTION

 MB1307

 MB1307’DESCRIBED BY NATIONAL GEODETIC SURVEY 1967

 MB1307’4.4 MI N FROM CRESTON.

 MB1307’ABOUT 2.8 MILES NORTHWEST ALONG THE BALTIMORE AND OHIO RAILROAD

 MB1307’FROM THE CROSSING OF STATE HIGHWAY 3 AT CRESTON, THENCE 0.6

 MB1307’MILE NORTH ALONG COUNTY ROAD NO. 15, THENCE 0.95 MILE EAST ALONG

 MB1307’COUNTY ROAD NO. 46, AT THE WESTFIELD AIRPORT, 113 FEET NORTH OF

 MB1307’THE CENTER LINE OF THE COUNTY ROAD, 110 FEET WEST OF THE

 MB1307’SOUTHWEST CORNER OF THE TWO-STORIED PORTION OF A WHITE HOUSE,

 MB1307’46.2 FEET NORTH OF THE NORTHEAST CORNER OF A CONCRETE BLOCK HANGAR

 MB1307’BUILDING, 2 1/2 FEET SOUTHWEST OF THE SOUTHWEST CORNER OF A CONCRETE

 MB1307’BASE WHICH FORMERLY SUPPORTED GAS PUMPS, 5 FEET ABOVE THE LEVEL OF THE

 MB1307’ROAD AND SET IN THE TOP OF A CONCRETE POST PROJECTING 0.1 FOOT ABOVE

 MB1307’THE LEVEL OF THE GROUND.

 MB1307

 MB1307 STATION RECOVERY (1987)

 MB1307

 MB1307’RECOVERY NOTE BY US POWER SQUADRON 1987 (ROS)

 MB1307’RECOVERED IN GOOD CONDITION.

 MB1307

 MB1307 STATION RECOVERY (2000)

 MB1307

 MB1307’RECOVERY NOTE BY MEDINA COUNTY OHIO 2000

 MB1307’RECOVERY NOTE BY MEDINA COUNTY SANITARY ENGINEER 2000

 MB1307’FOUND IN GOOD CONDITION.

 MB1307’ 

 MB1307’PROPERTY IS NO LONGER AN ACTIVE AIRPORT AND IS NOW A PRIVATE

 MB1307’RESIDENCE.

 MB1307’ 

 MB1307’
22 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

M 176

1 National Geodetic Survey, Retrieval Date = SEPTEMBER 13, 2006

 MB1317 ***********************************************************************

 MB1317 CBN - This is a Cooperative Base Network Control Station.

 MB1317 DESIGNATION - M 176

 MB1317 PID - MB1317

 MB1317 STATE/COUNTY- OH/MEDINA

 MB1317 USGS QUAD - WESTFIELD CENTER (1994)

 MB1317

 MB1317 *CURRENT SURVEY CONTROL

 MB1317 ___________________________________________________________________

 MB1317* NAD 83(1995)- 41 03 13.21094(N) 081 59 11.33577(W) ADJUSTED 

 MB1317* NAVD 88 - 344.920 (meters) 1131.62 (feet) ADJUSTED 

 MB1317 ___________________________________________________________________

 MB1317 X - 671,510.171 (meters) COMP

 MB1317 Y - -4,769,877.345 (meters) COMP

 MB1317 Z - 4,167,124.202 (meters) COMP

 MB1317 LAPLACE CORR- 2.02 (seconds) DEFLEC99

 MB1317 ELLIP HEIGHT- 311.48 (meters) (03/08/05) GPS OBS

 MB1317 GEOID HEIGHT- -33.44 (meters) GEOID03

 MB1317 DYNAMIC HT - 344.770 (meters) 1131.13 (feet) COMP

 MB1317 MODELED GRAV- 980,176.9 (mgal) NAVD 88

 MB1317

 MB1317 HORZ ORDER - B

 MB1317 VERT ORDER - FIRST CLASS I

 MB1317 ELLP ORDER - FOURTH CLASS II

 MB1317

 MB1317.The horizontal coordinates were established by GPS observations

 MB1317.and adjusted by the National Geodetic Survey in August 1996.

 MB1317

 MB1317.The orthometric height was determined by differential leveling

 MB1317.and adjusted by the National Geodetic Survey in June 1991.

 MB1317

 MB1317.The X, Y, and Z were computed from the position and the ellipsoidal ht.

 MB1317

 MB1317.The Laplace correction was computed from DEFLEC99 derived deflections.

 MB1317

 MB1317.The ellipsoidal height was determined by GPS observations

 MB1317.and is referenced to NAD 83.

 MB1317

 MB1317.The geoid height was determined by GEOID03.

 MB1317

 MB1317.The dynamic height is computed by dividing the NAVD 88

 MB1317.geopotential number by the normal gravity value computed on the

 MB1317.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45

 MB1317.degrees latitude (g = 980.6199 gals.).

 MB1317

 MB1317.The modeled gravity was interpolated from observed gravity values.

 MB1317

 MB1317; North East Units Scale Factor Converg.

 MB1317;SPC OH N - 154,148.069 643,166.978 MT 0.99993917 +0 20 14.5

 MB1317;UTM 17 - 4,545,183.656 417,102.103 MT 0.99968458 -0 38 52.5

 MB1317

 MB1317! - Elev Factor x Scale Factor = Combined Factor

 MB1317!SPC OH N - 0.99995114 x 0.99993917 = 0.99989032

 MB1317!UTM 17 - 0.99995114 x 0.99968458 = 0.99963574

 MB1317

 MB1317 SUPERSEDED SURVEY CONTROL

 MB1317

 MB1317 ELLIP H (08/20/96) 311.47 (m) GP( ) 4 2

 MB1317 NAD 83(1986)- 41 03 13.21405(N) 081 59 11.33673(W) AD( ) 3

 MB1317 NAD 27 - 41 03 13.01910(N) 081 59 11.83876(W) AD( ) 3

 MB1317 NGVD 29 (??/??/92) 345.138 (m) 1132.34 (f) ADJ UNCH 1 1

 MB1317

 MB1317.Superseded values are not recommended for survey control.

 MB1317.NGS no longer adjusts projects to the NAD 27 or NGVD 29 datums.

 MB1317.See file dsdata.txt to determine how the superseded data were derived.

 MB1317
Appendix 1 23

 MB1317_U.S. NATIONAL GRID SPATIAL ADDRESS: 17TMF1710245184(NAD 83)

 MB1317_MARKER: DB = BENCH MARK DISK

 MB1317_SETTING: 7 = SET IN TOP OF CONCRETE MONUMENT

 MB1317_SP_SET: SQUARE CONCRETE MONUMENT

 MB1317_STAMPING: M 176 1954

 MB1317_MARK LOGO: CGS 

 MB1317_MAGNETIC: N = NO MAGNETIC MATERIAL

 MB1317_STABILITY: C = MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO

 MB1317+STABILITY: SURFACE MOTION

 MB1317_SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

 MB1317+SATELLITE: SATELLITE OBSERVATIONS - 2000

 MB1317

 MB1317 HISTORY - Date Condition Report By

 MB1317 HISTORY - 1954 MONUMENTED CGS

 MB1317 HISTORY - 1967 GOOD NGS

 MB1317 HISTORY - 1986 GOOD NGS

 MB1317 HISTORY - 1987 GOOD USPSQD

 MB1317 HISTORY - 19950724 GOOD NGS

 MB1317 HISTORY - 19980323 GOOD GCS

 MB1317 HISTORY - 2000 GOOD OH-103

 MB1317

 MB1317 STATION DESCRIPTION

 MB1317

 MB1317’DESCRIBED BY NATIONAL GEODETIC SURVEY 1967

MB1317’1.9 MI NE FROM LODI.

MB1317’ABOUT 1.9 MILES NORTHEAST ALONG STATE HIGHWAY 421 AND U.S.

 MB1317’HIGHWAY 42 FROM THE INTERSECTION OF STATE HIGHWAY 76 AT LODI,

 MB1317’ABOUT 0.6 MILE NORTHEAST ALONG U.S. HIGHWAY 42 FROM THE NORTHEAST

 MB1317’END OF THE U.S. HIGHWAY 224 OVERPASS, NEAR THE NORTHWEST CORNER

 MB1317’OF THE LODI AIRPORT, 72 FEET EAST OF THE INTERSECTION OF U.S.

 MB1317’HIGHWAY 42 AND TOWNSHIP ROAD NO. 78, 30 FEET SOUTHEAST OF THE

 MB1317’CENTER LINE OF THE HIGHWAY, 30 1/2 FEET NORTH OF THE CENTER LINE

 MB1317’OF TOWNSHIP ROAD NO. 78, 9 FEET NORTHEAST OF A GAS LINE MARKER

 MB1317’NO. RDI 989S, 1.1 FEET NORTHEAST OF A METAL WITNESS POST, 2 FEET

 MB1317’BELOW THE LEVEL OF THE HIGHWAY, SET IN THE TOP OF A CONCRETE POST

 MB1317’0.2 FOOT UNDERGROUND.

 MB1317

 MB1317 STATION RECOVERY (1986)

 MB1317

 MB1317’RECOVERY NOTE BY NATIONAL GEODETIC SURVEY 1986

 MB1317’STATION IS LOCATED ABOUT 2 MILES NORTHEAST OF LODI, 5 MILES WEST

 MB1317’NORTHWEST OF THE JUNCTION OF INTERSTATE HIGHWAYS 76 AND 71, AT A ROAD

 MB1317’JUNCTION, ON HIGHWAY RIGHT-OF-WAY. OWNERSHIP OHIO DEPARTMENT OF

 MB1317’TRANSPORTATION.

 MB1317’TO REACH FROM THE JUNCTION OF US HIGHWAYS 42 AND 224 AT THE NORTHWEST

 MB1317’EDGE OF LODI, GO NORTHEAST ON HIGHWAY 42 FOR 0.7 MILES TO A SLANTED

 MB1317’CROSSROAD AND STATION ON THE RIGHT.

 MB1317’STATION MARK IS A STANDARD CGS BENCH MARK DISK STAMPED --M 176 1954--

 MB1317’SET IN THE TOP OF A 25 CM SQUARE CONCRETE POST 0.4 METER BELOW GROUND

 MB1317’(AREA IS VERY UNEVEN TO DITCHING AND PIPELINE). IT IS 9.2 METERS

 MB1317’SOUTHEAST OF THE CENTER OF HIGHWAY 42, 9.8 METERS NORTH OF THE

 MB1317’CENTER OF COUNTY ROUT 78, 5.6 METERS WEST OF UTILITY POLE 65CR/4-12,

 MB1317’3.7 METERS EAST OF A UTILITY POLE WITH STEPS, 4.2 METERS NORTHWEST

 MB1317’OF THE SOUTHWEST ONE OF TWO PIPELINE WARNING POLES, AND 0.3 METER

 MB1317’NORTHEAST OF A METAL WITNESS POLE.

 MB1317’DESCRIBED BY G R HEID.

 MB1317’TYPED BY JAMES MALONEY 9/09/87.

 MB1317

 MB1317 STATION RECOVERY (1987)

 MB1317

 MB1317’RECOVERY NOTE BY US POWER SQUADRON 1987 (ROS)

 MB1317’RECOVERED IN GOOD CONDITION.

 MB1317

 MB1317 STATION RECOVERY (1995)

 MB1317

 MB1317’RECOVERY NOTE BY NATIONAL GEODETIC SURVEY 1995 (AJL)

 MB1317’THE STATION IS LOCATED ABOUT 3.2 KM (2.00 MI) NORTHEAST OF LODI, 8.0

 MB1317’KM (4.95 MI) WEST NORTHWEST OF THE JUNCTION OF INTERSTATE HIGHWAYS 76

 MB1317’AND 71, ON HIGHWAY RIGHT-OF-WAY AT THE JUNCTION OF U S HIGHWAY 42 AND

 MB1317’KENNARD ROAD. TO REACH FROM THE JUNCTION OF U S HIGHWAYS 224 AND 42
24 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

 MB1317’AT THE NORTHEAST EDGE OF LODI, GO NORTHEAST ON HIGHWAY 42 FOR 1.1 KM

 MB1317’(0.70 MI) TO KENNARD ROAD AND THE STATION ON THE RIGHT. THE STATION

 MB1317’IS 9.2 M (30.2 FT) SOUTHEAST OF THE CENTER OF HIGHWAY 42, 10.1 M (33.1

 MB1317’FT) NORTH OF THE CENTER OF KENNARD ROAD, 5.2 M (17.1 FT) NORTH OF A

 MB1317’STOP SIGN, 5.6 M (18.4 FT) WEST OF UTILITY POLE NUMBER 65CR/4-12, 3.7

 MB1317’M (12.1 FT) EAST OF ANOTHER UTILITY POLE, 0.6 M (2.0 FT) SOUTHEAST OF

 MB1317’A FIBERGLASS WITNESS POST, AND RECESSED 0.3 M (1.0 FT) BELOW GROUND.

 MB1317

 MB1317 STATION RECOVERY (1998)

 MB1317

 MB1317’RECOVERY NOTE BY GEODETIC CONSULTING SERVICES 1998 (KDZ)

 MB1317’RECOVERED AS DESCRIBED.

 MB1317

 MB1317 STATION RECOVERY (2000)

 MB1317

 MB1317’RECOVERY NOTE BY MEDINA COUNTY OHIO 2000

 MB1317’RECOVERY NOTE BY MEDINA COUNTY SANITARY ENGINEER 2001

 MB1317’FOUND AS DESCRIBED IN GOOD CONDITION.

 MB1317’
Appendix 1 25

E 281

1 National Geodetic Survey, Retrieval Date = JULY 14, 2006

 KY1826 ***********************************************************************

 KY1826 DESIGNATION - E 281

 KY1826 PID - KY1826

 KY1826 STATE/COUNTY- OH/WAYNE

 KY1826 USGS QUAD - RITTMAN (1994)

 KY1826

 KY1826 *CURRENT SURVEY CONTROL

 KY1826 ___________________________________________________________________

 KY1826* NAD 83(1995)- 40 57 30.01123(N) 081 46 49.27642(W) ADJUSTED 

 KY1826* NAVD 88 - 293.613 (meters) 963.30 (feet) ADJUSTED 

 KY1826 ___________________________________________________________________

 KY1826 X - 689,653.610 (meters) COMP

 KY1826 Y - -4,774,268.115 (meters) COMP

 KY1826 Z - 4,159,100.872 (meters) COMP

 KY1826 LAPLACE CORR- 0.30 (seconds) DEFLEC99

 KY1826 ELLIP HEIGHT- 260.45 (meters) (10/07/05) GPS OBS

 KY1826 GEOID HEIGHT- -33.16 (meters) GEOID03

 KY1826 DYNAMIC HT - 293.485 (meters) 962.88 (feet) COMP

 KY1826 MODELED GRAV- 980,179.5 (mgal) NAVD 88

 KY1826

 KY1826 HORZ ORDER - FIRST

 KY1826 VERT ORDER - SECOND CLASS 0

 KY1826 ELLP ORDER - FOURTH CLASS I

 KY1826

 KY1826.The horizontal coordinates were established by GPS observations

 KY1826.and adjusted by the National Geodetic Survey in October 2000.

 KY1826

 KY1826.The orthometric height was determined by differential leveling

 KY1826.and adjusted by the National Geodetic Survey in June 1991.

 KY1826

 KY1826.The X, Y, and Z were computed from the position and the ellipsoidal ht.

 KY1826

 KY1826.The Laplace correction was computed from DEFLEC99 derived deflections.

 KY1826

 KY1826.The ellipsoidal height was determined by GPS observations

 KY1826.and is referenced to NAD 83.

 KY1826

 KY1826.The geoid height was determined by GEOID03.

 KY1826

 KY1826.The dynamic height is computed by dividing the NAVD 88

 KY1826.geopotential number by the normal gravity value computed on the

 KY1826.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45

 KY1826.degrees latitude (g = 980.6199 gals.).

 KY1826

 KY1826.The modeled gravity was interpolated from observed gravity values.

 KY1826

 KY1826; North East Units Scale Factor Converg.

 KY1826;SPC OH N - 143,684.424 660,581.348 MT 0.99994095 +0 28 22.0

 KY1826;UTM 17 - 4,534,425.189 434,329.388 MT 0.99965308 -0 30 41.6

 KY1826

 KY1826! - Elev Factor x Scale Factor = Combined Factor

 KY1826!SPC OH N - 0.99995915 x 0.99994095 = 0.99990010

 KY1826!UTM 17 - 0.99995915 x 0.99965308 = 0.99961224

 KY1826

 KY1826 SUPERSEDED SURVEY CONTROL

 KY1826

 KY1826 ELLIP H (10/25/00) 260.44 (m) GP( ) 4 1

 KY1826 NAVD 88 (10/25/00) 293.61 (m) 963.3 (f) LEVELING 3 

 KY1826 NGVD 29 (??/??/92) 293.874 (m) 964.15 (f) ADJ UNCH 2 0

 KY1826

 KY1826.Superseded values are not recommended for survey control.

 KY1826.NGS no longer adjusts projects to the NAD 27 or NGVD 29 datums.

 KY1826.See file dsdata.txt to determine how the superseded data were derived.

 KY1826

 KY1826_U.S. NATIONAL GRID SPATIAL ADDRESS: 17TMF3432934425(NAD 83)

 KY1826_MARKER: DB = BENCH MARK DISK
26 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

 KY1826_SETTING: 7 = SET IN TOP OF CONCRETE MONUMENT

 KY1826_SP_SET: SET IN TOP OF CONCRETE MONUMENT

KY1826_STAMPING: E 281 1959

 KY1826_MARK LOGO: CGS 

KY1826_MAGNETIC: N = NO MAGNETIC MATERIAL

 KY1826_STABILITY: C = MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO

 KY1826+STABILITY: SURFACE MOTION

 KY1826_SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

 KY1826+SATELLITE: SATELLITE OBSERVATIONS - March 23, 1998

 KY1826

 KY1826 HISTORY - Date Condition Report By

 KY1826 HISTORY - 1959 MONUMENTED CGS

 KY1826 HISTORY - 1971 GOOD OHDT

 KY1826 HISTORY - 1987 GOOD OHDT

 KY1826 HISTORY - 19980323 GOOD GCS

 KY1826

 KY1826 STATION DESCRIPTION

 KY1826

 KY1826’DESCRIBED BY COAST AND GEODETIC SURVEY 1959

 KY1826’0.6 MI S FROM RITTMAN.

 KY1826’ABOUT 0.65 MILE SOUTH ALONG STATE HIGHWAY 94 FROM THE BALTIMORE

 KY1826’AND OHIO RAILROAD STATION AT RITTMAN, 0.25 MILE SOUTH OF THE

 KY1826’SOUTH ONE OF TWO CONCRETE BRIDGES, 31 FEET EAST OF THE CENTER

 KY1826’LINE OF THE HIGHWAY AND AT THE OUTSIDE OF A CURVE WITH TANGENTS

 KY1826’EXTENDING NORTHEAST AND SOUTH, 94 FEET NORTH OF THE NORTH END OF

 KY1826’EAST CONCRETE HEAD WALL OF A 24-INCH PIPE CULVERT, 20 1/2 FEET

 KY1826’SOUTH OF A FENCE CORNER, 2 FEET WEST OF A WIRE FENCE, 23 FEET

 KY1826’SOUTH OF A TELEPHONE POLE, ABOUT 1 1/2 FEET ABOVE THE LEVEL OF

 KY1826’THE HIGHWAY, AND SET IN TOP OF A CONCRETE POST PROJECTING 3 INCHES.

 KY1826

 KY1826 STATION RECOVERY (1971)

 KY1826

 KY1826’RECOVERY NOTE BY OHIO DEPARTMENT OF TRANSPORTATION 1971

 KY1826’RECOVERED IN GOOD CONDITION.

 KY1826

 KY1826 STATION RECOVERY (1987)

 KY1826

 KY1826’RECOVERY NOTE BY OHIO DEPARTMENT OF TRANSPORTATION 1987 (ROS)

 KY1826’RECOVERED IN GOOD CONDITION.

 KY1826

 KY1826 STATION RECOVERY (1998)

 KY1826
Appendix 1 27

 CHIP

1 National Geodetic Survey, Retrieval Date = JULY 14, 2006

 KY1839 ***********************************************************************

 KY1839 DESIGNATION - CHIP

 KY1839 PID - KY1839

 KY1839 STATE/COUNTY- OH/WAYNE

 KY1839 USGS QUAD - RITTMAN (1994)

 KY1839

 KY1839 *CURRENT SURVEY CONTROL

 KY1839 ___________________________________________________________________

 KY1839* NAD 83(1995)- 40 53 05.52070(N) 081 45 47.09910(W) ADJUSTED 

 KY1839* NAVD 88 - 342.153 (meters) 1122.55 (feet) ADJUSTED 

 KY1839 ___________________________________________________________________

 KY1839 X - 691,863.719 (meters) COMP

 KY1839 Y - -4,779,385.822 (meters) COMP

 KY1839 Z - 4,152,967.483 (meters) COMP

 KY1839 LAPLACE CORR- 0.23 (seconds) DEFLEC99

 KY1839 ELLIP HEIGHT- 309.09 (meters) (10/07/05) GPS OBS

 KY1839 GEOID HEIGHT- -33.05 (meters) GEOID03

 KY1839 DYNAMIC HT - 342.002 (meters) 1122.05 (feet) COMP

 KY1839 MODELED GRAV- 980,173.5 (mgal) NAVD 88

 KY1839

 KY1839 HORZ ORDER - FIRST

 KY1839 VERT ORDER - SECOND CLASS 0

 KY1839 ELLP ORDER - FOURTH CLASS I

 KY1839

 KY1839.The horizontal coordinates were established by GPS observations

 KY1839.and adjusted by the National Geodetic Survey in October 2000.

 KY1839

 KY1839.The orthometric height was determined by differential leveling

 KY1839.and adjusted by the National Geodetic Survey in June 1991.

 KY1839

 KY1839.The X, Y, and Z were computed from the position and the ellipsoidal ht.

 KY1839

 KY1839.The Laplace correction was computed from DEFLEC99 derived deflections.

 KY1839

 KY1839.The ellipsoidal height was determined by GPS observations

 KY1839.and is referenced to NAD 83.

 KY1839

 KY1839.The geoid height was determined by GEOID03.

 KY1839

 KY1839.The dynamic height is computed by dividing the NAVD 88

 KY1839.geopotential number by the normal gravity value computed on the

 KY1839.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45

 KY1839.degrees latitude (g = 980.6199 gals.).

 KY1839

 KY1839.The modeled gravity was interpolated from observed gravity values.

 KY1839

 KY1839; North East Units Scale Factor Converg.

 KY1839;SPC OH N - 135,538.352 662,104.199 MT 0.99994421 +0 29 02.8

 KY1839;UTM 17 - 4,526,256.541 435,711.724 MT 0.99965087 -0 29 58.2

 KY1839

 KY1839! - Elev Factor x Scale Factor = Combined Factor

 KY1839!SPC OH N - 0.99995152 x 0.99994421 = 0.99989573

 KY1839!UTM 17 - 0.99995152 x 0.99965087 = 0.99960240

 KY1839

 KY1839|---------------------------------------------------------------------|

 KY1839| PID Reference Object Distance Geod. Az |

 KY1839| dddmmss.s |

 KY1839| KY1838 CHIP RM 1 7.452 METERS 00404 |

 KY1839| KY3464 DALTON MUN STANDPIPE APPROX.10.7 KM 1535747.4 |

 KY1839| KY1840 CHIP RM 2 7.699 METERS 17610 |

 KY1839| KY3494 ORRVILLE MUN LT WATER PLT STK APPROX. 3.8 KM 1830730.2 |

 KY1839| KY3493 ORRVILLE MUNICIPAL TANK APPROX. 4.9 KM 1832139.5 |

 KY1839| KY3492 ORRVILLE MILK CO STACK APPROX. 5.6 KM 1922113.3 |

 KY1839| KY1836 CHIP AZ MK 3583209.9 |

 KY1839|---------------------------------------------------------------------|

 KY1839
28 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

 KY1839 SUPERSEDED SURVEY CONTROL

 KY1839

 KY1839 ELLIP H (10/25/00) 309.10 (m) GP( ) 4 1

 KY1839 NAD 83(1995)- 40 53 05.51978(N) 081 45 47.09676(W) AD( ) 3

 KY1839 NAD 83(1986)- 40 53 05.52935(N) 081 45 47.10207(W) AD( ) 3

 KY1839 NAD 27 - 40 53 05.32232(N) 081 45 47.62804(W) AD( ) 3

 KY1839 NAVD 88 (10/25/00) 342.15 (m) 1122.5 (f) LEVELING 3 

 KY1839 NGVD 29 (??/??/92) 342.386 (m) 1123.31 (f) ADJ UNCH 2 0

 KY1839

 KY1839.Superseded values are not recommended for survey control.

 KY1839.NGS no longer adjusts projects to the NAD 27 or NGVD 29 datums.

 KY1839.See file dsdata.txt to determine how the superseded data were derived.

 KY1839

 KY1839_U.S. NATIONAL GRID SPATIAL ADDRESS: 17TMF3571226257(NAD 83)

 KY1839_MARKER: DS = TRIANGULATION STATION DISK

 KY1839_SETTING: 7 = SET IN TOP OF CONCRETE MONUMENT

 KY1839_SP_SET: SET IN TOP OF CONCRETE MONUMENT

 KY1839_STAMPING: CHIP 1959

 KY1839_MARK LOGO: CGS 

 KY1839_MAGNETIC: N = NO MAGNETIC MATERIAL

 KY1839_STABILITY: C = MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO

 KY1839+STABILITY: SURFACE MOTION

 KY1839_SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

 KY1839+SATELLITE: SATELLITE OBSERVATIONS - March 23, 1998

 KY1839

 KY1839 HISTORY - Date Condition Report By

 KY1839 HISTORY - 1959 MONUMENTED CGS

 KY1839 HISTORY - 1959 GOOD CGS

 KY1839 HISTORY - 1971 GOOD OHDT

 KY1839 HISTORY - 1971 GOOD OHDT

 KY1839 HISTORY - 1988 GOOD OHDT

 KY1839 HISTORY - 19980323 GOOD GCS

 KY1839

 KY1839 STATION DESCRIPTION

 KY1839

 KY1839’DESCRIBED BY COAST AND GEODETIC SURVEY 1959 (WER)

 KY1839’THE STATION IS ABOUT 3 MILES NORTH ORRVILLE, 1-1/2 MILES SOUTHWEST OF

 KY1839’MARSHALLVILLE, ON THE EAST

 KY1839’RIGHT-OF-WAY OF STATE HIGHWAY 94, IN BAUGHMAN TOWNSHIP, IN SECTION

 KY1839’7, T-17-N AND R-11-W.

 KY1839’

 KY1839’TO REACH THE STATION FROM THE INTERSECTION OF MAIN STREET AND MARKET

 KY1839’STREET IN ORRVILLE, GO

 KY1839’NORTH ON STATE HIGHWAY 94 FOR 3.1 MILES TO THE STATION ON THE RIGHT.

 KY1839’

 KY1839’STATION MARKS ARE STANDARD DISKS STAMPED CHIP 1959. THE SURFACE DISK

 KY1839’IS SET IN A SQUARE CONCRETE POST

 KY1839’FLUSH WITH THE SURFACE OF THE GROUND. IT IS 215 FEET NORTHEAST OF

 KY1839’THE DRIVEWAY ENTRANCE TO THE HOME OF MR. WILLARD J.

 KY1839’YEAKLEY, 28 FEET EAST OF THE CENTER LINE OF HIGHWAY 94, 9 FEET NORTH

 KY1839’OF A POWERLINE POLE FOURTH POLE NORTH OF A FARM

 KY1839’HOUSE AND 2 FEET WEST OF THE RIGHT-OF-WAY FENCELINE.

 KY1839’A STANDARD WITNESS POST WAS SET 3.3 FEET NORTHEAST OF THE

 KY1839’MARK. THE UNDERGROUND DISK IS SET IN AN

 KY1839’IRREGULAR MASS OF CONCRETE 32 INCHES BELOW THE SURFACE OF THE GROUND.

 KY1839’

 KY1839’REFERENCE MARK NO. 1, A STANDARD DISK STAMPED CHIP NO 1 1959, IS SET

 KY1839’IN A SQUARE CONCRETE POST

 KY1839’WHICH PROJECTS 2 INCHES. IT IS 33 FEET NORTH OF THE POWERLINE POLE,

 KY1839’29 FEET EAST OF THE CENTER LINE OF

 KY1839’HIGHWAY AND 1 FOOT WEST OF THE RIGHT-OF-WAY FENCELINE.

 KY1839’

 KY1839’REFERENCE MARK NO. 2, A STANDARD DISK STAMPED CHIP NO 2 1959, IS SET

 KY1839’IN A SQUARE CONCRETE POST

 KY1839’WHICH PROJECTS 2 INCHES. IT IS 190 FEET NORTHEAST OF THE DRIVEWAY,

 KY1839’30 FEET EAST OF THE CENTER LINE

 KY1839’OF HIGHWAY, 17 FEET SOUTH OF THE POWERLINE POLE AND 1

 KY1839’FOOT WEST OF THE RIGHT-OF-WAY FENCELINE.

 KY1839’

 KY1839’AZIMUTH MARK, A STANDARD DISK STAMPED CHIP 1959, IS SET IN A SQUARE
Appendix 1 29

 KY1839’CONCRETE POST WHICH PROJECTS 4

 KY1839’INCHES. IT IS 238 FEET SOUTH OF THE CENTERLINE OF A DRIVEWAY

 KY1839’ENTRANCE, 40 FEET EAST OF THE

 KY1839’CENTERLINE OF HIGHWAY 94 AND 2 FEET SOUTH OF THE POWERLINE POLE

 KY1839’WHICH IS THE SIXTH POLE NORTH OF THE

 KY1839’JUNCTION OF HIGHWAY 94 AND TOWNSHIP ROAD 221. A

 KY1839’STANDARD WITNESS POST WAS SET 1.6 FEET NORTHEAST OF THE

 KY1839’MARK.

 KY1839’

 KY1839’TO REACH THE AZIMUTH MARK FROM THE STATION, GO NORTH ON HIGHWAY 94

 KY1839’FOR 0.3 MILE TO THE MARK ON

 KY1839’THE LEFT.

 KY1839

 KY1839 STATION RECOVERY (1959)

 KY1839

 KY1839’RECOVERY NOTE BY COAST AND GEODETIC SURVEY 1959

 KY1839’3 MI N FROM ORRVILLE.

 KY1839’ABOUT 3.0 MILES NORTH ALONG STATE HIGHWAY 94 FROM THE LIBRARY

 KY1839’AT ORRVILLE, 0.25 MILE SOUTH OF THE JUNCTION OF ROAD 221 LEADING

 KY1839’EAST, 0.2 MILE SOUTH OF THE JUNCTION OF ROAD 221 LEADING WEST,

 KY1839’50 YARDS NORTH OF THE TOP OF GRADE, 27 1/2 FEET EAST OF THE

 KY1839’CENTER LINE OF HIGHWAY 94, 2 1/2 FEET WEST OF A WIRE FENCE, 8 1/2

 KY1839’FEET NORTH OF A POWER LINE POLE, 25.2 FEET NORTH OF R M 2, 24.4

 KY1839’FEET SOUTH OF R M 1, 3.3 FEET SOUTHWEST OF A STEEL WITNESS

 KY1839’POST, AND ABOUT 3 FEET ABOVE THE LEVEL OF THE HIGHWAY, AND SET

 KY1839’IN TOP OF A CONCRETE POST FLUSH WITH THE GROUND.

 KY1839

 KY1839 STATION RECOVERY (1971)

 KY1839

 KY1839’RECOVERY NOTE BY OHIO DEPARTMENT OF TRANSPORTATION 1971 (WHC)

 KY1839’CHIP, CHIP R.M. NO. 1 AND R.M. NO. 2 RECOVERED GOOD.

 KY1839’

 KY1839’CHIP AZI RECOVERED GOOD.

 KY1839’

 KY1839’DISTANCE AND DIRECTION FROM NEAREST TOWN--ABOUT 3 MILES NORTH ALONG

 KY1839’SR 57 FROM LIBRARY AT ORRVILLE.

 KY1839

 KY1839 STATION RECOVERY (1971)

 KY1839

 KY1839’RECOVERY NOTE BY OHIO DEPARTMENT OF TRANSPORTATION 1971 (RS)

 KY1839’CHIP 1959 RECOVERED GOOD - HAS WITNESS.

 KY1839’

 KY1839’CHIP NO. 1-1959 RECOVERED GOOD - NO WITNESS.

 KY1839’

 KY1839’CHIP NO. 2-1959 RECOVERED GOOD - NO WITNESS.

 KY1839’

 KY1839’AZI. CHIP-1959 RECOVERED GOOD - HAS WITNESS.

 KY1839’

 KY1839’DESCRIPTION IS ACCURATE EXCEPT ROUTE 94 IS NOW ROUTE 57.

 KY1839’

 KY1839’DISTANCE AND DIRECTION FROM NEAREST TOWN--3 MILES + OR - NORTH OF

 KY1839’ORRVILLE.

 KY1839

 KY1839 STATION RECOVERY (1988)

 KY1839

 KY1839’RECOVERY NOTE BY OHIO DEPARTMENT OF TRANSPORTATION 1988 (ROS)

 KY1839’RECOVERED IN GOOD CONDITION.

 KY1839

 KY1839 STATION RECOVERY (1998)

 KY1839

 KY1839’RECOVERY NOTE BY GEODETIC CONSULTING SERVICES 1998 (KDZ)

 KY1839’RECOVERED AS DESCRIBED.
30 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

N 177

1 National Geodetic Survey, Retrieval Date = JULY 14, 2006

 KY1710 ***********************************************************************

 KY1710 DESIGNATION - N 177

 KY1710 PID - KY1710

 KY1710 STATE/COUNTY- OH/WAYNE

 KY1710 USGS QUAD - DOYLESTOWN (1994)

 KY1710

 KY1710 *CURRENT SURVEY CONTROL

 KY1710 ___________________________________________________________________

 KY1710* NAD 83(1995)- 40 56 43.02942(N) 081 43 01.98467(W) ADJUSTED 

 KY1710* NAVD 88 - 292.011 (meters) 958.04 (feet) ADJUSTED 

 KY1710 ___________________________________________________________________

 KY1710 X - 695,050.831 (meters) COMP

 KY1710 Y - -4,774,444.119 (meters) COMP

 KY1710 Z - 4,158,005.200 (meters) COMP

 KY1710 LAPLACE CORR- 0.22 (seconds) DEFLEC99

 KY1710 ELLIP HEIGHT- 258.88 (meters) (10/07/05) GPS OBS

 KY1710 GEOID HEIGHT- -33.13 (meters) GEOID03

 KY1710 DYNAMIC HT - 291.882 (meters) 957.62 (feet) COMP

 KY1710 MODELED GRAV- 980,175.8 (mgal) NAVD 88

 KY1710

 KY1710 HORZ ORDER - FIRST

 KY1710 VERT ORDER - FIRST CLASS I

 KY1710 ELLP ORDER - FOURTH CLASS I

 KY1710

 KY1710.The horizontal coordinates were established by GPS observations

 KY1710.and adjusted by the National Geodetic Survey in April 1998.

 KY1710

 KY1710.The orthometric height was determined by differential leveling

 KY1710.and adjusted by the National Geodetic Survey in June 1991.

 KY1710

 KY1710.The X, Y, and Z were computed from the position and the ellipsoidal ht.

 KY1710

 KY1710.The Laplace correction was computed from DEFLEC99 derived deflections.

 KY1710

 KY1710.The ellipsoidal height was determined by GPS observations

 KY1710.and is referenced to NAD 83.

 KY1710

 KY1710.The geoid height was determined by GEOID03.

 KY1710

 KY1710.The dynamic height is computed by dividing the NAVD 88

 KY1710.geopotential number by the normal gravity value computed on the

 KY1710.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45

 KY1710.degrees latitude (g = 980.6199 gals.).

 KY1710

 KY1710.The modeled gravity was interpolated from observed gravity values.

 KY1710

 KY1710; North East Units Scale Factor Converg.

 KY1710;SPC OH N - 142,281.050 665,909.197 MT 0.99994141 +0 30 51.3

 KY1710;UTM 17 - 4,532,930.936 439,630.793 MT 0.99964485 -0 28 12.1

 KY1710

 KY1710! - Elev Factor x Scale Factor = Combined Factor

 KY1710!SPC OH N - 0.99995939 x 0.99994141 = 0.99990081

 KY1710!UTM 17 - 0.99995939 x 0.99964485 = 0.99960426

 KY1710

 KY1710 SUPERSEDED SURVEY CONTROL

 KY1710

 KY1710 ELLIP H (04/01/98) 258.93 (m) GP( ) 4 1

 KY1710 NAD 83(1986)- 40 56 43.03737(N) 081 43 01.98939(W) AD( ) 1

 KY1710 NGVD 29 (??/??/92) 292.214 (m) 958.71 (f) ADJ UNCH 1 1

 KY1710

 KY1710.Superseded values are not recommended for survey control.

 KY1710.NGS no longer adjusts projects to the NAD 27 or NGVD 29 datums.

 KY1710.See file dsdata.txt to determine how the superseded data were derived.

 KY1710

 KY1710_U.S. NATIONAL GRID SPATIAL ADDRESS: 17TMF3963132931(NAD 83)

 KY1710_MARKER: DB = BENCH MARK DISK
Appendix 1 31

 KY1710_SETTING: 7 = SET IN TOP OF CONCRETE MONUMENT

 KY1710_SP_SET: SET IN TOP OF CONCRETE MONUMENT

 KY1710_STAMPING: N 177 1954

 KY1710_STABILITY: C = MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO

 KY1710+STABILITY: SURFACE MOTION

 KY1710_SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

 KY1710+SATELLITE: SATELLITE OBSERVATIONS - October 19, 1983

 KY1710

 KY1710 HISTORY - Date Condition Report By

 KY1710 HISTORY - 1954 MONUMENTED CGS

 KY1710 HISTORY - 1967 GOOD NGS

 KY1710 HISTORY - 1971 GOOD OHDT

 KY1710 HISTORY - 19831019 GOOD

 KY1710 HISTORY - 1987 GOOD OHDT

 KY1710 HISTORY - 20031024 GOOD USPSQD

 KY1710

 KY1710 STATION DESCRIPTION

 KY1710

 KY1710’DESCRIBED BY NATIONAL GEODETIC SURVEY 1967

KY1710’3.8 MI SE FROM RITTMAN.

KY1710’ABOUT 3.85 MILES SOUTHEAST ALONG THE BALTIMORE AND OHIO RAILROAD

 KY1710’FROM THE STATION AT RITTMAN, IN SECTION 21, R 11 W, T 18 N, 81

 KY1710’FEET SOUTHWEST OF AND ACROSS THE TRACK FROM MILEPOLE 148-5,

 KY1710’69 FEET SOUTH OF THE CENTER OF THE CROSSING OF TOWNSHIP ROAD

 KY1710’NO. 15 AND THE SOUTHWEST ONE OF TWO TRACKS, 42.2 FEET SOUTHWEST

 KY1710’OF THE SOUTHWEST RAIL OF THE SOUTHWEST TRACK, 23 FEET SOUTHEAST

 KY1710’OF THE CENTER LINE OF THE ROAD, 2 1/2 FEET NORTHEAST OF A FENCE

 KY1710’CORNER, 1 FOOT SOUTHEAST OF A METAL WITNESS POST, 2 1/2 FEET

 KY1710’BELOW THE LEVEL OF THE TRACK AND SET IN THE TOP OF A CONCRETE

 KY1710’POST PROJECTING 0.2 FOOT ABOVE THE LEVEL OF THE GROUND.

 KY1710’NOTE-- MARK MAY BE REACHED BY GOING 4.15 MILES NORTHWEST ALONG

 KY1710’THE BALTIMORE AND OHIO RAILROAD FROM THE SWITCH TOWER AT WARWICK.

 KY1710

 KY1710 STATION RECOVERY (1971)

 KY1710

 KY1710’RECOVERY NOTE BY OHIO DEPARTMENT OF TRANSPORTATION 1971

 KY1710’RECOVERED IN GOOD CONDITION.

 KY1710

 KY1710 STATION RECOVERY (1983)

 KY1710

 KY1710’RECOVERED 1983

 KY1710’RECOVERED IN GOOD CONDITION.

 KY1710

 KY1710 STATION RECOVERY (1987)

 KY1710

 KY1710’RECOVERY NOTE BY OHIO DEPARTMENT OF TRANSPORTATION 1987 (ROS)

 KY1710’RECOVERED IN GOOD CONDITION.

 KY1710

 KY1710 STATION RECOVERY (2003)

 KY1710

 KY1710’RECOVERY NOTE BY US POWER SQUADRON 2003

 KY1710’RECOVERED IN GOOD CONDITION.

Appendix 2. Selected Hydrologic Engineers 

Center’s River Analysis System Output for 

Chippewa Creek, Westfield Ditch, River Styx, 

and Little Chippewa Creek
34 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 2–1. Selected Hydrologic Engineers Center’s River Analysis System output for Chippewa Creek, Medina, Wayne, and Summit 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River

station1

Streamflow

(ft3/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2)

Top width 

(ft)

Froude 

number in 

channel

369 2710 929.5 942.18 942.28 0.000167 2.56 1080.69 1236 0.14

647 2710 929.5 942.22 942.34 0.000194 2.68 1010.86 880 0.15

751 2710 931.3 942.23 942.38 0.00032 3.06 891.31 252 0.19

766 Railroad (bridge)

777 2710 931.3 942.32 942.46 0.000321 3.03 900.53 253 0.19

914 2710 931.1 942.35 942.53 0.000416 3.4 798.05 222 0.21

1000 2710 930.8 942.44 942.56 0.000224 2.78 1062.5 356 0.16

1288 2710 929.9 942.53 942.61 0.000142 2.29 1209.58 918 0.13

1500 2710 929.2 942.56 942.65 0.000157 2.39 1145.5 675 0.14

1768 2710 928.3 942.55 942.74 0.000353 3.42 804.68 765 0.19

1797 2710 928.5 942.62 942.76 0.000291 3 904.49 411 0.17

1822 North Lawrence Road / Deerfield Road / South 2nd Avenue (bridge)

1845 2710 928.5 942.66 942.8 0.000289 2.98 908.45 96.5 0.17

1893 2710 928.3 942.71 942.82 0.000183 2.61 1043.61 113 0.14

2372 2710 928.6 942.81 942.9 0.000136 2.36 1498.01 526 0.12

2796 2710 928.9 942.87 942.95 0.00013 2.28 1850.79 845 0.12

3092 2710 929.1 942.92 942.99 0.000124 2.16 1868.78 865 0.12

3512 2710 929.3 942.98 943.04 0.000141 2.14 2095.95 1107 0.12

3970 2710 929.6 943.03 943.12 0.000191 2.53 1340.56 929 0.14

4442 2710 929.9 943.12 943.21 0.000168 2.46 1248.37 975 0.13

4834 2710 930.2 943.17 943.31 0.000281 3.03 894.31 984 0.17

4896 2710 928.9 943.18 943.33 0.000279 3.04 891.79 98.1 0.17

4962 State Route 21 / Great Lakes Boulevard (bridge)

5019 2710 928.9 943.19 943.41 0.000474 3.76 727.6 98.2 0.22

5251 2710 931.5 943.38 943.52 0.000296 3 922.9 569 0.17

5582 2710 930.9 943.5 943.6 0.000196 2.6 1091.74 1088 0.14

5891 2710 930.3 943.56 943.66 0.000171 2.53 1094.44 1237 0.13

6167 2710 929.8 943.62 943.7 0.00014 2.38 1178.77 1297 0.12

6488 2710 929.1 943.67 943.74 0.000112 2.17 1269.05 1100 0.11

6760 2710 928.6 943.7 943.78 0.000114 2.22 1235.52 818 0.11

6997 2710 928.2 943.74 943.8 0.000102 2.08 1303.3 596 0.1

7195 2710 927.8 943.76 943.82 0.000087 2.04 1354.23 426 0.1

7480 2710 927.3 943.78 943.85 0.000099 2.07 1334.94 481 0.1

7669 2710 926.9 943.78 943.89 0.0002 2.64 1051.74 394 0.14

7808 2710 930.2 943.8 943.93 0.000284 2.89 940.63 211 0.16

7831 Railroad (bridge)

7851 2710 930.2 943.81 943.94 0.000302 2.91 932.2 100 0.16

7978 2710 930.8 943.84 943.99 0.000321 3.12 903.68 1307 0.17

8289 2710 930.9 943.98 944.07 0.000168 2.45 1249.3 1411 0.13

8451 2710 930.9 944.02 944.1 0.000142 2.26 1766.35 1418 0.12

8779 2710 931 944.08 944.14 0.000129 2.13 1962.87 1575 0.11
Appendix 2 35

Table 2–1. Selected Hydrologic Engineers Center’s River Analysis System output for Chippewa Creek, Medina, Wayne, and Summit 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

9076

9390

9763

10093

10396

10696

11076

11402

11752

12175

12590

13040

13447

13837

14304

14726

15157

15635

16068

16504

16775

16962

17055

17074

17096

17204

17595

18013

18425

18814

19226

19643

20055

20477

20866

21265

21658

22031

22455

22909

22936

2710

2710

2710

2710

2710

2710

2710

2710

2710

2710

2710

2710

2710

2710

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

931.1

931.2

931.3

931.4

931.5

931.5

931.6

931.7

931.8

931.9

932.1

932.2

932.3

932.4

932.3

932.2

932

932

931.9

931.8

931.7

931.7

933.7

933.7

933

932.9

932.8

932.6

932.5

932.4

932.3

932.2

932

931.9

931.8

931.7

931.6

931.4

931.3

933.2

944.13

944.15

944.2

944.25

944.29

944.32

944.38

944.43

944.46

944.51

944.55

944.64

944.75

944.8

944.96

945.05

945.13

945.22

945.31

945.38

945.41

945.41

945.44

945.45

945.48

945.57

945.64

945.71

945.76

945.83

945.89

945.94

945.99

946.04

946.08

946.13

946.18

946.24

946.29

946.29

944.18 0.000096 1.85

944.22 0.000128 2.13

944.26 0.00013 2.13

944.3 0.000125 2.09

944.34 0.000133 2

944.38 0.000136 2.14

944.43 0.000118 1.98

944.47 0.000118 1.84

944.51 0.000115 1.9

944.56 0.000136 2.09

944.64 0.000191 2.45

944.74 0.000239 2.58

944.82 0.000172 2.33

944.93 0.000331 3.03

945.06 0.000217 2.53

945.14 0.000188 2.44

945.22 0.000172 2.37

945.31 0.000204 2.44

945.39 0.000161 2.29

945.45 0.000139 2.27

945.49 0.000131 2.29

945.54 0.000269 2.97

945.57 0.000234 2.9

Black Diamond Road / Bieri Road (bridge)

945.58 0.000208 2.9

945.6 0.000207 2.79

945.67 0.000165 2.57

945.74 0.00015 2.51

945.8 0.000135 2.42

945.86 0.000147 2.57

945.92 0.000138 2.4

945.97 0.000119 2.35

946.02 0.000112 2.28

946.07 0.000125 2.28

946.12 0.000112 2.26

946.16 0.000112 2.24

946.21 0.000135 2.33

946.26 0.000134 2.23

946.31 0.000115 2.21

946.37 0.000136 2.29

946.38 0.000146 2.34

2711.06

2225.67

2472.31

2741.79

2836.09

2691.84

3314.47

3285.84

3087.02

2563.13

1611.36

1476.24

1831.63

1168.91

1071.82

1118.86

1307.17

1098.37

1185.24

1212.3

1229.22

935.35

943.57

944.53

968.27

1064.84

1092.39

1133.98

1120.8

1171.53

1187.64

1203.35

1174.5

1210.09

1214

1151.22

1210.83

1260.05

1169.83

1214.95

1708

1933

2066

1893

2151

2116

2089

2153

2332

2282

2351

2622

2292

2616

2340

759

820

874

536

461

487

284

104

104

585

923

1333

1361

1335

1177

454

172

826

1264

1394

781

941

1060

913

792

0.1

0.11

0.11

0.11

0.11

0.11

0.11

0.11

0.1

0.11

0.13

0.15

0.13

0.17

0.14

0.13

0.13

0.14

0.12

0.12

0.12

0.17

0.16

0.16

0.15

0.14

0.13

0.13

0.13

0.13

0.12

0.12

0.12

0.12

0.12

0.12

0.12

0.12

0.13

0.13
36 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 2–1. Selected Hydrologic Engineers Center’s River Analysis System output for Chippewa Creek, Medina, Wayne, and Summit 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

22955

22976

23070

23302

23725

24137

24488

24885

25238

25572

25962

26370

26704

27089

27400

27785

28246

28346

28373

28391

28517

28861

29199

29592

29865

30191

30484

30794

31146

31578

32011

32479

32951

33360

33751

34155

34277

34314

34348

34451

34776

2680

2680

2680

2680

2680

2680

2680

2680

2680

2680

2490

2490

2490

2490

2490

2490

2490

2490

2490

2490

2490

2490

2400

2400

2400

2400

2400

2400

2400

2400

2400

2400

2400

2440

2440

2440

2440

2440

933.2

934

933.9

933.8

933.7

933.6

933.5

933.5

933.4

933.3

933.2

933.1

933

932.9

932.8

932.7

932.6

932.6

933.1

933.2

933.4

933.5

933.6

933.8

933.9

934

934.2

934.3

934.5

934.7

934.9

935.1

935.2

935.4

934.7

934.7

935.2

935.3

Coal Bank Road (bridge

946.3 946.39 0.000168 2.43 1276.37

946.37 946.42 0.000116 2 2035.39

946.38 946.45 0.000134 2.28 1650.45

946.43 946.52 0.000142 2.41 1399.42

946.5 946.58 0.000138 2.33 1784.71

946.57 946.62 0.000118 2.05 2293.49

946.63 946.66 0.000075 1.64 3333.21

946.65 946.7 0.000116 1.99 1936.18

946.69 946.74 0.000114 2.04 1906.83

946.72 946.8 0.000146 2.28 1365.03

946.81 946.85 0.000097 1.81 1653.88

946.83 946.9 0.000127 2.16 1178.08

946.88 946.94 0.000113 2.09 1209.43

946.91 946.98 0.000114 2.1 1183.78

946.95 947.03 0.000131 2.19 1137.42

947.01 947.11 0.000185 2.52 996.85

947.02 947.14 0.000245 2.68 928.42

Porr Road / Township Road 261 (bridge)

947.04 947.15 0.000244 2.68 929.63

947.06 947.18 0.000203 2.69 954.5

947.16 947.23 0.000124 2.16 1202.39

947.2 947.28 0.000139 2.28 1106.45

947.26 947.34 0.000163 2.29 1089.15

947.3 947.38 0.000168 2.31 1040.53

947.36 947.44 0.00017 2.31 1036.86

947.41 947.49 0.000181 2.35 1020.78

947.46 947.54 0.000141 2.24 1072.42

947.51 947.59 0.000148 2.26 1060.75

947.58 947.66 0.00015 2.26 1062.01

947.65 947.72 0.000145 2.21 1085.38

947.72 947.8 0.000172 2.3 1043.47

947.8 947.87 0.000138 2.17 1107.91

947.85 947.93 0.000156 2.27 1059.28

947.91 948 0.000162 2.33 1028.79

947.97 948.07 0.000184 2.57 968.36

948 948.09 0.00016 2.54 1028.13

State Route 95 / State Route 585 / Akron Road / Mt Eaton Road (bridge)

948.02 948.12 0.000159 2.5 1033.22

948.04 948.14 0.000192 2.45 999.49

948.11 948.2 0.000176 2.4 1015.24

849

928

938

776

1093

993

1348

1275

1860

2505

1970

2495

2612

2009

2070

2024

2597

2206

1663

2303

1506

1460

2108

1265

233

222

164

103

108

110

110

108

102

307

121

193

925

784

0.14

0.11

0.13

0.13

0.13

0.11

0.09

0.11

0.11

0.12

0.1

0.12

0.11

0.11

0.12

0.14

0.16

0.16

0.14

0.11

0.12

0.13

0.13

0.13

0.13

0.12

0.12

0.12

0.12

0.13

0.12

0.13

0.13

0.14

0.13

0.13

0.14

0.13
Appendix 2 37

Table 2–1. Selected Hydrologic Engineers Center’s River Analysis System output for Chippewa Creek, Medina, Wayne, and Summit 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

35181

35580

36039

36176

36467

36932

37314

37739

38109

38526

38966

39294

39586

39846

40103

40426

40822

41177

41321

41350

41377

41438

41788

42226

42620

43012

43447

43912

44302

44669

45144

45196

45205

45206

45241

45664

46034

46409

46617

46739

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2440

2050

2050

2050

2050

2050

2050

2050

2050

2050

2050

2050

2050

1520

1520

1520

1520

935.4

935.5

935.7

935.7

935.8

935.9

936

936.1

936.2

936.4

936.5

936.6

936.7

936.7

936.8

936.9

937

937.1

937.1

937.1

937.3

937.1

936.9

936.7

936.5

936.2

936

935.8

935.6

935.3

938.8

940.8

940.8

940.6

940.4

940.2

940.1

939.3

948.18

948.24

948.32

948.34

948.41

948.49

948.54

948.62

948.69

948.76

948.83

948.88

948.94

948.98

949.02

949.07

949.16

949.23

949.26

949.28

949.29

949.37

949.46

949.52

949.59

949.67

949.76

949.81

949.87

949.94

949.94

949.99

950

950.13

950.25

950.38

950.41

950.41

948.27 0.000158 2.33

948.33 0.000172 2.38

948.41 0.000175 2.4

948.44 0.000203 2.51

948.49 0.000164 2.39

948.57 0.000145 2.27

948.63 0.00017 2.35

948.71 0.000189 2.43

948.77 0.000169 2.37

948.84 0.000168 2.35

948.92 0.00016 2.33

948.97 0.000168 2.36

949.02 0.000164 2.32

949.06 0.000165 2.33

949.1 0.000165 2.32

949.16 0.000191 2.41

949.24 0.000183 2.24

949.31 0.0002 2.22

949.33 0.000162 2.15

State Route 57 / Wadsworth Road (bridge)

949.35 0.000161 2.14

949.37 0.000225 2.29

949.45 0.000211 2.28

949.53 0.000165 2.18

949.6 0.000181 2.28

949.67 0.000175 2.26

949.75 0.000184 2.28

949.82 0.000143 2.11

949.88 0.000155 2.12

949.94 0.00015 2.1

950 0.000122 2.04

950.01 0.000157 2.18

Low head dam (inline structure)

950.11 0.00032 2.77

950.12 0.000319 2.76

950.25 0.000298 2.76

950.36 0.000318 2.74

950.46 0.000193 2.25

950.52 0.000298 2.7

950.62 0.000713 3.69

1046.97

1043.53

1016.49

973.75

1022.63

1077.75

1039.19

1006.1

1027.72

1038.82

1047.47

1033.85

1051.42

1047.55

1052.67

1013.56

1089.88

1098.79

1136.39

1139.09

1067.03

1077.64

939.55

897.72

908.38

898.85

971.18

969.17

973.92

1002.97

941.21

741.32

742.41

742.77

555.57

814.96

562.75

412

1600

1716

959

719

843

1267

1219

1337

1425

890

694

489

387

660

758

613

893

2138

133

133

480

151

230

226

267

241

242

699

396

194

208

203

200

171

234

435

468

233

0.13

0.13

0.13

0.14

0.13

0.12

0.13

0.14

0.13

0.13

0.13

0.13

0.13

0.13

0.13

0.14

0.14

0.14

0.13

0.13

0.15

0.14

0.13

0.13

0.13

0.13

0.12

0.12

0.12

0.11

0.13

0.18

0.18

0.17

0.17

0.14

0.17

0.25
38 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 2–1. Selected Hydrologic Engineers Center’s River Analysis System output for Chippewa Creek, Medina, Wayne, and Summit 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

46766

46788

46970

47369

47725

48072

48466

48833

49198

49517

49843

50233

50677

50898

51026

51305

51623

51886

52294

52646

52969

53294

53311

53318

53329

53354

53652

54107

54508

54827

55163

55585

55943

55991

56006

56023

56061

56369

56714

57096

57512

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1520

1410

1410

1410

1410

1410

1410

1410

1410

1410

1410

1410

1410

1410

939.3

940.5

940.5

940.5

940.5

940.5

940.5

940.6

940.6

940.6

940.6

940.6

940.6

940.7

940.8

941

941.1

941.4

941.5

941.7

941.9

942.8

942.8

942.2

941.9

941.3

940.9

940.5

940.1

939.6

939.2

942.2

942.2

941.4

941.3

941.1

941

940.8

950.45

950.64

950.79

950.94

951.08

951.21

951.36

951.5

951.61

951.72

951.83

951.96

952

952.03

952.11

952.18

952.28

952.41

952.53

952.65

952.77

952.77

952.74

952.9

953.15

953.32

953.44

953.52

953.63

953.76

953.84

953.84

953.76

953.98

954.23

954.33

954.45

954.58

South Main Street (bridge)

950.66 0.000701 3.67

950.78 0.00038 2.97

950.93 0.000403 3.02

951.08 0.000408 2.95

951.21 0.000348 2.91

951.36 0.000393 3.07

951.5 0.000368 2.96

951.63 0.000331 2.85

951.73 0.000321 2.82

951.83 0.000299 2.73

951.94 0.000256 2.65

952.04 0.000199 2.3

952.1 0.000252 2.53

952.14 0.000287 2.67

952.21 0.000228 2.51

952.31 0.000379 2.88

952.4 0.00032 2.78

952.54 0.000343 2.89

952.67 0.000363 2.92

952.79 0.000409 3.01

952.97 0.000608 3.63

952.99 0.000624 3.75

Private drive (bridge)

953.07 0.001254 4.61

953.12 0.000763 3.79

953.28 0.000357 2.9

953.43 0.000302 2.7

953.55 0.000266 2.58

953.64 0.000295 2.72

953.74 0.000305 2.73

953.85 0.000234 2.51

953.96 0.000339 2.88

953.99 0.000368 3.06

Blough Road (bridge)

954.12 0.00133 4.76

954.19 0.000722 3.7

954.34 0.000304 2.73

954.45 0.00032 2.78

954.57 0.000298 2.72

954.71 0.00035 2.92

414.72

512.47

503.71

515.7

521.64

495.34

513.16

533.31

539.18

557.54

587.05

697.45

599.71

569.61

630.19

546.64

547.86

526.91

521.39

504.26

418.49

405.22

329.76

401.18

523.32

523

546.81

518.62

516.57

561.45

490.27

460.81

296.21

381.18

517.29

508

518.3

483.63

117

115

143

826

447

320

1186

806

723

455

384

733

662

1335

2357

2735

2864

2634

2227

3437

1963

1908

1921

1974

731

491

203

407

230

158

101

85.0

45.8

54.3

902

194

92.8

94.4

0.25

0.19

0.19

0.19

0.18

0.19

0.19

0.18

0.17

0.17

0.16

0.14

0.15

0.17

0.15

0.19

0.17

0.18

0.18

0.2

0.23

0.23

0.33

0.26

0.18

0.17

0.16

0.16

0.16

0.14

0.17

0.18

0.33

0.25

0.17

0.17

0.16

0.17
Appendix 2 39

Table 2–1. Selected Hydrologic Engineers Center’s River Analysis System output for Chippewa Creek, Medina, Wayne, and Summit 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

57895

58298

58664

58758

58775

58789

58830

59197

59547

59864

60198

60551

60911

61169

61545

61584

61603

61621

61736

62179

62569

62957

63398

63869

64302

64643

64690

64706

64721

64754

65216

65654

65987

66321

66365

66382

66404

66474

66782

67142

67537

1410

1410

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1330

1070

940.6

940.5

940

945

945

944.3

944.2

944.1

944

943.9

943.8

943.7

943.6

943.5

947.7

947.7

946

946.6

947.2

947.8

948.4

949.1

949.7

950.2

949.5

949.5

950.6

950.4

950.1

950

949.8

951.8

951.8

951.4

951.9

952.5

953.1

954.72

954.83

954.93

954.93

954.86

955.16

955.35

955.48

955.56

955.67

955.8

955.92

956.02

956.14

956.14

956.05

956.35

956.73

957.02

957.34

957.71

958.14

958.63

959.03

959.2

959.25

959.25

959.78

960.02

960.23

960.35

960.43

960.45

960.51

960.83

961.14

961.55

954.83 0.000285 2.69

954.94 0.000262 2.66

955.05 0.000346 2.8

955.14 0.000697 3.66

Shorle Road (multiple opening)

955.27 0.001131 5.09

955.36 0.000449 3.52

955.5 0.000343 3.15

955.62 0.000298 3.02

955.72 0.000319 3.14

955.83 0.000353 3.26

955.95 0.000333 3.17

956.09 0.000375 3.31

956.18 0.000343 3.19

956.31 0.000347 3.34

956.35 0.000482 3.63

Frick Road / Township Road 215 (bridge)

956.49 0.001528 5.32

956.66 0.000809 4.44

957.01 0.000756 4.24

957.32 0.000813 4.36

957.63 0.000819 4.32

958.03 0.000918 4.55

958.52 0.00113 4.97

959.01 0.001136 4.97

959.44 0.001346 5.14

959.52 0.000839 4.54

Seville Road / County Highway 60 (bridge)

959.56 0.000832 4.5

959.62 0.001147 4.9

959.99 0.000551 3.7

960.24 0.000556 3.72

960.41 0.00045 3.37

960.64 0.000836 4.34

960.69 0.000713 4.09

Sterling Road / County Highway 504 (bridge)

960.73 0.000908 4.27

960.81 0.00106 4.39

961.1 0.000835 4.12

961.42 0.000927 4.21

961.74 0.000661 3.53

525.01

529.78

474.92

363.31

261.43

378.32

422.61

440.57

423.83

408.48

419.67

401.93

416.69

398.8

366.47

250.03

299.52

313.63

305.33

308.16

292.56

267.71

267.42

258.61

293.26

295.45

271.52

359.29

357.96

394.45

306.43

324.94

311.67

303.13

322.61

315.79

302.73

97.2

130

121

768

77.2

90.2

97.6

103

308

101

128

124

175

65.4

67.7

539

47.1

49.7

49.6

52.1

49.4

44.9

46.8

50.4

46.7

47.3

50.0

57.9

57.8

63.7

52.5

216

60.26

103.35

55.53

57.39

55.43

0.16

0.15

0.16

0.22

0.37

0.23

0.21

0.2

0.2

0.21

0.2

0.21

0.2

0.21

0.24

0.43

0.31

0.3

0.31

0.31

0.33

0.36

0.37

0.4

0.32

0.32

0.37

0.26

0.26

0.24

0.32

0.3

0.32

0.33

0.3

0.32

0.27
40 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 2–1. Selected Hydrologic Engineers Center’s River Analysis System output for Chippewa Creek, Medina, Wayne, and Summit 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

67908

68280

68630

68988

69018

69031

69044

69071

69402

69879

70316

70700

71168

71195

71226

71253

71296

71724

72093

72487

72880

73271

73547

73953

74390

74746

75148

75413

75467

75500

75521

75547

75599

75996

76467

76893

77311

77778

78188

78529

78890

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1070

1020

1020

1020

1020

1020

1020

953.6

954.3

954.8

955.4

955.4

955.4

954

954.6

955.6

956.4

957.2

958.1

956.3

956.3

955.4

957.9

958.1

958.3

958.5

958.7

958.9

958.9

958.9

959

959

959

959

960.9

960.9

960.1

960.5

961

961.5

962

962.5

962.9

963.3

963.7

961.8

962.14

962.5

962.88

962.93

962.97

963.12

963.37

963.84

964.26

964.56

965.03

965.12

965.26

965.27

965.48

965.57

965.8

966.21

966.64

966.92

967.01

967.4

967.75

967.9

968.06

968.09

968.11

968.17

968.2

968.72

969.07

969.43

969.75

970.16

970.43

970.87

971.25

962.04 0.000909 3.95

962.4 0.001018 4.11

962.76 0.001001 4.05

963.18 0.001337 4.44

963.22 0.001088 4.37

Miller Road / Chestnut Road (bridge)

963.26 0.001219 4.31

963.31 0.000677 3.51

963.59 0.000999 3.77

964.06 0.000977 3.82

964.44 0.000731 3.34

964.76 0.000941 3.62

965.19 0.000874 3.22

965.23 0.000585 2.62

Railroad (bridge)

965.35 0.000437 2.5

965.38 0.000469 2.65

965.54 0.000299 2.11

965.71 0.000566 2.99

966.03 0.001011 3.82

966.44 0.001076 3.89

966.83 0.000877 3.5

966.97 0.000284 1.79

967.21 0.000951 3.64

967.64 0.000979 3.94

967.86 0.000363 2.65

968.06 0.000636 3.19

968.25 0.000737 3.53

968.3 0.000801 3.69

968.33 0.000891 3.78

Doylestown Road (bridge)

968.38 0.001168 3.69

968.49 0.001603 4.29

968.9 0.000702 3.42

969.24 0.000739 3.35

969.56 0.000745 3

969.92 0.000912 3.29

970.29 0.000688 2.91

970.7 0.00124 4.13

971.09 0.001022 3.72

971.45 0.000976 3.61

270.95

260.36

264.18

241.07

244.87

248.32

305.27

284.14

280.37

321.68

298.42

331.96

407.68

433.96

414.56

612.51

358.19

280.4

275.25

336.51

671.45

300.47

281.15

448.46

338.79

302.94

290.17

283.4

289.95

251.27

319.54

339.2

349.29

316

373.58

247.1

274.13

282.86

52.75

52.13

247.15

75.21

46.31

48.05

51.29

52.75

50.79

363.35

71.03

69.38

82.72

89.69

84.9

270.49

64.29

155.05

827.16

786.3

150.18

325.28

61.91

129.06

81.75

71.91

80.97

105.96

1690.38

202.18

74.59

150.25

101.86

82.54

385.91

47.64

54.57

57.27

0.31

0.32

0.32

0.37

0.33

0.33

0.25

0.29

0.29

0.25

0.28

0.26

0.21

0.19

0.2

0.16

0.22

0.29

0.3

0.27

0.12

0.28

0.29

0.18

0.26

0.28

0.29

0.31

0.31

0.36

0.25

0.25

0.25

0.27

0.24

0.32

0.29

0.29
Appendix 2 41

Table 2–1. Selected Hydrologic Engineers Center’s River Analysis System output for Chippewa Creek, Medina, Wayne, and Summit 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

79196

79526

79908

80277

80625

80996

81293

81679

82067

82428

82776

83098

83366

83536

83564

83578

83593

83618

83936

84272

84627

84963

85236

85438

85614

85621

85628

85913

85993

86021

86050

86116

86475

86852

87176

87497

87827

88094

88348

88603

88898

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

1020

848

848

848

848

848

848

848

848

848

964

964.4

964.8

965.2

965.8

966.3

966.8

967.4

968.1

968.6

969.2

969.7

970.1

970.4

970.5

970.5

970

970.3

970.6

971

971.3

971.5

971.7

971.9

971.9

971.7

973.7

973.7

974.3

974.2

974.1

974

973.9

973.7

973.7

973.6

973.5

973.4

971.54

972.02

972.44

972.82

973.04

973.5

973.85

974.4

974.93

975.56

976.16

976.67

976.98

977.27

977.37

977.47

977.48

977.93

978.31

978.61

978.96

979.18

979.35

979.56

979.74

980.02

980.04

980.12

980.94

981.48

981.68

981.77

981.82

981.86

981.89

981.92

981.94

981.96

971.84 0.001447 4.36

972.25 0.001075 3.89

972.67 0.001109 3.83

972.97 0.000598 3.13

973.29 0.001241 4.03

973.73 0.001117 3.85

974.11 0.001377 4.07

974.62 0.001269 3.79

975.19 0.001667 4.05

975.82 0.00182 4.12

976.45 0.001742 4.34

976.9 0.001133 3.85

977.3 0.001703 4.54

977.59 0.001733 4.54

977.65 0.001285 4.19

Mill Road (bridge)

977.69 0.001127 3.82

977.74 0.001344 4.05

978.14 0.001154 3.66

978.47 0.000816 3.23

978.8 0.001059 3.5

979.12 0.000829 3.24

979.36 0.00091 3.42

979.59 0.001156 3.86

979.79 0.001151 3.81

Low head dam (inline structure)

979.95 0.001031 3.71

980.25 0.001022 3.85

980.49 0.002778 5.4

State Route 3 / West Main Street (bridge)860

980.91 0.006029 7.11

981.25 0.001802 4.45

981.59 0.000487 2.78

981.74 0.000305 2.19

981.81 0.000143 1.68

981.85 0.000109 1.45

981.89 0.000113 1.5

981.91 0.000087 1.34

981.93 0.000082 1.32

981.96 0.000092 1.29

982.02 0.000228 2.04

233.92

262.03

270.81

347

252.89

265.02

250.55

272.63

251.94

248.36

235.02

272.71

229.24

224.61

243.65

266.84

251.63

278.68

316.49

293.95

332.51

298.62

264.26

267.56

275.17

265.22

188.87

143.39

229.26

383.47

530.75

697.89

882.34

940.08

1066.17

1210.79

1145.95

474.09

46.13

62.42

81.11

93.38

56.53

59.21

60.04

86.55

74.76

88.42

171.78

162.44

68.94

57.48

117.86

76.96

54.41

58.24

118.44

146.18

172.25

57.45

49.54

51.04

50.13

43.58

40.96

37.34

45.44

131.88

247.12

230.73

285

315

352

402

431

185

0.34

0.31

0.32

0.24

0.34

0.32

0.35

0.34

0.38

0.39

0.39

0.32

0.37

0.37

0.32

0.3

0.33

0.29

0.25

0.28

0.25

0.26

0.29

0.29

0.28

0.27

0.44

0.64

0.35

0.2

0.16

0.11

0.1

0.1

0.09

0.09

0.09

0.14
42 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 2–1. Selected Hydrologic Engineers Center’s River Analysis System output for Chippewa Creek, Medina, Wayne, and Summit 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

88905

88914

89231

89549

90013

90396

90717

90957

91024

91042

91063

91159

91460

91741

92060

92386

92668

92946

93282

93622

93998

94381

94738

95133

95480

95792

95932

96013

96088

96297

96450

96532

96611

96732

97086

97525

97924

98239

98605

98991

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

848

800

800

973.4

973.3

973.3

973.2

973.1

973

973

973.8

973.8

973.8

973.9

974

974.1

974.2

974.3

974.4

974.5

974.7

974.8

974.9

975

975.2

975.3

975.4

975.8

975.8

974.5

976.1

976.1

974.6

975

975.6

976.1

976.5

977

977.5

981.96

982.06

982.08

982.12

982.15

982.18

982.18

982.18

982.19

982.26

982.3

982.31

982.32

982.33

982.34

982.35

982.35

982.36

982.37

982.38

982.39

982.4

982.43

982.43

982.45

982.79

983.32

983.48

983.84

984.15

984.34

984.47

984.63

984.77

984.86

985.05

Pipeline (bridge)

982.02 0.000228 2.04

982.08 0.000082 1.29

982.1 0.000082 1.31

982.14 0.000074 1.31

982.17 0.000087 1.35

982.2 0.000069 1.24

982.23 0.00016 1.84

982.26 0.000295 2.27

Greenwich Road (bridge)

982.27 0.000228 2.26

982.3 0.000108 1.62

982.31 0.000028 0.93

982.32 0.000018 0.71

982.33 0.000017 0.68

982.33 0.000042 0.99

982.34 0.000026 0.82

982.35 0.000021 0.72

982.36 0.000016 0.63

982.36 0.000024 0.71

982.37 0.00003 0.83

982.39 0.000032 0.87

982.4 0.000032 0.88

982.42 0.000083 1.26

982.46 0.000115 1.61

982.54 0.000381 2.65

982.7 0.001141 4.03

Interstate Route 76 / State Route 224 (bridge)

983.11 0.002253 4.53

983.47 0.001058 3.21

983.73 0.002095 4.02

Interstate Route 71 (bridge)

984.04 0.001605 3.64

984.22 0.000863 2.47

984.37 0.000245 1.67

984.5 0.000385 1.82

984.69 0.000549 2.21

984.8 0.000226 1.53

984.91 0.000385 2.05

985.13 0.001142 2.73

474.86

888.52

1014.71

1086.18

925.25

1003.41

489.79

373.94

374.65

668.19

1295.8

1786.39

1931.23

1473.92

1818.78

2058.93

2313.79

2064.6

1871.61

1775.58

1585.43

1024.67

810

320.2

210.24

187.12

322.41

211.27

233.92

447.57

719.33

767.68

656.69

898.25

594.88

419.44

186

232

317

491

487

850

657

218

67.9

500

767

639

1173

592

640

1014

1358

1407

1139

865

1025

1189

1276

1421

48.3

46.8

1614

61.9

66.1

1457

1701

2009

1489

1741

2392

2288

0.14

0.09

0.08

0.09

0.09

0.08

0.12

0.17

0.17

0.12

0.06

0.05

0.05

0.07

0.06

0.05

0.04

0.05

0.06

0.06

0.06

0.1

0.12

0.2

0.34

0.4

0.27

0.38

0.33

0.24

0.14

0.16

0.2

0.13

0.18

0.28
Appendix 2 43

Table 2–1. Selected Hydrologic Engineers Center’s River Analysis System output for Chippewa Creek, Medina, Wayne, and Summit 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

99342

99695

100060

100505

100902

101334

101803

101821

101837

101850

101868

102076

102400

102694

103027

103298

103610

103977

104468

104494

104513

104538

104546

104550

104572

104925

105202

105570

106006

106361

106788

107228

107604

108007

108423

108777

109119

109528

110004

110424

800

800

800

800

800

800

800

800

800

800

800

800

800

800

800

694

694

694

694

694

694

694

694

694

694

694

694

694

614

614

614

614

614

614

614

614

614

978

978.4

978.8

979.3

979.8

980.3

980.9

981.8

981.8

982

982

982.1

982.1

982.1

982.2

982.2

982.2

982.5

984

984

982.4

982.4

982.5

982.6

982.8

983

983.2

983.4

983.6

983.4

983.2

983

982.9

982.7

982.5

982.3

982.1

985.39

985.79

986.3

987.03

987.58

988.08

988.52

988.63

988.69

988.74

989.04

989.43

989.81

990.09

990.31

990.53

990.73

990.97

990.97

990.98

991.03

991.04

991.08

991.09

991.1

991.11

991.11

991.12

991.12

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

985.53 0.001176 3.04 299.21

985.93 0.001104 3.03 279.63

986.51 0.002374 3.79 266.54

987.3 0.001319 4.18 191.42

987.83 0.001322 3.96 201.86

988.27 0.000791 3.49 229.4

988.82 0.001671 4.38 182.63

988.87 0.001294 3.9 205.19

Buffham Road / Township Road 72 (bridge)

988.95 0.001403 4.14 193.34

988.98 0.001363 3.97 201.66

989.25 0.001212 3.69 216.89

989.66 0.001249 3.85 207.77

989.97 0.000858 3.19 250.93

990.26 0.000826 3.29 243.26

990.46 0.000646 3.02 270.85

990.64 0.000553 2.77 250.53

990.86 0.000625 2.92 237.89

991.01 0.000155 1.52 456.49

991.02 0.000221 1.75 397.61

Kennard Road (bridge)

991.04 0.000326 1.95 356.05

Kennard Road low head dam (inline structure)

991.06 0.000113 1.32 555.21

991.06 0.000099 1.26 625.62

991.08 0.000036 0.89 1307.54

991.09 0.00003 0.82 1478.44

991.1 0.00002 0.68 1713.99

991.11 0.000017 0.61 2104.7

991.12 0.000011 0.49 2611.77

991.12 0.00001 0.45 2909.16

991.13 0.00001 0.41 2855.6

991.13 0 0.1 6816.47

991.13 0 0.07 9240.28

991.13 0 0.06 10911.95

991.13 0 0.04 13921.67

991.13 0 0.04 17403.24

991.13 0 0.03 22117.32

991.13 0 0.03 24116.21

991.13 0 0.02 28311.76

1692

1184

1893

1038

43.6

41.5

64.0

40.0

79.3

170

343

457

327

539

837

69.9

113

229

71.4

228

452

507

542

462

502

1004

1457

2196

1495

1510

2556

2240

2477

2253

2891

3279

3743

0.3

0.29

0.41

0.33

0.32

0.26

0.34

0.3

0.31

0.31

0.3

0.3

0.25

0.25

0.22

0.2

0.21

0.11

0.13

0.15

0.1

0.09

0.06

0.05

0.04

0.04

0.03

0.03

0.03

0.01

0

0

0

0

0

0

0
44 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 2–1. Selected Hydrologic Engineers Center’s River Analysis System output for Chippewa Creek, Medina, Wayne, and Summit 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

110867

111324

111763

112196

112603

112955

113239

113723

114169

114481

114579

114595

114610

114650

114981

115286

115524

115866

116230

116617

116967

117403

117844

118264

118702

119102

119518

119928

120308

120638

121061

121461

121832

122201

122490

122723

122987

123050

614

614

614

614

614

614

614

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

507

369

369

981.8

981.6

981.4

981.2

981

980.8

980.7

980.5

980.3

980.1

981.3

981.3

980.2

980.5

980.7

980.9

981.2

981.5

981.9

982.2

982.5

982.9

983.3

983.7

984

984.3

984.7

985

985.3

985.7

986

986.3

986.6

986.9

987.1

987.3

987.8

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.14

991.14

991.14

991.15

991.16

991.22

991.3

991.38

991.87

992.68

993.6

994.17

994.56

994.88

994.91

991.13 0 0.02

991.13 0 0.02

991.13 0 0.02

991.13 0 0.02

991.13 0 0.02

991.13 0 0.03

991.13 0 0.04

991.13 0.000001 0.2

991.13 0.000001 0.18

991.13 0.000001 0.19

991.13 0.000003 0.24

Chippewa Road (bridge)

991.13 0.000003 0.26

991.13 0.000002 0.2

991.13 0.000001 0.21

991.13 0.000001 0.18

991.13 0.000001 0.19

991.13 0.000002 0.21

991.13 0.000001 0.2

991.13 0.000002 0.21

991.13 0.000002 0.23

991.13 0.000003 0.26

991.13 0.000002 0.23

991.14 0.000005 0.3

991.14 0.000007 0.36

991.14 0.000019 0.59

991.16 0.000038 0.74

991.19 0.000175 1.45

991.27 0.000205 1.68

991.33 0.000182 1.59

991.52 0.001135 3.05

992.15 0.001961 4.18

992.99 0.002614 4.46

993.85 0.002035 3.95

994.4 0.00177 3.79

994.75 0.001299 3.5

994.94 0.000359 1.97

994.97 0.000428 2.04

30874.41

32933.88

31802.02

32011.29

29415.74

23731.55

16344.63

6088.39

6227.13

5671.78

4293.61

3982.47

5330.44

5919.75

7119.15

6985.37

5745.64

5534.99

5307.67

4773.24

3866.89

3970.48

2948.41

2423.79

1433.23

1032.88

417.81

312.45

412.84

166.39

121.29

113.57

128.37

133.91

145.02

186.98

181.08

4070

4149

3865

3590

3483

3002

2410

1967

2048

1948

1778

1744

1912

1984

2273

2221

1939

1785

1806

1746

1477

1663

2068

1928

1996

1925

1315

87.2

250

48.2

30.7

29.7

33.4

33.4

33.1

43.4

46.5

0

0

0

0

0

0

0

0.01

0.01

0.01

0.02

0.02

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.02

0.01

0.02

0.03

0.04

0.06

0.12

0.13

0.13

0.29

0.37

0.4

0.35

0.33

0.29

0.17

0.18
Appendix 2 45

Table 2–1. Selected Hydrologic Engineers Center’s River Analysis System output for Chippewa Creek, Medina, Wayne, and Summit 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

123077 State Route 162 / Wedgewood Road (bridge)

123099 369 987.8 994.95 995.02 0.000415 2.01 183.3 46.8 0.18

123152 369 987.5 994.98 995.04 0.000408 2.03 181.92 42.3 0.17

123373 369 988 995.1 995.21 0.001471 2.71 136.41 52.6 0.3

123677 369 988.7 995.45 995.62 0.001155 3.29 112.28 22.3 0.26

124001 369 989.4 995.82 995.97 0.001022 3.17 116.52 24.6 0.26

124338 369 990.2 996.17 996.3 0.000909 2.86 128.87 33.9 0.26

1

 Referenced to feet above mouth.
46 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 2–2. Selected Hydrologic Engineers Center’s River Analysis System output for Westfield Ditch, Medina County, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River

station1

Streamflow

(ft3/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2)

Top width 

(ft)

Froude 

number in 

channel

1062 47 977.6 984.84 984.84 0.000001 0.1 812.58 1293 0.01

1446 47 977.6 984.84 984.84 0.000008 0.32 148.84 707.3 0.03

1707 47 977.6 984.84 984.84 0.000007 0.26 214.58 904.7 0.02

1739 Service Road (culvert)

1775 47 977.5 984.86 984.86 0.000001 0.09 554.45 912.3 0.01

1864 47 977.5 984.85 984.86 0.000009 0.29 161.79 602.5 0.03

2202 47 977.7 984.86 984.86 0.000024 0.46 102.54 136.3 0.04

2525 47 977.9 984.87 984.87 0.000023 0.46 103.11 981.5 0.04

2942 47 978.1 984.87 984.87 0.000004 0.15 446.87 2931 0.02

3347 47 978.4 984.87 984.87 0.000001 0.09 755.4 1581 0.01

3765 47 978.6 984.87 984.87 0.000001 0.1 620.31 816.2 0.01

4260 47 978.9 984.87 984.88 0.000035 0.47 99.42 541.9 0.05

4296 47 978.9 984.87 984.88 0.000041 0.56 83.46 409.6 0.06

4328 Lake Road (culvert)

4373 47 979.5 984.89 984.89 0.000029 0.48 98.83 660.4 0.05

4425 47 979.5 984.89 984.9 0.000039 0.43 112.36 650.4 0.05

4841 47 979.7 984.9 984.9 0.000008 0.23 305.74 616.8 0.03

5127 47 979.8 984.9 984.91 0.000015 0.26 267.7 696.2 0.03

5494 47 979.9 984.91 984.91 0.000013 0.27 289.36 538.5 0.03

5667 47 980 984.91 984.92 0.000073 0.7 67.2 334.3 0.07

5688 Farm field drive (culvert)

5710 47 980.8 984.98 985 0.000164 0.98 48.18 325.1 0.11

5853 47 981.5 985.01 985.04 0.000375 1.33 35.38 232.9 0.16

6137 47 982.8 985.17 985.27 0.00194 2.52 18.65 10.76 0.34

6421 47 984.3 985.87 985.98 0.003333 2.61 18 16.64 0.44

6465 47 984.3 986.02 986.1 0.002261 2.29 20.55 17.28 0.37

6506 Buffham Road / Township Road 72 (culvert)

6547 47 984.2 986.79 986.82 0.000542 1.29 36.57 21.79 0.17

6563 47 984.2 986.8 986.83 0.000644 1.35 34.76 21.84 0.19

6901 47 984.2 987.07 987.13 0.001224 1.96 23.96 12.69 0.25

7183 47 984.2 987.29 987.32 0.000412 1.32 35.62 14.76 0.15

7478 47 984.2 987.4 987.43 0.000332 1.22 38.62 15.5 0.14

7742 47 984.2 987.48 987.49 0.000164 0.69 67.96 42.94 0.1

8067 47 984.2 987.51 987.51 0.000049 0.43 108.31 56.22 0.06

8425 47 984.2 987.53 987.53 0.000046 0.43 110.39 55.27 0.05

8705 47 984.2 987.54 987.55 0.00011 0.74 63.6 25.75 0.08

9037 47 984.2 987.57 987.57 0.000032 0.43 108.97 40.58 0.05

9400 47 984.2 987.58 987.6 0.000291 1.11 42.33 18.8 0.13

9672 47 984.2 987.64 987.65 0.000102 0.69 68.59 29.88 0.08

9968 47 984.2 987.66 987.67 0.000051 0.5 93.24 39.35 0.06

10260 47 984.2 987.68 987.71 0.000356 1.27 36.87 13.45 0.14

10297 47 984.2 987.69 987.72 0.000351 1.27 37.05 13.47 0.13
Appendix 2 47

Table 2–2. Selected Hydrologic Engineers Center’s River Analysis System output for Westfield Ditch, Medina County, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

10334 Kennard Road (culvert)

10370 47 986 988.65 988.67 0.000444 1.05 44.95 28.24 0.15

10394 47 986.6 988.66 988.68 0.000527 1.1 42.64 28.3 0.16

10549 47 987 988.81 988.86 0.003559 1.61 29.13 22.1 0.25

10833 47 988 989.89 989.95 0.004149 1.87 25.13 16.54 0.27

11054 47 989 990.23 990.23 0.000625 0.48 101.25 1149 0.1

11485 47 990 990.6 990.61 0.001213 0.57 89.98 789.2 0.13

11637 47 990 990.9 990.92 0.004102 1.16 40.58 546.1 0.24

11700 47 990 991.05 991.05 0.001207 0.72 65.61 348.3 0.14

11781 47 990 991.1 991.1 0.000384 0.42 110.97 120.8 0.08

11880 47 990 991.11 991.11 0.000025 0.12 395.2 744.5 0.02

1

Referenced to feet above a point 180 feet upstream of mouth.
48 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 2–3. Selected Hydrologic Engineers Center’s River Analysis System output for River Styx, Medina and Wayne 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River

station1

Streamflow

(ft3/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2)

Top width 

(ft)

Froude 

number in 

channel

189 831 938 945.07 945.17 0.000387 2.47 336.25 134.4 0.18

481 831 938.1 945.19 945.28 0.000379 2.38 348.77 144.6 0.18

782 831 938.2 945.3 945.39 0.000386 2.43 342.27 136.4 0.18

1172 831 938.38 945.45 945.55 0.000409 2.49 334 136 0.19

1515 831 938.5 945.6 945.72 0.000571 2.82 294.59 131.4 0.22

1787 831 938.6 945.76 945.87 0.00054 2.73 304.78 138.5 0.21

2190 831 938.77 945.98 946.08 0.0005 2.61 318.6 150.7 0.2

2470 831 938.88 946.12 946.21 0.000384 2.43 342.55 145.7 0.18

2685 831 939 946.2 946.31 0.000518 2.69 309.35 140.9 0.21

2883 831 939.1 946.3 946.42 0.000541 2.72 305.48 58.52 0.21

3147 831 939.14 946.44 946.56 0.000536 2.77 300.49 56.77 0.21

3458 831 939.26 946.61 946.73 0.000568 2.84 292.2 56.08 0.22

3807 831 939.4 946.8 947.04 0.001136 3.87 214.88 41.15 0.3

3818 831 940.1 946.85 947.06 0.000979 3.61 229.93 44.63 0.28

3842 Railroad (bridge)

3866 831 940.1 946.91 947.1 0.000951 3.58 232.2 44.71 0.28

3905 831 939.7 946.93 947.16 0.001094 3.87 214.51 40.64 0.3

3924 831 940.1 946.93 947.21 0.00136 4.22 196.82 38.19 0.33

3940 Salt Street (bridge)

3957 831 940.1 946.94 947.31 0.002037 4.93 168.45 35.24 0.4

3969 831 940.1 946.98 947.34 0.002007 4.83 171.97 36.27 0.39

3990 831 940 947.22 947.42 0.000932 3.57 232.82 44.06 0.27

4003 Abandoned railroad (bridge)

4016 831 940 947.25 947.44 0.00092 3.55 233.95 44.18 0.27

4050 831 939.9 947.27 947.48 0.001005 3.65 227.44 44.13 0.28

4078 831 940.3 947.3 947.52 0.001093 3.75 221.76 45.48 0.3

4093 Abandoned railroad (bridge)

4109 831 940.3 947.34 947.55 0.00107 3.72 223.47 45.64 0.3

4232 831 940 947.48 947.68 0.000967 3.6 231 44.06 0.28

4291 831 940.4 947.53 947.75 0.001087 3.7 224.86 46.6 0.3

4317 Private road (bridge)

4344 831 940.4 947.6 947.8 0.00105 3.65 227.81 46.92 0.29

4368 831 940.2 947.61 947.84 0.001153 3.84 216.16 43.19 0.3

4514 831 940.34 947.82 947.98 0.000764 3.24 256.71 47.72 0.25

4710 831 940.53 947.99 948.11 0.00054 2.81 295.22 53.97 0.21

5180 831 940.99 948.24 948.36 0.000528 2.81 295.35 106.4 0.21

5393 831 941.2 948.35 948.49 0.000617 2.98 278.71 51.73 0.23

5433 831 940.8 948.36 948.54 0.000832 3.4 244.19 46.79 0.26

5452 Pipeline / private road (bridge)

5471 831 940.8 948.38 948.63 0.001302 3.99 208.32 44.32 0.32

5585 831 941.7 948.63 948.76 0.000533 2.86 290.99 51.19 0.21
Appendix 2 49

Table 2–3. Selected Hydrologic Engineers Center’s River Analysis System 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

output for River Styx, Medina and Wayne 

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

5805

6097

6292

6358

6372

6387

6451

6466

6490

6514

6596

6911

7295

7675

8014

8298

8585

8867

8893

8926

8959

9043

9235

9609

9940

10212

10586

11004

11441

11912

11943

11980

12016

12080

12484

12779

13078

13395

13753

14118

14425

831

831

831

831

831

831

831

831

831

831

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

941.7

941.7

941.7

942.8

942.8

941.8

943.2

943.2

943.2

943.31

943.45

943.58

943.7

943.8

943.9

944

943.8

943.8

943.2

943.42

943.85

944.23

944.54

944.97

945.5

946

946.5

946.9

946.9

947

947.3

947.5

947.7

947.9

948.17

948.42

948.64

948.76

948.9

948.98

949

949.05

949.2

949.27

949.37

949.46

949.69

949.94

950.31

950.58

950.77

951.03

951.25

951.34

951.4

951.45

951.67

951.88

952.1

952.39

952.89

953.36

954.03

954.66

954.8

954.88

954.99

955.22

955.39

955.56

955.74

955.96

956.17

956.35

948.87 0.000472 2.61

949.01 0.000475 2.65

949.14 0.000767 3.14

949.25 0.001455 4.03

Railroad (bridge)

949.3 0.001411 3.99

949.41 0.001859 3.71

949.44 0.000941 3.32

Grant Street / East Ohio Avenue (bridge)

949.53 0.000886 3.24

949.6 0.000746 3.04

949.82 0.000623 2.91

950.13 0.000989 3.51

950.47 0.000789 3.22

950.71 0.000654 2.91

950.95 0.00091 3.42

951.19 0.000805 3.24

951.46 0.000993 3.61

951.49 0.000834 3.18

East Sunset Drive (bridge)

951.55 0.000816 3.14

951.64 0.000974 3.52

951.79 0.000559 2.82

952.02 0.000655 3.05

952.31 0.001013 3.63

952.63 0.001343 3.92

953.08 0.001073 3.53

953.64 0.001537 4.27

954.25 0.001248 3.81

954.94 0.001631 4.26

955 0.001116 3.63

Eastern Road (bridge)

955.08 0.001011 3.58

955.14 0.000581 3.11

955.38 0.000569 3.2

955.55 0.00056 3.15

955.72 0.000588 3.25

955.91 0.000583 3.25

956.11 0.000558 3.11

956.32 0.000593 3.13

956.51 0.000609 3.23

317.97

313.12

264.47

206.22

208.46

224.07

250.58

256.16

273.24

285.27

217.34

237.14

261.89

223.38

235.38

211.55

239.81

242.92

216.47

270.09

250.14

210.02

194.7

215.92

178.66

200.13

179.02

210.27

213.25

245.45

238.4

242.06

234.89

234.73

245.04

243.88

236.14

60.79

58.33

53.4

46.78

46.95

72.08

56.73

57.26

57.09

56.99

45.72

48.12

54.41

45.56

47.58

41.47

51.76

52.62

43.88

51.1

46.14

41.15

42.58

47.47

36.83

45.36

38.86

46.16

43.67

48.54

43.43

44.92

43.42

42.43

46.74

48.57

45.22

0.2

0.2

0.25

0.34

0.33

0.37

0.28

0.27

0.24

0.23

0.28

0.26

0.23

0.27

0.26

0.28

0.26

0.26

0.28

0.22

0.23

0.28

0.32

0.29

0.34

0.31

0.35

0.3

0.29

0.24

0.24

0.24

0.25

0.24

0.24

0.25

0.25
50 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 2–3. Selected Hydrologic Engineers Center’s River Analysis System 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

output for River Styx, Medina and Wayne 

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

14798

14828

14855

14874

14941

15233

15534

15805

16077

16358

16682

17003

17358

17708

17786

17792.5

17801

17844

18295

18683

19052

19290

19623

19909

20184

20478

20521

20547

20573

20648

20843

21164

21395

21718

21779

21792

21805

21858

22235

22504

22805

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

763

506

506

506

506

506

506

506

506

506

506

448

448

448

448

448

448

448

448

448

948.9

948.7

948.7

949.3

949.44

949.58

949.71

949.83

949.97

950.12

950.27

950.44

950.6

952.38

952.4

952

952.12

952.22

952.32

952.38

952.47

952.55

952.62

952.7

953.7

953.7

953

953.11

953.29

953.4

953.6

953.9

953.9

955.2

955.3

955.38

955.46

956.59

956.67

956.69

956.71

956.89

957.08

957.29

957.47

957.72

957.99

958.26

958.44

958.71

958.79

959.49

959.52

959.7

959.84

960

960.06

960.11

960.19

960.27

960.47

960.57

960.58

960.58

960.66

960.78

960.83

960.95

960.95

961.07

961.16

961.27

961.39

961.49

956.76 0.000729 3.26

956.79 0.000406 2.79

Wall Road (multiple opening)

956.81 0.000396 2.75

956.86 0.000645 3.16

957.05 0.000615 3.2

957.25 0.00071 3.31

957.44 0.000717 3.18

957.66 0.000812 3.47

957.9 0.000874 3.4

958.17 0.000821 3.39

958.38 0.00048 2.74

958.61 0.000814 3.33

958.84 0.000538 2.93

958.89 0.000359 2.51

Low head dam (culvert)

959.57 0.00023 2.18

959.59 0.000573 2.48

959.8 0.000362 2.57

959.94 0.000378 2.64

960.05 0.000201 1.82

960.1 0.000163 1.65

960.17 0.000248 1.95

960.25 0.000294 2.04

960.39 0.000775 2.79

960.59 0.000623 2.77

960.63 0.000222 1.93

Seville Road (bridge)

960.64 0.000175 1.97

960.68 0.000335 2.52

960.74 0.000306 2.36

960.83 0.000236 2.01

960.91 0.00037 2.38

961.04 0.000422 2.43

961.1 0.000886 3.07

Private drive (bridge)

961.18 0.000666 2.7

961.22 0.000275 1.99

961.36 0.000448 2.38

961.46 0.000309 2.17

961.56 0.000369 2.25

233.77

273.83

277.48

241.64

238.58

230.4

240.05

219.58

224.5

225.04

280.06

229.46

278.46

304.45

350.17

555.51

338.43

296.36

285.67

362.69

268.07

248.38

191.44

182.58

280.28

274.61

201.13

252.11

344.84

245.31

184.07

146.43

166.03

256.15

192.93

247.53

207.49

51.7

54.44

109.3

83.02

47.61

48.2

56.06

48.45

49.47

47.15

64.77

109.9

743.2

897.1

1081

759.5

117.6

517.4

744.7

778.1

1073

897.5

915.4

918.8

988.5

1109

884.8

913.1

881.6

760

771.7

617.3

564

539.5

83.73

376.1

78.57

0.27

0.21

0.21

0.26

0.25

0.27

0.27

0.29

0.28

0.27

0.21

0.26

0.23

0.18

0.15

0.22

0.19

0.19

0.14

0.13

0.15

0.17

0.26

0.23

0.15

0.15

0.2

0.19

0.17

0.19

0.2

0.29

0.25

0.17

0.21

0.18

0.19
Appendix 2 51

Table 2–3. Selected Hydrologic Engineers Center’s River Analysis System 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

output for River Styx, Medina and Wayne 

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

23068

23466

23937

24408

24747

25107

25507

25771

26148

26554

26830

27240

27268

27304

27341

27375

27585

27996

28376

28851

29243

29710

29840

29900

29960

30076

30338

30611

30815

31166

31480

31721

31989

32162

32371

32664

32671

32680

32693

32695

32958

448

448

448

448

448

448

448

448

425

425

425

425

425

425

425

425

425

425

425

425

425

425

425

425

425

425

425

379

379

379

379

379

379

379

379

379

379

379

379

955.5

955.6

955.77

955.9

956.43

957

957.6

958.02

958.6

959.23

959.66

960.3

960.9

960.9

960.5

960.72

961.1

961.5

962

962.4

962.9

963.9

963.9

964.1

964.54

964.99

965.33

965.91

966.43

966.83

967.28

967.57

967.91

968.4

968.4

969.3

969.1

969.1

969.3

961.59

961.89

962.42

963

963.44

963.72

963.97

964.32

964.65

964.93

965.06

965.35

965.35

965.84

965.94

966.44

967.1

967.57

967.99

968.66

969.33

969.51

969.83

970.06

970.44

971.21

971.79

972.37

972.65

972.79

973.16

973.56

973.9

974.26

974.3

974.32

974.32

974.32

974.5

961.7 0.000647 2.73

962.02 0.001007 2.96

962.57 0.001336 3.22

963.17 0.001217 3.33

963.51 0.000841 2.47

963.77 0.000592 2.17

964.12 0.001241 3.22

964.41 0.000939 2.77

964.74 0.000773 2.57

964.99 0.000504 2.18

965.14 0.000595 2.35

965.5 0.001219 3.11

965.6 0.002808 4.11

Greenwich Road (multiple opening)

966.11 0.003869 4.29

966.21 0.002201 4.15

966.62 0.001725 3.48

967.27 0.001436 3.36

967.67 0.000765 2.56

968.19 0.001481 3.56

968.83 0.001789 3.31

969.5 0.001181 3.3

969.74 0.002314 3.82

Interstate Route 76 / State Route 224 (bridge)

970.03 0.001926 3.51

970.21 0.001263 3.19

970.68 0.002337 3.88

971.44 0.003415 3.92

971.98 0.00205 3.5

972.5 0.001068 2.96

972.72 0.000493 2.24

972.91 0.001134 2.87

973.36 0.002398 3.52

973.7 0.001638 2.98

974.03 0.00148 2.86

974.35 0.000826 2.35

974.36 0.00055 2.02

974.36 0.000398 1.72

974.38 0.000542 2.01

974.38 0.00058 2.1

974.66 0.001801 3.19

164.09

165.15

187.63

144.51

290.08

306.97

152.79

334.34

208.96

265.9

190.49

146.72

112.8

107.93

102.3

121.99

126.59

174.07

119.28

132.39

128.91

111.13

121.08

133.06

111.23

112.1

133.41

145.14

189.13

166.63

110.76

128.05

133.8

164.12

205.03

236.09

221.55

203.7

118.99

44.29

88.55

486.7

350.3

282.7

239.1

66.82

1020

521.7

444.6

183.5

56.64

64.46

72.53

30.74

43.64

41.35

69

32.7

63.29

33.5

39.49

42.62

128.5

45.71

61.48

74.27

671.7

877.9

318.3

77.64

53.88

58.79

767.1

791.9

814.2

861.7

703.4

312.7

0.25

0.3

0.34

0.31

0.25

0.22

0.31

0.27

0.25

0.21

0.22

0.29

0.4

0.48

0.37

0.37

0.34

0.25

0.33

0.35

0.3

0.4

0.37

0.3

0.4

0.45

0.37

0.28

0.2

0.28

0.39

0.32

0.31

0.24

0.19

0.16

0.19

0.19

0.34
52 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 2–3. Selected Hydrologic Engineers Center’s River Analysis System 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

output for River Styx, Medina and Wayne 

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

33199

33442

33903

34071

34515

34795

35185

35551

35778

36015

36301

36646

36910

36936

36964

36992

37044

37421

37772

37784

37798

37813

37836

38096

38378

38754

38787

38811

39074

39267

39530

39810

40142

40484

40773

41022

41373

41721

41948

42001

379

379

379

379

379

379

379

379

379

379

379

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

265

969.5

969.64

969.98

970.1

971.1

971.7

972.6

973.44

973.95

974.48

975.13

975.9

976

975

975

974.6

975.58

976.5

977.04

976.6

976.9

976.96

977.02

977.1

977.5

976.5

977.34

977.96

978.8

979.7

980

980.3

980.56

980.78

981.09

981.4

981.6

981.9

974.93

975.36

976.03

976.4

976.92

977.36

977.87

978.63

979.31

979.79

980.1

980.43

980.59

980.66

980.75

980.75

981.08

981.53

981.64

981.87

981.87

982.13

982.41

982.8

982.85

982.85

982.95

983.29

983.65

983.87

984.05

985.08

985.56

985.83

986.59

987.15

987.31

987.33

975.1 0.001845 3.3

975.47 0.001289 2.8

976.27 0.002207 3.94

976.51 0.000912 2.69

977.08 0.001775 3.19

977.47 0.001153 2.72

978.03 0.00172 3.18

978.89 0.003146 4.11

979.52 0.002386 3.65

979.9 0.001135 2.72

980.21 0.001032 2.73

980.49 0.000556 1.96

980.67 0.00077 2.2

980.69 0.000182 1.38

Blake Road (multiple opening)

980.79 0.000227 1.58

980.83 0.000721 2.27

981.17 0.001128 2.44

981.69 0.001868 3.22

981.73 0.000688 2.33

Private drive (culvert)

981.93 0.000481 2.05

981.97 0.0011 2.5

982.22 0.000889 2.42

982.53 0.001321 2.83

982.87 0.000621 2.15

982.88 0.000145 1.5

982.89 0.000371 1.76

983.1 0.00163 3.13

983.4 0.00146 2.69

983.74 0.00108 2.4

983.92 0.000426 1.86

984.26 0.002764 3.71

985.18 0.002598 2.83

985.64 0.001069 2.29

985.99 0.001567 3.19

986.7 0.002746 2.87

987.2 0.000838 1.95

987.37 0.000651 2.11

987.42 0.000743 2.37

114.73

149.13

96.32

141.26

123.18

139.24

125.13

92.14

103.93

139.13

139.15

142.65

120.34

192.55

167.9

116.81

108.56

82.21

113.86

129.15

106.02

109.37

95.04

127.56

185.57

158.03

84.75

103.65

110.36

157.63

71.42

123.94

120.69

83.15

111.2

172.88

137.44

111.98

529.3

99.31

442.1

137.6

59.99

47.47

57.75

249.4

106.3

47.29

130.7

102.9

57.67

60.23

51.58

43.73

42.2

30.35

29.84

29.9

39.71

39.84

45.26

54.15

88.23

55.79

29.27

62.46

48.14

85.43

30.3

225.7

70.69

27.89

334

288.9

197.8

34.84

0.35

0.29

0.38

0.25

0.34

0.28

0.33

0.45

0.39

0.28

0.27

0.2

0.23

0.11

0.12

0.22

0.27

0.35

0.21

0.17

0.27

0.26

0.3

0.22

0.12

0.15

0.32

0.31

0.28

0.18

0.43

0.38

0.27

0.33

0.39

0.23

0.22

0.23
Appendix 2 53

Table 2–3. Selected Hydrologic Engineers Center’s River Analysis System output for River Styx, Medina and Wayne 

Counties, Ohio.—Continued

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

42033 State Route 57 / Wadsworth Road (bridge)

42065 265 981.9 987.38 987.47 0.000714 2.33 113.72 44.86 0.23

42168 265 982 987.49 987.54 0.000479 1.84 145.31 282.1 0.19

42355 265 982.3 987.56 987.7 0.001221 3.05 86.9 25.11 0.29

42674 265 982.81 988.11 988.3 0.002995 3.51 83.57 345.5 0.42

42925 265 983.21 988.66 988.75 0.001159 2.39 116.28 78.08 0.28

43167 265 983.6 988.83 988.86 0.000227 1.46 182.22 51.75 0.13

1

Referenced to feet above mouth.
54 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 2–4. Selected Hydrologic Engineers Center’s River Analysis System output for Little Chippewa Creek, Wayne County, Ohio.

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

River

station1

Streamflow

(ft3/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2)

Top width 

(ft)

Froude 

number in 

channel

68 875 939.5 951.29 951.35 0.0002 2.03 463.84 582.3 0.13

349 875 940.39 951.34 951.42 0.00026 2.29 386.03 685.3 0.15

557 875 941.05 951.39 951.48 0.000329 2.35 375.99 829.6 0.16

824 875 941.9 951.48 951.63 0.0008 3.13 281.23 707.1 0.25

886 875 941.6 951.57 951.68 0.000415 2.68 332.94 591.6 0.19

927 South Main Street (multiple opening)

965 875 941.6 951.62 951.73 0.000403 2.66 336.37 146.1 0.19

1015 875 941.6 951.62 951.77 0.000692 3.07 286.6 303.4 0.24

1326 875 941.66 951.83 951.92 0.000326 2.43 359.81 385 0.16

1516 875 941.7 951.89 951.98 0.000289 2.36 371.02 722.9 0.16

1721 875 941.74 951.95 952.04 0.000303 2.42 363.37 682.2 0.16

1942 875 941.78 952.02 952.1 0.000251 2.29 384.43 1225 0.15

2251 875 941.84 952.1 952.19 0.000295 2.43 362.47 753.7 0.16

2515 875 941.9 952.18 952.26 0.000252 2.26 451.37 2114 0.15

2799 875 941.95 952.28 952.32 0.000169 1.87 685.06 2087 0.12

3029 875 942 952.33 952.36 0.000131 1.65 900.4 2368 0.11

3260 875 942.04 952.35 952.41 0.000251 2.16 612.83 2531 0.15

3553 875 942.1 952.41 952.52 0.000445 2.65 388.01 2171 0.19

3597 875 942.5 952.43 952.54 0.000409 2.62 388.02 1930 0.19

3613 Private road (bridge)

3631 875 942.5 952.45 952.55 0.000403 2.6 392.78 1803 0.18

3717 875 941.7 952.48 952.6 0.000479 2.76 375.92 1823 0.2

3875 875 941.76 952.58 952.65 0.000208 2.11 482.89 2552 0.14

4200 875 941.89 952.65 952.73 0.000239 2.26 387.89 2773 0.15

4565 875 942.04 952.74 952.84 0.000381 2.64 331.31 2768 0.18

4920 772 942.18 952.88 952.97 0.000299 2.37 325.61 1847 0.16

5306 772 942.33 953 953.07 0.000248 2.21 349.4 2722 0.15

5588 772 942.45 953.06 953.15 0.00029 2.4 322.06 3193 0.16

5990 772 942.61 953.19 953.28 0.00034 2.47 312.39 3600 0.17

6349 772 942.75 953.31 953.38 0.000232 2.13 363.25 3255 0.14

6778 772 942.92 953.42 953.53 0.000448 2.71 284.37 3126 0.19

6976 772 943 953.5 953.65 0.000716 3.17 243.78 2876 0.23

7357 772 943.15 953.74 953.84 0.000339 2.5 308.55 4698 0.17

7637 772 943.26 953.84 953.95 0.000398 2.64 292.15 3594 0.18

8024 772 943.42 953.99 954.1 0.000394 2.64 292.55 2388 0.18

8386 772 943.56 954.15 954.24 0.000377 2.48 310.94 3595 0.18

8713 772 943.69 954.26 954.38 0.000437 2.72 289.6 3385 0.19

8972 772 943.79 954.38 954.5 0.000455 2.79 277.13 3074 0.19

9304 772 943.92 954.53 954.68 0.000586 3.07 251.42 3645 0.21

9579 772 944.03 954.69 954.89 0.00093 3.58 215.34 3981 0.25

9852 772 944.14 954.95 955.09 0.000551 2.99 258.56 3710 0.21
Appendix 2 55

Table 2–4. Selected Hydrologic Engineers Center’s River Analysis System output 

[ft3/s, cubic feet per second; ft, feet; ft/ft, foot per foot; ft/s, feet per second; ft2, square feet]

for Little Chippewa Creek, Wayne County, Ohio.—Continued

River 

station1

Streamflow 

(ft3

/s)

Minimum 

elevation 

in channel 

(ft)

Watersurface 

elevation 

(ft)

Energy 

grade 

elevation 

(ft)

Energy 

grade slope 

(ft/ft)

Mean 

velocity in 

channel 

(ft/s)

Flow area 

(ft2

)

Top width 

(ft)

Froude 

number in 

channel

10171

10511

10805

11148

11511

11540

11597

11634

11673

11865

12065

12195

12305

12705

13024

13251

13422

13573

13916

14336

14774

15231

15507

15805

16054

16328

16697

17040

17272

17552

17835

18186

772

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

751

680

944.27

944.4

944.52

944.66

944.8

947.3

947.3

946.2

946.35

946.51

946.61

946.69

947.01

947.26

947.44

947.57

947.69

947.96

948.29

948.63

948.99

949.2

949.44

949.63

949.85

950.13

950.4

950.58

950.8

951.03

951.3

955.12

955.31

955.52

955.64

955.87

955.88

955.93

955.94

956.11

956.18

956.23

956.27

956.43

956.57

956.66

956.73

956.82

956.97

957.19

957.38

957.62

957.78

957.91

958.05

958.14

958.42

958.69

958.81

959.03

959.22

959.46

955.27 0.000555 3.1

955.47 0.000638 3.23

955.62 0.000358 2.55

955.79 0.000623 3.08

955.96 0.000356 2.47

955.98 0.000411 2.52

State Route 604 / Easton Road (multiple opening)

956.03 0.000399 2.5

956.1 0.000861 3.23

956.21 0.000344 2.46

956.29 0.000397 2.64

956.34 0.000369 2.57

956.38 0.000412 2.63

956.55 0.000417 2.71

956.68 0.0004 2.63

956.78 0.000437 2.72

956.86 0.000538 2.91

956.94 0.000419 2.77

957.1 0.00052 2.92

957.3 0.000436 2.73

957.51 0.000498 2.86

957.75 0.000569 2.98

957.89 0.000428 2.75

958.04 0.00055 2.97

958.15 0.000332 2.53

958.3 0.000748 3.21

958.59 0.000828 3.31

958.82 0.00051 2.86

958.98 0.000797 3.26

959.18 0.000691 3.17

959.36 0.00056 3.04

959.65 0.001171 3.52

249.27

232.66

294.75

244.18

307.07

298.66

301.51

232.53

312.15

287.14

296.68

288.24

279.52

286.52

276.78

258.6

272.46

259.37

276.44

263.66

252.41

289.52

255.28

304.26

234.84

227.15

270.24

231.35

237.61

258.53

193.31

3392

3709

3088

2227

2289

2108

3194

2967

940.1

683.7

589.7

111.8

97.73

49.85

294.5

69.83

44.27

48.12

48.91

47.73

43.22

59.91

46.94

53.86

47.44

41.91

56.85

47.6

46.15

50.8

43.55

0.2

0.21

0.17

0.21

0.17

0.19

0.18

0.25

0.17

0.19

0.18

0.19

0.19

0.19

0.19

0.21

0.19

0.21

0.19

0.21

0.22

0.19

0.21

0.17

0.25

0.25

0.21

0.25

0.24

0.22

0.29

1

Referenced to feet above mouth.

Appendix 3. Computed Water-Surface 

Elevations for Chippewa Creek, River Styx, 

and Little Chippewa Creek
58 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

930

935

940

945

950

955

960

965

970

975

980

985

990

995

1,000

0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 100,000 110,000 120,000

Elevation, in feet above North American Vertical Datum of 1988 

Distance upstream of mouth, in feet

SR 162 / Wedgewood Rd

Chippewa Rd

Kennard Rd

Buffham Rd / Twp Rd 72

I-71

I-76 / SR 224

Greenwich Rd

Pipeline

SR 3 / West Main St

Mill Rd

Doylestown Rd

Railroad

Miller Rd / Chestnut Rd

Seville Rd / Co Hwy 60

Sterling Rd / Co Hwy 504

Shorle Rd

Frick Rd / Twp Rd 215

Blough Rd

Private drive

S Main St

Low head dam

SR 57 / Wadsworth Rd

SR 95 / SR 585 / Akron Rd / Mt Eaton Rd

Porr Rd / Twp Rd 261

Coal Bank Rd

Black Diamond Rd / Bieri Rd

Railroad

SR 21 / Great Lakes Blvd

N Lawrence Rd / Deerfield Rd / S 2nd Ave

Railroad

WS elevation

Minimum channel elevation

Hydraulic structure

EXPLANATION

WS elev after 5% reduction 

to the channel n

WS elev after 10% reduction 

to the channel n

WS elev after 15% reduction 

to the channel n

WS elev after 20% reduction 

to the channel n

River Styx

Little Chippewa Creek

Westfield Ditch

Low head dam

Low head dam

Figure 3–1. Computed water-surface profiles for a bank-full discharge with Manning’s roughness coefficients in the main channel 

at current values and reduced by 5, 10, 15, and 20 percent on Chippewa Creek in Medina, Wayne, and Summit Counties, Ohio. (WS, 

water surface; %, percent; n, Manning’s roughness coefficient)
Appendix 3 59

Table 3–1. Water-surface elevation along Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for the main 

channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

369 942.18 941.8 941.58 941.13 940.67

647 942.22 941.84 941.62 941.17 940.71

751 942.23 941.85 941.63 941.17 940.7

777 942.32 941.94 941.73 941.29 940.83

914 942.35 941.97 941.76 941.32 940.86

1000 942.44 942.07 941.86 941.43 941

1288 942.53 942.17 941.96 941.54 941.11

1500 942.56 942.19 941.99 941.57 941.14

1768 942.55 942.18 941.98 941.55 941.11

1797 942.62 942.25 942.04 941.62 941.19

1845 942.66 942.29 942.08 941.67 941.23

1893 942.71 942.35 942.15 941.73 941.31

2372 942.81 942.45 942.24 941.83 941.41

2796 942.87 942.51 942.3 941.89 941.47

3092 942.92 942.56 942.35 941.95 941.53

3512 942.98 942.62 942.41 942.01 941.59

3970 943.03 942.68 942.46 942.08 941.66

4442 943.12 942.77 942.56 942.18 941.76

4834 943.17 942.82 942.6 942.23 941.79

4896 943.18 942.84 942.61 942.24 941.81

5019 943.19 942.84 942.61 942.24 941.8

5251 943.38 943.04 942.81 942.46 942.04

5582 943.5 943.16 942.93 942.58 942.17

5891 943.56 943.22 942.99 942.65 942.24

6167 943.62 943.28 943.05 942.71 942.3

6488 943.67 943.34 943.11 942.77 942.36

6760 943.7 943.36 943.13 942.79 942.38

6997 943.74 943.4 943.17 942.83 942.42

7195 943.76 943.42 943.19 942.85 942.44

7480 943.78 943.45 943.21 942.87 942.46

7669 943.78 943.44 943.2 942.86 942.45

7808 943.8 943.46 943.22 942.88 942.46

7851 943.81 943.47 943.23 942.89 942.47

7978 943.84 943.5 943.25 942.91 942.49

8289 943.98 943.64 943.39 943.05 942.64

8451 944.02 943.68 943.43 943.09 942.68

8779 944.08 943.74 943.49 943.15 942.74

9076 944.13 943.8 943.55 943.21 942.81

9390 944.15 943.82 943.57 943.23 942.83

9763 944.2 943.87 943.62 943.29 942.88

10093 944.25 943.92 943.67 943.34 942.94
60 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 3–1. Water-surface elevation along Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for the main 

channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

10396

10696

11076

11402

11752

12175

12590

13040

13447

13837

14304

14726

15157

15635

16068

16504

16775

16962

17055

17096

17204

17595

18013

18425

18814

19226

19643

20055

20477

20866

21265

21658

22031

22455

22909

22936

22976

23070

23302

23725

944.29

944.32

944.38

944.43

944.46

944.51

944.55

944.64

944.75

944.8

944.96

945.05

945.13

945.22

945.31

945.38

945.41

945.41

945.44

945.45

945.48

945.57

945.64

945.71

945.76

945.83

945.89

945.94

945.99

946.04

946.08

946.13

946.18

946.24

946.29

946.29

946.3

946.37

946.38

946.43

943.97

944

944.07

944.12

944.16

944.21

944.26

944.35

944.46

944.52

944.69

944.79

944.87

944.95

945.04

945.1

945.14

945.13

945.16

945.17

945.21

945.3

945.37

945.43

945.48

945.55

945.6

945.65

945.7

945.75

945.79

945.83

945.89

945.94

945.99

945.99

945.99

946.06

946.08

946.13

943.72

943.76

943.83

943.88

943.93

943.97

944.02

944.11

944.23

944.28

944.47

944.56

944.63

944.72

944.8

944.86

944.9

944.88

944.92

944.93

944.96

945.05

945.13

945.19

945.24

945.31

945.37

945.42

945.47

945.51

945.56

945.6

945.65

945.71

945.76

945.76

945.76

945.82

945.83

945.89

943.39

943.43

943.5

943.56

943.61

943.66

943.71

943.8

943.91

943.96

944.16

944.25

944.33

944.41

944.49

944.55

944.59

944.57

944.61

944.62

944.66

944.75

944.82

944.88

944.93

945

945.05

945.1

945.15

945.19

945.24

945.27

945.33

945.38

945.42

945.42

945.42

945.47

945.49

945.55

942.99

943.03

943.11

943.18

943.23

943.29

943.35

943.43

943.54

943.59

943.8

943.89

943.97

944.04

944.13

944.19

944.22

944.2

944.24

944.25

944.29

944.38

944.45

944.52

944.56

944.63

944.69

944.74

944.78

944.82

944.86

944.9

944.95

945

945.04

945.04

945.04

945.07

945.1

945.16
Appendix 3 61

Table 3–1. Water-surface elevation along Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for the main 

channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

24137

24488

24885

25238

25572

25962

26370

26704

27089

27400

27785

28246

28346

28391

28517

28861

29199

29592

29865

30191

30484

30794

31146

31578

32011

32479

32951

33360

33751

34155

34277

34348

34451

34776

35181

35580

36039

36176

36467

36932

37314

946.5

946.57

946.63

946.65

946.69

946.72

946.81

946.83

946.88

946.91

946.95

947.01

947.02

947.04

947.06

947.16

947.2

947.26

947.3

947.36

947.41

947.46

947.51

947.58

947.65

947.72

947.8

947.85

947.91

947.97

948

948.02

948.04

948.11

948.18

948.24

948.32

948.34

948.41

948.49

948.54

946.2

946.27

946.34

946.36

946.4

946.43

946.53

946.54

946.59

946.63

946.67

946.72

946.73

946.74

946.77

946.87

946.91

946.96

947.01

947.06

947.11

947.17

947.21

947.28

947.34

947.41

947.49

947.54

947.6

947.66

947.68

947.71

947.73

947.79

947.87

947.93

948

948.02

948.08

948.17

948.22

945.96

946.03

946.11

946.13

946.16

946.2

946.29

946.31

946.36

946.39

946.43

946.47

946.48

946.5

946.52

946.62

946.66

946.71

946.75

946.8

946.85

946.9

946.95

947.01

947.07

947.14

947.22

947.27

947.32

947.37

947.4

947.43

947.45

947.51

947.58

947.64

947.71

947.73

947.79

947.87

947.92

945.62

945.69

945.77

945.8

945.84

945.88

945.98

945.99

946.04

946.08

946.12

946.16

946.17

946.18

946.21

946.32

946.35

946.41

946.45

946.5

946.55

946.61

946.65

946.71

946.78

946.84

946.93

946.98

947.03

947.09

947.11

947.14

947.16

947.23

947.3

947.36

947.43

947.45

947.51

947.6

947.65

945.22

945.29

945.38

945.41

945.45

945.5

945.59

945.61

945.66

945.69

945.73

945.77

945.78

945.79

945.82

945.93

945.97

946.02

946.06

946.11

946.16

946.22

946.26

946.32

946.38

946.45

946.53

946.58

946.64

946.69

946.71

946.74

946.77

946.83

946.9

946.96

947.03

947.05

947.12

947.2

947.25
62 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 3–1. Water-surface elevation along Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for the main 

channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

37739

38109

38526

38966

39294

39586

39846

40103

40426

40822

41177

41321

41377

41438

41788

42226

42620

43012

43447

43912

44302

44669

45144

45196

45206

45241

45664

46034

46409

46617

46739

46788

46970

47369

47725

48072

48466

48833

49198

49517

49843

948.62

948.69

948.76

948.83

948.88

948.94

948.98

949.02

949.07

949.16

949.23

949.26

949.28

949.29

949.37

949.46

949.52

949.59

949.67

949.76

949.81

949.87

949.94

949.94

949.99

950

950.13

950.25

950.38

950.41

950.41

950.45

950.64

950.79

950.94

951.08

951.21

951.36

951.5

951.61

951.72

948.29

948.36

948.43

948.5

948.55

948.6

948.65

948.69

948.74

948.83

948.9

948.93

948.95

948.96

949.03

949.13

949.19

949.26

949.33

949.42

949.48

949.53

949.6

949.6

949.65

949.66

949.8

949.91

950.05

950.08

950.08

950.12

950.32

950.47

950.62

950.76

950.89

951.04

951.18

951.29

951.4

947.99

948.06

948.12

948.19

948.24

948.29

948.33

948.38

948.43

948.51

948.58

948.61

948.63

948.64

948.72

948.81

948.87

948.94

949.01

949.1

949.16

949.21

949.28

949.28

949.34

949.35

949.49

949.6

949.75

949.77

949.76

949.8

950.02

950.17

950.32

950.46

950.59

950.74

950.88

950.98

951.09

947.72

947.79

947.86

947.93

947.98

948.03

948.07

948.11

948.16

948.25

948.32

948.36

948.38

948.38

948.46

948.56

948.62

948.69

948.77

948.86

948.91

948.97

949.04

949.03

949.12

949.13

949.27

949.38

949.53

949.56

949.54

949.59

949.82

949.97

950.12

950.26

950.39

950.54

950.68

950.79

950.9

947.31

947.38

947.45

947.53

947.58

947.63

947.67

947.71

947.76

947.85

947.92

947.96

947.98

947.98

948.07

948.17

948.23

948.3

948.37

948.46

948.52

948.57

948.64

948.64

948.72

948.74

948.88

949

949.16

949.18

949.16

949.2

949.46

949.61

949.76

949.9

950.04

950.19

950.33

950.44

950.55
Appendix 3 63

Table 3–1. Water-surface elevation along Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for the main 

channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

50233

50677

50898

51026

51305

51623

51886

52294

52646

52969

53294

53311

53329

53354

53652

54107

54508

54827

55163

55585

55943

55991

56023

56061

56369

56714

57096

57512

57895

58298

58664

58758

58789

58830

59197

59547

59864

60198

60551

60911

61169

951.83

951.96

952

952.03

952.11

952.18

952.28

952.41

952.53

952.65

952.77

952.77

952.74

952.9

953.15

953.32

953.44

953.52

953.63

953.76

953.84

953.84

953.76

953.98

954.23

954.33

954.45

954.58

954.72

954.83

954.93

954.93

954.86

955.16

955.35

955.48

955.56

955.67

955.8

955.92

956.02

951.52

951.65

951.68

951.71

951.8

951.86

951.96

952.08

952.21

952.32

952.44

952.44

952.39

952.58

952.84

953.01

953.13

953.21

953.31

953.44

953.52

953.53

953.43

953.67

953.92

954.03

954.15

954.26

954.41

954.52

954.61

954.61

954.53

954.87

955.07

955.2

955.29

955.4

955.53

955.65

955.76

951.21

951.34

951.38

951.4

951.49

951.55

951.65

951.77

951.89

952.01

952.12

952.12

952.06

952.27

952.54

952.71

952.84

952.91

953.01

953.14

953.21

953.21

953.1

953.38

953.63

953.73

953.85

953.96

954.1

954.21

954.3

954.29

954.19

954.58

954.78

954.91

955

955.1

955.23

955.34

955.45

951.02

951.16

951.19

951.22

951.3

951.36

951.46

951.59

951.71

951.82

951.93

951.93

951.87

952.09

952.37

952.54

952.67

952.74

952.84

952.97

953.03

953.04

952.92

953.21

953.47

953.57

953.69

953.8

953.94

954.05

954.13

954.12

954

954.43

954.62

954.75

954.84

954.94

955.07

955.18

955.28

950.67

950.81

950.85

950.87

950.96

951.02

951.12

951.24

951.36

951.48

951.57

951.58

951.5

951.76

952.05

952.22

952.35

952.42

952.51

952.64

952.7

952.71

952.57

952.9

953.17

953.27

953.38

953.49

953.62

953.73

953.81

953.79

953.65

954.14

954.33

954.46

954.54

954.63

954.76

954.86

954.97
64 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 3–1. Water-surface elevation along Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for the main 

channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

61545

61584

61621

61736

62179

62569

62957

63398

63869

64302

64643

64690

64721

64754

65216

65654

65987

66321

66365

66404

66474

66782

67142

67537

67908

68280

68630

68988

69018

69044

69071

69402

69879

70316

70700

71168

71195

71253

71296

71724

72093

956.14

956.14

956.05

956.35

956.73

957.02

957.34

957.71

958.14

958.63

959.03

959.2

959.25

959.25

959.78

960.02

960.23

960.35

960.43

960.45

960.51

960.83

961.14

961.55

961.8

962.14

962.5

962.88

962.93

962.97

963.12

963.37

963.84

964.26

964.56

965.03

965.12

965.26

965.27

965.48

965.57

955.88

955.88

955.77

956.12

956.51

956.81

957.13

957.5

957.94

958.44

958.85

959.03

959.08

959.08

959.63

959.87

960.08

960.19

960.27

960.29

960.34

960.66

960.95

961.35

961.59

961.92

962.28

962.64

962.7

962.74

962.91

963.15

963.61

964.04

964.35

964.83

964.93

965.07

965.08

965.3

965.39

955.57

955.56

955.43

955.84

956.22

956.51

956.82

957.18

957.61

958.1

958.52

958.74

958.79

958.78

959.35

959.58

959.79

959.89

959.97

959.99

960.05

960.4

960.71

961.13

961.38

961.73

962.09

962.46

962.53

962.57

962.76

962.99

963.43

963.86

964.15

964.63

964.74

964.88

964.9

965.11

965.21

955.4

955.39

955.24

955.69

956.07

956.35

956.66

957.01

957.44

957.93

958.34

958.59

958.64

958.62

959.21

959.44

959.65

959.74

959.82

959.84

959.89

960.22

960.51

960.93

961.16

961.5

961.86

962.21

962.29

962.34

962.54

962.77

963.22

963.67

963.97

964.46

964.57

964.72

964.73

964.95

965.06

955.07

955.06

954.87

955.43

955.78

956.05

956.35

956.69

957.09

957.57

957.98

958.29

958.34

958.32

958.93

959.15

959.36

959.43

959.52

959.53

959.59

959.95

960.26

960.71

960.95

961.3

961.67

962.03

962.13

962.17

962.39

962.6

963.03

963.47

963.76

964.25

964.37

964.53

964.54

964.76

964.87
Appendix 3 65

Table 3–1. Water-surface elevation along Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for the main 

channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

72487

72880

73271

73547

73953

74390

74746

75148

75413

75467

75500

75547

75599

75996

76467

76893

77311

77778

78188

78529

78890

79196

79526

79908

80277

80625

80996

81293

81679

82067

82428

82776

83098

83366

83536

83564

83593

83618

83936

84272

84627

965.8

966.21

966.64

966.92

967.01

967.4

967.75

967.9

968.06

968.09

968.11

968.17

968.2

968.72

969.07

969.43

969.75

970.16

970.43

970.87

971.25

971.54

972.02

972.44

972.82

973.04

973.5

973.85

974.4

974.93

975.56

976.16

976.67

976.98

977.27

977.37

977.47

977.48

977.93

978.31

978.61

965.61

966.01

966.44

966.75

966.83

967.22

967.57

967.72

967.87

967.9

967.92

967.98

968.01

968.54

968.89

969.25

969.58

969.99

970.26

970.69

971.06

971.34

971.81

972.23

972.62

972.83

973.3

973.64

974.21

974.76

975.4

975.93

976.43

976.76

977.06

977.17

977.27

977.28

977.74

978.12

978.43

965.42

965.81

966.25

966.57

966.64

967.02

967.38

967.53

967.69

967.72

967.74

967.8

967.82

968.36

968.71

969.07

969.4

969.82

970.08

970.5

970.86

971.13

971.61

972.05

972.46

972.68

973.15

973.51

974.09

974.66

975.3

975.84

976.34

976.66

976.94

977.06

977.16

977.17

977.61

977.98

978.28

965.27

965.67

966.12

966.45

966.51

966.9

967.27

967.41

967.56

967.58

967.6

967.65

967.67

968.24

968.59

968.96

969.3

969.72

969.98

970.39

970.75

971.02

971.49

971.9

972.3

972.5

972.96

973.31

973.9

974.47

975.09

975.64

976.15

976.48

976.78

976.92

977.02

977.03

977.46

977.83

978.12

965.06

965.45

965.9

966.26

966.31

966.68

967.07

967.21

967.36

967.38

967.39

967.45

967.46

968.05

968.39

968.77

969.09

969.53

969.78

970.18

970.53

970.79

971.26

971.66

972.08

972.26

972.73

973.07

973.68

974.23

974.84

975.41

975.94

976.27

976.58

976.73

976.83

976.84

977.28

977.65

977.93
66 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 3–1. Water-surface elevation along Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for the main 

channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

84963

85236

85438

85614

85628

85913

85993

86050

86116

86475

86852

87176

87497

87827

88094

88348

88603

88898

88914

89231

89549

90013

90396

90717

90957

91024

91063

91159

91460

91741

92060

92386

92668

92946

93282

93622

93998

94381

94738

95133

95480

978.96

979.18

979.35

979.56

979.74

980.02

980.04

980.12

980.94

981.48

981.68

981.77

981.82

981.86

981.89

981.92

981.94

981.96

981.96

982.06

982.08

982.12

982.15

982.18

982.18

982.18

982.19

982.26

982.3

982.31

982.32

982.33

982.34

982.35

982.35

982.36

982.37

982.38

982.39

982.4

982.43

978.78

979

979.17

979.38

979.58

979.86

979.86

979.92

980.83

981.37

981.57

981.66

981.71

981.75

981.78

981.8

981.83

981.84

981.85

981.94

981.97

982.01

982.04

982.06

982.06

982.06

982.07

982.14

982.19

982.2

982.21

982.21

982.23

982.24

982.25

982.25

982.26

982.27

982.29

982.3

982.32

978.63

978.85

979.01

979.21

979.43

979.7

979.68

979.73

980.74

981.27

981.47

981.56

981.61

981.64

981.68

981.7

981.72

981.74

981.74

981.84

981.87

981.9

981.93

981.96

981.96

981.95

981.96

982.03

982.08

982.1

982.1

982.11

982.12

982.13

982.14

982.15

982.16

982.17

982.18

982.2

982.22

978.47

978.68

978.83

979.02

979.29

979.54

979.51

979.56

980.67

981.18

981.38

981.47

981.52

981.55

981.58

981.61

981.63

981.64

981.65

981.74

981.77

981.8

981.83

981.86

981.86

981.86

981.86

981.93

981.99

982

982.01

982.01

982.03

982.04

982.05

982.05

982.06

982.08

982.09

982.1

982.13

978.28

978.49

978.63

978.82

979.18

979.41

979.36

979.53

980.64

981.13

981.31

981.4

981.45

981.48

981.51

981.53

981.55

981.57

981.57

981.66

981.69

981.72

981.75

981.77

981.77

981.77

981.78

981.84

981.9

981.91

981.92

981.92

981.94

981.95

981.96

981.97

981.98

981.99

982.01

982.02

982.04
Appendix 3 67

Table 3–1. Water-surface elevation along Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for the main 

channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

95792

95932

96088

96297

96450

96611

96732

97086

97525

97924

98239

98605

98991

99342

99695

100060

100505

100902

101334

101803

101821

101850

101868

102076

102400

102694

103027

103298

103610

103977

104468

104494

104538

104550

104572

104925

105202

105570

106006

106361

106788

982.43

982.45

982.79

983.32

983.48

983.84

984.15

984.34

984.47

984.63

984.77

984.86

985.05

985.39

985.79

986.3

987.03

987.58

988.08

988.52

988.63

988.69

988.74

989.04

989.43

989.81

990.09

990.31

990.53

990.73

990.97

990.97

990.98

991.03

991.04

991.08

991.09

991.1

991.11

991.11

991.12

982.32

982.33

982.65

983.19

983.36

983.71

984.03

984.23

984.36

984.53

984.69

984.78

984.97

985.33

985.72

986.21

986.94

987.46

987.94

988.35

988.47

988.52

988.58

988.88

989.26

989.64

989.91

990.14

990.35

990.55

990.8

990.79

990.8

990.86

990.86

990.9

990.91

990.92

990.93

990.94

990.95

982.23

982.22

982.54

983.08

983.25

983.6

983.9

984.12

984.26

984.44

984.61

984.7

984.91

985.29

985.67

986.16

986.89

987.39

987.86

988.25

988.37

988.43

988.48

988.76

989.13

989.5

989.76

989.98

990.19

990.38

990.63

990.63

990.63

990.69

990.7

990.74

990.75

990.76

990.77

990.78

990.78

982.13

982.11

982.41

982.96

983.12

983.47

983.77

984

984.14

984.33

984.53

984.61

984.82

985.22

985.59

985.91

986.51

987.03

987.55

987.95

988.08

988.14

988.19

988.49

988.87

989.26

989.52

989.75

989.96

990.15

990.41

990.41

990.41

990.48

990.49

990.53

990.54

990.55

990.57

990.57

990.58

982.05

982.03

982.3

982.85

983

983.35

983.64

983.88

984.02

984.22

984.43

984.52

984.73

985.14

985.5

985.79

986.35

986.84

987.36

987.73

987.87

987.94

987.99

988.29

988.66

989.06

989.32

989.54

989.76

989.94

990.21

990.21

990.21

990.29

990.3

990.34

990.35

990.37

990.38

990.39

990.4
68 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 3–1. Water-surface elevation along Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for the main 

channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

107228

107604

108007

108423

108777

109119

109528

110004

110424

110867

111324

111763

112196

112603

112955

113239

113723

114169

114481

114579

114610

114650

114981

115286

115524

115866

116230

116617

116967

117403

117844

118264

118702

119102

119518

119928

120308

120638

121061

121461

121832

991.12

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.13

991.14

991.14

991.14

991.15

991.16

991.22

991.3

991.38

991.87

992.68

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.95

990.96

990.96

990.96

990.96

990.96

990.96

990.96

990.96

990.96

990.96

990.96

990.96

990.97

990.97

990.98

990.99

991.06

991.13

991.21

991.7

992.5

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.79

990.8

990.8

990.8

990.8

990.8

990.8

990.8

990.8

990.8

990.81

990.81

990.81

990.81

990.81

990.82

990.84

990.9

990.97

991.05

991.52

992.31

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.59

990.6

990.6

990.6

990.6

990.6

990.6

990.6

990.6

990.61

990.61

990.61

990.61

990.61

990.62

990.63

990.65

990.72

990.79

990.87

991.37

992.18

990.4

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.41

990.42

990.42

990.42

990.42

990.42

990.43

990.43

990.43

990.43

990.43

990.43

990.43

990.44

990.44

990.46

990.47

990.55

990.62

990.69

991.17

991.97
Appendix 3 69

Table 3–1. Water-surface elevation along Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for the main 

channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

122201 993.6 993.42 993.24 993.12 992.91

122490 994.17 993.99 993.8 993.69 993.48

122723 994.56 994.38 994.19 994.08 993.87

122987 994.88 994.71 994.53 994.43 994.24

123050 994.91 994.73 994.55 994.45 994.26

123099 994.95 994.78 994.6 994.5 994.31

123152 994.98 994.8 994.63 994.53 994.33

123373 995.1 994.91 994.72 994.61 994.39

123677 995.45 995.26 995.06 994.95 994.71

124001 995.82 995.62 995.42 995.3 995.06

124338 996.17 995.98 995.77 995.66 995.42

1

 Referenced to feet above mouth.
70 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

940

945

950

955

960

965

970

975

980

985

990

0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000

Elevation, in feet above North American Vertical Datum of 1988

Distance upstream of mouth, in feet

SR 57 / Wadsworth Rd

Private drive

Blake Rd

I-76 / SR 224

Greenwich Rd

Private drive / ford

Seville Rd

Low head dam

Wall Rd

E Sunset Dr

Grant St / E Ohio Ave

Eastern Rd

RailroadSalt St

Railroad

Abandoned railroad

Abandoned railroadPrivate road

Pipeline / private road

WS elevation

Minimum channel elevation

Hydraulic structure

EXPLANATION

WS elev after 5% reduction 

to the channel n

WS elev after 10% reduction 

to the channel n

WS elev after 15% reduction 

to the channel n

WS elev after 20% reduction 

to the channel n

Figure 3–2. Computed water-surface profiles for a bankfull discharge with Manning’s roughness coefficients in the main channel 

at current values and reduced by 5, 10, 15, and 20 percent on River Styx in Medina and Wayne Counties, Ohio. (WS, water surface; 

%, percent; n, Manning’s roughness coefficient)
Appendix 3 71

Table 3–2. Water-surface elevation, in feet, along River Styx after decreasing the Manning’s roughness coefficient (n) for the 

main channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

189 945.07 944.84 944.62 944.5 944.26

481 945.19 944.96 944.74 944.62 944.38

782 945.3 945.08 944.85 944.73 944.49

1172 945.45 945.23 945 944.88 944.64

1515 945.6 945.37 945.14 945.03 944.78

1787 945.76 945.53 945.31 945.19 944.94

2190 945.98 945.75 945.53 945.41 945.17

2470 946.12 945.89 945.67 945.55 945.31

2685 946.2 945.97 945.75 945.63 945.39

2883 946.3 946.08 945.85 945.73 945.49

3147 946.44 946.22 945.99 945.87 945.63

3458 946.61 946.38 946.15 946.04 945.79

3807 946.8 946.57 946.33 946.21 945.96

3818 946.85 946.63 946.39 946.27 946.02

3866 946.91 946.68 946.45 946.33 946.08

3905 946.93 946.7 946.47 946.35 946.1

3924 946.93 946.7 946.46 946.34 946.09

3957 946.94 946.7 946.46 946.33 946.07

3969 946.98 946.75 946.51 946.38 946.13

3990 947.22 947.02 946.81 946.71 946.51

4016 947.25 947.04 946.84 946.74 946.53

4050 947.27 947.07 946.86 946.76 946.55

4078 947.3 947.09 946.88 946.78 946.57

4109 947.34 947.13 946.92 946.82 946.61

4232 947.48 947.27 947.07 946.97 946.76

4291 947.53 947.33 947.12 947.01 946.8

4344 947.6 947.39 947.18 947.08 946.87

4368 947.61 947.4 947.19 947.09 946.88

4514 947.82 947.62 947.42 947.32 947.11

4710 947.99 947.79 947.59 947.49 947.29

5180 948.24 948.04 947.83 947.73 947.52

5393 948.35 948.15 947.94 947.83 947.62

5433 948.36 948.15 947.94 947.84 947.62

5471 948.38 948.17 947.95 947.85 947.62

5585 948.63 948.44 948.24 948.14 947.95

5805 948.76 948.57 948.37 948.27 948.08

6097 948.9 948.7 948.51 948.41 948.21

6292 948.98 948.78 948.58 948.48 948.27

6358 949 948.8 948.59 948.48 948.26

6387 949.05 948.85 948.64 948.53 948.32

6451 949.2 948.98 948.77 948.66 948.43

6466 949.27 949.08 948.88 948.79 948.59
72 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 3–2. Water-surface elevation, in feet, along River Styx after decreasing the Manning’s roughness coefficient (n) for the 

main channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

6514

6596

6911

7295

7675

8014

8298

8585

8867

8893

8959

9043

9235

9609

9940

10212

10586

11004

11441

11912

11943

12016

12080

12484

12779

13078

13395

13753

14118

14425

14798

14828

14874

14941

15233

15534

15805

16077

16358

16682

17003

17358

949.37

949.46

949.69

949.94

950.31

950.58

950.77

951.03

951.25

951.34

951.4

951.45

951.67

951.88

952.1

952.39

952.89

953.36

954.03

954.66

954.8

954.88

954.99

955.22

955.39

955.56

955.74

955.96

956.17

956.35

956.59

956.67

956.69

956.71

956.89

957.08

957.29

957.47

957.72

957.99

958.26

958.44

949.18

949.27

949.5

949.75

950.12

950.4

950.58

950.84

951.06

951.14

951.2

951.25

951.47

951.68

951.9

952.18

952.69

953.15

953.82

954.44

954.59

954.68

954.8

955.01

955.18

955.34

955.52

955.74

955.94

956.12

956.36

956.44

956.47

956.48

956.66

956.85

957.05

957.24

957.49

957.77

958.05

958.22

948.99

949.09

949.32

949.56

949.93

950.21

950.38

950.65

950.86

950.95

951

951.05

951.28

951.48

951.68

951.96

952.47

952.93

953.61

954.21

954.37

954.46

954.59

954.81

954.99

955.15

955.34

955.56

955.77

955.95

956.2

956.29

956.31

956.32

956.5

956.7

956.91

957.1

957.35

957.64

957.92

958.09

948.89

948.99

949.22

949.46

949.84

950.11

950.28

950.55

950.76

950.85

950.91

950.95

951.18

951.38

951.58

951.85

952.37

952.82

953.49

954.09

954.26

954.35

954.48

954.68

954.84

955

955.17

955.38

955.58

955.75

955.99

956.09

956.11

956.12

956.3

956.48

956.69

956.88

957.13

957.42

957.71

957.87

948.7

948.8

949.03

949.26

949.64

949.92

950.08

950.35

950.55

950.65

950.7

950.74

950.98

951.17

951.36

951.62

952.14

952.58

953.26

953.85

954.03

954.12

954.26

954.47

954.64

954.79

954.98

955.19

955.4

955.57

955.81

955.93

955.95

955.95

956.14

956.32

956.53

956.72

956.98

957.25

957.54

957.69
Appendix 3 73

Table 3–2. Water-surface elevation, in feet, along River Styx after decreasing the Manning’s roughness coefficient (n) for the 

main channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

17708

17786

17801

17844

18295

18683

19052

19290

19623

19909

20184

20478

20521

20573

20648

20843

21164

21395

21718

21779

21805

21858

22235

22504

22805

23068

23466

23937

24408

24747

25107

25507

25771

26148

26554

26830

27240

27268

27341

27375

27585

27996

958.71

958.79

959.49

959.52

959.7

959.84

960

960.06

960.11

960.19

960.27

960.47

960.57

960.58

960.58

960.66

960.78

960.83

960.95

960.95

961.07

961.16

961.27

961.39

961.49

961.59

961.89

962.42

963

963.44

963.72

963.97

964.32

964.65

964.93

965.06

965.35

965.35

965.84

965.94

966.44

967.1

958.5

958.58

959.39

959.41

959.59

959.72

959.89

959.94

959.99

960.06

960.14

960.34

960.44

960.45

960.44

960.52

960.65

960.7

960.82

960.82

960.94

961.03

961.14

961.26

961.36

961.45

961.75

962.31

962.92

963.35

963.64

963.9

964.24

964.61

964.88

965.01

965.28

965.27

965.73

965.86

966.33

966.97

958.37

958.46

959.33

959.34

959.53

959.66

959.83

959.88

959.93

960

960.07

960.26

960.37

960.38

960.37

960.44

960.56

960.61

960.73

960.73

960.85

960.95

961.06

961.18

961.28

961.37

961.67

962.25

962.88

963.31

963.61

963.86

964.19

964.58

964.85

964.97

965.22

965.2

965.64

965.78

966.24

966.88

958.15

958.25

959.27

959.27

959.46

959.58

959.74

959.79

959.83

959.89

959.95

960.14

960.25

960.26

960.25

960.32

960.43

960.49

960.61

960.61

960.73

960.83

960.93

961.05

961.15

961.23

961.52

962.12

962.77

963.2

963.52

963.78

964.09

964.51

964.78

964.9

965.14

965.12

965.54

965.7

966.13

966.75

957.96

958.07

959.23

959.23

959.41

959.52

959.67

959.71

959.75

959.81

959.86

960.03

960.14

960.15

960.14

960.2

960.31

960.36

960.49

960.49

960.61

960.72

960.83

960.95

961.04

961.12

961.42

962.02

962.67

963.09

963.43

963.69

963.98

964.42

964.69

964.82

965.04

965.01

965.42

965.62

966.02

966.6
74 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 3–2. Water-surface elevation, in feet, along River Styx after decreasing the Manning’s roughness coefficient (n) for the 

main channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

28376

28851

29243

29710

29840

29960

30076

30338

30611

30815

31166

31480

31721

31989

32162

32371

32664

32671

32680

32693

32695

32958

33199

33442

33903

34071

34515

34795

35185

35551

35778

36015

36301

36646

36910

36936

36992

37044

37421

37772

37784

37813

967.57

967.99

968.66

969.33

969.51

969.83

970.06

970.44

971.21

971.79

972.37

972.65

972.79

973.16

973.56

973.9

974.26

974.3

974.32

974.32

974.32

974.5

974.93

975.36

976.03

976.4

976.92

977.36

977.87

978.63

979.31

979.79

980.1

980.43

980.59

980.66

980.75

980.75

981.08

981.53

981.64

981.87

967.44

967.86

968.53

969.2

969.37

969.69

969.93

970.3

971.08

971.7

972.28

972.57

972.7

973.08

973.48

973.82

974.18

974.21

974.24

974.24

974.23

974.41

974.82

975.25

975.93

976.3

976.81

977.26

977.77

978.52

979.18

979.67

979.96

980.29

980.45

980.53

980.63

980.62

980.92

981.34

981.48

981.72

967.37

967.78

968.42

969.09

969.24

969.55

969.79

970.16

970.96

971.61

972.19

972.48

972.6

972.99

973.39

973.73

974.09

974.13

974.16

974.15

974.15

974.31

974.7

975.14

975.82

976.2

976.69

977.15

977.66

978.4

979.04

979.54

979.84

980.17

980.34

980.42

980.52

980.51

980.8

981.21

981.36

981.62

967.24

967.65

968.31

969.01

969.15

969.46

969.71

970.07

970.89

971.56

972.15

972.43

972.55

972.93

973.32

973.65

974.01

974.05

974.08

974.07

974.07

974.22

974.58

975.02

975.7

976.09

976.57

977.03

977.54

978.27

978.9

979.41

979.71

980.05

980.21

980.3

980.41

980.4

980.67

981.07

981.25

981.52

967.1

967.5

968.17

968.87

969

969.3

969.57

969.92

970.75

971.47

972.05

972.34

972.45

972.84

973.25

973.58

973.96

973.99

974.02

974.02

974.01

974.15

974.51

974.94

975.64

976.03

976.5

976.97

977.48

978.2

978.83

979.34

979.64

979.99

980.15

980.24

980.35

980.34

980.61

981

981.19

981.47
Appendix 3 75

Table 3–2. Water-surface elevation, in feet, along River Styx after decreasing the Manning’s roughness coefficient (n) for the 

main channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

37836

38096

38378

38754

38787

38811

39074

39267

39530

39810

40142

40484

40773

41022

41373

41721

41948

42001

42065

42168

42355

42674

42925

43167

981.87

982.13

982.41

982.8

982.85

982.85

982.95

983.29

983.65

983.87

984.05

985.08

985.56

985.83

986.59

987.15

987.31

987.33

987.38

987.49

987.56

988.11

988.66

988.83

981.72

981.99

982.26

982.67

982.72

982.72

982.82

983.16

983.54

983.76

983.93

984.99

985.51

985.76

986.5

987.1

987.25

987.28

987.32

987.42

987.48

987.97

988.55

988.72

981.62

981.89

982.17

982.59

982.65

982.65

982.73

983.08

983.46

983.69

983.83

984.92

985.45

985.69

986.42

987.05

987.2

987.22

987.27

987.36

987.41

987.86

988.45

988.64

981.51

981.78

982.04

982.46

982.53

982.52

982.6

982.95

983.35

983.59

983.74

984.87

985.43

985.65

986.37

987.03

987.17

987.2

987.24

987.33

987.37

987.81

988.41

988.59

981.46

981.71

981.94

982.35

982.42

982.42

982.48

982.82

983.24

983.48

983.61

984.79

985.37

985.58

986.28

986.98

987.11

987.13

987.17

987.27

987.3

987.69

988.31

988.5

1

 Referenced to feet above mouth.
76 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

939

940

941

942

943

944

945

946

947

948

949

950

951

952

953

954

955

956

957

958

959

0 2000 4000 6000 8000 10000 12000 14000 16000 18000

Elevation, in feet above North American Vertical Datum of 1988 

Distance upstream of the mouth, in feet

S Main St

Private road

SR 604 / Easton Rd

WS elevation

Minimum channel elevation

Hydraulic structure

EXPLANATION

WS elev after 5% reduction 

to the channel n

WS elev after 10% reduction 

to the channel n

WS elev after 15% reduction 

to the channel n

WS elev after 20% reduction 

to the channel n

Figure 3–3. Computed water-surface profiles for a bankfull discharge with Manning’s roughness coefficients in the main 

channel at current values and reduced by 5, 10, 15, and 20 percent on Little Chippewa Creek in Wayne County, Ohio. 

(WS, water surface; %, percent; n, Manning’s roughness coefficient)
Appendix 3 77

Table 3–3. Water-surface elevation, in feet, along Little Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for 

the main channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

68 951.29 951.07 950.84 950.72 950.42

349 951.34 951.12 950.89 950.77 950.47

557 951.39 951.18 950.95 950.82 950.53

824 951.48 951.25 951.02 950.89 950.58

886 951.57 951.35 951.12 951 950.71

965 951.62 951.4 951.17 951.05 950.77

1015 951.62 951.41 951.18 951.05 950.76

1326 951.83 951.62 951.4 951.27 951

1516 951.89 951.68 951.46 951.33 951.06

1721 951.95 951.74 951.52 951.39 951.11

1942 952.02 951.81 951.59 951.46 951.19

2251 952.1 951.88 951.66 951.53 951.26

2515 952.18 951.97 951.74 951.61 951.34

2799 952.28 952.06 951.84 951.71 951.43

3029 952.33 952.12 951.9 951.76 951.48

3260 952.35 952.14 951.92 951.79 951.51

3553 952.41 952.21 951.99 951.87 951.6

3597 952.43 952.23 952.02 951.89 951.62

3631 952.45 952.25 952.03 951.91 951.63

3717 952.48 952.28 952.06 951.93 951.66

3875 952.58 952.39 952.18 952.06 951.79

4200 952.65 952.46 952.25 952.12 951.86

4565 952.74 952.54 952.33 952.2 951.93

4920 952.88 952.68 952.46 952.34 952.07

5306 953 952.79 952.58 952.45 952.18

5588 953.06 952.86 952.64 952.51 952.24

5990 953.19 952.98 952.75 952.62 952.34

6349 953.31 953.1 952.88 952.75 952.47

6778 953.42 953.2 952.96 952.83 952.55

6976 953.5 953.27 953.03 952.9 952.6

7357 953.74 953.52 953.28 953.15 952.86

7637 953.84 953.61 953.37 953.23 952.95

8024 953.99 953.76 953.52 953.38 953.09

8386 954.15 953.9 953.66 953.52 953.23

8713 954.26 954.01 953.76 953.62 953.33

8972 954.38 954.12 953.87 953.73 953.44

9304 954.53 954.27 954.01 953.87 953.58

9579 954.69 954.43 954.16 954.02 953.71

9852 954.95 954.69 954.43 954.29 953.99

10171 955.12 954.86 954.59 954.45 954.15

10511 955.31 955.04 954.77 954.63 954.32
78 Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin in Ohio

Table 3–3. Water-surface elevation, in feet, along Little Chippewa Creek after decreasing the Manning’s roughness coefficient (n) for 

the main channel by 5, 10, 15, and 20 percent.—Continued

River 

station1

Water-surface elevation (in feet) associated with the indicated decrease in the Manning’s roughness coefficient (n) 

over the entire length of the main channel

0 percent 5 percent 10 percent 15 percent 20 percent

10805

11148

11511

11540

11634

11673

11865

12065

12195

12305

12705

13024

13251

13422

13573

13916

14336

14774

15231

15507

15805

16054

16328

16697

17040

17272

17552

17835

18186

955.52

955.64

955.87

955.88

955.93

955.94

956.11

956.18

956.23

956.27

956.43

956.57

956.66

956.73

956.82

956.97

957.19

957.38

957.62

957.78

957.91

958.05

958.14

958.42

958.69

958.81

959.03

959.22

959.46

955.25

955.38

955.61

955.62

955.67

955.68

955.86

955.93

955.99

956.03

956.19

956.33

956.42

956.49

956.58

956.73

956.96

957.16

957.39

957.55

957.69

957.84

957.92

958.2

958.48

958.6

958.82

959.01

959.24

954.98

955.1

955.34

955.35

955.4

955.41

955.61

955.68

955.74

955.78

955.95

956.09

956.18

956.25

956.35

956.5

956.73

956.93

957.16

957.33

957.46

957.61

957.69

957.98

958.25

958.37

958.6

958.8

959.01

954.84

954.95

955.2

955.21

955.26

955.27

955.47

955.54

955.6

955.64

955.81

955.96

956.05

956.12

956.22

956.37

956.6

956.81

957.04

957.21

957.34

957.5

957.57

957.86

958.14

958.25

958.48

958.68

958.89

954.54

954.65

954.91

954.91

954.97

954.97

955.2

955.26

955.32

955.37

955.54

955.69

955.79

955.86

955.96

956.12

956.36

956.56

956.8

956.97

957.1

957.26

957.33

957.62

957.9

958.01

958.24

958.44

958.64

1

 Referenced to feet above mouth.

Straub and Ebner—Stream-Profile Analyses Using a Step-Backwater Model for Selected Reaches in the Chippewa Creek Basin—Scientific Investigation Report 2011–5024