Roughness


Characteristics 

of Natural Channels


By HARRY II . BARNES, JR . 

U.S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 1849 

Color photographs and descriptive 

data for- 50 stream channels for 

which roughness coe cients have 

been determined 

UNITED STATES GOVERNMENT PRINTING OFFICE, WASHINGTON : 1967 
DEPARTMENT OF THE INTERIOR 

DONALD PAUL HODEL, Secretary 

U.S . GEOLOGICAL SURVEY 

Dallas L. Peck, Director 

First printing 1967


Second printing 1977


Third printing 1987


For sale by the Books and Open-File Reports Section, U.S . Geological Survey, 

Federal Center, Box 25425, Denver, CO 80225 
Contents 

Page 

Symbols____________________________________________________________________________________ vi


Abstract____________________________________________________________________________________ 1


Introduction____________________________________________________________________________ 1


Acknowledgments____________________________________________________________________ 3


Scope of report________________________________________________________________________ 3


Field investigation__________________________________________________________________ 4


Computation of reach properties 

and roughness coefficients__________________________________________________ 5


Formulas__________________________________________________________________________ 5


Computation procedure________________________________________________ 7


Application of roughness coefficients____________________________________ 7


Presentation of information____________________________________________________ 8


Columbia River at Vernita, Wash . (n = 0.024)------------ 10 

Indian Fork below Atwood Dam, 

near New Cumberland, Ohio. (n = 0.026)---------------- 14 

Champlin Creek near Colorado City, Tex. 

(n=0.027)____________________________________________________________________ 18


Clark Fork at St . Regis, Mont. (n = 0.028)------------------ 22 

Clark Fork above Missoula, Mont. (n=0.030)____________ 26


Columbia River at The Dalles, Oreg. (n = 0.030) ------ 30 

Esopus Creek at Coldbrook, N.Y. (n=0.030) ______________ 34


Salt Creek at Roca, Nebr. (n = 0.030)-------------------------- 38 

Blackfoot River near Ovando, Mont. (n = 0 .031)-------- 42 

Coeur d'Alene River near 

Prichard, Idaho (n = 0.032) -------------------------------------- 46 

Rio Chama near Chamita, N. Mex. 

(n = 0 .032 ; 0 .036) -------------------------------------------------------- 50 

Salt River below Stewart Mountain Dam, Ariz. 

(n=0.032)____________________________________________________________________ 54


Beaver Kill at Cooks Falls, N.Y. (n=0 .033)____________ 58


Clearwater River at Kamiah, Idaho (n=0.033) ______ 62

Presentation of information-Continued Page 

Etowah River near Dawsonville, Ga . 

(n=0.041 ; 0.039 ; 0.035)-------------------------------------------- 66 

West Fork Bitterroot River near Conner, Mont. 

(n = 0.036) ____________________________________________________________________ 70 

Yakima River at Umtanum, Wash. (n = 0.036) __________ 74 

Middle Fork Vermilion River near Danville, 111 . 

(n = 0.037) ____________________________________________________________________ 78 

Wenatchee River at Plain, Wash . (n=0.037)______________ 82 

Moyie River at Eastport, Idaho (n=0.038) ---------------- 86 

Spokane River at Spokane, Wash. (n = 0.038) ------------ 90 

Tobesofkee Creek near Macon, Ga. 

(n=0.043 ; 0.041 ; 0.039) -------------------------------------------- 94 

Bull Creek near Ira, Tex. (n=0.041)____________________________ 98 

Middle Fork Flathead River near Essex, Mont. 

(n=0.041)____________________________________________________________________ 102 

Middle Oconee River near Athens, Ga . 

(n=0.042 ; 0.041 ; 0.044) ------------------------------- ------------ 106 

Beaver Creek near Newcastle, Wyo. (n =0.043) __________ 110 

Catherine Creek near Union, Oreg. (n =0.043) ---------- 114 

Chiwawa River near Plain, Wash . (n = 0.043)------------ 118 

Esopus Creek at Coldbrook, N.Y. (n = 0.043)-------------- 122 

Grande Ronde River at La Grande, Oreg . 

(n=0 .043)____________________________________________________________________ 126 

Murder Creek near Monticello, Ga . (n = 0.045) -------- 130 

Provo River near Hailstone, Utah (n =0.045 ; 0.073)__ 134 

Rolling Fork near Boston, Ky. (n =0.046 ; 0.097) ------ 138 

South Beaverdam Creek near Dewy Rose, Ga. 

(n=0.052 ; 0.047) -------------------------------------------------------- 142 

Deep River at Ramseur, N.C. (n=0.049) ____________________ 146 

Clear Creek near Golden, Colo. (n=0.050) ________________ 150 

Chattahoochee River near Leaf, Ga. 

(n=0.051 ; 0.074) -------------------------------------------------------- 154 

South Fork Clearwater River near Grangeville, 

Idaho (n=0.051) ------------ ------------------------------------------- 158 

Cache Creek near Lower Lake, Calif. 

(n=0.053 ; 0.079) -------------------------------------------------------- 162 

iv 
Presentation of information- Continued Page 

East Branch Ausable River at Au Sable Forks, 

Middle Branch Wemtficld River at Goss Heights, 

Mama. (n==O.O56) ---------------------------------------------------------- 170 

Mission Creek near Cashmere, /m==0.0571_-- 174 

HavvRiver near Bpnn1c4 N. C . [o==O.O5q) .--------- . 178 

North Fork Cedar River near Lester, Wash . 

(n = 0.059) -------------------------------------------------------------------- 182 

Hominy Creek at Caod}er, N.C. /n = O .060\---------------- 186 

Rook Creek Canal near Dnrbn. Moot /m=0,06O\-- 190 

Merced River at Happy Isles Bridge, near 

Yosemite, Calif. (n==O.O65)---------------------------------------- 194 

Pond Creek near Louisville, Ky. /m==0 .O70\---------------- 198 

Boundary Creek near PortbD}, Idaho (n=0.073)------ 202 

Rock Creek near D»rby' Moot. (m= 0.075) --------------- 206 

Selected references------------------------------------------------------------------ 210 

Index------------------------------------------.----------------------' 211 
Symbols 

A Area of channel cross section 

C Flow-resistance factor 

d Diameter of bed material 

h Water-surface elevation 

ha Velocity head 

hf Energy loss due to boundary friction 

Oh, Upstream velocity head minus the downstream velocity 

head 

A coefficient 

K Cross section conveyance 

L Length of reach 

n Coefficient of roughness 

Q Discharge 

R Hydraulic radius 

S Energy gradient 

V Average velocity 
ROUGHNESS CHARACTERISTICS


OF NATURAL CHANNELS


By Harry H. Barnes, Jr . 

Abstract 

Color photographs and descriptive data are presented for 50 stream 

channels for which roughness coefficients have been determined . 

All hydraulic computations involving flow in open channels require an 

evaluation of the roughness characteristics of the channel. In the absence 

of a satisfactory quantitative procedure this evaluation remains chiefly an 

art. The ability to evaluate roughness coefficients must be developed 

through experience. One means of gaining this experience is by examining and becoming acquainted with the appearance of some typical channels 

whose roughness coefficients are known. 

The photographs and data contained in this report represent a wide 

range of channel conditions. Familiarity with the appearance, geometry, 

and roughness characteristics of these channels will improve the engineer's 

ability to select roughness coefficients for other channels . 

INTRODUCTION 

The principal objective of this report is to present descriptive 

data and photographs for 50 different stream channels for 

which roughness coefficients have been determined. This 

information, which has been accumulated by the U.S . Geological Survey during the past 15 years, was previously available only in a photographic slide library in three-dimensional 

color. Numerous requests for copies of the slides from organizations and private individuals led to the justification for the 

present report. 
All hydraulic computations involving flow in open channels 

require an evaluation of the roughness characteristics of the 

channel . At the present state of knowledge, the selection of 

roughness coefficients for natural channels remains chiefly an 

art. There are no resistance diagrams or quantitative relationships available similar to those used for steady flow in uniform 

pipes or for the frictional resistance of ships. Consequently the 

ability to evaluate roughness coefficients for natural channels 

representing a wide range of conditions must be developed 

through experience. 

The experience necessary for the proper selection of roughness coefficients can be obtained in several ways, namely (1) to 

understand the factors that affect the value of the roughness 

coefficient, and thus acquire a basic knowledge of the problem, 

(2) to consult a table of typical roughness coefficients for channels of various types (Woodward and Posey, 1941), and (3) to 

examine and become acquainted with the appearance of some 

typical channels whose roughness coefficients are known. 

Photographs of channels of known resistance are thus useful 

in estimating the roughness characteristics of similar channels . 

The photographs and data presented in this report cover a wide 

range in conditions. Familiarity with the geometry, appearance, and roughness characteristics of these channels will 

improve the engineer's ability to select roughness coefficients 

for other channels . 

To the untrained beginner, the selection of a roughness 

coefficient can be no more than a guess; and different individuals obtain different results . Furthermore, it is sometimes 

difficult to convince either the layman or the scientist that 

consistently reliable roughness coefficients can be selected by 

trained engineers on the basis of sound judgment and experience. Fortunately, even though the, selection of the coefficients is classified as an art, the accuracy of many selections 

can be evaluated in exact engineering or statistical terms. 

The ability to evaluate the roughness characteristics of 

channels is important in the hydraulic work of the U.S . Geological Survey. This ability, for example, is involved in the 
methods (Benson and Dalrymple, 1966 ; Dalrymple and Benson, 1966 ; Bodhaine, 1966 ; Matthai, 1966 ; Hulsing, 1966) 

which are used in defining the peak discharge of most major 

floods. For this reason the Survey maintains a program 

which both trains young engineers in the evaluation of channel 

roughness and tests the accuracy of roughness coefficients by 

veteran engineers. The results of these tests as reported by 

Bailey and Ray (1966) indicate that trained engineers can 

select roughness coefficients with an accuracy of plus or minus 

15 percent under most conditions. These facts prove that 

present methods are sound but that there is much room for 

improvement. A quantitative procedure for determining the 

roughness characteristics of channels has been the goal of 

research in the Survey and in other organizations for many 

years, but as yet little practical success has been achieved. 

ACKNOWLEDGMENTS 

Data contained in this report represent contributions by 

many engineers of the U.S. Geological Survey. Much credit 

is due Hollister Johnson and Tate Dalrymple who conceived 

and promoted the Survey's program to verify roughness 

coefficients in natural channels. 

The author gratefully acknowledges the advice and assistance of R. W. Carter, W. R. Stokes, E. D. Cobb, and R. E . 

Smith. 

SCOPE OF REPORT 

Information on the geometry and roughness characteristics 

of 50 different stream channels is presented in the report. All 

of the stream channels are considered to be stable . Sandchannel streams were not included in the report because 

roughness coefficients for streams of this type have been 

defined in terms of size of bed material and other variables 

(Simons and Richardson, 1962) . 

The 50 sites include a wide range of hydraulic conditions 

from the boulder-strewn mountain stream of the western 

conterminous United States to the heavily vegetated flatsloped stream of the southern conterminous United States . 

3 
The techniques used in field investigations at each site are 

first discussed in the report. The procedures used in computing the value of the roughness coefficient are then described. 

The remainder of the report consists of the presentation of a 

set of data and photographs for each of the 50 sites. 

FIELD INVESTIGATION 

Sites were selected for study after a major flood had occurred 

in a given region. Each site met the following criteria: 

1 . The peak discharge of the flood was measured by the 

current-meter method, or determined from a well-defined 

stage-discharge relation ; 

2 . Good high-water marks were available to define the watersurface profile at the time of the peak ; 

3 . Afairly uniform reach of channel was available near the gage; 

4. The flood discharge was within the channel banks-that 

is, extensive flow in flood plains did not exist. 

A transit-stadia survey of each reach was completed shortly 

after the flood. The necessary information was obtained in 

this survey to plot accurately to a common datum (1) the 

water-surface profile as represented by high-water marks, (2) 

a plan view of the reach, (3) cross sections at intervals along 

the reach . Surveying techniques used in this investigation are 

described in detail by Benson and Dalrymple (1966) . 

Photographs of the. reach were taken during the time of 

the survey. The photographs shown in this report thus 

represent conditions in the reach immediately after the flood. 

A size description of the bed material at most of the sites 

was determined by sampling methods (Wolman, 1954) . These 

samples were in general taken several years after the flood 

for which the roughness coefficient was determined. The 

samples may or may not be representative of the bed material 

at the time of the peak . Frequency distributions of bedmaterial size were determined by sieve analysis where the 

medium size of the material was less than 50 mm and, where 

the material was too large to sieve, by measuring the intermediate axis of particles selected at random from the bed 

surface. 

4 
COMPUTATION OF REACH PROPERTIES 

AND ROUGHNESS COEFFICIENTS 

Formulas 

Most open-channel flow formulas can be expressed in the 

following general terms, 

Q=C A Rz S' (1) 

where Q is the discharge, in cubic feet per second ; C is a 

factor of flow resistance ; A is the cross-sectional area of the 

channel, in square feet ; R is the hydraulic radius, in feet ; 

and S is the energy gradient . The Manning equation, one 

of the well-known variations of equation 1, was used as the 

basis for computing the reach properties and roughness coefficients given in this report. The Manning equation is 

_ _ 1 .486 AR2/3 5112 Q' n 

where n is a roughness coefficient and other variables in the 

equation are as defined above . 

The Manning equation was developed for conditions of 

uniform flow in which the water-surface profile and energy 

gradient are parallel to the streambed, and the area, hydraulic 

radius, and depth remain constant throughout the reach. 

For lack of a better solution, it is assumed that the equation 

is also valid for nonuniform reaches, invariably found in 

natural channels, if the energy gradient is modified to reflect 

only the losses due to boundary friction. The energy equation 

for a reach of nonuniform channel between sections 1 and 

2 in figure 1 is (see p. J) 

(h+h,), =(h+hv)2+(hf)1.2+k(Ohv), .2 

where 

h =elevation of the water surface at the respective 

sections above a common datum; 

hr, = velocity head at the respective section = «V2/ 2g; 

hf = energy loss due to boundary friction in the reach ; 

5 
Ahv =upstream velocity head minus the downstream 

velocity head ; 

k(Ahv) = energy loss due to acceleration of velocity or 

deceleration of velocity in a contracting or 

expanding reach ; and 

k =a coefficient taken to be zero for contracting 

reaches and 0 .5 for expanding reaches. 

In computing the values of n listed in this report the value of «, 

the velocity head coefficient, was always considered to be 1 .00. 

The friction slope S to be used in the Manning equation 

is thus defined as 

S=hy Ah+Ah,-k(Ah,) (4) 

L L 

where Ah is the difference in water-surface elevation at the 

two sections and L is the length of the reach. 

In using the Manning equation the quantity (1 .486/n)AR2 i 3 , 

called conveyance and designated K, is computed for each 

cross section. The mean conveyance in the reach between 

any two sections is computed as the geometric mean of the 

conveyance of the two sections . The discharge equation in 

terms of conveyance is 

Q= 11 K2 S 

where S is the friction slope as previously defined . 

In this investigation the average value of the Manning n was 

computed for each reach from the known discharge, the watersurface profile, and the hydraulic properties of the reach as 

defined by 2-17 cross sections. The following equation, 

which is based on the same concepts and definitions as equations 2-5, was used in these computations. The equation is 

applicable to a multisection reach of Mcross sections which are 

designated 1, 2, 3, . . . M-1, M. 

1 .486 (h+ha)1-(h+hv)M-[(k Ohv)1 .2+(k Ohv)2.3+ . . .-1­

n= Q ~L.2 + L2.3 . . . +L(m-1) .M 

Z1 Z2 Z2Z3 z(M-1)ZM (k Ahv)(M-1).M] (6) 

where Z = AR21' and other quantities are as previously defined. 

6 
Computation Procedure


A planimetric map of each reach was developed by plotting

from the notes of the field survey. The location of all high 

water marks and cross sections was shown on the map. The 

distances between cross sections were determined from the map. 

The profile of the water surface through the reach was 

developed separately along each bank by plotting the elevation 

and stationing of high-water marks . The water-surface elevation at each cross section was determined as the average of 

the water-surface elevation on each bank as taken from the 

water-surface profiles. 

Cross sections were plotted from the field notes, and data on 

stationing, distance, ground elevations, depths, and top widths 

were tabulated. The area and wetted perimeter for each 

panel between given ground elevations were computed. The 

area, wetted perimeter, and hydraulic radius for each cross 

section were determined, and values of AR"' were computed. 

The average value of n for each reach was then determined 

by substituting the proper quantities in equation 6. 

The computation procedure is virtually the same as for computation of discharge by the slope-area method . This procedure is described in detail by Dalrymple and Benson (1966) . 

APPLICATION OF ROUGHNESS 

COEFFICIENTS 

The values of n presented in the report are intended for use 

in the Manning equation 

V _ 1 .486 R2/3 5112 (English units) n 

R2/3 S112 

or V (metric units)

n 

The value of n may be converted to values of the Chezy Cby 

the relation 

= 1 .486 R116 C (English units) n 

and the value of C may then be used in the Chezy equation 

V=CRS 
All these equations are limited to turbulent flow in fully 

rough channels. Flow in natural channels normally meets 

this criterion . 

PRESENTATION OF INFORMATION 

A four-page set consisting of channel data, plan sketches 

(not to scale) and cross sections, and photographs, is presented 

for each reach in the following section of the report. Each 

set of data is identified by the permanent gaging-station 

number and name used by the U.S. Geological Survey in 

publication of streamflow-records . 

The data tabulation shows the location of the gage and a 

reference cross section, the drainage area of the stream, the 

date of the flood, the peak gage height at the gage and at section 1 during the flood, the peak discharge measured by current-meter method, the computed roughness coefficient for the 

reach, a general description of the channel, the median bedmaterial size, d o , and the reference size for which 84 percent 

of the bed material is finer, d84 . The area, top width, mean 

depth (area/top width), hydraulic radius, and mean velocity 

corresponding to the water-surface elevation at the time of the 

peak are listed for each cross section. The distance or length 

between cross sections and the fall in water surface between 

cross sections are also shown. Information for two or more 

peak discharges is available at some sites. These data are 

listed according to the magnitude of discharge. Data corresponding to the largest discharge appear first . 

At several sites a small percentage of the flow occurred in 

the shallow flood plain adjacent to the main channel. For 

each of these sites the data and computations reflect the flow 

of the main channel . 

Data for the site, Rolling Fork at Boston, Ky., are unique in 

that roughness coefficients were computed for both the overflow plain and the main channel. 

Two color photographs taken immediately after the flood 

are shown for each reach . The position of the camera and the 
number of the picture are shown on the plan sketch by a 

pointer, which shows the direction in which the camera was 

pointed . The water level at the time of the peak is indicated 

in some of the photographs by a horizontal rod or tape. 

The initial station for cross sections is at the left bank. Plots 

are arranged so that the left bank appears on the reader's left . 

The water levels shown on the cross sections correspond to the 

water-surface profile at the time of the peak as defined by

high-water marks. 

Sites are arranged according to the value of the computed 

roughness coefficient, in ascending order. 

i 

"*-Section 1 -1. Section 2,,rj. 

v 

t 

PLAN VIEW 

hvl I 1~---- -E rgy grad ient I hf+k(Ah ) 

Water surface [hv2 

Datum 

L 

PROFILE VIEW 

Figure 1. -Definition sketch of a slope-area reach. 
n = 0.024 

12-4645 . Columbia River at Vernita, Wash. 

Gage location .-In sec. 11, T. 13 N., R. 24 E., at the Richmond 

ferry site, 0.5 mile north of Vernita station . Gage presently 

operated 50 miles upstream for station called Columbia 

River at Trinidad, Wash. Section 1 is 5,000 ft upstream 

from cableway at Vernita gage. 

Drainage area.-89,700 sq mi, approximately . 

Date offlood.-May 22, 1949 . 

Gage height.-48 .33 ft at Trinidad gage ; 29 .5 ft (different 

datum) at section 1 . 

Peak discharge .-406,000 cfs . 

Computed roughness coefficient . -Manning n=0.024. 

Description of channel.-Bed consists of slime-covered cobbles 

and gravel . The straight and steep left bank is composed 

of cemented cobbles and gravel. The gently sloping right 

bank consists of cobbles set in gra;-e1 and is free of vegetation . 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) 

between 

sections 

Fall (ft)

between 

sections 

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

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

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

47,100 

49,000 

49,600 

1,800 

1,650 

1,760 

26 .2 

29 .7 

28 .2 

26 .16 

29,56 

28 .10 

8.65 

8.28 

8.17 

. . . . . . . . . . . . 

2,500 

2,500 

. . . . 

0.48 

.49 

Notes.-
n = 0.024 

CROSS SECTIONS 

Plan sketch and cross sections, Columbia River at 

Vernita, Wash. 
n = 0.024 

No. 67 upstream from top of bank at section 3, 

Columbia River at Vernita, Wash. 

1 2 
n = 0.024 

No . 66 upstream along right bank from section 3, 

Columbia River at Vernita, Wash . 

1 3 
n = 0.026 

3-1215 . Indian Fork belowAtwood Dam, near 

NewCumberland, Ohio 

Gage location.-Lat 40°31'30", long 81°17'20", in SEY4 sec. 28, 

T. 15 N., R. 7 W., on left bank 500 ft downstream from 

Atwood Dam, 0 .5 mile upstream from mouth, and 1 .5 miles 

southeast of New Cumberland, Tuscarawas County. Section 1 is about 300 ft downstream from gage. 

Drainage area.-70 .3 sq mi. 

Date offood.-May 11, 1948. 

Gage height.-10.27 ft at gage ; 9 .99 ft at section 1 . 

Peak discharge .-768 cfs . 

Computed roughness coefficient . -Manning n=0.026 . Description of channel .-Bed and banks are composed of clay. 

Banks are clear except for short grass and exposed tree roots 

in some places. Reach Properties 

Top Mean Hydraulic Mean Length (ft) Fall (ft) Section I Area width depth radius velocity between between (sq ft) (ft) (ft) (ft) (ft per sec) sections . sections 

1 . . . . . . . . . . . 280 52 5.4 4.87 2.74 . . . . . . . . . . . . . , . . 2 . . . . . . . . . . . 273 51 5.4 4.82 2.82 257 0.08 3 . . . . . . . . . . . 279 52 5.4 4.97 2.76 202 .05 

Notes.-
n = 0.026 

CROSS SECTIONS 

12 

10 

8 

6 

4 

2 

10 

8 

6 

4 

2 

10 

8 

6 

4 

2 

0 10 20 30 40 50 60 

WIDTH, IN FEET 

Plan sketch and cross sections, Indian Fork below 

Atwood Dam, near New Cumberland, Ohio. 

1 5 
n = 0.026 

No. 327 upstream from right bank below section 3,

Indian Fork below Atwood Dam, near New Cumberland, Ohio. 

16 
n = 0.026 

No. 329 upstream from right bank at section 2, 

Indian Fork below Atwood Dam, near New Cumberland, Ohio. 

1 7 
n = 0.027 

8-1235 . Champlin Creek near Colorado City, Tex. 

Gage location .-Lat 32°19', long 100°49', on right bank 600 ft 

downstream from South Fork, 5 miles southeast of Colorado 

City, Mitchell County, and 5 .5 miles upstream from mouth . 

Section 2 is 350 ft downstream from gage. 

Drainage area.-158 sq mi . 

Date offood.-May 17, 1949 . 

Gage height.-5 .05 ft at gage; 4 .24 ft at section 2 . 

Peak discharge.-2,390 cfs . 

Computed roughness coefficient . -Manning n=0.027 . 

Description of channel.-Bed consists of gravel deposits over 

smooth to rough rock. Banks are covered with grass and 

have a few outcrops . 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per s°_ "7) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

2 . . . . . . . . . . . 412 85 4.8 4.71 5.80 . . . . . . . . . . . . . . . . 

3 . . . . . . . . . . . 344 79 4.4 4.20 6.96 176 0.43 

4 . . . . . . . . . . . 307 70 4.4 4.24 7.78 148 .71 

Notes.-
n = 0.027 

CROSS SECTIONS 

a

0 

W 

a 

H

W 

W 

Z 

Z _Z 

0 

J

W 

Plan sketch and cross sections, Champlin Creek near 

Colorado City, Tex. 

1 9 
n = 0.027 

No. 511 downstream along right bank from above section 2, 

Champlin Creek near Colorado City, Tex. 

20 
n = 0.027 

No. 512 upstream along left bank from below section 4, 

Champlin Creek near Colorado City, Tex. 

2 1 
n = 0.028 

12-3 545 . Clark Fork at St. Regis, Mont.


Gage location .-Lat 47° 18'05", long 115° 05'15", in center of 

SW Y4 sec. 19, T. 18 N., R. 27 W., on left bank at St. Regis, 

0.5 mile downstream from St. Regis River. Section 1 is 

660 ft upstream from gage. 

Drainage area.-10,709 sq mi . 

Date offlood .-May 24, 1948 . 

Gage height.-19 .96 ft at gage ; 20.42 ft at section 1 . 

Peak discharge .-68,900 cfs . 

Computed roughness coefficient . -Manning n = 0 .028 . 

Description of channel .-Bed consists of well-rounded boulders; 

d5o =135 mm, d84 = 205 mm. Banks are composed of gravel

and boulders, and have tree and brush cover. 

Reach properties 

Top Mean Hydraulic Mean Length (ft) Fall (ft) Section Area width depth radius velocity between between (sq ft) (ft) (ft) (ft) (ft per sec) sections sections 

1 . . . . . . . . . . . 6,860 404 16 .98 16 .70 10 .04 . . . . . . . . . . . . . . . . 2 . . . . . . . . . . . 6,976 429 16 .26 16 .04 9.88 755 0.555 

3 . . . . . . . . . . . 7,194 454 15 .85 15 .64 9.58 438 .32 

Notes.-
n = 0.028 

CROSS SECTIONS 

a

0 

W 

a 20 

H

W

W

W 10 

Z 

Z 

Fa 

W

J

W 

Plan sketch and cross sections, Clark Fork at St. Regis, Mont. 

23 
n = 0.028 

No. 22 downstream along right bank from section 2, 

Clark Fork at St. Regis, Mont. 

24 
n = 0.028 

No. 23 upstream along left bank from section 2, 

Clark Fork at St. Regis, Mont. 

25 
n = 0.030 

12-3405 . Clark Fork above Missoula, Mont. 

Gage location .-Lat 46°52'40", long 113° 55'40", in NWY4NWj 

sec . 19, T . 13 N, R. 18 W., on right bank 3 miles downstream from Blackfoot River and 3 miles east of Missoula . 

Section 1 is 405 ft upstream from gage. 

Drainage area.-5,999 sq mi . 

Date offlood.-May 23, 1948 . 

Gage height.-13 .07 ft at gage ; 14 .54 ft at section 1 . 

Peak discharge.-31,500 cfs . 

Computed roughness coefficient . -Manning n = 0.030. 

Description of channel.-Bed is composed of sand, gravel, and 

boulders ; d5o =175 mm, d84 = 325 mm. Thick undergrowth 

is along right bank and along the left bank in the lower 

part of the reach. 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

1 . . . . 

2 . . . . 

3 . . . . 

4 . . . . 

. 

. 

. 

. 

. . . . . . 

. . . . . . 

. . . . . . 

. . . . . . 

3,866 

3,461 

3,634 

3,798 

285 

267 

294 

312 

13.56 

12.96 

12.36 

12.17 

13.24 

12 .64 

12.10 

11 .95 

8 .15 

9 .10 

8 .67 

8 .29 

. . . . . . . . 

305 

243 

297 

. . . . . . . . 

0.63 

.25 

.18 

Notes. -
n = 0.030 

a

0 

W 

a 

0 

W

W 

z 

z 

0 

a 

W

J

W 

PLAN SKETCH 

2 /1 3 4 

Gage 

I 

2 

CROSS SECTIONS 

WIDTH, IN FEET 

Plan sketch and cross sections, Clark Fork above 

Missoula, Mont. 

27 
n = 0.030 

No. 18 downstream along left bank from above section 3, 

Clark Fork above Missoula, Mont. 

28 
n = 0.030 

No. 19 downstream through reach from bridge 400 ft above 

section 1, Clark Fork above Missoula, Mont. 

29 
n = 0.030 

14-1057 . Columbia River at The Dalles, Oreg . 

Gage location .-Lat 45°36'10", long 121°10'40", in NWY4 sec. 3, 

T. 1 N., R. 13 E., at upstream end of Port of The Dalles 

dock at The Dalles, 3 .2 miles downstream from The Dalles 

Dam and at mile 189 .3 . Section 4 is at cableway 9 miles 

upstream from gage . 

Drainage area .-237,000 sq mi, approximately. 

Date offlood.-May 31, 1948 . 

Gage height .-154 .56 ft at gage ; 171 .44 ft at section 1 . 

Peak discharge .-1,000,000 cfs . 

Computed roughness coefficient . -Manning n = 0 .030. 

Description of channel .-Left bank consists of sand, gravel, and 

boulders, and has light cover of brush in some places . 

Right bank is formed by severely scalloped basalt cliffs . 

The bed material is fairly well graded from 18-inch boulders 

along the left bank down to sand at the base of the right 

bank. Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

1 . . . . . . . . . . . 94,650 1,980 47 .80 47 .28 10 .57 . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 90,810 1,640 55 .37 54 .10 11 .01 2,003 . 0.50 

3 . . . . . . . . . . . 89,040 1,485 59 .96 57 .80 11 .23 778 .20 

4 . . . . . . . . . . . 91,890 1,600 57 .43 55 .81 10 .88 1,394 .41 

Notes.-
n = 0.030 

CROSS SECTIONS 

250 

200 Water surface 5/31/48 I I i I 

150 1 

100 

200 

150 

100 

* Properties of overflow sections 

not included in table 

200 

I 

150 

3 

100 

50 

200 

150 

I4 

100 

50 

0 500 1000 1500 2000 2500 3000 3500 

WIDTH, IN FEET 

Plan sketch and cross sections, Columbia River at 

The Dalles, Oreg. 

31 
No. 47 downstream along right bank from above section 1, Columbia River at The Dalles, Oreg. 

3 2

n = 0.030 

No. 38 upstream along left bank from section 4, 

Columbia River at The Dalles, Oreg. 

33 
n = 0.030 

1--3 62 5 . Esopus Creekat Coldbrook, N.Y. 

Gage location .-Lat 42°00'45", long 76°16'10", on left bank at 

downstream side of highway bridge at Coldbrook, Ulster 

County, 1 .5 miles upstream from Ashokan Reservoir and 

2.5 miles south of Mount Tremper. Section 1 is about 400 

ft upstream from Highway 28-A, which is about 6 miles 

southeast of gage . 

Drainage area.-192 sq mi. 

Date offood.-Mar . 22, 1948. 

Gage height.-12.39 ft at gage; 15 .60 ft (different datum) at 

section 1 . 

Peak discharge.-13,900 cfs. 

Computed roughness coefficient . -Manning n=0 .030. 

Description of channel.-The bed is coarse gravel and both banks 

are lined with trees and brush. 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft)

between 

sections 

1 . . . . . . . . 

2 . . . . . . . . 

. 

. 

. . 

. . 

1,600 

1,589 

301 

284 

5.3 

5.6 

5.28 

5.54 

8.70 

8.77 . . . . . . . . . . . . . . . . 

471 1 .60 

Notes . -
PLAN SKETCH 

2 

CROSS SECTIONS 

a

0 

a 

m 

a 

W

W

W 

Z 

Z 

H

a 

W

J

W 

Plan sketch and cross sections, Esopus Creek at 

Coldbrook, N.Y. 

3 5 
n = 0.030 

No. 354 upstream along left bank from section 2, 

Esopus Creek at Coldbrook, N.Y. 

36 
n = 0.030 

No. 357 upstream from right end of bridge below reach, 

Esopus Creek at Coldbrook, N.Y. (at Highway 28-A) . 

3 7 
n = 0.030 

6-8030. Salt Creek at Roca, Nebr.


Gage location .-Lat 40° 39'33", long 96°39'39", in SWY4 sec. 

17, T . 8 N., R . 7 E., on left bank 15 ft downstream from 

highway bridge at west edge of Roca . Section 1 is 75 ft 

downstream from gage . 

Drainage area.-174 sq mi. 

Date offood.-May 2, 1954. 

Gage height.-16 .02 ft at gage ; 15 .94 ft at section 1 . 

Peak discharge.-1,860 cfs . 

Computed roughness coefficient . -Manning n = 0.030. 

Description of channel.-Bed consists of sand and clay. Banks 

are generally smooth and are free of vegetal growth during 

floods. Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic 

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft) 

between 

sections 

1 . . . . . . . . . . . 528 72 7 .4 6 .7 3 .46 . . . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 502 80 6 .3 5 .9 3 .71 113 0 .09 

3 . . . . . . . . . . . 497 69 7 .2 6 .6 3 .74 110 .06 

4 . . . . . . . . . . . 497 78 6 .4 5 .9 3 .74 134 .05 

Notes.-
n = 0.030 

825 

4 

CROSS SECTIONS 

a

0 

W 

a 

W 

W

W 

Z 

Z 

H 

a 

W

J 

W 

Plan sketch and cross sections, Salt Creek at Roca, Nebr. 

39 
n = 0.030 

No. 824 downstream from above section 1, 

Salt Creek at Roca, Nebr. 

40 
n = 0.030 

No. 825 downstream from below section 2, 

Salt Creek at Roca, Nebr . 

41 
n = 0.031 

12-3385. Blackfoot River near Ovando, Mont. 

Gage location .-Lat 47° 01'10", long 113 ° 13'40", in SEY4NWY4 

sec. 34, T. 15 N., R. 13 W., . on left bank 0.25 mile upstream 

from Monture Creek and 5 miles west of Ovando. Section 

1 is about 0.25 mile upstream from gage . 

Drainage area.-1,274 sq mi. 

Date offood.-May 22, 1948 . 

Gage height .-6 .84 ft at gage ; 16.34 ft at section 1 . 

Peak discharge.-8,200 cfs . 

Computed roughness coefficient .-Manning n = 0 .031 . 

Description of channel.-Bed is gravel and boulders ; d5o = 155 

mm, d84 = 280 mm. Banks consist of same material and 

are relatively free of vegetation . 

Reach properties 

Top Mean Hydraulic Mean Length (ft) Fall (ft)

Section Area width depth radius velocity between between 

(sq ft) (ft) (ft) aft) (ft per sec) sections sections 

1 . . . . . . . . . . . 1,230 199 6 .18 6.12 6 .67 . . . . . . . . . . . . . . 2 . . . . . . . . . . . 1,140 189 6 .03 5,97 7.19 292 0.68 

Notes.-
n = 0.031 

PLAN SKETCH 

2 

CROSS SECTIONS 

18 

16 

14 

12 

Q 

10 W 

Q 

8 

W

W

W 

Z 

Z 

16 

Q 

wJ

w 14 

12 

10 

40 80 120 160 200 

WIDTH, IN FEET 

Plan sketch and cross sections, Blackfoot River near 

Ovando, Mont. 

43 
n = 0.031 

No . 1 downstream from left bank above section 1, 

Blackfoot River near Ovanda, Mont. 

44 
n = 0.031 

No. 3 upstream towards right bank from below section 2, 

Blackfoot River near Ovanda, Mont. 

45 
n = 0.032 

12-4120 . Coeur d'Alene River near Prichard, 

Idaho 

Gage location .-Lat 47°38'05", long 115°58'55", in lot 7, sec. 32, 

T. 50 N., R. 4 E., on right bank 0.2 mile downstream from 

Beaver Creek and 1 .75 miles southwest of Prichard. Section 1 is 570 ft upstream from gage . 

Drainage area .-583 sq mi. 

Date offood.-May 21, 1948 . 

Gage height.-9 .24 ft at gage; 10.98 ft at section 1 . 

Peak discharge .-11,300 cfs . 

Computed roughness coefficient . -Manning n = 0 .032. 

Description of channel.-Bed is composed of rock along left edge, 

gravel and small boulders elsewhere ; dso =103 mm, d8, = 

650 mm. Left bank is irregular bedrock, steep and clean. 

Right bank consists of sand and gravel covered with heavy 

growth of brush and trees . 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

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

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

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

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

1,260 

1,200 

1,306 

1,312 

162 

141 

159 

185 

7 .8 

8.5 

8.2 

7.1 

7 .65 

8.00 

7.96 

6.87 

8.97 

9.42 

8.65 

8.61 

. . . . . . . . 

230 

400 

302 

. . . . . . . . 

0.50 

.88 

.92 

Notes.-
0 

n = 0.032 

PLAN SKETCH 

3 

CROSS SECTIONS 

W 

< 

H

W

W

UZ 

< 

W

J

W 

Plan sketch and cross sections, Coeur d'Alene River near 

Prichard, Idaho. 

47 
n = 0.032 

No. 34 downstream through reach from right bank, 

Coeur d'Alene River near Prichard, Idaho . 

48 
n = 0.032 

No. 36 downstream along right bank at section 1, 

Coeur d'Alene River near Pritchard, Idaho. 

49 
n = 0.032 ; 0. 03 6 

8-2900 . Rio Chama near Chamita, N. Mex. 

Gage location .-Lat 36°04'25", long 106°06'39", in NEY4NEj 

sec . 8, T. 21 N., R. 8 E., on left bank 200 ft downstream 

from bridge on U.S . Highway 285, 0 .5 mile west of Chamita, 

2.5 miles northwest of San Juan Pueblo, and 3 miles 

upstream from mouth. Section 1 is about 200 ft upstream 

from gage. 

Drainage area.-3,140 sq mi . 

Date offlood.-Mar. 24, 1950 ; Apr. 3, 1950 . 

Gage height .-3.41 ft, 2 .95 ft at gage ; 3 .65 ft, 3 .18 ft at section 1 . 

Peak discharge.-1,060 cfs ; 684 cfs . 

Computed roughness coefficient . -Manning n=0.032 ; 0 .036 . 

Description of channel.-The bed consists of sand and gravel . 

The left bank is rock and the right bank is mostly gravel . 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth 

(ft) 

Hydraulic radius 

(ft) 

Mcan 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft)

between 

sections 

Mar. 24, 1950 

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

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

312 

297 

95 

84 

3 .3 

3 .5 

3 .12 

3 .45 

3 .40 

3 .57 202 . 

. . . . 0.24 

Apr. 3, 1950 

1 . . . . . . . . . . . 235 92 2.6 2 .52 2.91 

2 . . . . . . . . . . . 249 81 3.1 2 .95 2.75 . . . . 202 . . . .'0.23 

Notes .­
n = 0.032 ; 0.036 

PLAN SKETCH 

CROSS SECTIONS 

6 

2 

Q 

H

w

ww 

20 40 60 80 100 120 

Z 

Z 4 O I 

i 

Q 2 

J

w 

w 

0 

20 40 60 80 100 120 

WIDTH, IN FEET 

Plan sketch and cross sections, Rio Chaina 

near Chamita, New Mex. 

5 1 
n = 0.032; 0. 03 8 

No. 547 upstream along right bank from below section 2, 

Rio Chama near Chamita, N. Mex. 

52 
550 do

steaoCata, gt baatesecto, o0 Caa 0

n .032 ; .036 

No. 

near . . 

53 
n = 0.032 

9-5020. Salt River below Stewart Mountain Dam, 

Ariz . 

Gage location .-Lat 33°33'00", long 111'34'31", in NY2NWY4 

sec. 6, T. 2 N., R. 8 E. (unsurveyed), on left bank 3 .5 miles 

downstream from Stewart Mountain Dam and 6 miles 

upstream from Verde River. Section 1 is about 2.25 miles 

downstream from gage . 

Drainage area .-6,230 sq mi, of which 21 sq mi is below Stewart 

Mountain Dam. 

Date offood.-Mar. 24, 1950 . 

Gage height .-4.26 ft at gage ; 99 .26 ft (different datum) at 

section 1 . 

Peak discharge.-1,280 cfs. 

Computed roughness coefficient . -Manning n = 0 .032 . 

Description of channel .-Bed and banks consist of smooth cobbles 

4 to 10 inches in diameter, average diameter about 6 inches. 

A few boulders are as much as 18 inches in diameter . 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

1 . . . . . . . . . . . 484 189 2.6 2.55 2.65 . . . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 408 192 2.1 2.12 3 .14 258 0.37 

3 . . . . . . . . . . . 384 154 2.6 2.49 3 .34 317 .50 

4 . . . . . . . . . . . 449 194 2.3 2.30 2.86 294 .31 

5 . . . . . . . . . . . 420 204 2.1 2.06 3 .05 370 .63 

6 . . . . . . . . . . . 381 207 1 .8 1 .84 3 .36 333 .72 

7 . . . . . . . . . . . 308 191 1 .6 1 .61 4.16 314 1 .06 

Notes.-
n = 0 .032 

Q 

ocQ

GC 

H 

m 

OC 

Q 

w 

w

w 

Z 

Z 

O 

Q 

w

J 

W 

WIDTH,IN FEET 

Plan sketch and cross sections, Salt River below Stewart 

Mountain Dam, Ariz . 

55 
n = 0.032 

low 

No. 817 upstream along left bank from below section 6


Salt River below Stewart Mountain Dam, Ariz. 

56 
n = 0.032 

No. 818 downstream along left bank from section 2, Salt 

River below Stewart Mountain Dam, Ariz. 

57 
n = 0.033 

1-4205 . Beaver Kill at Cooks Falls, N.Y . 

Gage location .-Lat 41'56'50", long 74°58'45", on left bank 125 

ft downstream from highway bridge in Cooks Falls, Delaware County, and 5.5 miles downstream from Willowemoc 

Creek. Section 5 is about 2,700 ft downstream from gage. 

Drainage area .-241 sq mi . 

Date offood.-Mar . 22, 1948. 

Gage height.-11 .69 ft at gage ; 42.65 ft (different datum) at 

section 5 . 

Peak; discharge .-15,500 cfs . 

Computed roughness coefficient . -Manning n=0 .033 . 

Description of channel.-Bed consists of coarse gravel and cobbles 

with scattered boulders. Light brush is on both banks and 

some trees are near water's edge on right bank . 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

5 . . . . . . . . . . . 

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

7 . . . . . . . . . . . 

1,700

1,660 

1,590 

244 

221 

206 

7 .0 

7 .5 

7 .7 

6 .85 

7 .36 

7 .59 

9 .11 

9 .33 

9 .72 

. . . . . . . 

279 

283 

. . . . . . . 

0 .65 

1 .25 

Notes.-
n = 0.033 

PLAN SKETCH 

5 6


I


I


6 7


CROSS SECTIONS 

48


44


40


36


Q 32 O 

Q 44


m 

Q 40


w 

w 36 w 

Z 

32


Z 

O 

Q 44


w

J 

w 40


36


32


30


0 50 100 150 200 250 300


WIDTH, IN FEET 

Plan sketch and cross sections, Beaver Kill at Cooks Falls, N.Y. 

5 9 
n = 0.033 

No. 366 upstream toward right bank from section 7, Beaver 

Kill at Cooks Falls, N.Y. 

60 
n = 0.033 

No . 367 upstream along left bank from section 7, Beaver Kill 

at Cooks Falls, N.Y. 

61 
n = 0.033 

13-3390. Clearwater River at Kamiah, Idaho 

Gage location .-Lat 46°14', long 116°01', in sec. 1, T. 33 N., 

R. 3 E., on left bank 0.25 mile downstream from highway 

bridge at Kamiah, 0.75 mile downstream from Lawyer 

Creek, and 6 miles downstream from South Fork. Section 

1 is about 5 .8 miles downstream from gage. 

Drainage area.-4,850 sq mi, approximately . 

Date offood.-May 29, 1948 . 

Gage height .-19 .22 ft at gage; 46 .17 ft at section 1 . 

Peak discharge.-99,000 cfs. 

Computed roughness coefficient . -Manning n = 0 .033 . 

Description of channel.-Bed is composed of gravel and boulders 

with some exposed bedrock. Channel is bordered by railroad on the right and highway on the left . Banks are 

gravel and rock and have light vegetation cover. 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth 

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft)

between 

sections 

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

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

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

11,100 

11,603 

10,937 

562 

593 

538 

19.25 

19 .58 

20.32 

19.45 

19 .34 

20.04 

8 .92 

8 .53 

9 .05 

. . . . . . . 

732 .

560 

. . . 

. . . . . 

0 .35 

.67 

Notes.-
0 

n = 0.033 

CROSS SECTIONS 

a

r 

a 

m 

a 

W

w 

z 

z

O 

a 

wJ 

LL/ 

Plan sketch and cross sections, Clearwater River at 

Kamiah, Idaho . 

63 
0 dosteaaog eetatbaaa, odao aboe secto, 

n .033 

No. 

Clearwater . 

6 4 
n = 0.033 

No. 32 upstream from left bank at section 3 . Clearwater River 

at Kamiah, Idaho. 

65 
n = 0.041 ; 0.039; 0.035 

2-3890. Etowah River near Dawsonville, Ga. 

Gage location .-Lat 34°23', long 84° 04', on left bank 0.5 mile 

upstream from Palmer Creek, 1 mile downstream from 

Russell Creek, 4 miles southeast of Dawsonville, Dawson 

County, and 7 .5 miles upstream from Shoal Creek . Section 

7 is 477 ft downstream from gage. 

Drainage area .-103 sq mi . 

Date of food.-Jan . 22, Feb . 13, Feb. 14, 1959 . 

Gage height .-9.45 ft, 7 .95 ft, 2 .85 ft at gage ; 9 .02 ft, 7 .55 ft, 

2 .18 ft at section 7 . 

Peak discharge.-2,260 cfs ; 1,850 cfs ; 515 cfs. 

Computed roughness coefficient .-Manning n = 0 .041 ; 0 .039 ; 0 .035 . 

Description of channel .-Bed is sand and gravel with several 

fallen trees in the reach. Banks are lined with overhanging 

trees and underbrush. 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic I Mean ~ Length (ft) radius velocity between 

(ft) (ft per sec) sections 

Fall (ft) between 

sections 

Jan .22, 1959 

7 . . . . . . . . . . . 618 60 10.3 8 .15 3.66 . . . . . . . . . . . . 

8 . . . . . . . . . . . 621 66 9 .4 7 .77 3.64 316 . . 0 22

9 . . . . . . . . . . . 619 63 9 .8 8 .18 3.65 286 18 

10 . . . . . . . . . . 610 63 9.7 7 .77 3.70 293 14 

11 . . . . . . . . . . 622 66 9.4 7 .89 3.63 203 17 

Feb. 13, 1959 

7 . . . . . . . . . . . 528 57 9 .3 7 .37 3.50 . . . . . . . . . . . . . . 

8 . . . . . . . . . . . 531 64 8 .3 6 .95 3 .48 316 . . 0 .19 

9 . . . . . . . . . . . 532 59 9 .0 7 .56 3 .48 286 .20 

10 . . . . . . . . . . 525 61 8 .6 7 .00 3 .52 293 .14 

11 . . . . . . . . . . 530 62 8 .6 7 .10 3 .49 203 .14 

Feb . 14, 1959 

7 . . . . . . . . . . . 240 51 4.7 4.04 2.15 . . . . . . . . . . . . . . . . 

8 . . . . . . . . . . . 209 59 3.5 3 .27 2.46 316 0 .16 

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

10 . . . . . . . . . . 

235 

203 

53 

59 

4.4 

3.4 I 4.04 3 .19 

2.19 

2.54 

286 

293 

.17 

.19 

11 . . . . . . . . . . 219 55 4.0 3 .59 2.35 203 .15 

Notes.-

66 
Gage n = 0.041 ; 0.039; 0.035 

fQ

0 

W 

Q 

H

W

W 

UZ 

Z 

H

Q

1

W

J

W 

Plan sketch and cross sections, Etowah River 

near Dawsonville, Ga. 

6 7 
n = 0.041 ; 0.039; 0.035 

No. 1167 downstream from right bank above section 9, Etowah 

River near Dawsonville, Ga. 

68 
n = 0.041 ; 0.039; 0.035 

No. 1168 upstream from right bank at section 11, Etowah 

River near Dawsonville, Ga. 

69 
n = 0.036 

12-34-25 . West Fork Bitterroot River near 

Conner, Mont. 

Gage location .-Lat 45°44', long 114°17', in NEY4NWj sec. 

26, T. 1 S., R. 22 W., on right bank 0 .5 mile downstream 

from Painted Rocks Lake, 6 miles upstream from Nez Perce 

Creek, and 16 miles southwest of Conner. Section 1 is about 

600 ft downstream from gage . 

Drainage area .-317 sq mi. 

Date of,food. -May 29, 1948. 

Gage height, .-6 .08 ft at gage ; 3 .27 ft at section 1 . 

Peak discharge .-3,880 efs . 

Computed roughness coefficient . -Manning n = 0 .036 . 

Description of channel .-Bed is gravel and boulders; d o =172 

Min, d14 = 265 mm. The left bank is lined with overhanging 

bushes. The right bank is lined with trees . 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

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

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

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

504 

494 

516 

107 

105 

103 

4 .7 

4 .7 

5 .0 

4 .62 

4 .57 

4 .82 

7 .70 

7 .85 

7 .52 

. . . . . . . 

222 . 

302 

. 

. . . . . . . 

1 .02 

1 .40 

Notes.-
0 

n = 0.036 

CROSS SECTIONS 

a

W 

a 

W

W 

Z 

Z 

H 

a 

W 

W 

0 20 40 60 80 100 120 

WIDTH,IN FEET 

Plan sketch and cross sections, West Fork Bitterroot River 

near Conner, Mont. 

71 
n = 0.036 

No. 175 downstream from section 1, West Fork Bitterroot 

River near Conner, Mont. 

72 
n = 0.036 

No. 177 downstream from right bank above section 1, West 

Fork Bitterroot River near Conner, Mont. 

73 
n = 0.036 

12-4845 . Yakima River at Umtanum, Wash. 

Gage location .-Lat 46°51'45", long 120°28'30", in NWY4 sec. 

20, T. 16 N., R. 19 E., on right bank at Umtanum, 0 .5 mile 

upstream from Umtanum Creek and 10 miles south of 

Ellensburg . Section 1 is about 650 ft upstream from gage. 

Drainage area .-1,590 sq mi, approximately . 

Date offood.-May 29, 1948 . 

Gage height.-38.98 ft at gage ; 41 .27 ft at section 1 . 

Peak discharge.-27,700 cfs . 

Computed roughness coefficient . -Manning n = 0 .036. 

Description of channel.-Bed consists of gravel and boulders. 

Left bank is rock riprap with bushes. Right bank is 

mildly sloped and has some boulders, brush, and weed cover. 

Reach Properties 

Top Mean Hydraulic Mean Length (ft) Fall (ft) Section Area width depth radius velocity between between (sq ft) (ft) (ft) (ft) (ft per sec) sections sections 

1 . . . . . . . . . . . 2,680 222 12 .1 11 .62 10.34 . . . . . . . . . . . . . . . . 2 . . . . . . . . . . . 2,550 208 12 .3 11 .61 10.86 324 0.99 

3 . . . . . . . . . . . 2,490 232 10 .7 10.32 11 .12 302 .86 

Notes.-
PLAN SKETCH 

2 

CROSS SECTIONS 50 

Water surface 5/1 /56 

40 

1 

30 

* Properties of 

not included 

overflow sections 

in table 

20 

Q

D 

W 

Q 

40 

W 

W

W 2 

Z 30 

Z 

O 20 

Q 

w 

J

W 

40 

3 

30 

20 

0 100 200 300 400 

WIDTH, IN FEET 

Plan sketch and cross sections, Yakima River 

at Umtanum, Wash. 
n = 0.036 

No. 186 upstream from section 3, Yakima River 

at Umtanum, Wash. 

76 
n = 0.036 

No. 187 upstream along right bank from below section 3, 

Yakima River at Umtanum, Wash. 

77 
n = 0.037 

5-Misc. Middle Fork Vermilion River near 

Danville, Ill . 

Gage location .-Lat 40°08', long 87°45', in NEY4SWj sec. 

5, T. 19 N., R. 12 W., at downstream side of bridge in 

Kickapoo State Park. Section 1 is 30 ft downstream from 

bridge. 

Drainage area .-417 sq mi . 

Date offood.-May 1, 1956 . 

Gage height .-549.20 ft at gage ; 549 .13 ft at section 1 . 

Peak discharge.-1,620 cfs. 

Computed roughness coefficient .-planning n = 0 .037 . 

Description of channel.-Bed is gravel and small cobbles. Banks 

are lined with trees and small underbrush. 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth 

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) 

between 

sections 

Fall (ft) 

between 

sections 

1 . . . . . . . . . . . 423 108 3 .9 3 .88 3 .82 . . . . . . . . . . . . . 

2 . . . . . . . . . . . 369 129 2.9 2.82 4 .40 123 . 0.36 

3 . . . . . . . . . . . 344 114 3 .0 2.97 4.72 106 .35 

Notes.-
n = 0.037 

CROSS SECTIONS 

544


Q 

550
 W 

548


546


544


0 20 40 60 80 100 120 140


WIDTH, IN FEET 

Plan sketch and cross sections, Middle Fork Vermilion 

River near Danville, Ill . 

7 9 
n = 0.037 

No. 833 downstream from left bank at section 1, Middle Fork 

Vermilion River near Danville, Ill . 

8 0 
n = 0.037 

No. 837 downstream from right bank at section 1, Middle Fork 

Vermilion River near Danville, Ill. 

8 1 
n = 0.037 

12-4-570 . Wenatchee River at Plain, Wash. 

Gage location .-Lat 47°45'50", long 120°39'30", in lot 8, sec. 

12, T. 26 N., R . 17 E., on left bank at Plain, 0.25 mile 

downstream from Beaver Creek, 7.5 miles downstream from 

Nason Creek, and 12 miles north of Leavenworth . Section 

1 is 1,360 ft upstream from gage. 

Drainage area .-591 sq mi . 

Date offood.-May 29, 1948 . 

Gage height .-12.43 ft at gage ; 16 .50 ft at section 1 . 

Peak discharge.-22,700 cfs. 

Computed roughness coefficient. -Manning n = 0 .037 . 

Description of channel.-Bed is boulders ; d o =162 mm, d85 =320 

mm. Banks are lined with trees and bushes. 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

1 . . 

2 . . 

3 . . 

. . . . . . . 

. . . . . . . 

. . . . . . . 

. . 

. . 

. . 

2,480 

2,470 

2,440 

224 

228 

237 

11 .1 

10 .8 

10 .3 

10 .86 

10 .58 

10.05 

9 .15 

9 .19 

9 .30 

. . . . . . . . 

311 

325 

. . . . . . . . 

0.75 

.75 

Notes.-
n = 0.037 

PLAN SKETCH 

3 

169 

CROSS SECTIONS 

a

0 

tL 

a

0 

W 

LiJ 

z

0 

a 

W

J

W 

Plan sketch and cross sections, Wenatchee River 

at Plain, Wash . 

83 
n = 0.037 

No. 169 downstream from above section 1, Wenatchee River 

at Plain, Wash . 

84 
n = 0.037 

No. 173 downstream from section 2, Wenatchee River 

at Plain, Wash. 

85 
n = 0.038 

12-3065 . Moyie River at Eastport, Idaho 

Gage location .-Lat 49°00', long 116°11', in SEY4 sec. 10, T. 

65 N., R . 2 E., on left bank at Eastport, 1,000 ft downstream 

from international boundary. Section 1 is about 0.5 mile 

downstream from gage. 

Drainage area.-570 sq mi, approximately . 

Date offlood .-May 24, 1948. 

Gage height.-10.25 ft at gage ; 20.68 ft (different datum) at 

section 1 . 

Peak discharge.-8,030 cfs . 

Computed roughness coefficient . -Manning n = 0 .038 . 

Description of channel.-Bed of gravel and well-rounded small 

boulders . Right bank is fairly steep and lined with trees 

and brush . Left bank slopes gently and has tree and 

brush cover below section 2 . 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

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

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

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

1,224 

1,090 

919 

176 

150 

118 

6.96 

7.27 

7 .78 

6.74 

7.13 

7.47 

6 .56 

7 .37 

8 .74 

. . . . . . . 

269 

185 

. . . . . . . 

0.73 

.68 

4 . . . . . . . . . . . 944 145 6.51 6.38 8 .51 226 1 .07 

Notes. ­
0 

n = 0.038 

CROSS SECTIONS 

a

r 

a 

m 

a 

W

W

W 

Z 

Z 

F­a 

W

J

W 

Plan sketch and cross sections, Moyie River at Eastport, Idaho. 

8 7 
n = 0.038 

No. 123 downstream from right bank above section 2, 

Moyie River at Eastport, Idaho. 

88 
n = 0.038 

No. 126 downstream along left bank at section 3, 

Moyie River at Eastport, Idaho. 

89 
n = 0.038 

12-4225 . Spokane River at Spokane, Wash. 

Gage location .-Lat 47°39'35", long 117°26'50", in SWY4 sec. 

13, T. 25 N., R. 42 L., on right bank at Cochran Street 

in Spokane, 0 .5 mile upstream from Latah Creek. Section 

1 is about 800 ft upstream from gage. 

Drainage area .-4,290 sq mi. 

Date offood.-May 31, 1948 . 

Gage height .-28.35 ft at gage ; 29 .37 at section 1 . 

Peak discharge.-39,600 efs. 

Computed roughness coefficient. -Manning n = 0.038 . 

Description of channel.-Bed is gravel and boulders ; d o =195 

mm, d84 =360 mm. Banks are lined with trees and brush. 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

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

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

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

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

4,350 

4,370 

4,290 

4,120 

305 

298 

285 

293 

14 .3 

14.7 

15 .1 

14 .1 

14 .03 

14 .38 

14 .71 

13 .84 

9 .10 

9 .06 

9 .23 

9 .61 

. . . . . . . 

202 .

268 

220 

. . . . . . . 

0 .44 

.49 

.29 

Notes.-
n = 0.038 

PLAN SKETCH 

CROSS SECTIONS 

J

W 

Plan sketch and cross sections, Spokane River 

at Spokane, Wash. 

350 

91 
n = 0.038 

No. 162 upstream along right bank from section 4, Spokane

River at Spokane, Wash. 

92 
n = 0.038 

No. 163 upstream along left bank from section 4, Spokane 

River at Spokane, Wash. 

93 
n = 0.043; 0.041 ; 0.039 

2-2135 . Tobesofkee Creek near Macon, Ga. 

Gage location .-Lat 32 °48', long 83°46', on right bank at 

downstream end of pier of bridge on U.S . Highway 80, 8 

miles west of Macon, Bibb County, and 14 miles upstream 

from mouth. Section 1 is about 1,800 ft upstream from gage . 

Drainage area .-182 sq mi. 

Date of food.-Mar. 7, 1958 ; Feb . 6, 1959 ; Feb. 9, 1959 . 

Gage height .-11 .84 ft, 11 .03 ft, 7 .55 ft at gage; 13 .31 ft, 

12 .51 ft, 9 .02 ft at section 1 . 

Peak discharge.-2,540 efs ; 2,240 efs; 1,260 efs. 

Computed roughness coefficient . -Manning n = 0 .043 ; 0 .041 ; 0.039 . 

Description of channel.-Bed consists of sand, gravel, and a few 

outcrops. Banks are fairly uniform with overhanging trees 

and underbrush. 

Reach Properlies 

Section Area 

(sq ft) 

.Fop

width 

(ft) 

-Lean 

depth

(ft) 

Hydraulic radius 

(ft) 

b-lean 

velocity (ft per sec) 

Length (ft) between 

sections 

I'aii (ft) between 

sections 

Mar. 7, 1958 

3 . . . . . . . . . . . 768 85 9 .0 7 .84 3 .31 . . . . . . . . . . . . . . . . 

7 . . . . . . . . . . . 700 76 9 .2 7 .69 3 .63 652 0.60 

11 . . . . . . . . . . 700 87 8 .0 7 .29 3 .63 731 .58 

14 . . . . . . . . . . 761 80 9 .5 8 .36 3 .34 495 .27 

17 . . . . . . . . . . 770 82 9 .4 8 .28 3 .31 469 .36 

Feb. 6, 1959 

3 . . . . . . . . . . . 700 81 8 .8 7 .65 3 .20 . . . . . . . . . . . . . . . . 

7 . . . . . . . . . . . 640 74 8 .7 7 .40 3 .50 652 0.60 

11 . . . . . . . . . . 625 83 7 .6 6 .80 3 .58 731 .58 

14 . . . . . . . . . . 700 76 9 .1 7 .90 3 .20 495 .27 

17 . . . . . . . . . . 715 '79 9 .1 8 .00 3 .13 469 .21 

Feb. 9, 1959 

3 . .. . . . . . . . . . 435 73 6 .1 5 .55 2 .90 . . . . . . . . . . . . . . . . 

7 . . . . . . . . . . . 405 64 6 .3 5 .50 3 .11 652 0 .48 

11 . . . . . . . . . . 375 69 5 .6 5 .00 3 .36 731 .60 

14 . . . . . . . . . . 450 64 6 .5 5 .85 2 .80 495 .33 

17 . . . . . . . . . . 455 69 6 .6 5 .75 2 .77 469 .30 

Notes.-
n = 0.043 ; 0.041 ; 0.039 

PLAN SKETCH 

CROSS SECTIONS 

a

0 

w 

a 

w

W 

z 

z

0 

a 

W

J

W 

Plan sketch and cross sections, Tobesofkee Creek 

near Macon, Ga. 

95 
n = 0.043 ; 0.041 ; 0.039 

No. 1172 downstream from section 6, Tobesofkee Creek near 

Macon, Ga. 

96 
n = 0.043 ; 0.041 ; 0.039 

No. 1173 upstream from bridge section 12, Tobesofkee Greek 

near Macon, Ga. 

9 7 
n = 0.041 

8-118 5 . Bull Creek near Ira, Tex. 

Gage location.-Lat 32°36'02", long 101'05'40", on left bank 

800 ft upstream from bridge on Farm to Market Road 

2085, 1 .9 miles upstream from Colorado River, 5.3 miles 

downstream from Chimney Creek, 5 .5 miles west of Ira, 

Scurry County, 7 .7 miles northwest of Cuthbert, and 8.3 

miles downstream from Bull Creek diversion dam. Section 

1 is about 1,000 ft downstream from gage. 

Drainage area .-388 sq mi, approximate contributing area . 

Date of food.-June 1, 1948 . 

Gage height .-8 .84 ft at gage ; 8 .26 ft at section 1 . 

Peak discharge.-3,220 efs. 

Computed roughness coefficient . -Manning n = 0 .041 . 

Description of channel .-Bed is composed of sand, gravel, and 

small boulders with scattered large angular rocks. Banks 

are irregular and eroded, and have sparse cover of grass 

and scattered small trees. The channel reach between 

sections 1 and 2 is fairly straight . The channel curves 

sharply above the reach and moderately below it . 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

1 . . . . . . . . . . . 818 114 7.2 6.79 3 .94 . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 735 102 7.2 6.87 4 .38 315 . . 0,38 

Notes .­
n = 0.041 

PLAN SKETCH 

CROSS SECTIONS

10 

Water surfacel, 6/1 /48 

8 

6 

1

4 

2 

Q 0 t 

LLJ 

0

Q -2 

w 10 w

w 

8 i 

Z I 

F- 6 

Q 

w 

w 4 2, 

2 

0 

-2 

JI 

-4 i 

0 20 40 60 80 100 120 140 

WIDTH, IN FEET 

Plan sketch and cross sections, Bull Creek near Ira, Tex. 

99 
n = 0.041 

No. 342 downstream from above section 1, Bull Creek 

near Ira, Tex. 

10 0 
n = 0.041 

No. 345 upstream from below section 2, Bull Creek 

near Ira, Tex. 
n = 0.041 

12-3557 . Middle Fork Flathead River near 

Essex, Mont. 

Gage location .-Lat 48° 10'20", long 113°32'40", near center 

of sec. 19, T. 28 N., R. 15 W., on right bank 0 .25 mile 

downstream from Spruce Park Cabin, 1 mile downstream 

from Charlie Creek, and 7.5 miles southeast of Essex. 

Section 1 is 600 ft upstream from gage. 

Drainage area .-408 sq mi. 

Date offood.-May 22, 1948 . 

Gage height .-10 .95 ft at gage ; 14.21 ft at section 1 . 

Peak discharge .-14,500 cfs . 

Computed roughness coefficient . -Manning n = 0 .041 . 

Description of channel .-Bed consists of boulders ; d5o =142 mm, 

d84 = 285 mm. Banks are composed of gravel and - boulders, 

and have trees and brush along the tops . 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) 

between 

sections 

Fall (ft)

between 

sections 

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

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

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

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

5 . . . . . . . . . . . 

1,745 

1,658 

1,504 

1,472 

1,601 

208 

187 

150 

172 

191 

8 .39 

8.87 

10.03 

8.56 

8.38 

8.23 

8.73 

9.35 

8.37 

8.22 

8 .31 

8 .75 

9 .64 

9 .85 

9 .06 

. . . . . . . . 

291 

109 

221 

346 

. . . . . 

. . 

. 

1 .07 

.64 

.88 

.87 

Notes.-
n = 0 .041 

PLAN SKETCH 

CROSS SECTIONS 

f 

a

0 

LL 

0 

a

0 

ILw 

z 

z

0 

a 

W

J 

W 

WIDTH,IN FEET 

Plan sketch and cross sections, Middle Fork Flathead 

River near Essex, Mont. 

103 
n = 0.041 

No. 112 upstream from section 4, Middle Fork Flathead 

River near Essex, Mont. 

10 4 
61-.01 

n = 0.041 

No. 117 downstream from section 1, Middle Fork Flathead 

River near Essex, Mont. 

10 5 
n = 0.042 ; 0.041 ; 0.044 

2-2175 . Middle Oconee River near Athens, Ga. 

Gage location .-Lat 33° 58', long 83°25', on left bank 0.5 mile 

upstream from U.S . Highway 29, 2 miles west of Athens, 

Clarke County, and 5 miles upstream from Barber Creek. 

Section 3 is about 3,100 ft upstream from gage. 

Drainage area.-398 sq mi. 

Date offood.-May 31, May 27, Apr. 17, 1959. 

Gage height.-11 .68 ft, 7.04 ft, 4.90 ft at gage ; 13 .34 ft, 8 .96 ft, 

7 .24 ft at section 3. 

Peak discharge .-6,110 cfs ; 3,140 cfs ; 2,210 cfs . 

Computed roughness coefficient . -Manning n = 0 .042 ; 0 .041 ; 0.044. 

Description of channel .-Bed is sand and gravel with several 

outcrops in the reach . Banks are steep and lined with 

overhanging trees and bushes. 

Reach properties 

Section Top

width 

(ft) 

Mean 

depth

(ft) 

~ Hydraulic

radius 

(ft) 

~ Mean 

velocity 

(ft per sec) 

Length (ft) 

between 

sections 

Fall (ft)

between 

sections 

May 31, 1959 

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

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

5 . . . . . . . . . . . 

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

7 . . . . . . . . . . . 

1,560 

1,510 

1,560 

1,540 

1,450 

161 

140 

146 

142 

116 

9 .7 

10 .8 

10 .7 

10.8 

12 .5 

8.91 

10.38 

9.94 

10.13 

11 .19 

3 .92 

4 .05 

3 .92 

3 .97 

4.20 

. . . . . . . . 

278 

554 

333 

399 

. . . . . 

. 

. . 

0.07 

.34 

.10 

.22 

May 27, 1959 

3 . . . . . 

4 . . . . . 

5 . . . . . 

. 

. 

. 

. . . . . 

. . . . . 

. . . . . 

1,020 

940 

1,000 

108 

116 

112 

9 .5 

8 .1 

8 .9 

8.83 

7.70 

8.38 

3 .09 

3 .34 

3 .12 

. . . . . . . . 

278 

554 

. . . . . 

. 

. . 

0.21 

.21 

6 . . . . . . . . . . . 970 121 8 .0 7.52 3 .24 333 .16 

7 . . . . . . . . . . . 950 107 8 .9 8.05 3 .30 399 .23 

Apr. 17, 1959 

3 . . . . . . . . . . . 840 105 8 .0 7.57 2 .63 . . . . . . . . . . . . . . . . 

4 . . . . . . . . . . . 735 110 6 .7 6.50 3 .01 278 0.20 

5 . . . . . . . . . . . 810 104 7.8 7.23 2 .73 554 .29 

6 . . . . . . . . . . . 758 116 6 .5 6.11 2 .92 333 .15 

7 . . . . . . . . . . . 760 103 7.4 6.79 2 .91 399 .28 

Notes.-
n = 0.042 ; 0.041 ; 0.044 

o s 

W 

a 0 

0 

W is 

z 1 

z

0 

a 

W

J

W 

40 80 120 160 200 240 

WIDTH, IN FEET 

Plan sketch and cross sections, Middle Oconee River 

near Athens, Ga. 

10 7 
n = 0.042 ; 0.041 ; 0.044 

No. 1174 downstream from above section 4, Middle Oconee 

River near Athens, Ga. 

108 
n = 0.042 ; 0.041 ; 0.044 

No. 1175 upstream from right bank at section 7, Middle 

Oconee River near Athens, Ga. 

10 9 
n = 0.043 

6-3 940 . Beaver Creek near Newcastle, Wyo. 

Gage location .-Lat 43°32'05", long 104° 07'00", in NWY4 sec. 18, T . 41 N., R. 60 W., at highway bridge, 2 .5 miles downstream from Sheep Creek, and 23 miles south of Newcastle . 

Section 1 is about 300 ft downstream from gage . Drainage area.-1,320 sq mi, approximately . 

Date of food.-May 30, 1953 . 

Gage height.-12 .75 ft at gage; 11 .98 ft at section 1 . 

Peak discharge .-1,600 cfs . 

Computed roughness coefficient . -Manning n = 0.043 . 

Description of channel .-Bed is mostly sand and silt . Banks are 

irregular and have thick growth of brush . Channel curves 

about 20° to the right above the reach and straightens

below it . Reach Properties 

Section Area 

(sq ft) , 

Top

width 

(ft) 

Mean 

depth 

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft) 

between 

sections 

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

2 . . . . . . . . . . . 461 

389 

51 

47 

9 .0 

8 .3 

7.20 

6 .68 

3 .49 

4 .11 

. . . . . . . . 

194 

. . . . . . . . 

0.24 

Notes.-
962 

n = 0.043 

PLAN SKETCH 

2 

CROSS SECTIONS 

W

W

W 

Z 

Z 

H

Q

1

W

J

W 

10 20 30 40 50 60 

WIDTH, IN FEET 

Plan sketch and cross sections, Beaver Creek near 

Newcastle, Wyo. 
n = 0.043 

No. 959 downstream from left bank at section 1, Beaver Creek 

near Newcastle, Wyo. 
n = 0.043 

No. 962 downstream from above section 1, Beaver Creek 

near Newcastle, Wyo. 
n = 0.043 

13-3200. Catherine Creek near Union, Oreg. 

Gage location .-Lat 45°09'20", long 117 ° 46'40", in SEY4 sec . 2, 

T. 5 S ., R. 40 E ., on right bank 3 miles downstream from 

Little Catherine Creek and 6 miles southeast of Union . 

Section 1 is about 0 .75 mile downstream from gage. 

Drainage area .-105 sq mi. 

Date offlood .-May 27, 1948 . 

Gage height .-4.57 ft at gage ; 21 .21 ft (different datum) at 

section 1 . 

Peak discharge .-1,740 cfs . 

Computed roughness coefficient . -Manning n = 0 .043. 

Description of channel .-Bed consists of cobbles and small 

boulders. Banks are lined with small trees and brush, and 

limbs overhang along left bank . 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

1 . . . . . . . . . . . 220 52 4.23 4.00 7.91 . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 236 54 4.37 4.15 7.37 102 . 0.73 

3 . . . . . . . . . . . 256 64 4.00 3.76 6.80 116 .72 

Notes .­
n = 0.043 

CROSS SECTIONS 

22 

Water surface 5/?7/4^ 

I 

20 

1 

18 

16 I 

Properties of overflow sections not inclu ed in table 

14 

Q 22 

oc 

Q

oc 20 

m 

ncQ 

18 w 

w 

Z 16 

Z 

O 

Q 14 

w

J

w 

22 

20 

18 

16 

14 

0 20 40 60 80 100 120 

WIDTH, IN FEET 

Plan sketch and cross sections, Catherine Creek near 

Union, Oreg. 
00 dosteaaog Ceegt eaUo, baoOeg aboe eac, 

n .043 

No. 

Catherine . 
n = 0.043 

No. 11 downstream along left bank from above reach, 

Catherine Creek near Union, Oreg. 
n = 0.043 

12-4565 . Chiwawa River near Plain, Wash. 

Gage location .-Lat 47°50'30", long 120°39'40", in SEY4 sec. 

13, T. 27 N., R. 12 E., on right bank 0 .5 mile upstream

from Goose Creek, 6 miles north of Plain, 7 miles upstream

from mouth, and 11 miles northeast of Chiwaukum. Section 1 is 90 ft downstream from gage. 

Drainage area.-170 sq mi. 

Date offlood.-May 29, 1948 . 

Gage height.-9 .17 ft at gage ; 9.62 ft at section 1 . 

Peak discharge .-5,880 cfs . 

Computed roughness coeficient .-Manning n = 0 .043 . 

Description of channel.-Bed generally extends to bedrock 

throughout reach with cover of boulders as much as 1 Y2 ft 

in diameter in some places . Banks are mildly sloped and 

have trees along the tops . 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic 

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft)

between 

sections 

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

2 . . . . . . . . . . . 3 . . . . . . . . . . . 4 . . . . . . . . . . . 

744 

747 

803 

770 

145 

125 

145 

131 

5 .13 

5 .97 

5 .54 

5 .89 

5.03 

5.74 

5 .42 

5 .75 

7.90 

7.87 

7.32 

7.64 

. . . . . . . 165 . 163 

145 

. 

. . . . . . . 

0.55 

.80 

.99 

Notes.-
n = 0.043 

CROSS SECTIONS 

10 

Water surface 5/29/48 

t 1 5 

0 

-~ 10 

H 2 Q 5 

0 

W 

Q 0 

Properties of overflow sections not included in table w 

w 10 

Z 

5 Z 

O 

Q 0 

w

J

W 

10 I 

5 4 

i 

0 

-5 

0 40 80 120 160 200 

WIDTH, IN FEET 

Plan sketch and cross sections, Chiwawa River 

near Plain, Wash. 
n = 0.043 

No. 13 upstream along left bank from section 2, Chiwawa 

River near Plain, Wash. 

120 
n = 0.043 

No. 15 downstream along right bank from section 2, Chiwawa 

River near Plain, Wash. 
n = 0.043 

1-3625 . Esopus Creek at Coldbrook, N.Y. 

Gage location .-Lat 42°00'45", long 76 ° 16'10", on left bank at 

downstream side of highway bridge at Coldbrook, Ulster 

County, 1 .5 miles upstream from Ashokan Reservoir and 

2 .5 miles south of Mount Tremper. Section 1 is 400 ft 

upstream from gage. 

Drainage area .-192 sq mi. 

Date offood.-Mar . 22, 1948. 

Gage height. -12 .39 ft at gage ; 14.0 ft at section 1 . 

Peak discharge .-13,900 cfs . 

Computed roughness coefficient . -Manning n = 0 .043 . 

Description of channel.-Bed material ranges from coarse gravel 

to a few large boulders. Banks are lined with boulders 

and scattered trees and brush. 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

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

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

1,460 

1,470 

181 

175 

8 .1 

8 .4 

7 .97 

8 .28 

9 .48 

9.45 

. . . . . . . 

258 . . 

. . . . . . . 

1 .15 

Notes. -
PLAN SKETCH 

1 2 

CROSS SECTIONS 

Plan sketch and cross sections, Esopus Creek 

at Coldbrook, N.Y. 
n = 0.043 

No. 358 upstream along right bank from below reach,

Esopus Creek at Coldbrook, N.Y. 

124 
n = 0.043 

No. 359 upstream along left bank from below reach, 

Esopus Creek at Coldbrook, N.Y. 

12 5 
n = 0.043 

13-3190 . Grande Ronde River at La Grande, 

Oreg. 

Gage location.-Lat 45°21', long 118°08', near center of sec. 36, 

T. 2 N., R. 37 E., on left bank 2 miles northwest of La 

Grande and 5 miles downstream from Fivepoint Creek . 

Section 1 is 0.65 mile downstream from gage. 

Drainage area .-678 sq mi. 

Date offlood.-May 22, 1948 . 

Gage height .-7.04 ft at gage ; 12 .95 ft (different datum) at 

section 1 . 

Peak discharge.-4,620 cfs . 

Computed roughness coefficient. -Manning n=0.043 . 

Description of channel.-Bed consists of boulders ; d5o =93 mm, 

d84 =157 mm. Right bank is fairly steep and has dense 

overhanging bushes. 

Reach Properties 

Top Mean Hydraulic Mean Length (ft) Fall (ft) Section Area width depth radius velocity between between 

(sq ft) (ft) (ft) (ft) (ft per sec) sections sections 

1 . . . . . . . . . . . 637 110 5.79 5.64 7.25 . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 599 115 5.21 5.12 7.71 212 1 .68 

3 . . . . . . . . . . . 624 117 5.33 5 .24 7.40 199 .48 

Notes.-
n = 0.043 

CROSS SECTIONS 

Water Isurface 5/22/48 

6 

Q

0 

12 

cc 

Q

cc 10 m 

Q 

8 w 

w 

Z 6 

Z 

O 4 

Q 

iiJ 10 

W 

Proprrtt iese of overflow section

not included in table 

20 40 60 80 100 120 140 

WIDTH, IN FEET 

Plan sketch and cross sections, Grande Ronde River 

at La Grande, Oreg. 

127 
n = 0.043 

No . 78 upstream along left bank from channel below section 3, 

Grande Ronde River at La Grande, Oreg. 

128 
n = 0.043 

No. 80 downstream from left bank above section 1,

Grande Ronde River at La Grande, Oreg. 

12 9 
n = 0.045 

2-2210 . Murder Creek near Monticello, Ga. 

Gage location .-Lat 33° 25', long 83°40', on left bank 350 ft 

upstream from bridge on State Highway 229, 0 .75 mile 

upstream from Pittman Creek, 1 .75 miles downstream from 

confluence of Robinson and Sheppard Creeks, and 8 miles 

north of Monticello, Jasper County. Section 2 is about 

630 ft upstream from gage . 

Drainage area.-24 sq mi, approximately . 

Date offlood.-Feb. 7, 1958 . 

Gage height.-4.68 ft at gage ; 6 .32 ft at section 2 . 

Peak discharge .-840 cfs . 

Computed roughness coefficient . -Manning n = 0 .045 . 

Description of channel.-Bed consists of sand and gravel. Both 

banks are lined with trees above low waterline . 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft)

between 

sections 

2 . . . . . . . . . . 215 45 4 .8 4 .21 3 .93 . . . . . . . . . . . . . 

3 . . . . . . . . . . . 212 42 5 .0 4 .20 3.99 . 78 0 .21 

4 . . . . . . . . . . . 227 50 4.5 4.02 3.73 124 .35 

5 . . . . . . . . . . . 202 43 4.7 4.02 4.19 92 .21 

6 . . . . . . . . . . . 187 41 4.6 3.74 4.52 71 .35 

7 . . . . . . . . . . . 200 48 4.2 3.64 4.23 88 .11 

8 . . . . . . . . . . . 198 45 4.4 3.94 4.27 149 .38 

Notes.-
n = 0.045 

CROSS SECTIONS 

F 

Q 

W 

a 

F

W

W

W 

Z 

Z 

F 

Q 

W

J

W 

Plan sketch and cross sections, Murder Creek near 

Monticello, Ga. 
0 6 upsteaCeeoeagt otceo, baat Gasecto, 

n .045 

No. 

Murder . 

132 
n = 0.045 

No. 1177 downstream from left bank at section 2, 

Murder Creek near Monticello, Ga. 

13 3 
n = 0.045; 0.073 

10-1550. Provo River near Hailstone, Utah 

Gage location .-Lat 40°36', long 111' 22', in SEY4 sec . 34, T. 

2 S., R. 5 E., on right bank 3 miles upstream from Ross 

Creek and Hailstone . Section 1 is about 120 ft upstream 

from gage . 

Drainage area .-233 sq mi . 

Date offood.-June 13, Oct. 7, 1952 . 

Gage height .-4.66 ft, 1 .58 at gage ; 5.66 ft, 2 .14 ft at section 1 . 

Peak discharge.-1,200 cfs, 64.8 cfs . 

Computed roughness coefficient. -Manning n=0.045 ; 0 .073. 

Description of channel.-Bed and banks consist of smooth rounded 

rocks as much as 1 ft in diameter. Some undergrowth is 

below water elevations of June 13 . 

Reach properties 

Section I Area 

(sq ft) 

Top

width 

(f't) 

Mean 

depth

(ft) I 

Hydraulic 

radius 

(ft) I 

Mean 

velocity 

(ft per sec) 

Length (ft) 

I between 

sections 

I Fall (ft)between 

sections 

June 13, 1952 

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

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

5 . . . . . . . . . . . 

7 . . . . . . . . . . . 9 . . . . . . . . . . . 

184 

171 

173 

173 

183 

47 

49 

55 

48 

55 

3 .9 

3 .5 

3 .1 

3 .6 

3 .3 

3.70 

3.33 

3 .02 

3 .43 

3 .22 

6 .52 

7 .02 

6 .95 

6 .95 

6 .56 

. . . . . . . . 

88 

109 

117 

116 

. . . . . . . . 0.67 

1 .04 

1 .10 

1 .04 

Oct. 7, 1952 

1 . . . . . . . . . . . 36 38 1 .0 0 .95 1 .79 . . . . . . . . . . . . . . . . 

3 . . . . . . . . . . 

5 . . . . . . . . . . 

7 . . . . . . . . . . 9 . . . . . . . . . . 

. 

. 

. 

. 

38 

34 

34 

31 

34 

32 

39 

41 

1 .1 

1 .1 

.9 

.8 

1 .10 

.82 

.86 

.76 

1 .70 

1 .90 

1 .91 

2.08 

88 

109 

117 

116 

0 .32 

.84 

1 .28 

1 .12 

Notes.-
0 

n = 0.045; 0.073 

CROSS SECTIONS 

Water Surface ~/ 13/$2 

f 

Q

w 

Q 

w

w 

Z 

Z 

H

Q 

wJ

w 

Plan sketch and cross sections, Provo River near 

Hailstone, Utah. 
n = 0.045; 0.073 

No. 769 downstream from section 3, Provo River near 

Hailstone, Utah . 

13 6 
n = 0.045 ; 0.073 

No. 770 upstream from section 3, Provo River near 

Hailstone, Utah. 

137 
n = 0.046 ; 0.097 

3-3015 . Rolling Fork near Boston, Ky.


Gage location .-Lat 37°46'02", long 85 ° 42'14", on downstream 

side near center of span of bridge on U.S. Highway 62, 

0.4 mile downstream from Beech Fork and 2 .3 miles southwest of Boston, Nelson County. Section 1 is 650 ft upstream 

from gage . 

Drainage area.-1,299 sq mi . 

Date offood.-Mar. 11, 1949 . 

Gage height.-26 .30 ft at gage; 26 .63 ft at section 1 . Peak discharge.-6,094 cfs (5,770 cfs in main channel and 324 

cfs in right overflow channel) . 

Computed roughness coefficient .-Manning n = 0 .046 in main channel and 0 .097 in right overflow channel. 

Description of channel.-Main channel bed is clay and silt . 

Both banks are lined with overhanging trees . Right overflow channel is rather uniform with fairly dense stand of 

trees as much as 6 inches in diameter. 

Reach properties 

Top Mean ~ Hydraulic Mean Length (ft) Fall (ft) Section Area width depth radius Velocity between between (sq ft) (ft) (ft) (ft) I (ft per sec) ~ sections I sections 

Main channel 

1 . . . . . . . . . . . 2,301 143 16.1 14.25 2.51 

2 . . . . . . . . . . . 2,304 139 16.6 15 .33 2.51 . 136 . . . 0 .011 

3 . . . . . . . . . . . 2,524 152 16.6 15 .50 2.28 103 .028

4 . . . . . . . . . . . 2,416 140 17.2 15 .95 2.39 127 .014

5 . . . . . . . . . . . 2,544 147 17.3 16 .12 2.27 117 .004 

6 . . . . . . . . . . . 2,483 150 16.6 15 .52 2.32 86 .033 

Right overflow channel 

1 . . . . . . . . . . . 668 150 4.4 4.44 0.48 

2 . . . . . . . . . . . 643 138 4.7 4.63 .50 . . 136 0.011 

3 . . . . . . . . . . . 601 124 4.8 4.83 .54 103 .028 

4 . . . . . . . . . . . 602 120 5.0 5 .00 .54 127 .014 

5 . . . . . . . . . . . 593 112 5.3 5 .27 .55 117 .004 

6 . . . . . . . . . . . 513 104 4.9 4.93 .63 86 .033 

Notes. -
n = 0.046; 0.097 

1 2 CROSS SECTIONS 6 

Water surface 3/,'1 1/49 

Q

0 

W 

Q 

H

W

WW 

Z 

Z 

H

Q 

W

J

W 

Plan sketch and cross sections, Rolling Fork near Boston, Ky. 

Dashed line shows limit of overbank flooding. 

13 9 
0 00 upsteaooatetosto, babeoy secto6, 

n .046 ; .097 

No. 

Rolling . 

140 
n = 0.046; 0.097 

No . 391 downstream through right overflow from section 2, 

Rolling Fork at Boston, Ky. 
n = 0.052 ; 0.047 

2-1885 . South Beaverdam Creek near 

Dewy Rose, Ga. 

Gage location . -Lat 34°11', long 82 ° 57', on left bank 50 ft upstream from highway bridge, 1 mile northeast of Dewy

Rose, Elbert County, and 3 miles upstream from confluence 

with North Beaverdam Creek. Section 1 is about 100 ft 

downstream from gage. 

Drainage area .-35 .8 sq mi. 

Date offlood.-Nov. 26, 27, 1957. 

Gage height .-8.02 ft, 4.86 ft at gage ; 7 .83 ft, 4.64 ft at section 1 . 

Peak discharge.-820 cfs ; 221 cfs. 

Computed roughness coefficient. -Manning n = 0.052 ; 0 .047 . 

Description of channel.-Bed consists of sand about 1 ft deep 

over clay and rock. Banks are irregular with trees and 

bushes growing down to the low waterline . 

Reach properties 

Section 

Top

width 

(ft) 

Mean 

depth

(ft) 

I Hydraulic

radius 

(ft) 

~ Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

I Fall (ft)

between 

sections 

Nov. 26, 1957 

1 . . . . . . . . . . . 268 71 3 .8 3 .62 3 .06 . . . . . . . . . . . . . . . 2 . . . . . . . . . . . 288 56 5 .1 4 .97 2 .85 7 .0.14 

3 . . . . . . . . . . . 278 59 4.7 4.34 2 .95 66 .12 

4 . . . . . . . . . . . 281 59 4.8 4 .41 2 .92 81 .13 

5 . . . . . . . . . . . 260 58 4.5 4 .13 3 .15 64 .06 

Nov. 27, 1957 

1 . . . . . . . . . . . 91 44 2 .1 2 .02 2.43 . . . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 128 46 2 .8 2 .69 1 .73 71 0.11 

3 . . . . . . . . . . . 108 51 2 .1 2 .00 2.05 66 .10 

4 . . . . . . . . . . . 108 54 2 .0 1 .98 2 .05 81 .08 

5 . . . . . . . . . . . 101 46 2 .2 2 .04 2 .19 64 .14 

Notes.-
n = 0.052; 0.047 

CROSS SECTIONS 

a

0 

W 

a 

H

W

W

W 

Z 

Z

0 

H

a 

W

J

W 

Plan sketch and cross sections, South Beaverdam Creek near 

Dewy Rose, Ga . 

14 3 
n = 0.052 ; 0.047 

No. 1178 downstream along left bank from section 2, 

South Beaverdam Creek near Dewy Rose, Ga . 

14 4 
n = 0.052 ; 0.047 

No. 1179 upstream from section 2, 

South Beaverdam Creek near Dewy Rose, Ga. 

145 
n = 0 .049 

2-1005 . Deep River at Ramseur, N.C . 

Gage location.-Lat 35°44', long 79°30', on right bank 0.25 

mile downstream from Main Street bridge in Ramseur, 

Randolph County, 0.5 downstream from mill dam, and 1 .5 

miles downstream from Sandy Creek. Section 1 is about 

30 ft downstream from gage . 

Drainage area.-346 sq mi. 

Date offood.-Dec. 28, 1958. 

Gage height .-13.65 ft at gage ; 13.62 ft at section 1 . 

Peak discharge .-8,300 cfs. 

Computed roughness coefficient . -Manning n = 0 .049 . 

Description of channel.-Bed is mostly coarse sand and contains 

some gravel and one conspicuous outcrop. Three small 

islands in the reach have a dense stand of small birch 

trees . The banks are fairly steep and contain medium 

growths of underbrush and large trees. 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(£t) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft) between 

sections 

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

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

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

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

5 . . . . . . . . . . . 

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

7 . . . . . . . . . . . 

2,474 

2,135 

2,137 

2,403 

2,061 

2,265 

2,026 

215 

198 

240 

250 

244 

194 

189 

11 .5 

10 .8 

9 .8 

9 .6 

8 .4 

11 .8 

10 .7 

10.8 

10.4 

9 .34 

8 .73 

7 .94 

10.8 

10.4 

3 .36 

3 .89 

3 .88 

3 .45 

4.03 

3 .66 

4.10 

. . . . . . . . 

219 

218 

182 

185 

337 

265 

. . . . . . . . 

0.17 

.05 

.12 

.20 

.30 

.24 

Notes .­
0

n = 0.049 

PLAN SKETCH 

Water surface 12%2$/58 

Q

O 

w 

Q 

w 

w

w 

Z 

Z 

O 

Q 

w

J 

w 

240 280 

Plan sketch and cross sections, Deep River at Ramseur, N.C. 

147 
n = 0.049 

No. 1180 upstream from section 7, Deep River at 

Ramseur, N. C. 

148 
n = 0.049 

No. 1181 upstream from section 4, Deep River at 

Ramseur, N.C. 

14 9 
n = 0.050 

6-7195 . Clear Creek near Golden, Colo. 

Gage location.-Lat 39°45'05", long 105°14'55", in NEY4 sec. 

32, T. 3 S ., R. 70 W., on left bank 0 .5 mile downstream 

from Golden Canal diversion and 1 mile west of Golden. 

Section 12 is about 3.5 miles upstream from gage. 

Drainage area .-399 sq mi . 

Date offood.--May 26, 1958 . 

Gage height.-5 .25 ft at gage ; 61 .70 ft (different datum) at 

section 15 . 

Peak discharge .-1,380 cfs . 

Computed roughness coefficient . -Manning n = 0 .050 . 

Description of channel .-Bed and banks are composed of angular 

boulders as much as 2 ft in diameter. 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft)

between 

sections 

12 . . . . . . . . . . 200 43 4 .6 4.22 6 .90 . . . . . . . . . . . . . . 13 . . . . . . . . . . 206 50 4.1 3 .83 6 .70 47 . 0.85 

14 . . . . . . . . . . 183 52 3 .5 3.29 7 .54 39 .65 

15 . . . . . . . . . . 184 51 3 .6 3.36 7.50 46 .65 

16 . . . . . . . . . . 184 55 3 .3 2.69 7.50 32 .60 

Notes.-
n = 0.050 

66 

64 Water surface 5/26/58 

62 

i 

60 

58 

56 

63 

Q

0 13 61 ad 

Q

oc 

59 m 

oc 

Q 

57 W 

W 

k 

Z 

O 6 

Q 

w 5 8 T-_ 

J 

W 

V 

65 

6 2

6p -! 1 6 . 

k 

5 

~­ y 

65 

5410­ 20 30 40 50 60 70 80 

WIDTH, IN FEET 

Plan sketch and cross sections, Clear Creek near 

Golden, Colo . 
n = 0.050 

No. 1198 upstream from section 16, Clear Creek near 

Golden, Colo. 

15 2 
n = 0.050 

No . 1199 upstream from left bank at section 15,


Clear Creek near Golden, Colo. 

153 
n = 0.051 ; 0.074 

2-3310 . Chattahoochee River near Leaf, Ga. 

Gage location .-Lat 34°35', long 83 ° 38', on left bank 700 ft 

upstream from bridge on State Highway 115, 1 .5 miles east 

of Leaf, White County, 2 .5 miles downstream from Blue 

Creek, 3 miles upstream from Soque River, 7 .5 miles southeast of Cleveland, and at mile 405 .6 . Section 2 is about 

680 ft upstream from gage. 

Drainage area.-150 sq mi. 

Date offood.-Feb. 7, Feb . 27, 1959 . Gage height.-7.50 ft, 4.95 ft at gage ; 9 .12 ft, 6 .92 ft at section 2 . 

Peak discharge .-5,100 cfs ; 2,350 cfs. 

Computed roughness coefficient . -Manning n = 0.051 ; 0.074 . 

Description of channel.-Bed is mostly rock and very irregular . 

Banks are covered with low thick rhododendron and small 

trees . Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

~ Hydraulic Mean Length (ft)

radius 

~ 

velocity 

~ 

between (ft) (ft per sec) sections I Fall (ft)between 

sections 

Feb . 7, 1959 

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

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

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

5 . . . . . . . . . . . 

1,510 

850 

1,110 

1,070 

147 

133 

158 

151 

10 .3 

6 .4 

7.0 

7.1 

9 .84 

6.18 

6.79 

6.84 

3 .38 

6 .00 

4.59 

4.77 

. . . . . . . . 

353 

214 

125 

. . . . . . . . 

1 .19 

.35 

.14 

Feb . 27, 1959 

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

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

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

5 . . . . . . . . . . . 

1,215 

555 

750 

720 

132 

112 

138 

134 

9.2 

5 .0 

5 .4 

5 .4 

8.90 

4.80 

5 .26 

5 .18 

1 .93 

4.23 

3 .13 

3 .26 

. . . . . . . . 

353 

214 

125 

. . . . . , . . 

1 .42 

.37 

.13 

Notes.-
n = 0.051 ; 0.074 

CROSS SECTIONS 

a0 

W 

a 

HW

W

W 

Z 

Z 

0

H

a 

W

J

W 

40 80 120 160 200 

WIDTH, IN FEET 

Plan sketch and cross sections, Chattahoochee River near 

Leaf, Ga. 

155 
n = 0.051 ; 0.074 

No. 1186 downstream from above section 2, 

Chattahoochee River near Leaf, Ga . 

15 6 
n = 0.051 ; 0.074 

No. 1187 upstream from section 4, 

Chattahoochee River near Leaf, Ga. 

15 7 
n = 0.051 

13-3380 . South Fork Clearwater River near 

Grangeville, Idaho 

Gage location.-Lat 45°55', long 116°01', in SEV4NWY4 sec. 

30, T. 30 N., R. 4 E., on right bank just downstream from 

powerhouse of Washington Water Power Co., 6 miles east 

of Grangeville . Section 1 is about 1 .8 miles upstream from 

gage . 

Drainage area .-865 sq mi. 

Date offood.-May 29, 1948. 

Gage height .-12.50 ft at gage ; 30.85 ft at section 1 . 

Peak discharge .-12,600 efs . 

Computed roughness coefficient . -Manning n = 0 .051 . 

Description of channel.-Bed consists of rock and boulders ; 

d5o = 250 mm, d84 =440 mm. Banks are mostly boulders 

and have trees and brush along tops. 

Reach properties 

Top Mean Hydraulic Mean Length (ft) Fall (ft) Section Area width depth radius velocity between between (sq ft) (ft) (ft) (ft) (ft per sec) sections sections 

1 . . . . . . . . . . . 1,326 134 9 .90 9.40 9 .50 . . . . . . . . . . . . . . 2 . . . . . . . . . . . 1,310 143 9.16 8.68 9 .62 255 . 1 .40 

3 . . . . . . . . . . . 1,434 181 7.92 7.71 8 .79 295 1 .45

4 . . . . . . . . . . . 1,267 148 8.56 8.23 9 .94 357 2.85 

Notes.-
n = 0.051 

3 4 

CROSS SECTIONS 

a

0 

a 

m 

a 

W 

W 

z 

z

0 

a 

W

J 

W 

Plan sketch and cross sections, South Fork Clearwater River 

near Grangeville, Idaho . 

15 9 
n = 0.051 

No. 155 upstream from left bank at section 3, South Fork 

Clearwater River near Grangeville, Idaho. 

16 0 
n = 0.051 

No. 156 downstream from left bank at section 2, South Fork 

Clearwater River near Grangeville, Idaho. 
n = 0.053 ; 0.079 

11-4510. Cache Creek near Lower Lake, Calif. 

Gage location .-Lat 38°55'27", long 122°33'53", in sec . 6, T. 12 

N., R. 6 W., on left bank 500 ft downstream from Clear Lake 

Dam, 1 .9 miles downstream from Copsey Creek, and 2 .5 

miles northeast of Lower Lake . Section 1 is 350 ft upstream from gage. 

Drainage area .-528 sq mi. 

Date offood.-Jan. 24-25, 1951 . 

Gage height .-7.80 ft, 6 .30 ft at gage ; 13.35 ft, 11 .70 ft at section 1 . 

Peak discharge.-3,840 cfs, 1,830 cfs . 

Computed roughness coefficient. -Manning n =0.053 ; 0.079 . 

Description of channel.-Bed is composed of large angular boulders. Banks consist of exposed rock, boulders, and some 

trees. Reach Properties 

Section Area 

(s(l ft) 

Top 

width 

(ft) 

Mean 

depth 

(ft) 

Hydraulic 

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) ~ 

between ~ 

sections 

Fall (ft)

between 

sections 

Jan . 25, 1951 

1 . . . . . . . . . . . 401 81 5 .0 4.27 9 .59 

2 . . . . . . . . . . . 384 65 5 .9 5.02 10 .00 . . 102 . . . . 1 '.80 

3 . . . . . . . . . . . 295 45 6 .6 5.27 13 .02 62 3.10 

Jan. 24, 1951 

1 . . . . . . . . . . . 271 76 3 .6 3 .09 6 .75 

2 . . . . . . . . . . . 236 51 4.6 3 .88 7 .75 . . . 102 . . . . '2 .75 

3 . . . . . . . . . . . 211 38 5 .6 4.45 8 .67 62 2.55 

Notes.-
n = 0.053; 0.079 

PLAN SKETCH 

Plan sketch and cross sections, Cache Creek near 

Lower Lake, Calif. 

163 
n = 0.053 ; 0.079 

No. 1191 downstream from left bank above section 1, 

Cache Creek near Lower Lake, Calif. 

16 4 
n = 0.053 ; 0.079 

14* 

No. 1193 downstream from channel above section 1, 

Cache Creek near Lower Lake, Calif. 

165 
n = 0.055 

4--2750 . East Branch Ausable River at Au Sable 

Forks, N.Y . 

Gage location.-Lat 44°26'20", long 73°40'55", on left bank 700 

ft upstream from upper highway bridge in Au Sable Forks, 

Essex County, and 0 .5 mile upstream from confluence with 

West Branch . Section 1 is about 0.75 mile upstream from 

gage . 

Drainage area.-198 sq mi . 

Date offood.-Mar. 31, 1951 . 

Gage height .-8.20 ft at gage; 94 .08 ft (different datum) at 

section 1 . 

Peak discharge.-7,790 cfs. 

Comlbuted roughness coefficient . -Manning n=0.055 . 

Description of channel.-Bed consists of gravel, rock, and boulders as much as 5 ft in diameter. Banks are lined with 

boulders, small trees, and bushes. 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft)

between 

sections 

1 . . . . . . . . . . 1,050 139 7.6 7.01 7.40 . . . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 1,090 166 6.6 6.42 7.13 178 1 .00 

Notes.-
n = 0.055 

PLAN SKETCH 

CROSS SECTIONS 

a

0 

a 

m 

a 

W 

LLJ 

z 

0

z

a 

W

J 

W 

Plan sketch and cross sections, East Branch Ausable River 

at Au Sable Forks, N.Y. 

167 
n = 0.055 

No. 698 upstream along left bank from below section 2, 

East Branch Ausable River at Au Sable Forks, N.Y. 

168 
n = 0.055 

No. 700 downstream from left bank at section 1, 

East Branch Ausable River at Au Sable Forks, N.Y. 

16 9 
n = 0.056 

1-1805 . Middle Branch Westfield River at 

Goss Heights, Mass . 

Gage location .-Lat 42°15'31", long 72°52'23", on right bank at 

upstream side of highway bridge at Goss Heights, Hampshire County, 0.35 mile upstream from mouth, and 1 .7 

miles north of Huntington. Section 1 is about 1,000 ft 

downstream from gage. 

Drainage area .-52 .6 sq mi. 

Date offood.-Mar . 22, 1948. 

Gage height.-6.46 ft at gage ; 19 .07 ft at section 1 . 

Peak discharge .-3,400 cfs . 

Computed roughness coefcient .-Manning n = 0 .056 . 

Description of channel.-Bed is rocks and coarse gravel with 

boulders as much as 5 ft in diameter. 

Reach properties 

Section Area 

(sq ft) 

Top width 

(ft) 

Mean 

depth

(ft) 

Hydraulic radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

1 . . . . . . . . . . . 502 123 4.1 4.05 6.78 . . . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 531 114 4.6 4.50 6.42 159 1.38 

Notes.-
n = 0.056 

PLAN SKETCH 

CROSS SECTIONS 

a

0 

r 

a 

m 

a 

W

W 

z 

0

z

a 

IL 

Ed 

Plan sketch and cross sections, Middle Branch Westfield River 

at Goss Heights, Mass . 
n = 0.056 

No. 315 downstream from above section 1, Middle Branch 

Westfield River at Goss Heights, Mass. 

172 
n = 0.056 

No. 316 upstream from below section 2, Middle Branch 

Westfield River at Goss Heights, Mass. 

17 3 
n = 0.057 

12-4620. Mission Creek near Cashmere, Wash . 

Gage location .-Lat 47°30'15", long 120°28'30", in SEY4NEY4 

sec. 8, T. 23 N., R. 19 E ., on right bank 1 .5 miles upstream 

from mouth and 1 .5 miles south of Cashmere. Section 1 is 

about 0 .5 mile downstream. 

Drainage area.-79.1 sq mi . 

Date offood.-May 19, 1955 . 

Gage height.-1 .73 ft at gage; 14 .00 ft (different datum) at 

section 1 . 

Peak discharge .-123 cfs . 

Computed roughness coe cient .-Manning it = 0 .057. 

Description of channel .-Bed of angular-shaped boulders as much 

as 1 ft in diameter. Both banks are lined with overhanging 

bushes. 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft)

between 

sections 

1 . . . . . . . . . . . 34 22 1 .54 1 .50 3.64 . . . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 28 22 1 .27 1 .24 4.39 44 0.82 

3 . . . . . . . . . . . 31 20 .5 1 .53 1 .46 3.92 51 .79 

Notes.-
0 

a

a 

m 

a 

W

W

W 

Z 

Z 

F­Q 

W

J

W 

PLAN SKETCH n = 0.057 

2

1 CSG 

CSG 3 

T; CSG 

CSG Crest stage gage 2 3 

CROSS SECTIONS 

Plan sketch and cross sections, Mission Creek near 

Cashmere, Wash. 

175 
n = 0.057 

No. 1184 upstream from below section 3, Mission Creek 

near Cashmere, Wash. 

17 6 
n = 0.057 

No. 1185 upstream from below section 3, Mission Creek 

near Cashmere, Wash. 

17 7 
n = 0.059 

2-935. Haw River near Benaja, N. C. 

Gage location .-Lat 36°16', long 79°34', on left bank 200 ft 

upstream from site of old High Rock Mill, 500 ft upstream 

from bridge on Secondary Road 2620, 0 .5 mile upstream 

from Rockingham-Guilford County line, 6 miles downstream from Troublesome Creek, and 6 miles east of Benaja, 

Rockingham County. Section 4 is about 400 ft upstream 

from gage . 

Drainage area.-168 sq mi. 

Date offood.-Dec. 29, 1958 . 

Gage height.-5 .70 ft at gage ; 6.09 ft at section 4. 

Peak discharge.-1,000 cfs . 

Computed roughness coefficient.-Manning n = 0 .059. 

Description of channel .-Bed is composed of coarse sand and a 

few outcrops. Banks on both sides are heavily lined with 

overhanging birch trees . 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft)

between 

sections 

4 . . . . . . . . . . 403 73 5 .5 4 .98 2 .48 . . . . . . . . . . . . . . . . 

5 . . . . . . . . . . . 417 73 5 .7 5 .22 2 .40 172 0.16 

6 . . . . . . . . . . . 400 81 4.9 4 .58 2 .50 115 .15 

7 . . . . . . . . . . . 397 79 5 .0 4.70 2.52 121 .16 

Notes. ­
n = 0.059 

PLAN SKETCH 

Plan sketch and cross sections, Haw River near Benaja, N.C. 

179 
n = 0.059 

No . 1182 upstream from section 6, Haw River near 

Benaja, N.C . 

180 
n = 0.059 

No. 1183 downstream along right bank from section 6, 

Haw River near Benaja, N.C. 
n = 0.059 

12-1135 . North Fork Cedar River near 

Lester, Wash. 

Gage location . -Lat 47 ° 19'10", long 121 ° 30'05", in SWY4 sec. 11, 

T. 21 N., R. 10 E ., on left bank 120 ft downstream from 

falls, 1 .5 miles upstream from confluence with South Fork, 

and 7.5 miles north of Lester. Section 1 is about 700 ft 

upstream from gage . 

Drainage area .-8.81 sq mi. 

Date of food.-Dec . 15, 1959 . 

Gage height.-3.85 ft at gage ; 24.88 ft (different datum) at 

section 1 . 

Peak discharge .-996 cfs. 

Computed roughness coefficient. -Manning n = 0.059 . 

Description of channel.-Bed is large boulders. Banks are irregular and lined with brush, tree stumps, and roots . 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft) between 

sections 

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

2 . . . . . . . . . . . 178 

150 

64 

58 

2.7 

2.6 

2 .65 

2 .53 

5 .60 

6 .60 

. . . . . . . . 

86 

. . . . . . . . 

2.54 

3 . . . . . . . . . . . 144 58 2.5 2 .40 6 .92 96 1 .82 

4 . . . . . . . . . . . 157 63 2.5 2 .39 6 .34 130 3.04 

Notes.-
n = 0.059 

CROSS SECTIONS 

26


24


22


20


f 22


Q 

20
 W 

Q 18


H 

W

W 16


Z 20


Z 

O 18


Q 

W

J 16
 W 

18


16


14


12


0 20 40 60 80


WIDTH, IN FEET 

Plan sketch and cross sections, North Fork Cedar River near 

Lester, Wash. 

18 3 
n = 0.059 

No. 1188 downstream from left bank above section 1, 

North Fork Cedar River near Lester, Wash. 

18 4 
n = 0.059 

No. 1189 upstream from right bank below section 3, 

North Fork Cedar River near Lester, Wash. 

18 5 
n = 0 .060 

3-4-4-85 . Hominy Creek at Candler, N.C . 

Gage location .-Lat 35°32'28", long 82°40'35", on left bank 0.1 

mile downstream from Pole Creek, 0.4 mile downstream 

from bridge on State Highway 112, and 1 mile east of 

Candler, Buncombe County. Section 1 is about 250 ft 

downstream from gage . 

Drainage area .-79.8 sq mi . 

Date offlood.-June 16, 1949 . 

Gage height .-13.75 ft at gage ; 13 .33 ft at section 1 . 

Peak discharge.-6,800 cfs total ; 6,460 cfs in the main channel. 

Computed roughness coefficient. -Manning n = 0 .060 . 

Description of channel.-Bed is sand and gravel with some boulders as much as 20 inches in diameter. Both banks are 

lined with overhanging trees and bushes. 

Reach Properties 

Top Mean Hydraulic Mean Length (ft) Fall (ft) Section Area width depth radius velocity between between (sq ft) (ft) (ft) (ft) (ft per sec) sections sections 

1 . . . . . . . . . . . 1,400 110 12 .7 11 .77 4 .76 . . . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 1,160 90 12 .9 11 .62 5 .50 308 0 .68 

3 . . . . . . . . . . . 1,090 90 12 .2 11 .28 5 .72 262 .46 

Notes.-
n = 0.060 

18 

14 

Water surface 6/16/49 , 

" 

10 

6 

2 

I

=) -2 

Q Properties of overflow sections not included in table 

D 

14 W 

a 

0 10 

W

W 6 

Z 

2 

Z 

H -2 

Q 

W

J 14 W 

10 i 

6 

2 

-2 

-6 

0 40 80 120 160 200 240 280 

WIDTH, IN FEET 

Plan sketch and cross sections, Hominy Creek at Candler, 

N. C. Dashed lines show limits of overbank flooding. 

18 7 
n = 0.060 

No . 431 downstream from above section 1, Hominy Creek 

at Candler, N.C . 

188 
n = 0.060 

No. 432 upstream from left bank at section 3, Hominy Creek 

at Candler, N.C . 

18 9 
n = 0 .060 

12-34-55 . Rock Creek Canal near Darby, Mont. 

Gage location .-Lat 46°04'40", long 114°12'40", in SWY4 sec. 

28, T. 4 N., R. 21 W., on downstream side of footbridge, 0 .25 

mile downstream from diversion dam, 1 .5 miles downstream from Como Lake, and 4 miles northwest of Darby. 

Section 1 is about 0.25 mile upstream from gage . 

Date offood.-Sept. 23, 1948 . 

Gage height.-3.34 ft at gage ; 15.33 ft at section 1 . 

Peak discharge.-138 cfs . 

Computed roughness coefcient .-Manning n = 0.060 . 

Description of channel.-Bed and bank consist of boulders ; d5o = 

210 mm, d84 = 375 mm. 

Reach Properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth 

(ft) 

Hydraulic 

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft)

between 

sections 

1 . . . . . . . . . . . 30 26 1 .15 1 .07 4 .60 . . . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 31 25 1 .24 1 .19 4 .45 45 1 .25 

3 . . . . . . . . . . . 39 24 1 .62 1 .56 3 .54 50 1 .36 

4 . . . . . . . . . . . 30 25 1 .20 1 .25 4 .60 50 1 .02 

5 . . . . . . . . . . . 32 25 1 .28 1 .28 4 .31 50 .93 

6 . . . . . . . . . . . 37 26 1 .42 1 .37 3 .73 50 .78 7 . . . . . . . . . . . 32 24 1 .33 1 .28 4 .31 50 .85 

Notes.-
n = 0.060 

136 

137 

a

0 

a 

m 

a 

ILw 

z 

z

0 

a 

lLJ

W 

PLAN SKETCH 

CROSS SECTIONS 

Plan sketch and cross sections, Rock Creek Canal near 

Darby, Mont. 
n = 0.060 

No. 136 downstream from above section 1, 

Rock Creek Canal near Darby, Mont. 

192 
n = 0.060 

No. 137 downstream from above section 1, 

Rock Creek Canal near Darby, Mont. 

193 
n = 0.065 

11-2645. Merced Riverat Happy Isles Bridge, 

near Yosemite, Calif . 

Gage location . -Lat 37°43'54", long 119°33'28", on right bank 

10 ft downstream from Happy Isles Bridge, 0 .4 mile downstream from Illilouette Creek, and 2 miles southeast of 

Yosemite National Park Headquarters, Mariposa County. 

Section 1 is about 1,000 ft downstream from gage. 

Drainage area.-181 sq mi. 

Date offood.-May 17, 1950 . 

Gage height.-6 .06 ft at gage ; 97 .40 ft (different datum) at 

section 1 . 

Peak discharge .-1,950 cfs . 

Computed roughness coefficient . -Manning n = 0 .065 . 

Description of channel .-Fairly straight channel is composed of 

boulders with trees along top of banks ; d5o = 253 mm, 

d84 =550 mm. 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

1 . . . . . . . . . . . 308 78 4.0 3.90 6.33 . . . . . . . . . . . . . . . . 2 . . . . . . . . . . . . 263 64 4 .1 3 .98 7.41 200 3 .40 

3 . . . . . . . . . . . 309 63 4 .9 4.68 6 .31 40 .50 

4 . . . . . . . . . . . 327 78 4 .2 4.09 5 .96 180 1 .55 

Notes .­
1196 

n = 0.065 

I I I 

1 2 3 

CROSS SECTIONS 

98 - r 

96 Water surface 5/17M 

94 

92 

i 

94 

92 

Q 

90 

nc 

m 

Q 94 

92 

III 3 

Z 

90 

Z 

O 88

Q 

W 

J

W 86 

92 

a 90 

88 

86 

840 20 40 60 80 100 

WIDTH, IN FEET 

Plan sketch and cross sections, Merced River at 

Happy Isles Bridge, near Yosemite, Calif. 

19 5 
n = 0.065 

No. 1196 downstream from above section 1, Merced River 

at Happy Isles Bridge, near Yosemite, Calif. 

19 6 
n = 0.065 

No . 1197 upstream from right bank at section 3, Merced River 

at Happy Isles Bridge, near Yosemite, Calif. 

197 
n = 0.070 

3-3020 . Pond Creek near Louisville, Ky.


Gage location .-Lat 38° 07'11", long 85° 47'45", on downstream 

side of bridge on Manslick Road, 0 .4 mile south of Third 

Street Road, 0.6 mile downstream from Bee Lick Creek, and 

2.4 miles south of Louisville City Limits, Jefferson County. 

Section 1 is about 550 ft upstream from gage. 

Drainage area.-64.0 sq mi. 

Date of,food .-Feb . 14, 1950. 

Gage height.-15 .00 ft at gage ; 15 .1 ft at section 1 . 

Peak discharge .-1,480 cfs . 

Computed roughness coefficient . -Manning n = 0 .070. 

Description of channel .-Bed is fine sand and silt . Banks are 

irregular with fairly heavy growth of 2- to 8-inch trees on the 

banks above low water, particularly on the left bank. 

Reach sections 1, 2, 5, 6, 7 used to determine roughness 

coefficient . Bridge abutments form constriction at section 3 . 

Reach Properties 

Section Area 

(sq ft) 

Top width 

(ft) 

Mean 

depth

(ft) 

Hydraulic radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft) between 

sections 

Fall (ft) between 

sections 

1 . . . . . . . . . . . 888 115 7.7 7 .10 1 .67 . . . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 830 122 6 .8 6.48 1 .78 90 0 .05 

3 . . . . . . . . . . . 591 52 11 .4 8 .23 2.50 95 .10 

4 . . . . . . . . . . . 837 116 7.2 6.80 1 .77 45 .02 

5 . . . . . . . . . . . 818 94 8 .7 8 .06 1 .81 79 .05 

6 . . . . . . . . . . . 791 107 7.4 7 .00 1 .87 156 .10 

7 . . . . . . . . . . . 854 115 7.4 7 .00 1 .73 147 .07 

Notes .­
CROSS SECTIONS 

J

W 

Plan sketch and cross sections, Pond Creek near 

Louisville, Ky. 199 
n = 0.070 

No. 452 downstream from above section 1, 

Pond Creek near Louisville, Ky. 

200 
n = 0.070 

No. 453 upstream from right bank at section 7, 

Pond Creek near Louisville, Ky. 

201 
n = 0.073 

12-3215 . Boundary Creek near Porthill, Idaho 

Gage location .-Lat 48°59'50", long 116°34'05", in SWY4 sec. 

11, T . 65 N., R. 2 W., on left bank near mouth of canyon, 

0 .2 mile south of international boundary, and 3 miles west 

of Porthill . Section 1 is 413 ft upstream from gage. 

Drainage area.-97 sq mi, approximately . 

Date offood.-May 28, 1948. 

Gage height.-5 .34 ft at gage; 13 .60 ft at section 1 . 

Peak discharge.-2,530 cfs . 

Computed roughness coefficient . -Manning n = 0.073. 

Description of channel.-Bed consists of boulders; d50 = 210 mm, 

d8 ,=375 mm. Banks are composed of boulders and have 

trees and brush along top. 

Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity 

(ft per sec) 

Length (ft) between 

sections 

Fall (ft)

between 

sections 

1 . . . . . . . . . . 351 64 5 .48 4.87 7 .21 . . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 338 82 4.12 3 .93 7 .49 94 1 .45 .

3 . . . . . . . . . . . 4 . . . . . . . . . . . 

327 

400 

71 

118 

4.61 

3 .39 

4.09 

3 .30 

7 .74 

6 .32 

163 

177 

3.95 

2.70 

Notes. ­
0 

n = 0.073 

PLAN SKETCH 

CROSS SECTIONS 

a

W 

a 

F

W

W

W 

Z 

Z 

H

a 

W

J

W 

Plan sketch and cross sections, Boundary Creek near 

Porthill, Idaho . 

20 3 
n = 0.073 

No. 5 downstream from left bank above section 1,. 

Boundary Creek near Porthill, Idaho. 

20 4 
n = 0.073 

No . 8 upstream from below section 4, 

Boundary Creek near Porthill, Idaho. 

205 
n = 0.075 

12-3450 . Rock Creek near Darby, Mont . 

Gage location.-Lat 46°04'10", long 114°13'20", in SEY4SEY4 

sec . 29, T. 4 N., R. 21 W., on left bank 0.6 mile downstream from Como Lake, 0 .7 mile upstream from Rock 

Creek Canal, and 4 miles northwest of Darby. Section 1 

is about 0 .25 mile upstream from gage. 

Drainage area .-55 .4 sq mi . 

Date offood.-May 27, 1948 . 

Gage height .-5.78 ft at gage; 23 .85 ft at section 1 . 

Peak discharge.-1,500 cfs. 

Computed roughness coefficient . -Manning n =0.075. 

Description of channel.-Bed consists of boulders ; d5o = 220 mm, 

d84 =415 mm. Banks are composed of boulders and have 

trees and brush. Reach properties 

Section Area 

(sq ft) 

Top

width 

(ft) 

Mean 

depth

(ft) 

Hydraulic

radius 

(ft) 

Mean 

velocity

(ft per sec) 

Length (ft)

between 

sections 

Fall (ft)

between 

sections 

1 . . . . . . . . . . . 214 51 4 .20 3 .96 7 .01 . . . . . . . . . . . . . . . . 

2 . . . . . . . . . . . 203 54 3 .76 3 .50 7 .39 79 2 .65 

3 . . . . . . . . . . . 134 43 3 .12 2 .91 11 .19 47 2 .45 

Notes. ­
CROSS SECTIONS 

a

0 

a 

m 

a 

W 

W

W 

Z 

Z 

H

a 

W

J

W 

Plan sketch and cross sections, Rock Creek near 

Darby, Mont . 207 
n = 0.075 

No. 131 downstream from above section 2, 

Rock Creek near Darby, Mont. 

208 
n = 0.075 

No. 133, upstream from below section 3, 

Rock Creek near Darby, Mont. 

20 9 
SELECTED REFERENCES


Bailey, J. F., and Ray, H. A., 1966, Definition of stage-discharge relation in natural 

channels by step-backwater analysis : U.S . Geol . Survey Water-Supply Paper 

1869-A, 24 p. 

Benson, M. A., and Dalrymple, Tate, 1966, General field and office procedures for 

indirect discharge measurements : U.S . Geol . Survey Techniques Water-Resources 

Inv., book 3, chap. A1 (in press) . 

Bodhaine, G. L., 1966, Measurement of peak discharge at culverts by indirect methods : 

U.S . Geol. Survey Techniques Water-Resources Inv., book 3, chap . A3 (in press) . 

Dalrymple, Tate, and Benson, M. A., 1966, Measurement of peak discharge by the 

slope-area method: U.S . Geol . Survey Techniques Water-Resources Inv., book 3, 

chap. A2 (in press) . 

Houk, I. E ., 1918, Calculation of flow in open channels : Miami Conservancy Dist . 

Tech. Repts., pt . 4, 283 p. 

Hulsing, Harry, 1966, Measurement of peak discharge at dams by indirect methods: 

U.S . Geol . Survey Techniques Water-Resources Inv., book 3, chap . A5 (in press) . 

Matthai, H. F., 1966, Measurement of peak discharge at width contractions by indirect 

methods: U.S . Geol . Survey Techniques Water-Resources Inv., book 3, chap. 

A4 (in press) . 

Ramser, C. E., 1929, Flow of water in drainage channels : U.S . Dept . Agriculture 

Tech. Bull . 129, 102 p. 

Scobey, F. C., 1933, Flow of water in flumes : U.S . Dept. Agriculture Tech. Bull. 393, 

99 p. 

1939, The flow of water in irrigation and similar canals : U.S . Dept . Agriculture 

Tech. Bull . 652, 79 p. 

Simons, D. B., and Richardson, E. V., 1962, The effect of bed roughness on depthdischarge relations in alluvial channels : U.S . Geol . Survey Water-Supply Paper 

1498-E, 26 p. 

Wolman, M. G., 1954, A method of sampling coarse river-bed material : Am. Geophys. 

Union Trans., v. 35, p. 951 . 

Woodward, S. M., and Posey, C. J., 1941, Hydraulics of steady flow in open channels : 

John Wiley & Sons, 151 p. 
INDEX 

Page Page 

A Coeur d'Alene River near 

Arizona, Stewart Mountain Pritchard, Idaho---------------------- 46 

Dam, Salt River below---------- 54 Colorado, Golden, Clear Creek 

near------------------------------------------ 150 

B Columbia River at The Dalles, 

Beaver Creek near Newcastle, Oreg------------------------------------------ 30 

Wyo. . . . . . . .. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 110 Columbia River at Vernita, 

Beaver Kill at Cooks Falls, N.Y__ 58 Wash________________________________________ 10 

Blackfoot River near Ovando, D 

Mont________________________________________ 42 

Boundary Creek Deep River at Ramseur, N.C____ 146 near Porthill, 

Idaho________________________________________ 202 E 

Bull Creek near Ira, Tex------------ 98 

East Branch Ausable River at 

C Au Sable Forks, MY______________ 166 

Cache Creek near Lower Esopus Creek at Coldbrook, 

Lake, Calif________________________________ 162 MY-------------------------------------------- 122 

California, Lower Lake, Cache Etowah River near 

Creek near________________________________ 162 Dawsonville, Ga---------------------- 66 

Yosemite, Merced River at G 

Happy Isles Bridge near______ 194 

Catherine Creek near Union, Georgia, Athens, Middle 

Oreg------------------------------------------ 114 Oconee River near------------------ 106 

Champlin Creek near Colorado Dawsonville, Etowah 

City, Tex__________________________________ 18 River near---------------------------- 66 

Chattahoochee River near Dewy Rose, South 

Leaf, Ga____________________________________ 154 Beaverdam Creek near______ 142 

Chiwawa River near Plain, Leaf, Chattahoochee 

Wash________________________________________ 118 River near____________________________ 154 

Clark Fork above Missoula, Macon, Tobesofkee Creek 

Mont--------------- _------------------------ 26 near. ------------------------------------- 94 

Clark Fork at St . Regis, Mont- 22 Monticello, Murder Creek 

Clear Creek near Golden, Colo__ 150 near-------------------------------------- 130 

Clearwater River at Kamiah, Grande Ronde River near 

Idaho---------------------------------------- 62 La Grande, Oreg-------------------- 126 
Page Page 

H Mission Creek near Cashmere, 

Haw River near Benaja, N.C____ 178 Wash________________________________________ 174 

Hominy Creek at Candler, N.C__ 186 Montana, Conner, West Fork 

Bitterroot River near______________ 70 

I Darby, Rock Creek near____ 206 

Darby, Rock Creek Canal 

Idaho, Eastport, Moyie River near______________________________________ 190 

near__________________________________________ 86 Essex, Middle Fork 

Grangeville, South Fork Flathead River near____________ 102 

Clearwater River near________ 158 Missoula, Clark Forkabove__ 26 

Kamiah, Clearwater Ovando, Blackfoot River 

River at________________________________ 62 near______________________________________ 42 

Porthill, Boundary Creek St. Regis, Clark Fork at______ 22 near___________________________________ .__ 202 Moyie River near Eastport,

Pritchard, Coeur d'Alene Idaho________________________________________ 86 

River near____________________________ 46 Murder Creek near Monticello, 

Illinois, Danville, Middle Fork Ga______________________________________________ 130 

Vermilion River near______________ 78 

Indian Fork below Atwood N 

Dam, near New Cumberland, Nebraska, Roca, Salt Creek at__ 38 Ohio__________________________________________ 14 

New Mexico, Chamita, Rio 

K Chama near______________________________ 50 

New York, Au Sable Forks, 

Kentucky, Boston, Rolling EastBranch Ausable River at__ 166 

Fork at_______________________ .______________ 138 Coldbrook, Esopus Creekat-- 122 

Louisville, Pond Creeknear__ 198 Cooks Falls, Beaver Kill at__ 58 

North Fork Cedar River near M 

Lester, Wash---------------------------- 182 

Massachusetts, Goss Heights, North Carolina, Benaja, Haw 

Middle Branch Westfield River near-------------------------------- 178 

River at____________________________________ 170 Candler, Hominy Creek at__ 186 

Merced River at Happy Isles Ramseur, Deep River at____ 146 

Bridge, near Yosemite, Calif- 194 

O Middle Branch Westfield River 

at Goss Heights, Mass____________ 170 Ohio, New Cumberland, Indian 

Middle Fork Flathead River Fork below Atwood Dam, 

near Essex, Mont____________________ 102 near__________________________________________ 14 

Middle Fork Vermilion River Oregon, La Grande, Grande 

near Danville, Ill____________________ 78 Ronde River near-------------------- 126 

Middle Oconee River near The Dalles, Columbia 

Athens, Ga________________________________ 106 River at________________________________ 30 

21 2 
--------------------------------------------

Page Page 

Union, Catherine Creek 

near-------------------------------------- 114 

P 

Pond Creek near Louisville, Ky__ 198 

Provo River near Hailstone, 

Utah__________________________________________ 134 

R 

Rio Chama near Chamita, 

Lester, North Fork Cedar 

River near---------------------------- 182 

Plain, Chiwawa River near__ 118 

Plain, Wenatchee River at_. 82 

Spokane, Spokane River at__ 90 

Umtanum, Yakima River 

at 74 

Vernita,Columbia Riverat__ 10 

Wenatchee River at Plain, 

Wash________________________________________ 82 

N. Mex_____________________-__-________-____ 50 West Fork Bitterroot River 

Rock Creek near Darby, Mont__ 206 near Conner, Mont---------------- 70 

Rock Creek Canal near Darby, 

Mont________________________________-_______ 

Rolling Fork at Boston, Ky________ 

S 

Salt Creek at Roca, Nebr__________ 

Salt River below Stewart 

Mountain Dam, Ariz--------------

South Beaverdam Creek near 

Dewy Rose, Ga------------------------

South Fork Clearwater River 

near Grangeville, Idaho__________ 

Spokane River at Spokane, 

Wash___-___________________-________________ 

T 

Texas, Colorado City, 

Champlin Creek near--------------

Ira, Bull Creek near____________ 

Tobesofkee Creek near Macon, 

Ga----------------------------------------------

U 

Utah, Hailstone, Provo River 

near------------------------------------------

W 

Washington, Cashmere, Mission 

Creek near________________________________ 

Wyoming, Newcastle, Beaver 

190 Creek near________________________________ 110 

138 

Y 

Yakima River at Umtanum, 

38 Wash---------------------------------------- 74 

54 

142 

158 

90 

18 

98 

94 

134 

174 

21 3 

GPO: 1987-192-312