Analysis of Current-Meter 

Data at Columbia River 

Gaging Stations, 

Washington and Oregon

GEOLOGICAL SURVEY WATER-SUPPLY PAPER 1869-F

Analysis of Current-Meter 

Data at Columbia River 

Gaging Stations, 

Washington and Oregon

By JOHN SAVINI and G. L. BODHAINE

RIVER HYDRAULICS

GEOLOGICAL SURVEY WATER-SUPPLY PAPER 1869-F

UNITED STATES GOVERNMENT PRINTING OFFICE, WASHINGTON : 1971
UNITED STATES DEPARTMENT OF THE INTERIOR

GEOLOGICAL SURVEY 

William T. Pecora, Director

Library of Congress catalog-card No. 75-609456

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

Washington, D.C. 20402 - Price 40 cents (paper cove')
CONTENTS

ILLUSTRATIONS

Page

Abstract.____________________________________________________________ Fl

Introduction. _____ .___.___________._._.__.____..____.___._________.__ 2

Purpose and scope _________________________________________________ 2

Data-collection program. ___________________________________________ 2

Location of collection sites. _____________________________________ 2

Types of data collected _--______-__--.___-____--__________--_-_- 6

Development of the vertical velocity curve. _______________________________ 8

Development of the segment of the vertical velocity curve below 0.95

depth______,___-_--_-____--__-_-_---_____-._-__-_______________ 12

Development of the upper 95-percent segment of the vertical velocity

curve ___-____--__---_____-__-------_______-----_______--------_ 14

Determination of mean velocity. -__-___--_________----______-------__ 16

Magnitude of velocity fluctuations. --__________---___________-_____-. 16

Optimum time of observation. _______________________________________ 21

Comparison of mean velocities deter mined by various methods_______-----_-_- 23

Mean velocity in the vertical. __-__-_---___________----_.____--____-- 25

Mean river velocity._______________________________________________ 27

Evaluation of methods of computing river discharge. ________________________ 27

Midsection method ________________________________________________ 28

Mean-section method _____.____________...._-___-_.___....--_-.___. 28

Streamflow computation by the two methods __________________________ 28

Summary, ___-_______________________-_________-_____-________-------- 30

Page

FIGURE 1. Map showing location of gaging stations on the Columbia River

near which streamflow data were obtained for this report. _ _ _ _ _ F3

2. Photograph showing special bracket for suspending current

meter to 0.5 foot above streambed._ _ ______________________ 7

3. Photograph showing hanger bar with 10 Price current meters

spaced at 0.10-depth intervals. -___--------_______..______ 9

4. Section of continuous-recorder chart showing simultaneous

record from 10 Price current meters _______________ ________ 10

5. Section of recorder chart from the gaging station Columbia

River below Priest Rapids Dam for August 14, 1963---------- 11

6-16. Graphs showing:

6. Velocity distribution in lower 5 percent of depth. ------ 13

7. The 66-minute mean vertical velocity curve for vertical 280, Columbia River below Priest Rapids 

Dam, August 14, 1963. __________________________ 15

HI
IV CONTENTS

Page 

FIGURE 6-16. Graphs showing Continued

8. One-minute vertical velocity curves shoeing variations in shape and velocity for 6 consecutive minutes.... _______________________________________ F17

9. Selected 1-minute vertical velocity curves showing

variations in shape at different times --------------- 18

10. Fluctuation of velocity at four different depths in

vertical velocity profile---- _______________________ 20

11. Standard deviation from the 66-minute'ni3an velocity

at 10 different depths in vertical velocity profile__ _ _ _ _ 21

12. Fluctuation of 1-minute mean velocities ?,nd cumulative departure from 66-minute mean _______________ 22

13. Average maximum and minimum veloc: ties during 

various time intervals at vertical 280, Columbia 

River below Priest Rapids Dam ___________________ 24

14. Frequency distribution of percentage difference between two-point and integrated-curve mean velocities ---______-___________._..._______._._._---- 26

15. Frequency distribution of percentage difference between one-point and integrated-curve mean velocities. ---_-___._-_.___--..........__._....__---- 26

16. Application of midsection and mean-section methods

to a stream cross section_______________________._- 29

TABLES

Page 

TABLE 1. Channel and flow characteristics of measuring cross sections

on the Columbia River ___________________-__------_----_ F5

2. Velocity measurements at seven gaging stations on the Columbia River______________________________________________ 34

3. Velocity measurements at four gaging stations on the Columbia River__ -_____________________________------_--_---- 47

4. One-, 2-, and 4-minute velocity data at three gaging stations on

the Columbia River_____________________________________ 50

5. Velocity measurements using meter bracket at four gaging stations on the Columbia River______________________________ 53

6. One-minute simultaneous velocity measurements for 66 minutes 

at vertical 280 in the measuring cross section at, the gaging 

station Columbia River below Priest Rapids Dam, August 

14,1963____---__......_-___--__-.__...-.._._...-._.--- 55

7. Maximum and minimum velocities during various time intervals, vertical 280, Columbia River below Priest Rapids 

Dam, August 14,1963_._._______________________________ 57

8. Comparison of mean velocities of the 17 discharge measurements of the Columbia River. ____________________________ 57

9. Calculation of hypothetical streamflow data by midsection and

mean-section method____ ________________________________ 58

10. Comparison of discharges computed by midsectior and meansection methods from mean velocities obtained from planimetered vertical curves._________________________________ 59
RIVER HYDRAULICS

ANALYSIS OF CURRENT-METER

DATA AT COLUMBIA RIVER GAGING

STATIONS, WASHINGTON

AND OREGON

By JOHN SAVINI and G. L. BODHAINE

ABSTRACT

The U.S. Geological Survey developed equipment to measure stream velocity simultaneously with 10 current meters arranged in a vertical and to measure velocity closer 

to the streambed than attainable with conventional equipment.

With the 10 current meters, synchronous velocities were recorded for a period of 

66 minutes at 10 different depths in one vertical of one gaging-station cross section. 

In-addition, with a current meter installed on a special bracket to allow measurements to 0.5 foot above streambed, data were obtained at two to four verticals in 

four gaging-station cross sections.

The mean velocity determined for the 66-minute period of record was 3.30 fps 

(feet per second). The graphic record of velocity was analyzed on a minute-by-minute 

basis. It was noted that the shape of the vertical velocity curves (plot of horizontal 

flow velocities measured in a vertical) changed from one minute to the next, but the 

change seemed to be random. Velocities obtained at different depths in the profile 

fluctuated significantly, with the 1-minute velocities obtained at 0.05 depth (5 percent of total depths measured from the surface at indicated vertical) showr'ng the 

smallest range 0.66 fps and those at 0.55 depth the largest range 1.22 fps.

The standard deviation, expressed in feet per second, of the velocity at each, point 

in the vertical tended to increase with depth from 0.16 fps at 0.05 depth to a maximum of 0.24 fps at 0.75 depth. The standard deviation, expressed as a percentage of 

the mean velocity, ranged from about 4 percent near the surface to 11 percent at 0.95 

depth. In spite of the fluctuation in mean velocity that occurred during the f 6 minutes, an observation period of 4 minutes yields a mean velocity that differs from the 

66-minute mean by less than one-half of a percent.

Determining the mean velocity by averaging the 10-point observations of the 66- 

minute run proved to be as accurate as by plotting the vertical velocity curve (from 

the averaged 10 points) and then integrating the depth-velocity profile. In comparing 

the velocity obtained by integrating the depth-velocity profile with the 10-point mean 

velocity for other field data, collected beyond that obtained during the 66-minute 

run, the difference ranged from 1.3 to +1.7 percent and averaged 0.2 percent.

Extension of the curve below the 0.95 depth by use of a power function proved to 

be fairly accurate (when compared with actual measurements within this reach made

Fl
F2 RIVER HYDRAULICS

with the special current-meter bracket). However, the extension did not improve 

significantly the accuracy of the integrated-curve mean velocity.

Both the one- and two-point methods were found to agree with the 10-point velocity. 

In computing mean river velocity, values determined by the two-po;nt method ranged 

from 1.4 to +1.6 percent when compared with the base intejrated-curve mean 

river velocity. The one-point method yielded results that ranged from 1.9 to +4.4 

percent and averaged +0.1 percent.

In determining river flow by use of the midsection and mean-section methods, the 

mean-section method uniformly yields lower flows for the same data. The range in 

difference is from 0.2 percent to 1.6 percent, with an average difference of 0.6 

percent.

INTRODUCTION

PURPOSE AND SCOPE

The purpose of this report is to document a study of the changes in 

stream velocity that occur at various depths in a single vertical in a river 

cross section and to document the magnitude of change in velocity over 

a period of time. Such information is used as an evaluation of the relative 

accuracy of the several standard methods of determining velocity and 

an evaluation of the optimum time required to complete a series of flow 

measurements within a specific profile.

The investigation encompasses the development of the typical vertical 

velocity curve (plot of horizontal flow velocities measured in a vertical), 

and the use of the integrated-curve mean velocity in evaluating other 

methods of determining the mean velocity in a vertical section. During 

the investigation, data were collected at seven gaging stations on the 

Columbia River.

The variation of velocity with respect to time and depth was investigated by comparing 1-minute vertical velocity curves defined from simultaneous velocity data recorded from 10 Price current meters suspended 

at equal depth intervals in a vertical section and operating continuously 

for 66 minutes. The comparison of the 1-minute vertical velocity curves 

to the 66-minute mean vertical velocity curve demonstrates the velocity 

variation spectrum attributed to the effect of pulsation present in large 

rivers.

The relative merits of the mean-section and midsection methods of 

determining the mean velocity of the river at the gaging stations also 

were investigated.

DATA-COLLECTION PROGRAM

LOCATION OF COLLECTION SITES

Measurements of streamflow were made at five gaging stations in 

Washington and two in Oregon (fig. 1). Descriptions of the cross sections
ANALYSIS OF CURRENT-METER DATA F3

121° 120° 119°

46

FIGURE 1. Gaging stations on the Columbia River near which streamflow data were 

obtained for this report. Stations are numbered and are shown by open triangles.
F4 RIVER HYDRAULICS

and of their locations follow. Table 1 summarizes channel and flow characteristics at these sites.

Grand Coulee Dam. The measuring cross section (at r'ver mile 596.1) 

is about 4,500 feet downstream from Grand Coulee Dam and about 1,300 

feet downstream from the recording gage (station 12-4365 at river mile 

596.3) in the highway bridge pier. The channel between the dam and the 

cableway is straight. The cross section is deep and fairly uniform. At 

medium stages the flow becomes turbulent and velocities are high and 

variable. At high stages wave heights of several feet are present.

The distribution of discharge and the flow structure ir the measuring 

cross section are affected by the following factors: (1) flow through each 

of the 800-foot-long powerhouses on either side of the spillway, (2) flow 

through numerous 8.5-foot outlet tunnels through the dam, and (3) flow 

through a combination of any of the 11 gates in the 1,650-foot long central 

spillway. Downstream, Chief Joseph Dam causes backwater at all stages 

and provides the control.

Bridgeport. The measuring cross section is just above the recording 

gage (station 12-4380 at river mile 544.0) in a straight channel reach about 

1.5 miles downstream from Chief Joseph Dam and about 0.6 mile downstream from a highway bridge. The measuring section ir fairly uniform 

and velocities are high at all stages. The flow is somewhat disrupted by 

powerplant operations, highway bridge piers, and by a bedrock spur that 

extends several hundred feet streamward from the left bank, about 900 

feet upstream from the cableway. The bed material is composed of wellrounded boulders that overlie bedrock.

Rocky Reach Dam. The measuring cross section is in r, straight channel reach at an auxiliary recording gage (at river mile 471.1), about 2.4 

miles downstream from Rocky Reach Dam. It is 1.9 miles downstream 

from the gaging station (12-4537) at Rocky Reach Dam. The section is 

uniform and the bed material consists of well-rounded rocks.

Trinidad. The measuring cross section (station 12-4645 at river mile 

441.0) is in a straight channel about 12 miles downstream from Rock 

Island Dam. The cable section is now in backwater from Wanapum Dam 

and has been abandoned. The section is uniform and the bed material is 

welj rounded to subangular.

Below Priest Rapids Dam. The measuring cross section is in a straight 

channel reach at the recording gage (station 12-4728 at river mile 394.5), 

about 2.5 miles downstream from Priest Rapids Dam. The section is 

uniform and the bed material is well rounded.

Paterson Ferry. The measuring cross section is in a straight stretch 

of channel at a former ferry crossing (at river mile 27P.2), 13.8 miles 

downstream from McNary Dam. All discharge measurements are made 

from a tugboat positioned by triangulation from the banks; the measurements are referred to a recording gage (station 14-0192) located 1.2 miles
TABLE 1. Channel and flow characteristics of measuring cross sections at 

[For each locality the upper figure indicates data at highest stage; the low

Gaging station

Location

At Bridgeport _ _

At Trinidad_______-__--__-.

Below Priest Rapids Dam _ .

Paterson Ferry, 13.8 miles 

downstream from McNary 

Dam

Hood River Bridge, 

19.5 miles downstream 

from The Dalles. ___-__._.

No.

12-4365 

12-4380 

12-4537 

12-4645 

.12-4728

14-0192 

14-1057

Discharge

(cfs)

505,000 

75,600

488,000 

64,800

506,500 

59 , 800

531,800 

60,400

505,900 

72,000

604,100 

84,500

648,500 

194.800

Area 

(sq ft)

44,600 

22,100

43,000 

13,600

53,000 

25,800

48,300 

16,800

54,200 

24,800

85,200 

44,000

192,000 

137.000

Width

(ft)

785 

560

1,100 

850

1,270 

910

1,470 

750

1,305 

1,130

2,490 

2,210

4,150 

3.910

Mean 

depth 

(ft)

56.8 

39.5

39.1 

16.0

41.7

28.4

32.9 

22.4

41.5 

21.9

34.2 

19.9

65.7 

52.0

Maxim

dept

(.ft)
F6 RIVER HYDRAULICS

downstream from the dam. The cross section is fairly uniform, and the 

stream bottom contains subangular to rounded materiel and areas of 

coarse sand.

Hood River Bridge. The measuring cross section is at the downstream 

side of the bridge (at river mile 169.8) in a straight stretch of channel, 

19.5 miles downstream from the base recording gage (station 14 1057) 

at The Dalles and 300 feet downstream from the auxiliary recorder. Except for the shelf of bedrock and sand which extends from the right bank, 

the streambed is fairly uniform and is composed of small grr.nular material.

There are eighteen 6-foot and two 10-foot piers at the measuring section. Although these piers do not quite extend into the measuring cross 

section, they cause a disturbance of the horizontal distribution of velocities. The verticals of each discharge measurement are distributed at random relative to the piers but are not nearer than 20 feet to any pier. The 

pier areas are subtracted from their respective subareas in the cross section. Constriction of flow by the piers causes higher than normal velocities 

above and below the bridge. Regulation of flow for power generation at 

The Dalles Dam, 21.7 miles upstream, causes the altitude of the river 

surface to fluctuate continuously over a range of about 0.3 foot.

TYPES OF DATA COLLECTED

The field data collected in this report were obtained at the seven described gaging sites on the Columbia River in Washington and Oregon. 

The types of data and methods used to collect the data are as follows:

1. Seventeen discharge measurements were made at the seven gaging 

sites on the Columbia River (fig. 1). At least two measurements 

were made at each site. Four measurements were made at Grand 

Coulee Dam, and three were made below Rocky Rea^h Dam. From 

22 to 40 verticals were included in each discharge measurement. 

Velocities were observed at 10 points in each vertical and these 

velocity observation points were spaced at intervals of 0.10 depth 

beginning at 0.05 depth (5 percent of total depth measured from 

water surface at indicated vertical) and ending at C 95 depth, except where the distance from the 0.95 depth to the streambed was 

less than the 1.5 foot distance between the current meter and the 

base of the sounding weight. (See table 2, footnote 1.) In addition 

to the 10 velocity observations, velocities were also observed at 

0.20 and 0.80 depths. A predetermined sequence of measuring the 

velocities was not used for all measurements. The data collected 

for each discharge measurement is tabulated in table 2.

2. Ten-point velocity observations were made at selected verticals during 

regular discharge measurements at four of the gaging sites. At the
ANALYSIS OF CURRENT-METER DATA F7

three sites in Washington, 10-point velocity observations were made 

at five verticals in the cross section, each vertical located at the same 

point for each measurement. These measurements were made three 

times at Grand Coulee Dam, four times at Bridgeport, and six 

times below Rocky Reach Dam. At Hood River Bridge, Oregon, 

10-point velocity observations were made at three to six verticals 

in the cross section. Eight sets of observations were made at this 

site in Oregon. Table 3 lists the data collected during all observations.

3. Velocities were observed continuously for 4 minutes at each of 10 

points in four or five selected verticals across the measuring section 

at three gaging sites Grand Coulee Dam, Bridgeport, and Rocky 

Reach Dam. These observations were made once at Grand Coulee 

Dam. These observations were made once at Grand Coulee Dam, 

twice at Bridgeport, and three times below Rocky Reach Dam. 

These data were divided into intervals of 1, 2, and 4 minutes and 

are tabulated in table 4.

4. So that velocities could be observed as close to the streambed as possible, a special bracket (fig. 2) that permits the suspension of a

FIGUKE 2. Special bracket for suspending current meter to 0.5 foot above streambed.
F8 RIVER HYDRAULICS

current meter below the sounding weight was designed by the personnel of the Spokane subdistrict office, Washington district, U.S. 

Geological Survey. The bracket was designed to allow the measurement of velocities with the current meter to 0.5 foot above the 

streambed and also to protect the current meter from damage. The 

current meter was tested in the rating flume of the Bonneville 

Hydraulics Laboratory with the same suspension (a 150-pound 

Columbus-type sounding weight on top of the meter bracket) as 

that used to obtain velocites in the river. The current meter was 

rated using the specially designed bracket and the standard rod 

suspension. Practically no effect on the rating was introduced by 

the weight and bracket for velocities below 5 fps (feet per second). 

A slight underregistration in the current meter was noted for velocities between 6 and 7 fps (about 1.5 percent of the rod rating). No 

velocities above 7 fps were measured. Using the special meter bracket, velocities were observed continuously in selected verticals for 

about 3 minutes at each of 12 points at and above the 0.95-depth 

point and at several points below this depth. Velocity observations 

taken in two to four verticals across the measuring sections at Grand 

Coulee Dam, Bridgeport, Rocky Reach Dam, and below Priest 

Rapids Dam. Velocity observations were recorded to the nearest 

five revolutions of the current meter for intervals of 1, 2, and 3 

minutes and coverted to feet per second. These data are presented 

in table 5.

5. Synchronous velocity observations at 10 points in a vertical were recorded continuously for 66 minutes. Ten current meters were suspended on a long hanger bar at 0.10-depth intervals beginning at 

0.05 depth from the water surface. Figure 3 shows a photograph 

of the suspension and figure 4 shows a sample of the strip chart 

on which the record was made. The recorder was connected to each 

of the current meters, and every time that one of them made five 

revolutions, a blip was recorded on the strip chart. From the strip 

chart, velocities were determined for each 1-minute interval. The 

velocity data are tabulated in table 6.

An attempt was made to maintain a constant stage height during the 

66-minute time span. Outflow from the Priest Rapids Dam was held as 

uniform as possible, and the stage recorder at station 12-4728 (p. F4) 

was checked frequently. In spite of this, however, it was not possible to 

avoid very slight fluctuations in stage. (See p. F10. fig. 5).

DEVELOPMENT OF THE VERTICAL VELOCITY CURVE

The shape of the vertical velocity curve is determined by plotting 

velocity measurements at several (usually 10) points well distributed in
ANALYSIS OF CURRENT-METER DATA F9

FIGURE 3. Hanger bar with 10 Price current meters 

spaced at 0.10-depth intervals and used to obtain data at 

vertical 280, Columbia River below Priest Rapids Dam, 

August 14, 1963. Depth to streambed at station was 21 

feet.

the vertical section, from just below the water surface to just above the 

streambed. Then, by graphical integration of the curve, the mean velocity 

is obtained. The mean velocity so determined can be considered close 

enough to the true mean velocity that it can be used as a basis for comparing the accuracy of velocities obtained by other methods.

Past studies of vertical velocity curves show that their shape generally 

corresponds to a parabola, the axis of which is parallel to the water surface (Corbett and others, 1943, p. 35). The axis coincides with the maximum velocity in the vertical and is between the water surface and onethird of the depth. The velocity decreases upward from the axis to the 

water surface and downward to the streambed. The change in velocity
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ANALYSIS OF CURRENT-METER DATA Fll

404

0001 1200 

August 14, 1963

2400

FIGURE 5. Section of recorder chart from the gaging station Columbia River below Priest Rapids Dam for August 14, 1963, showing constant stage during test 

period from 1155 to 1301.

becomes more rapid close to the streambed because of the friction and 

turbulence produced by the bed materials.

The measurement of velocity in a vertical section is subject to two 

limitations. First, several minutes elapse between the first and last 

measurement, and second, the lowermost measurement can be made no 

closer than 1.5 feet above streambed (0.95 depth for sections 30 feet 

deep) for the larger and faster streams. These two limitations can produce 

errors that are manifested in the following two ways:

1. Because of the turbulence and pulsation in a large river, the mean 

temporal velocity in a vertical section varies with respect to time 

and depth. Velocity observations at points in the vertical frequently 

give erratic results owing to the effects of pulsation and surges upon 

the distribution of velocities. These pulsations and surge? cause 

the velocity to vary in cycles lasting from a few seconds to several 

minutes, depending on the physical properties of the stream.

2. The method of determing the velocity curve between the lowermost 

velocity observation, usually 0.95 depth, and the streambed is not 

clearly defined, and the methods of estimation differ among
F12 RIVER HYDRAULICS

hydrologists. Some advocate extending the curve to the 0.98 or 0.99 

depth and then assuming a straight line to zero velocity at the boundary. Others believe that the general curvature should be extended 

to the streambed as suggested by Corbett and others. 1 It can be 

assumed that the velocity varies as the logarithm of the distance 

from the streambed or that the distribution is parabolic. Both distributions are accepted in the literature (R. W. Carter, written 

commun., 1964). Because the rate of velocity charge with depth 

within this segment usually is greater than within any other part 

of the velocity profile from zero at the streambed to a significant 

fraction of the velocity at 0.95 depth some error can be introduced into the mean velocity if this part of the profile is not properly 

constructed.

Some of the field data obtained during the course of this investigation 

provide a means of determining the nature of the velocity profile for the 

lowermost segment of depth that is, the segment usually from the 0.95 

depth to the streambed. Because the mean velocity as determined from 

the velocity profile cannot be determined precisely until the entire profile can be constructed, the characteristics of this lowermost 5-percent 

segment of the curve are discussed first.

DEVELOPMENT OF THE SEGMENT OF THE VERTICAL VELOCITY CURVE

BELOW 0.95 DEPTH

Standard equipment used for determination of velocity in the Columbia 

River does not permit observations closer than 1.5 feet from the streambed. For example, when the depth is less than 30 feet, velocities in the 

segment from the 0.95 depth to the streambed must be determined indirectly.

Development of the velocity distribution curve below .95 depth by one 

method involves the construction of a velocity-depth g-aph on semilogarithmic paper. A straight line is fitted to the measured velocity points 

above the 0.95 depth and is extended to the streambed. The velocity at 

any point below the 0.95 depth can be read from the graph.

A second method, the parabolic method, involves the use of a power 

function, also called a parabolic function, which in this case takes the 

general form

Vy = X(y)* (1)

in which Vy is the velocity at any distance y from the streambed and n 

is a number which is about 5 for a rough streambed and about 7 for a 

smooth streambed (R. W. Carter, written commun., 1964). K is constant 

for any point in any given velocity profile.

1 Corbett, Don M., and others, 1943, Steam-gaging procedure; a manual describing methods and practices of the Geological Survey: U.S. Geol. Survey Water-Supply Paper 888, 245 p.
ANALYSIS OF CURRENT-METER DATA F13

Field data were obtained with the special bracket at several sites from 

0.05 depth to as much as 0.99 depth in some instances (table 5). Figure 

6 shows the results of one of the measurement runs, at station 660, 

Columbia River at Grand Coulee Dam. Regression equations for both 

the semilogarithmic and parabolic function curves shown in fgure 6 

were computed from the field measurements in the range 0.05-0.95 depth. 

The measurements below 0.95 depth were not used in the computation. 

The parabolic function follows the trend of the measured velocities below 

the 0.95 depth whereas the logarithmic extension (the straight line in 

fig. 6) yields values less than the measured velocities. This figure, together with analysis of data listed in table 5 for some of the otl ?r stations, justifies the use of the parabolic equation in computing verities 

below the 0.95 depth.

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DISTANCE ABOVE STREAMBED, IN PERCENTAGE OF DEPTH

FIGURE 6. Evaluation of velocity distribution in lower 5 percent of depth, the 

velocity being based on extension of curve for velocities in upper 95 percent of 

depth. Field data obtained March 24, 1964, at vertical 660 in measuring cross 

section at the gaging station Columbia River at Grand Coulee Dam.
F14 RIVER HYDRAULICS

It will be noted that in figure 6 the depth parameter if shown as percentage of depth above streambed, in contrast to percentage of depth 

below water surface as used elsewhere in the report. The reason for this 

seeming inconsistency is that the lowermost segment of the profile can 

then be shown in much greater detail on the logarithmic s^ale in figure 6. 

By slightly modifying equation 1 and using only the velocity at the 

deepest point measured, equation 1 can be used to determine the velocities 

in the lowermost segment of the velocity profile. For example, let us 

suppose that a is the distance from the streambed to the deepest point 

at which velocity was measured (usually the 0.90 or 0.95 depth) and y 

is some distance less than a. Then,

Va = K(a)\ (2) 

If K is assumed to remain constant throughout the distance a,

Vy Va

and

v* = Va 00" (3) w

Thus, if the velocity at 0.90 or 0.95 depth and the constant n are known 

for a particular velocity profile, equation 3 may be applied to extend the 

velocity profile to the streambed. The constant n need not be a whole 

number and may vary from station to station.

DEVELOPMENT OF THE UPPER 95-PERCENT SEGMENT OF THE 

VERTICAL VELOCITY CURVE

Synchronous velocity measurements were made at 10 points on the 

vertical at station 280, Columbia River below Priest Rapids Dam. During 

the period of measurement on August 14, 1963, the river was 21 feet deep 

and the current meter spacing was set at 10-percent intervals from 0.05 

to 0.95 depth. The simultaneous readings were continued for 66 minutes, 

during which time the stage remained constant, and computation of 

velocity (table 6) was made directly from the strip-chart record.

The simultaneous and continuous recording was mad0; to determine 

the extent to which changes in velocity due to pulsations and turbulence 

especially for short periods of meter exposure can decrease the accuracy 

of a series of velocity measurements.The 66-minute mean vertical velocity 

is plotted in figure 7. As shown in the figure, the velocities at the 10 points 

define a smooth curve. To show the curve as it would look near the streambed, the lowermost five velocities have been computed and plotted on 

the graph. The curve can be extrapolated in such a manner that it will
ANALYSIS OF CURRENT-METER DATA F15

20

.~ O 40 

<

LL_

tr

D 

CO

60

80

100

Lowermost five points 

been computed and 

are not part of the recorded data

2 3 

VELOCITY, IN FEET PER SECOND

FIGURE 7. The 66-minute mean vertical-velocity curve, vertical 280 in the measuring section at the gaging station Columbia River below Priest Rapids Dam, 

August 14, 1963.

pass through these points. The range between maximums and minimums 

indicates the extent to which velocities can fluctuate at given points in 

the vertical profile. At some points the fluctuation is ±20 percent.

The curve in figure 7 shows that the maximum velocity occurs near 

the water surface; that is, it indicates a velocity increase throughout the 

entire vertical from the streambed to near the water surface. In all but 

10 of the sixty-six 1-minute profiles, the velocity was greater at 0.05 depth 

than at any other depth at which velocity measurements were made.

The pattern of maximum and minumum 1-minute velocities at each 

0.10-depth during the 66-minute time span also is plotted in figure 

7 and is shown by dashed lines. The mean velocity for the 10-point 

minimum profile is 2.79 fps, and the mean for the 10-point marimum 

profile is 3.73 fps. The standard deviation was computed for each tenth
F16 RIVER HYDRAULICS

depth in the vertical. These values, also plotted in feet per second, increase from 0.16 fps at 0.05 depth to 0.24 fps at 0.75 depth, then decrease 

to 0.236 fps at the 0.95 depth.

DETERMINATION OF MEAN VELOCITY

The mean velocity in the vertical was determined by integrating the 

vertical velocity curve. From the 66-minute data, the me?,n velocity was 

computed to be 3.30 fps, and this velocity was considered the base velocity, or the best computation of mean velocity that could be obtained from 

the 66 minutes of continuous record. This computed mean velocity is the 

same as that obtained by averaging the 10-point velocities. Therefore, the 

mean velocities for each 1-minute segment of the 66-minute run were 

determined by averaging the 10-point velocities. These means are listed 

in table 6.

To represent the mean velocity in the vertical in streams generally 

more than 2.5 feet deep, the Geological Survey normally uses the twopoint velocity method, which provides the average of the velocities obtained at the 0.20 and 0.80 depths. The Survey occasionally uses the onepoint velocity method, which takes the 0.60-depth velocity as representative of the average in the vertical. The velocities determined by the 

two methods for the Columbia River below Priest Rapids Dam, as read 

from the 66-minute mean vertical velocity 1 curve (fig. 7), are both 3.30 

fps, or the same as the base velocity.

MAGNITUDE OF VELOCITY FLUCTUATIONS

Comparison of the velocity profiles obtained by plotting each set of 

successive 1-minute velocity readings shows that no two profiles are 

exactly alike. The extent to which successive curves can differ is shown 

in figure 8. In this figure, the curves for each of the first 6 minutes of the 

66-minute run have been plotted. Of these the one for the third minute 

represents a drift in velocity of 3.9 percent below the mean and the one 

for the fourth minute represents a drift of 2.4 percent above the mean. 

The 6-minute average is 3.27 fps, 0.9 percent below the 66-minute mean.

In figure 9 are shown six additional velocity-distribution curves selected from among the 66 to illustrate the variations in shape that can 

occur. These, of course, show a greater variation in shape than those for 

consecutive minutes. The 18th-minute curve has a half-Hll shape, and 

the velocities increase more rapidly near the water surfr'ie than in the 

middle part of the vertical a comparatively unusual occurrence. Above 

the 0.65 depth for the 28th-minute curve, the velocities are almost constant. The 51st-minute curve shows a rapid increase in velocity from the 

streambed to about 0.40 depth and then becomes virutally constant to 

the water surface. The maximum velocity in the 63d-minute curve occurs
ANALYSIS OF CURRENT-METER DATA FIT

80 

100 100

0 1 3 4

3d minute , 4th minute

80 

100

60 -

80 

100

0 | 5th minute 0 i 6th minute

80 -

100

0 l

3.15 fps 20

40

60

80

100

234 01234

VELOCITY, IN FEET PER SECOND

FIGURE 8. One-minute vertical velocity curves showing variations in sh°,pe 

and velocity for 6 consecutive minutes at vertical 280 at the gaging station 

Columbia River below Priest Rapids Dam, August 14,1963.
F18

80 -

100

RIVER HYDRAULICS 

6th minute / 0

20

40

60

80

r~ 18th minute

3.01 fps

100

0 1

, 28th minute 0 51st minute

20 

100

LJ 0 I 

20 

40 -

63d minute Oi 66th minute

100

3.30 fps 20

40

60

80

100

34 012

VELOCITY, IN FEET PER SECOND

FIGURE 9. Selected 1-minute vertical velocity curves showing variations 

in shape at different times at vertical 280 at the gaging station Columbia 

River below Priest Rapids Dam, August 14, 1963.
ANALYSIS OF CUERENT-METER DATA F19

near the 0.20 depth and then decreases toward the water surface. The 

various shapes of the curves in figure 9 indicate that vertical velocity 

curves do not conform to any specific pattern.

Although the shapes of the 1-minute vertical velocity curves are different, the mean velocities are often the same for two or more 1-minute 

periods during the 66-minute run. Of the sixty-six 1-minute vertical 

velocity curves, 43 curves (19 sets) have mean velocities that are almost 

the same. Velocities during 31 of the sixty-six 1-minute periods are within 3 percent of the 66-minute mean.

Figure 10 shows a plot of 1-minute velocities (from table 6) at the 

0.05, 0.35, 0.65, and 0.95 depths. As shown in figure 10, velocities obtained 

at different depths in the vertical profile fluctuate significantly. The summary of maximum and minimum 1-minute velocity measurements in 

table 6. shows that the velocities obtained at 0.05 depth had the smallest 

range 0.66 fps and those at the 0.55 depth had the largest range 

1.22 fps. The standard deviation, expressed in feet per second, of the 

velocity at each point in the vertical tended to increase with depth 

from 0.16 fps at 0.05 depth to a maximum of 0.24 fps at 0.75 depth. The 

boundary conditions affected the velocities closer to the streamed and 

caused more turbulence and therefore relatively greater variations. The 

relation is shown in greater detail in figure 11. The standard deviation, 

expressed as a percentage of the mean velocity, ranged from rlxmt 4 

percent near the surface to 11 percent at 0.95 depth, indicating tH large 

variations that can occur close to the streambed.

Most of the discussion to this point has been concerned with vertical 

changes in velocity and changes in shape of the velocity-distribution 

curve. In addition to these variations, the mean velocity continually is 

changing the velocity during the 66-minute period ranged from 2.79 

fps to 3.73 fps (table 6). To determine whether this change occurred according to any pattern, the 1-minute mean velocities and their cumulative departure have been plotted (fig. 12). The standard deviation of the 

means was computed as 0.17 fps; that is, approximately two-thirds of the 

1-minute means are within ±0.17 fps (±5.1 percent) of the 66-minute 

mean velocity. Although figure 10 shows that velocity appears to fluctuate 

randomly through time, figure 12 shows some significant "long term" 

trends. For the first 22 minutes of record (fig. 12, table 6), nine 1-minute 

mean velocities were above average and 13 were below; for the second 22 

minutes, 13 were above average and nine were below; and for the final 

22 minutes, 12 were above average and 10 were below. The occasional 

large deviations (see the 14th, 15th, and 42d minutes) are largely responsible for much of the departure from the 66-minute mean. As discussed earlier (p. F8), very minor fluctuations in stage occurred during 

the course of the 66-minute run.
SECOND PER FEET IN VELOCITY, 

00 IV3 

K> 

O G S- £0 

O >> 

2. c 

ef- (W 

O kU 

aaAia sonnvaaAH 
ANALYSIS OF CURRENT-METER DATA F21

20

j 40

60

80

100

EXPLANATION

Feet per second

Percentage of mean

.1 .2 .3 

STANDARD DEVIATION, IN FEET PER SECOND

4 5 6 7 8 9 10 11

i______i______i______i______i______i______i i

STANDARD DEVIATION, IN PERCENTAGE OF MEAN

FIGURE 11. Standard deviation from the 66-minute mean velocity at 10 

different depths in vertical velocity profile at vertical 280 at the gaging station Columbia River below Priest Rapids Dam, August 14,1963.

OPTIMUM TIME OF OBSERVATION

Because of the described fluctuations in mean velocity, it became 

necessary to determine the minimum length of time that the current 

meter could have been exposed at a specific point in the vertical to
F22 RIVER HYDRAULICS

zo 

 o

.-LU

LU

<r

DC/)

LU ~ 

QZ

LU LU

3.8

3.6

3.4

3.2

3.0

2.8

2.6

+ 40

0

-40 -

-80 -

-120

-160

-200

-240

1 \ 

Average 3.30 fps

10 20 30 40 

TIME, IN MINUTES

50 60

FIGURE 12. Fluctuation of 1-minute mean velocities and cumulative departure 

from 66-minute mean at vertical 280 at gaging station Columbia Ri^er below Priest 

Rapids Dam, August 14,1963.

obtain a mean velocity whose accuracy was reasonably clos^ to that obtained during the entire 66-minute run. By using the 66-minute data the 

problem was approached as follows:

1. The highest and lowest individual 1-minute velocities were listed.

2. The 66-minute interval was divided into 2-minute intervals, beginning with the first minute. The highest average of two consecutive 

1-minute velocities was listed.

3. The same procedure was followed to determine the lowest average of 

two consecutive 1-minute velocities.

4. The 66-minute interval was divided into 3-minute intervals, beginning with the first minute, and the highest and lowest averages were 

determined as described above; this procedure was followed for 

divisions of 4-minute intervals, and so on.

The list of average maximum and minimum velocities as developed in 

this fashion for each of the 10 depth intervals appears in tf-ble 7. In the 

table, for the 0.05-depth interval, the velocity alined in the 1-minute 

column opposite "Max," of 4.22 fps, is the highest individual velocity 

for that depth interval during the whole 66-minute run. The fact that 

the maximum velocity occurred during the 26th minute is not relevant.
ANALYSIS OF CURRENT-METER DATA F23

The velocity of 4.13 fps, alined in the 2-minute column opposite "Max," 

is the average of the velocities for the 25th and 26th minutes. Similarly 

the highest 3-minute average, 4.08 fps, is for the second, third, and fourth, 

minutes and also for the 58th, 59th, and 60th minutes. The minimum 2- 

minute average for the 0.05 depth, 3.65, is for the 14th and 15th minutes, 

the 33d and 34th minutes and the 52d and 53d minutes. Table 7 and 

figure 13 show that, as the time intervals become longer, the range between the consecutive extremes becomes smaller; the largest variation 

occurs during the 1-minute time periods for each depth interval, and the 

smallest during the 30-minute period.

The fact that this relationship must exist is obvious from the mode of 

construction of table 7. The 1-minute maximum is, of course, the highest 

that occurred during the whole run. The 2-minute maximum is either 

(1) the average of two numbers of which one is the 1-minute maximum 

and the other is a number that is less than the maximum, or (2) the 

average of two numbers of which both are less than the maximum but 

whose average is larger than (1). For the 1-minute period the range is 

0.66 fps at 0.05 depth and 1.22 fps at 0.55 depth. Significant to the problem is the fact that the ranges decrease rapidly to about the 4-minute time 

periods and then decrease at a much more gradual rate to 30 minutes. 

At each depth the 4-minute average velocity generally differed from the 

30-minute average by less than 1 percent. The 4-minute mean velocity 

differed from the 66-minute mean by only 0.3 percent.

Consistently, the smallest ranges occur at 0.05 depth and the largest 

ranges occur between 0.35 and 0.75 depth except for the 30-minute 

time period when the largest range occurs at 0.95 depth. Because of the 

effect of the streambed, discussed earlier, velocities near the boundary 

would be expected to show the greatest amount of variation. This analysis, however, indicates that at this specific site the velocities ^ary the 

most in the middle part of the vertical velocity profile.

The standard deviation of the velocities for a few time periods v^ere also 

computed and are shown as dashed lines in figure 13. Similar to the range 

of velocity extremes, the standard deviation decreases fairly rapidly to 

the 4-minute periods, after which very little change occurs.

COMPARISON OF MEAN VELOCITIES DETERMINED BY 

VARIOUS METHODS

In this section, the relative adequacy of two methods of determining 

velocity will be discussed. They are the one-point method, where a lone 

velocity observation is obtained at 0.60 depth from the surface, and the 

two-point method, where two observations are obtained, one at 0.20 

and the other at 0.80 depth. The velocities obtained by these methods 

are compared with those determined from the integrated vertical velocity 

profile.
4.5 

4.0 

3.5 

4.0 

3.5

4.0 

3.5

4.0 

3.5 

3.0 

4.0 

3.5 

3.0

-Max

3.72-

3.64-

3.53-

0.15 depth

0.25 depth

0.35 depth

0.45 depth

5 10 15 20 25 

TIME INTERVAL, IN MINUTES

30

4.0 

3.5 

3.0

3.5

o 3.0

o

2.5 

3.5 

3.0 

2.5 

3.0 

2.5 

2.0 

2.5 

2.0 

1.5

FIGURE 13. Average maximum and minimum velocities during var

suring cross section at the gaging station Columbia River below 

deviation is shown by dashed lines.
ANALYSIS OF CURRENT-METER DATA F25

Data will be compared for each of many individual vertical velocity 

profiles and, in addition, will be compared for complete discharge measurements.

MEAN VELOCITY IN THE VERTICAL

The relations between the integrated mean velocities and the cne- and 

two-point velocities for each of the 1-minute periods during the 66 minutes 

of continuous observations were analyzed. As part of the analysis, deviations of the two-point mean velocity from the integrated-curve mean 

velocity were computed. For the two-point mean velocity, the deviation 

from the curve mean velocity for each of the 66 minutes ranged from 

+0.07 to 0.04 fps. For the one-point velocity, the deviations had more 

scatter, ranging from +0.20 to 0.17 fps.

The foregoing data from the 66-minute run indicate that, at least 

for the one vertical velocity profile for which data were collected, the oneand two-point methods each would have yielded mean velocities of acceptable accuracy. To determine the consistency of this accuracy, the 

comparison was carried out for data from several other gaging stations 

and for all verticals in the measuring cross sections.

The two-point velocity measurements were compared with the integrated-curve mean velocity for each vertical profile, and the percentage 

differences between the two were listed. The frequency distribution of 

the 600 resultant values was compiled and is shown graphically in figure 

14. On the basis of a graphical fit of the frequency curve, the velocities 

determined through the use of the two-point method are 0.7 percent 

higher than the integrated-curve mean. The average percentage differences computed for the 600 vertical velocity curves agree quite closely 

with the average obtained from the 66 minutes of continuous observations.

Similar to the two-point velocity measurements, the one-point determinations also were compared with the integrated-curve means for 

600 vertical velocity curves. The frequency distribution of the percentage differences (fig. 15) shows that the velocities obtained by the onepoint method are 0.7 percent higher, the same value as that for the twopoint method. However, the average percentage differences are greater 

than the average for the 66-minute run.

An observation of the two frequency graphs shows that the slope and 

median deviation of the frequency curves for the two-point and onepoint methods is approximately the same. This similarity indicates that 

both methods have about the same variability and that, at least for this 

group of vertical velocity curves, either method will give comparable 

results. It also is noted that the accuracy of of both the one- and twopoint methods is at least as good as that of the 10-point method for the
F26

+ 15 

+ 10

£ +5

RIVER HYDRAULICS

-10

-15

/20-percent probability 

+ 5.3 percent

Median, +0.7 percent

80-percent probability, 

 3.9 percent

12 5 10 20 30 40 50 60 70 80 90 95 98 99 

PROBABILITY, IN PERCENT

FIGURE 14. Frequency distribution of percentage difference between two-point 

and integrated-curve mean velocities.

+ 15

20-percent probability, 

+ 5.5 percent

 ^80-percent probability 

 4.1 percent

-15

12 5 10 20 30 40 50 60 70 80 90 95 98 99 

PROBABILITY, IN PERCENT

FIGURE 15. Frequency distribution of percentage difference between one-point 

and integrated-curve mean velocities.
ANALYSIS OF CURRENT-METER DATA F27

particular curves cited. The accuracies of all three methods are, of course, 

relative and are compared with the integrated-curve mean as a base.

MEAN RIVER VELOCITY

From the data listed in table 2, the mean velocity of the Columbia 

Eiver was determined at seven gaging stations, by using the midsection 

method of computing discharge. In all, 17 mean velocities were computed. 

The means were determined through use of the one-, two-, and 10-point 

methods. Measurements for the two-point method were obtained at the 

0.02 and 0.80 depths as part of the 10-point traverse, whereas the data 

for the one-point method (0.60 depth) were not obtained in the field but 

were interpolated from the measured velocities at 0.55 and 0.65 depth. 

These means were compared with the mean velocity obtainec" by integrating the depth-velocity profile at all verticals in the measuring cross 

section; this comparison is made on the assumption that the bf,se river 

velocities, as determined by integrating the velocity curves, are the most 

accurate. All are listed in table 8, which also lists the base river velocities 

and the velocities obtained by the other three methods, along vith the 

percentage of their deviations from the base velocities.

The deviation of the velocities obtained by the 10-point method ranged 

from 1.3 to +1.7 percent and averaged 0.2 percent, while that of 

the two-point method ranged from a 1.4 to +1.6 percent and averaged 

+0.3 percent. Although the ranges in deviations for the two methods 

were the same, the mean river velocity determined by the 10-point 

method was generally smaller than that obtained by the two-point 

method. When determined by the one-point method, the deviation ranged 

from 1.9 to +4.4 percent and averaged +0.1 percent.

Although the average percentage difference in the velocity for the onepoint method is small for the 17 discharge measurements, the larp;e range 

shows that there must be a significant difference at one or mor? of the 

individual stream-gaging sites. Inspection of the table shows Ifvrge deviations at Grand Coulee Dam for four measurements and at Trinidad 

for two measurements ( 1.6 percent and +4.3 percent, respectively). 

Only by chance did the positive percentages at the one station compensate 

for the negative values at the other.

EVALUATION OF METHODS OF COMPUTING 

RIVER DISCHARGE

From the 17 sets of velocity measurements at seven gaging stations 

on the Columbia River (table 2), discharges were computed by both the 

midsection and mean-section methods. Before discussing the results of 

the two computations, a brief outline of the two methods is given below.
F28 RIVER HYDRAULICS

MIDSECTION METHOD

The usual method of measuring discharge is to break the measuring 

cross section into at least several smaller sections, to explore the velocitydepth relationship in each, and then to combine these to obtain aggregate flow. The total discharge divided by the cross-sectional area then 

gives the mean river velocity. In the midsection method, tha, mean velocity and depth observations for a given velocity profile are assumed to 

be valid throughout an area that extends halfway to the preceding and 

following verticals. The midsection method was used in the early years 

of the Geological Survey's water-resources investigations, and in about 

1944 it was adopted as the ' 'standard method" in preference to the meansection method. The chief advantage of the midsection rrethod is that 

it saves time in computing a discharge measurement.

MEAN-SECTION METHOD

In computing discharge or mean river velocity by the mean-section 

method, a linear change in velocity and depth from vertical to vertical 

in the measuring cross section is assumed. Each vertical is the common 

boundary between adjacent subsections in the whole cross section. The 

area of the small section is the product of the width between the two 

verticals and the mean of their depths. The product of the mean velocity 

of each two verticals and the area between them is the discharge in the 

section, and the sum of the discharges in all the sections is the discharge 

of the stream.

STREAMFLOW COMPUTATION BY THE TWO METHODS

The mean-section method will produce a value of discharge slightly 

less than that obtained by the midsection method. The extent to which 

it will be less is a function of the difference in velocity and depth from 

section to section. This difference can be shown simply by assuming 

values for two adjacent verticals and computing flow. For example, if 

two verticals w distance apart were assigned velocity and depth of V, d 

and V + A7, d + Ad, respectively, the quantity of water flowing in 

unit time would be

for the midsection method, and
ANALYSIS OF CURRENT-METER DATA F29

for the mean-section method. The second is smaller, of course, by the

w factor, -(AVM).

This relationship is demonstrated further by means of an example 

(fig. 16, table 9). The heavy lines represent the bases on the two cross 

sections (fig. 16) and encompass areas that are the same as those produced 

by connecting the observed depths with straight lines (shown by the 

light lines in the figure). After assigning depth and mean-velocity values 

to each of the 11 verticals in the section, a simple computation (table 9) 

shows that the discharge computed by the mean-section method for this 

example is less by about 3 percent. Note, however, that the entire cross1 234 56 789 10 11

MEAN-SECTION METHOD

WIDTH,IN FEET

FIGURE 16. Application of midsection and mean-section methods to a stream cross 

section. Heavy line represents area computed by the particular method. Note that 

by either method, the total area is the same as would be computed by connecting 

observed points with straight lines.
F30 RIVER HYDRAULICS

sectional area is the same by either method. Obviously, the mean stream 

velocity also would be 3 percent less by the mean-section method. For

w

this example, then, the factor (AwAd) is equal to 3 percent. 4

To make a comparison of the two methods in computing flow from 

actual field data, 17 discharge measurements on the Columbia River 

were determined by each method (table 10). As expected, the midsection method gives discharges that are greater than those obtained by 

the mean-section method.

The percentage difference in discharge obtained by the two methods 

ranges from 0.2 for the measurement of June 5, 1961, at Hood River 

Bridge, to 1.6 for the measurement of June 20, 1961, at Grand Coulee 

Dam. The average was 0.6 percent less by the mean-section method. The 

velocities at several verticals near the right bank at Hood River Bridge 

were notably low during the measuring period, and depths at either bank 

were relatively shallow. These channel and flow characteristics probably 

are a factor in the close agreement between the two methods. On the 

other hand, the banks at the Grand Coulee Dam measuring section are 

steep, the velocities are relatively high, and the first section from each 

bank was taken at two or three times the width of the remaining sections 

of the cross section. These differences in the near-bank corditions doubtless cause the greater difference between the two methods of measurement 

computation at Grand Coulee Dam.

In general, it is desirable to measure one or two extrp, stations near 

each bank in stream channels that have large differences in depths and 

velocities near the banks. For example, an attempt was made to increase 

the accuracy of the June 20 computation at Grand Coulee Dam by assuming two additional measuring stations near each bank. By estimating 

the depths and velocities (by linear interpolation) at theee stations and 

by recomputing, the discharge is reduced 0.8 percent by the midsection 

method and is increased 0.4 percent by the mean-section methods. As 

a matter of interest, the difference in discharge computed by the two 

methods was reduced from 1.6 percent to 0.4 percent.

SUMMARY

The velocity data obtained for this study show that the shape of the 

vertical velocity curve differs significantly from the shape assumed in 

the past. The velocities generally increase continuously from the streambed to the water surface, the maximum occurring near the water surface.

Of the two methods for extending the vertical velocity curve below 

0.95 depth, the logarithmic method showed no agreement at all between 

the log curve fitted to points plotted above and below that depth. The
ANALYSIS OF CURRENT-METER DATA F31

power function, when applied to that part of the velocity curve below 

0.95 depth, agrees with the plotted data although agreement with field 

data above the 0.95 depth is not good. In general, other data not specifically shown justify the use of the power function in extending the velocity 

curves below the 0.95 depth.

The averages of the continuous velocity observations for 66 minutes 

at 10 points constituted the basis for allowing construction of a smooth 

vertical velocity curve that increased continually from the str^ambed 

to the water surface. The 10-point mean was virtually identical to the 

integrated-curve mean.

Examination of the sixty-six 1-minute vertical velocity curves developed from data in the 66-minute run shows that no two curves are 

exactly alike in shape or in the vertical distribution of velocity. Although 

the shape and velocity distribution of the 66 curves differ, the mean 

velocity of one or more of these curves is often the same. There are 43 

curves (19 sets) out of the sixty-six 1-minute curves that have mean 

velocities that are almost the same (table 6). Velocities at specific depths 

fluctuated considerably with no apparent relationship to changes in 

velocity above and below those depths. The largest variations in velocity 

occurred at the 55 percent depth; the smallest were near the stream surface.

' Data obtained from the 66-minute run indicate that the ranges in 

velocities decrease rapidly between 1 and 4 minutes, then decrease at a 

gradual rate thereafter. Obviously, there is little need to extend a set 

of observations beyond about 4 minutes.

Both the integrated-curve and 10-point mean velocities were used as 

a basis for comparing the accuracy of mean velocities determined by 

other methods. The one- and two-point methods obtained velocit^s that 

were slightly greater than the mean velocity and yielded a mean velocity 

of acceptable accuracy.

For determining river discharge, the mean-section method yielded a 

value 0.6 percent less than that obtained by the midsection method. For 

one discharge measurement, the agreement between the two methods was 

improved by assuming two measuring stations near each bank. Additional stations to define any large difference in depth or velocity are 

necessary to obtain accurate results.

TABLES 2-10
F34 RIVER HYDRAULICS

TABLE 2. Velocities, in feet per second, in measuring cross sections at seven gaging 

stations on the Columbia River

At Grand Coulee Dam, Wash.

[Gaging station 12-4365, April 24, 1961. Edge of water at left bank is station 930; at right bank, 360. 

Station number within measuring cross section (upper figure) and depth to streambed in feet 

(parentheses)]

Percent 910 

of depth (13.2)

15-.--.-.-. 1.11

20______-._ 1.42

25......... 1.39

35......... 1.39

45.. ____._. 1.14

55.. ....... .91

65. .. ... .59

75--.---..- .59

SO-.......- .41

85----.-... .22

95... -..---.-------.--

Percent 

of depth

5 .

15......... ......

20----...-......-.--.

25------------..---.-

35-...-.----.-....-..

45...................

55----.. ........... ..

65..--. .......... -.--

75.----.-...........-

80...................

85-.--.-.-........-..

95__ _________________

Percent 

of depth

5-____. ______________

15______________.____

20-__-__-_-___._-___-

25

35... .............. ..

45___ ________________

55________ ______

65... ..-.-...-...-. ..

75__--__--___________

80_. _________________

85___________________

95___-_ ______________

890

(22.9)

1.68

1.48

1.39

1.11

1.81

1.26

1.33

1.58

1.85

1.09

1.48

750

(57.9)

6.01

6.75

5.38

5.91

5.70

5.91

4.21

5.13

4.90

4.31

4.01

2.57

570 

(49 . 1)

7.19

6.75

6.36

7.04

6.61

6.01

5.64

5.35

4.41

4.50

5.38

4.01

870 

(39 . 6)

4.41

2.01

2.95

2.41

1.59

1.85

1.85

1.36

1.85

.70

1.19

.80

730

(57.2)

6.13

6.24

5.25

6.01

5.80

5.51

5.13

4.70

3.16

3.93

4.01

3.31

540

(47.3)

7.51

6.89

7.35

7.51

7.35

6.61

5.51

6.24

5.51

5.25

5.01

4.21

850 

(44 . 1)

3.45

3.23

2.70

3.08

2.31

1.85

1.85

2.11

1.77

2.01

2.31

1.55

710 

(55.9)

6.89

6.01

6.75

6.01

6.01

5.25

5.25

5.38

4.51

4.60

3.68

3.08

510

(43.8)

6.75

6.75

6.89

6.61

7.19

6.75

6.36

5.91

5.80

5.38

5.38

4.25

830 

(50.0)

3.47

3.47

4.01

2.77

2.77

2.88

2.70

2.82

2.57

2.41

2.13

1.59

690 

(56.2)

6.24

7.19

6.24

6.61

6.36

6.49

5.61

5.13

4.90

3.76

4.21

3.27

480 

(41.9)

6.49

6.36

6.61

6.36

5.91

5.51

5.13

5.80

4.90

5.38

5.13

3.84

810 

(50.5)

4.87

5.25

4.31

4.41

3.76

3.61

3.34

3.68

2.63

2.88

2.71

1.62

660 

(56.9)

7.35

7.51

7.19

6.75

6.75

6.36

5.51

5.01

5.51

4.50

4.50

2.63

450 

(35.0)

5.51

5.13

4.90

4.90

4.90

4.70

4.70

4.80

4.80

4.60

4.31

4.11

790 

(52.4)

5.38

5.51

5.01

5.13

4.41

4.80

4.41

4.41

4.31

4.33

2.88

2.26

630 

(55.5)

7.51

7.04

7.19

7.04

6.75

5.38

5.70

5.38

4.80

5.34

4.41

2.57

420

(28.2)

4.01

3.93

3.76

3.68

3.40

3.61

3.61

3.08

3.45

2.70

2.65

2.31

1770 

(45.0)

5.51

5.13

5.51

5.51

6.13

5.13

5.01

4.90

25.04

600 

(53.1)

7.19

6.36

6.36

6.61

6.36

6.24

5.70

5.25

4.90

5.38

4.21

3.68

390 

(19.0)

2.88

3.16

3.23

2.82

2.81

2.63

2.63

2.51

2.46

2.36

2.06

[Gaging station 12-4365, June 20, 1962. Edge of water at left bank is station 940; at right bank, 330. 

Station number within measuring cross section (upper figure) and depth to streambed in feet

(parentheses)]

Percent 900 870 

of depth (28.2) (50.0)

5___-_---.__

15____-.-_

20-__--_.___.

25_________

35-_________.

AX.

55_____-_.__,

65___. .......

75. __________

SO-...-..-...

85. _________

95........

_______ 5.

.__-__ 3,

._____. 3.

. _ --. 4.

.--._-- 4.

q

2.

.-____- 2.

3.

.._____ 3

.._____ 3.

_ --. 1.

.34 

.99 

.82 

,66 

,38 

51

,75 

,93 

,14 

.44 

,21 

,35

6.44 

6.31 

6.19 

6.19 

5.97 

4.98 

4.08 

4.47 

3.03 

2.39 

1.88 

2.39

840 820 800 780 760 740 720 

(£.7.0) (60.4) (61.1) (64.1) (65.2) (66.6) (66.2)

7 

1 6 

7 

7 

5, 

7, 

6 

3, 

3 

3, 

4. 

3

.29 

.56 

.29 

.81 

.76 

.29 

.84 

.66 

.99 

.58 

.98 

.30

8.20 

7.67 

8.20 

6.19 

8.20 

5.34 

5.48 

6.08 

5.34 

4.87 

4.28 

3.21

8.20 

7.13 

8.20 

6.31 

6.98 

7.81 

6.56 

6.70 

3.58 

6.31 

5.22 

4.76

8.92 

8.74 

8.74 

7.63 

8.20 

8.20 

7.81 

8.20 

7.13 

7.46 

6.31 

3.32

8.41 

8.41 

8.74 

8.20 

8.92 

8.25 

8.20 

8.20 

6.98 

8.00 

6.98 

5.48

9.11 

8.74 

8.57 

8.20 

8.20 

8.00 

8.20 

6.56 

7.65 

7.29 

6.56 

4.87

9.71 

8.57 

8.20 

7.81 

7.81 

8.20 

8.20 

6.98 

6.08 

7.13 

7.13 

5.34

See footnotes at end of table.
ANALYSIS OF CURRENT-METER DATA F35

TABLE 2. Velocities, in feet per second, in measuring cross sections at sever, gaging 

stations on the Columbia River Continued

At Grand Coulee Dam, Wash. Continued

Percent 

of depth

5 ... __

15.......

20.......

25.......

35---.-..

45.......

55.......

65..... ..

75.......

85........

5

15-.-.....

25 -..-_.

45..... .

65

75

SO-..-..-.

85.. ._....

95. .-_.--.

Percent 

of depth

700 

(65.2)

9.93 

7.81 

9.71 

9.30 

8.10 

6.44 

6.56 

6.19 

6.84 

7.29 

7.13 

5.22

680 

(67.3)

9.93 

10.16 

9.93 

9.50 

8.74 

8.57 

8.00 

7.46 

5.66 

5.97 

5.48 

4.47

520 

(55.0)

10.41 

10.92 

10.41 

10.16 

9.93 

9.93 

7.46 

7.81 

9.11 

7.63 

7.13 

5.48

660

(64.8)

10.16 

10.16 

10.16 

9.30 

8.20 

7.81 

9.30 

6.84 

5.34 

6.44 

6.31 

4.57

500 

(52.6)

10.41 

9.93 

10.16 

9.71 

9.50 

9.71 

9.50 

8.74 

8.74 

8.41 

6.84 

5.09

640

(66.8)

9.50 

9.71 

9.50 

9.50 

8.92 

8.92 

8.74 

6.19 

6.31 

6.44 

6.70 

5.09

480 

(50.3)

8.74 

8.92 

9.30 

9.30 

9.30 

9.11 

8.57 

7.46 

6.56 

7.67 

6.31 

6.70

620 

(64.6)

9.50 

9.71 

9.93 

9.71 

9.30 

8.92 

8.92 

8.20 

6.44 

6.31 

5.97 

4.98

460

(47.0)

9.71 

8.41 

8.20 

8.41 

8.74 

8.20 

8.20 

7.81 

7.63 

8.20 

7.63 

6.84

[Gaging station 12-4365, July 9, 1962. Edge of water at left bank 

Station number within measuring cross section (upper figure) 

(parentheses)]

Percent 

of depth

5

15.......

20-.-...-.

25-.--.-..

35.......

45..... .

55.......

65.......

75.......

85.......

95

Percent 

of depth

5........

20

25.......

35........

55........

65_. ......

75........

80..^.....

85........

920 

(16.4)

3.11

3.47

3.24

4.11

4.21

3.28

4.50

.- 12.58

3.34

1.27

.92

i .66

760 

(67.3)

9.99

10.46

9.35

9.99

9.56

9 . 56

9.06

8.00

6.61

7.50

6.48

4.31

900 

(21.3)

4.33 

4.21 

4.21 

4.21 

4.60 

4.90 

4.41 

4.11 

3.98 

4.11 

2.36 

2.95

740 

(68.0)

9.77 

9.77 

9.77 

9.01 

8.97 

9.16 

9.16 

8.97 

8.25 

8.62 

6.35 

5.90

885 

(39.3)

6.12 

4.50 

4.69 

4.50 

3.84 

2.27 

3.16 

4.02 

3.16 

3.40 

2.12 

.41

750

(67.8)

9.16 

9.77 

9.56 

9.35 

9.66 

9.46 

8.79 

8.79 

8.05 

7.42 

7.10 

6.12

i 870

(47.9)

6.88 

6.23 

5.90 

5.01 

4.25 

4.90 

4.60 

4.21 

4.31 

2.61 

1.56

720

(67.4)

9.16 

9.56 

9.35 

8.62 

8.25 

8.30 

8.46 

7.86 

8.25 

8.05 

7.67 

7.18

850

(55.7)

8.25 

6.48 

5.44 

4.85 

5.70 

4.41 

3.32 

2.72 

3.11 

4.02 

3.32 

1.49

700

(66.6)

9.16 

9.16 

8.97 

8.79 

9.16 

8.46 

7.96 

8.25 

8.05 

7.50 

6.26 

6.12

830

(59.4)

8.79 

8.05 

8.15 

5.70 

6.61 

7.18 

6.12 

5.44 

5.13 

5.01 

14.69 

2.47

680 

(66.4)

9.56 

10.34 

10. -16 

10.10 

8.97 

8.46 

8.05 

8.05 

6.61 

7.33 

7.26 

4.41

600

(62.7)

10.16 

10.41 

8.92 

9.93 

9.50 

8.74 

8.57 

7.81 

7.46 

5.66 

5.48 

4.66

450

(45.7)

9.50 

8.00 

8.74 

8.20 

8.74 

7.13 

8.20 

6.56 

6.98 

7.29 

5.97 

5.22

580 

(59 . 5)

10.41 

8.74 

9.71 

9.30 

9.11 

9.11 

7.63 

7.46 

5.09 

7.63 

6.70 

5.22

430

(38.8)

7.63 

7.46 

7.46 

7.63 

7.81 

6.70 

6.70 

6.31 

6.19 

5.48 

5.86 

5.22

560

(58.6)

10.92 

10.66 

10.16 

8.20 

9.50 

9.11 

7.46 

7.46 

7.13 

6.56 

7.13 

4.98

410 

(35.0)

6.56 

6.84 

6.56 

6.56 

6.1? 

7.2? 

5.34 

5.22 

5.34 

5.22 

4.3F 

3.3C

540

(55.8)

10.66 

9.93 

10.16 

8.74 

9.11 

9.50 

8.20 

8.20 

7.63 

5.48 

8.20 

6.08

390

(28 . 7)

5.97 

5.97 

5.34 

5.34 

5.76 

6.08 

5.66 

5.76 

3.99 

4.08 

4.47 

2.68

is station 943; at right I ank, 330. 

and depth to streambei in feet

810

(61.5)

9.16 

7.86 

8.25 

7.18 

6.74 

6.74 

7.02 

6.61 

4.41 

i 5.13 

4.21 

4.02

660 

(66.2)

10.22 

9.35 

9.06 

9.06 

8.25 

9.16 

8.25 

7.86 

8.62 

7.50 

6.35 

4.02

790 

(63 . 8)

10.34 

9.99 

9.99 

9.35 

8.62 

8.00 

7.18 

7.67 

7.33 

5.51 

6.01 

4.41

640

(66.1)

9.88 

9.16 

8.62 

9.35 

8.15 

8.62 

7.50 

7.18 

6.29 

7.10 

5.70 

4.36

780 

(62 . 3)

9! 3? 

9.77 

9.77 

8.97 

9.16 

8.2? 

9.3? 

7.3S 

7.3S 

6.74 

3.84

620

(64.8)

9.oe

9.26 

9.66 

9.16 

9.06 

7.3f 

7.33 

7.5g 

6.61 

6.23 

5.2? 

4.21

770

(55.4)

10.22 

9.56 

9.77 

9.35 

9.35 

7.86 

8.79 

7.76 

8.62 

7.76 

8.46 

5.25

600 

(63.0)

9.77 

9.56 

9.35 

9.77 

8.05 

7.86 

7.33 

5.90 

7.58 

6.01 

5.80 

3.76

See footnotes at end of table.
F36 RIVER HYDRAULICS

TABLE 2. Velocities, in feet per second, in measuring cross section.s at seven gaging 

stations on the Columbia River Continued

At Grand Coulee Dam, Wash. Continued

Percent 580 

of depth (60.7)

5

15

20

35

45

55

65

75

80

85

95-.

------- 9.35

..----. 9.26

------- 8.62

------- 8.97

.-__-_- 8.15

-..---_ 8.25

. - .-- 8.15

-_----_ 7.86

------- 6.88

.-_-._- 5.96

------- 5.80

__-_--_ 4.90

560 

(58.9)

9.99 

9.35 

8.79 

8.88 

8.08 

8.79 

7.67 

7.18 

6.74 

6.61 

4.90 

4.70

540

(57.2)

10.10 

9.56 

9.16 

10.34 

9.35 

9.26 

7.86 

6.88 

6.23 

6.48 

6.14 

5.25

520 

(56.2)

10.22 

10.34 

9.16 

9.99 

9.26 

9.90 

8.54 

8.46 

8.79 

6.95 

6.88 

3.88

500 

(54.0)

10.46 

9.99 

9.77 

10.22 

8.54 

8.97 

8.97 

7.33 

8.25 

8.15 

5.60 

4.41

480 

(51.5)

10.22 

9.26 

9.35 

9.26 

8.25 

9.26 

8.62 

7.76 

7.18 

8.05 

7.86 

6.01

[Gaging station 12^365, June 19, 1963. Edge of water at left bank 

Station number within measuring cross section (upper figure) 

(parentheses)]

5

15

20

25

35

45

55

65

75

80

85

95

5

15

20

?,5

35

45--

55

65- _

75

80

85

5

15

20

95

35

45

55

65

75

80

85

95

Percent 

of depth

Percent 

of depth

Percent 

of depth

920

(20.8)

4.21 

4.41 

4.70 

3.08 

4.01 

4.80 

4.11 

2.63 

3.40 

3.23 

2.21 

1 .48

730 

(72.1)

11.72 

10.75 

11.01 

10.75 

10.75 

9.68 

10.01 

8.99 

9.18 

9.28 

8.06 

8.64

540

(62.2)

11.72 

11.47 

11.97 

11.97 

10.75 

10.49 

10.01 

8.32 

10.01 

7.35 

8.48 

7.73

900 

(31.2)

4.90 

3.08 

4.60 

5.25 

4.11 

3.31 

4.31 

4.70 

5.42 

2.63 

3.76 

3.31

710

(70.9)

12.24 

11.47 

11.97 

11.72 

10.01 

9.58 

9.38 

8.99 

8.64 

8.81 

8.27 

7.35

520 

(60.1)

11.97 

11.01 

11.01 

11.01 

10.49 

10.25 

10.01 

8.27 

7.19 

7.69 

7.69 

6.75

870 

(50.4)

7.51 

7.87 

7.19 

6.36 

6.13 

5.91 

5.61 

5.61 

4.41 

3.93 

3.40 

2.21

690 

(71.6)

11.72 

11.97 

11.01 

11.01 

10.49 

11.01 

9.58 

8.06 

7.51 

7.69 

7.19 

6.36

500

(58.5)

10.49 

10.49 

10.49 

10.49 

11.24 

10.25 

9.18 

8.48 

7.69 

8.48 

8.32 

5.91

850 

(60.3)

8.06 

7.51 

7.60 

7.35 

7.04 

5.51 

4.50 

4.31 

4.90 

3.84 

4.11 

2.60

660

(70.6)

10.49 

10.75 

10.01 

10.25 

10.20 

8.64 

9.38 

9.18 

8.06 

7.87 

7.69 

7.19

480 

(56.3)

10.75 

9.38 

9.79 

11.01 

9.79 

9.38 

8.81 

8.99 

8.99 

7.69 

6.89 

4.11

830 

(63.0)

8.81 

8.06 

8.81 

6.61 

5.38 

5.51 

4.90 

6.75 

4.01 

4.11 

3.40 

2.72

640

(72.1)

9.58 

10.49 

10.01 

10.49 

9.79 

9.34 

8.99 

8.64 

8.64 

8.32 

7.51 

5.01

450 

(49.7)

8.99 

9.18 

8.81 

10.01 

9.38 

9.03 

8.48 

8.81 

7.69 

8.06 

7.69 

5.91

450 

(46.5)

8.05 

7.67 

8.46 

8.15 

7.76 

8.25 

7.58 

7.18 

6.88 

7.33 

6.48 

4.31

420 

(38.0)

7.18 

7.02 

7.02 

7.33 

6.61 

7.26 

5.90 

5.44 

5.51 

5.80 

5.51 

3.54

390

(27.4)

6.88 

5.25 

5.19 

5.80 

5.56 

5.51 

5.80 

5.25 

5.38 

4.85 

4.06 

4.41

360 

(11.5)

3.34 

3.32 

3.76 

3.61 

3.32 

3.16 

2.83 

3.61 

3.02 2.23" 

"2.23

is station 945; at right bank, 325. 

and depth to streambed in feet

810 

(63.8)

8.99 

10.25 

7.87 

8.99 

7.51 

7.69 

6.49 

7.04 

6.75 

5.91 

5.25 

3.47

620 

(70.7)

10.49 

10.01 

9.38 

10.01 

9.79 

9.58 

9.38 

8.64 

8.64 

8.64 

6.36 

4.87

430 

(44.2)

8.06 

8.81 

8.06 

7.87 

8.06 

7.69 

6.89 

7.87 

7.69 

7.35 

6.49 

5.38

790 

(65.8)

11.24 

10.01 

9.58 

10.25 

9.18 

9.18 

8.06 

10.39 

6.01 

6.89 

5.91 

5.70

601 

(67.3)

10.75 

9.79 

9.58 

9.38 

9.18 

8.99 

8.32 

8.64 

8.06 

7.51 

6.49 

5.70

410 

(38.3)

7.35 

7.51 

7.69 

7.51 

7.87 

6.89 

7.35 

6.75 

7.04 

£.25 

£.70 

4.70

770 

(69.0)

11.01 

11.47 

10.75 

11.24 

10.75 

9.38 

9.38 

8.99 

8.48 

7.04 

6.89 

2.46

580 

(63.4)

11.97 

11.30 

11.47 

11.01 

10.59 

11.01 

10.20 

9.38 

9.38 

7.69 

6.89 

4.90

390

(31.8)

6.61 

6.89 

6.61 

6.89 

6.75 

6.49 

6.61 

7.51 

5.13 

5.51 

5.13 

3.84

750

(72.8)

11.47 

11.01 

11.24 

10.75 

9.58 

10.49 

9.58 

9.66 

10.01 

8.99 

8.06 

6.01

560 

(63.5)

11.72 

11.47 

11.97 

11.72 

11.01 

9.58 

9.79 

9.18 

8.06 

7.19 

4.90 

6.36

370 

(19.5)

5.25 

5.25 

5.38 

5.38 

5.51 

5.25 

3.84 

3.84 

4.90 

3.61 

1 3.16

See footnotes at end of table.
ANALYSIS OF CURRENT-METER DATA F37

TABLE 2. Velocities, in feet per second, in measuring cross sections at sever, gaging 

stations on the Columbia River Continued

At Bridgeport, Wash.

[Gaging station 12-4380, April 25, 1961. Edge of water at left bank is station 1175; at right 1 ank, 285. 

Station number within measuring cross section (upper figure) and depth to streambed in feet 

(parentheses)]

Percent 3 

of depth (8

5__ ........

15. ....._..

20.. ....__.

25

35....-.-..

45--......-

55....----.

65______.._

75____._.__

80________.

85... ........ ._

95_________.___

Percent 6 

of depth (22

5

15.........

20_. _______

25. ..__._._

35_ _ . _

45______._.

55. __._.__.

65.........

75.........

80____-___-

85. __.____-

95____.___. i

Percent 

of depth

5

15______. ______

20_______._____

25______.___-_-

35.. .. ........ .

45________.._._

55-------.-----

65_______.--_..

75..-.-.-.--...

80. ---.........

85. _._._.____._

95. _ ._.__._

2

, . i

2

3

3

?,

?,

?,

?,

?,

?,

?,

2

7

7

7

7

6

6

6

6

6

6

5

5

0 

0)

8?

16

08

63

70

70

46

36

916

06

0 

1)

69

19

04

19

96

68

36

36

61

36

70

.13

350

(14.5)

4.31

4.41

4.50

3.84

4.21

4.31

3.93

3.68

3.23

3.08

2.95

13.01

650 

(22.2)

6.89

7.19

6.89

6.49

6.75

6.75

6.49

5.38

6.01

4.60

4.70

13.84

920

(28.3)

6.96

7.19

7.19

7.04

6.49

6.36

6.13

5.38

4.80

4.01

4.51

4.11

380

(18.1)

5.25

5.25

5.25

4.70

5.01

5.01

5.01

4.90

4.70

3.76

3.31

12.82

680 

(22.3)

7.35

7.04

7.19

7.19

7.19

6.75

6.89

6.49

5.01

4.50

4.90

14.70

950 

(28.9)

7.51

7.19

7.04

7.04

6.24

5.51

5.38

5.58

4.31

4.17

2.95

410 

(20.9)

6.75

6.55

6.49

6.49

5.80

6.13

6.61

5.01

5.19

4.70

3.76

13.31

710 

(22.7)

7.51

7.87

7.87

7.69

7.51

7.51

7.19

7.35

5.91

4.46

5.80

1 5.13

980

(28.8)

6.96

7.04

6.61

6.61

6.49

5.64

6.24

5.70

3.68

2.88

2.70

1.14

440 

(22.4)

7.69

7.51

7.04

6.89

6.61

6.30

6.36

5.38

5.34

5.25

5.01

14.31

740

(22.8)

7.87

7.69

7.35

7.35

7.43

6.75

6.75

5.51

3.87

5.70

5.25

i 3.84

1010 

(25.1)

6.75

6.24

5.91

6.13

6.18

6.13

5.91

5.01

4.01

4.11

3.76

13.23

470 

(22.9)

7.87

7.51

8.06

7.51

7.19

6.61

6.82

7.04

6.01

5.51

5.64

14.31

770 

(24.2)

7.51

7.51

7.51

7.51

7.69

7.19

7.04

6.89

6.75

5.25

5.58

14.70

1040 

(23.9)

6.24

6.49

6.24

6.61

6.01

5.51

5.25

4.70

4.41

5.25

3.93

12.06

500 

(23.9)

7.51

7.69

7.35

7.19

6.36

6.49

6.49

5.91

5.25

5.64

5.38

14.06

800 

(25.6)

7.51

6.89

7.04

6.61

6.24

6.49

6.01

5.91

5.25

5.25

5.61

14.50

1070 

(21.3)

6.24

6.01

6.13

5.91

5.64

6.01

5.01

5.13

4.31

4.21

3.76

i 2.88

530

(24.0)

7.69

7.51

7.35

7.78

7.69

6.61

6.49

6.96

6.75

6.01

5.01

14.41

830 

(26.2)

7.35

7.19

7.87

7.35

7.23

7.19

6.89

6.75

5.13

5.25

5.38

14.60

1100 

(16.2)

5.80

5.64

5.51

5.80

5.91

5.07

5.01

4.90

4.31

4.70

3.61

12.70

560 

(24.0)

7.35

7.87

7.87

7.60

7.87

7.69

6.61

7.04

6.30

6.3ij

4.60

13.93

860 

(27.0)

7.35

7.0't

7.3,5

7.04

6.49

6.49

5.70

5.44

5.13

4.90

4.41

14.11

1130 

(13.1)

3.61

3.87

3.80

3.81

3.84

3.84

3.93

2.95

3.01

2.95

2.31

i 1.93

590 

(23.1)

7.11

7.19

7.35

7.51

7.19

7.12

5.70

6.01

6.36

5.51

4.41

14.50

890 

(27.4)

7.04

7.04

7.04

7.04

6.61

6.89

5.91

5.51

5.13

5.38

5.01

i 3.93

1150

(8.6)

2.41

1.62

[Gaging station 12-4380, June 20, 1961. Edge of water at left bank is station 1240; at right bank, 180. 

Station number within measuring cross section (upper figure) and depth to streambed in feet 

(parentheses)]

Percent 230 

of depth (8.7) i

5 _- __._______....

15-----... ------....-

20___. ________ 0.68

25.... ....---.-...... 

35______. .--.-.-.....

45. _. ..___-_____ ._

55______. ____________

65______. ._.________.

75_.____. ____________

80_______..___ .48

85________. ..._______

95________. ..._______

280 

[21.4) (

2.43

1.46

2.43

3.02 

3.36

3.08

2.79

2.98

2.85

2.43

1.38

11.50

320 

30.1) (

4.46

4.46

3.76

4.55 

4.75

4.65

4.07

4.20

5.08

3.64

3.36

2.61

350 

36.8) (

G.55

5.96

6.07

6.36 

5.14

6.82

6.75

6.30

4.75

4.48

5.46

4.55

38C 

40.

8

7

7

7 

7

7

7

6

7

r,

5

4

) 

9) 1

39

99

01

.44

28

90

28

8?,

12

07

46

.37

410 

[43. 9) i

9.49

10.27

9.92

10.15 

9.00

9.92

9.92

8.91

6.82

8.19

7.44

4.75

440 

[45.2) 1

12.40

11.61

12.12

11.36 

11.86

9.29

12.12

9.70

9.60

8.91

9.49

6.68

470 

[46. 1) 1

13.93

14.08

13.63

13.46 

12.68

12.12

12.68

9.92

10.78

8.19

8.29

5.46

500

[46. 6) i

14.23

11.86

13.92

13.63 

13.63

12.26

13.63

11.36

11.61

10.15

8.82

7.80

530 

[46.3) 1

15.40

14.54

14.23

13.63 

12.40

12.54

13.49

12.68

11.04

9.70

8.91

6.55

560 

;47.3)

14.87

15.77

14.54

14.08 

14.87

13.46

13.46

11.36

12.98

10.04

9.49

7.44

See footnotes at end of table.
F38 RIVER HYDRAULICS

TABLE 2. Velocities, in feet per second, in measuring cross sections at seven gaging 

stations on the Columbia River Continued

At Bridgeport, Wash. Continued

5

15

?0

?5

35

45

55

65

75

80

85

95

5

15

?0

?5

35

45

55

65

75

80

85

95

Percent 590 

of depth (46.7)

.---.---.-.- 15.58

----------- 15.58

---------- 14.70

. - 13.78

----------- 14.54

. - 13.09

.----------. 13.92

. --- 11.36

----------- 12.98

.----------. 11.99

.- 9.49

7.70

Percent 

of depth

620 

(46.6)

14.54

14.23

13.63

15.22

11.74

12.71

12.12

12.12

12.26

9.70

7.44

7.99

920 

(46.2)

13.92

13.92

12.95

13.92

13.26

12.66

11.14

11.14

11.61

12.11

6.70

6.70

650 

(46.1)

13.58

13.10

12.66

13.92

13.26

13.26

12.38

10.62

10.87

8.58

8.37

6.21

950

(47.2)

13.36

13.92

13.36

11.98

12.38

12.11

10.62

10.87

9.49

8.17

10.62

7.21

680 

(46.2)

14.52

13.26

12.95

13.58

13.26

12.38

12.66

13.26

11.85

10.02

8.75

6.45

980

(49.2)

13.36

14.84

12.50

13.26

11.43

12.85

10.14

8.92

9.30

7.97

8.37

7.97

710 

(46.3)

14.84

13.36

13.58

13.58

12.95

13.92

13.10

11.14

10.02

11.14

10.14

8.42

1010

(48.7)

13.36

13.36

13.58

13.30

12.85

12.24

12.15

12.38

12.11

9.70

10.14

8.58

740 

(46.8)

13.26

12.95

14.52

13.58

13.58

13.58

11.14

12.24

13.10

10.62

9.30

6.57

1040

(46.8)

12.95

11.37

10.62

12.80

11.61

11.85

10.37

9.61

10.02

7.79

6.98

4.48

770 

(46.9)

13.75

14.52

13.75

13.36

13.26

12.11

11.85

12.38

11.14

11.14

11.14

7.61

1070 

(44.0)

12.61

12.15

12.38

12.73

12.15

11.85

10.14

9.60

8.92

9.30

8.92

7.13

800 

(46.6)

14.52

14.52

13.36

13.26

13.26

12.95

12.24

12.95

12.38

10.62

11.14

9.91

1100

(38.7)

12.11

10.72

11.14

11.85

11.14

11.85

10.62

10.62

10.14

9.02

8.92

5.60

830

(46.5)

14.28

12.95

13.58

12.11

13.26

11.14

11.98

9.49

8.92

10.87

9.30

9.30

1130 

(35.4)

10.87

10.96

11.26

11.61

11.14

10.62

10.87

9.70

9.91

9.11

7.88

5.53

860 

(46.3)

13.92

15.01

14.28

13.75

13.92

12.66

11.43

11.43

10.37

9.49

7.97

1160

(28.1)

1.062

9.91

9.11

9.70

10.37

8.58

8.58

7.84

9.30

7.20

5.99

5.60

890

(45.8)

13.92

13.92

14.52

13.10

12.80

13.26

13.58

12.95

11.14

11.14

8.58

8.58

1200

(12.5)

6.51

4.27

At Rocky Reach Dam, Wash.

[Gaging station 12-4537, April 26, 1961. Edge of water at left bank is station 1210; at right bank, 280. 

Station number within measuring cross section (upper figure) and depth to streambed in feet

(parentheses)'

Percent

of depth

15. 

20 

25. --------------

35 ----------

45.- - 

55 

65---. -----------

75-. -------------

80 ------------

85 

95---------

Percent

of depth

5

15 ------------

20 

25 

35-_-__-_____-_--

45--.-_------ _--

55

65---.-----------

75- - 

80.-------------.

85. --------------

95--------------

1180

(5.2)

1.45

1.48

1.48

1.45

1.42

1.48

1.32

1.24

.- 11.14

880

(38.0)

5.51

5.70

5.64

5.70

5.91

5.51

5.80

5.51

5.51

3.93

4.50

3.84

1150

(9.8)

2.29

2.95

2.31

2.36

2.11

2.21

2.21

2.01

1.85

1.59

1.77

840

(38.4)

5.51

5.51

5.38

5.38

5.25

5.25

4.80

4.31

4.21

4.41

4.41

3.31

1120

(12.5)

2.65

2.88

2.88

2.82

2.60

2.70

2.82

2.16

2.21

2.21

1.89

U.72

800

(38.8)

5.64

5.38

5.51

5.38

5.25

5.51

4.60

4.60

4.11

4.60

4.60

3.61

1090

(19.7)

3.47

3.23

3.34

3.23

3.34

3.05

2.88

2.77

2.46

2.16

2.17

> 1.68

760

(39.2)

5.64

5.51

5.13

5.38

5.13

5.01

4.41

5.01

4.90

4.11

3.93

3.16

1060

(26.8)

3.84

3.61

3.34

3.76

3.47

3.61

3.21

3.08

3.08

2.70

2.55

1 1.68

720

(39.4)

5.44

5.13

5.13

5.25

5.25

5.13

4.90

4.80

4.31

4.41

4.31

3.23

1030

(35.1)

3.93

4.17

4.25

3.84

3.68

3.68

3.27

3.27

3.39

3.16

3.39

1.59

680

(38.7)

5.58

5.66

5.66

5.64

5.38

5.38

5.01

5.01

4.90

4.41

4.21

3.23

1000

(36.0)

4.33

4.41

4.41

4.41

4.33

4.21

4.25

3.53

3.31

3.31

2.95

2.46

640

(37.1)

4.80

4.70

4.80

4.41

4.50

4.33

4.41

4.41

3.84

4.31

2.90

2.51

960

(36.1)

4.90

4.90

5.01

4.70

4.80

4.80

4.80

4.41

4.11

4.01

4.01

3.23

600

(36.5)

4.41

4.60

4.33

4.41

4.11

3.93

3.88

2.68

3.53

3.27

3.40

1.93

920

(37.9)

5.01

5.01

5.25

5.25

5.51

5.64

5.51

5.25

4.80

4.60

4.46

3.31

560

(38.0)

4.70

4.80

5.19

5.13

4.90

4.31

4.21

4.50

3.76

4.01

3.53

2.63

See footnotes at end of table.
ANALYSIS OF CURRENT-METER DATA F39

TABLE 2. Velocities, in feet per second, in measuring cross sections at sever, gaging 

stations on the Columbia River Continued

At Rocky Reach Dam, Wash. Continued

Percent 

of depth

5 - - 

15. -----------

20-------

25.. ----------

35----------

45. ---------

55. -- -

65----------

75------------

SO 

85..-..-----..

95 -- --

52( 

(38.6

------ 5

------ 5

------ 5

------ 5

------ 5

4

------ 4

----._ 3

4

__--.- 3

----- 2

------ 2

)

)

32

25

25

25

25

80

31

68

21

84

82

46

48 

38.5

4

4

4

4

4

4

4

4

4

3

2

3

)

96

90

70

70

41

41

31

16

16

88

34

88

44( 

34.4

3

3

3

3

3

3

3

3

2

2

2

)

)

53

34

68

61

93

93

61

31

95

95

21

01

40( 

31.7

?

?.

?:

3

?.

?,

3

?.

1

?,

1

1

) 

)

63

84

88

08

88

82

01

57

93

31

81

89

370

25.2)

2.31

2.26

2.82

2.71

2.66

2.41

2.63

2.36

1.97

1.89

1.97

U.62

340 3

(17.0) (8.

1.64

1.62

1.85

1.48

1.51

1.59

1.93

1.59

1.74

1.51

1.48 -----

' 1.14 ..---

10

7)

48

48

3fi

36

29

48

14

06

78

95

[Gaging station 12-4537, June 21, 1961. Edge of water at left bank is station 1420; at right t ank, 180. 

Station number within measuring cross section (upper figure) and depth to streambed in feet

fnartmthftada}]

Percent 

of depth

5. ..

15 -----

20------

35.. ------

45__ ------

55--------

65. -- 

75 

85____--

95 . - 

Percent 

of depth

5 - 

15 

20 

25 

45.-------

55 --

65. --_-.__

75 -

85.- -- 

95. -

Percent 

of depth

5. -------

15-- 

20 ------

25 - . 

35........

45.----

55 

65 

75. -

80----

95-- ------

1360

(5.0)

i 1 c

880

(58.7)

11.85

- 11.43

12.24

11.43

- 10.87

11.00

9.91

9.02

10.02

8.92

9.30

5.74

560

(57.7)

11.43

11.73

11.73

11.85

12.11

11.43

11.14

10.62

10.37

8.92

9.49

6.33

1300 

(10.0)

4.31

)3 ------

2.41

850 

(58.7)

11.85 

11.98 

11.28 

11.14 

10.14 

11.14 

10.02 

9.70 

9.60 

9.11 

8.17 

7.28

520 

(59.1)

11.61 

11.43 

11.14 

11.14 

10.62 

10.62 

10.37 

9.30 

8.92 

9.91 

6.33 

5.46

1240 

(16.0)

4.48 

4.87 

4.67 

5.21 

5.21 

5.09 

4.43 

4.87 

4.18 

3.74 

3 °9

!3.29

820 

(58.6)

11.98 

11.14 

11.61 

10.87 

11.14 

10.14 

10.74 

10.62 

9.11 

8.92 

7.44 

6.84

490 

(58.8)

11.14 

10.62 

11.28 

11.14 

10.87 

10.26 

10.14 

8.58 

8.92 

8.17 

7.44 

5.60

1180 1120 1070 1030 1000 970 

(25.0) (32.7) (46.8) (55.6) (56.3) (56.8)

7.13 

5.99 

5.89 

6.10 

6.84 

6.57 

6.10 

6.21 

5.60 

4.87 

4.98 

3.91

790 

(58.8)

12.38 

11.37 

11.85 

11.85 

11.28 

10.37 

10.37 

10.14 

8.58 

8.75 

9.02 

6.98

460 

(57.9)

10.32 

10.87 

10.87 

10.32 

8.92 

9.91 

8.27 

7.97 

8.37 

8.27 

7.44 

6.10

7.28 

7.70 

7.79 

7.44 

7.36 

7.44 

6.98 

6.70 

6.70 

6.21 

6.33 

5.09

760 

(59.3)

12.52 

12.11 

11.85 

11.61 

11.14 

10.37 

10.62 

10.52 

9.11 

9.30 

7.44 

6.21

430

(54.4)

8.92 

9.49 

9.91 

9.70 

8.92 

8.92 

7.70 

6.91 

8.14 

6.84 

5.89 

5.89

8, 

8, 

9 

8, 

8, 

8 

8, 

6, 

6, 

6, 

5, 

4,

.58 9 

.92 9 

.30 9 

.37 9 

.48 9 

.37 9 

,17 9 

.98 8 

.84 6 

.33 6 

.67 6 

.48 4

720 

(59.2)

12.11 

12.95 

12.38 

12.11 

11.14 

10.62 

11.14 

10.74 

9.11 

9.70 

9.91 

8.42

400 

(52.2)

8.58 

8.92 

9.49 

8.92 

8.92 

8.75 

7.79 

7.97 

7.13 

6.21 

4.82 

4.31

.40 10, 

.91 10, 

.70 10, 

.91 10. 

.30 10, 

.30 10, 

.02 9, 

.37 9, 

.98 9, 

.98 8, 

.98 7, 

.48 6,

690 

(59.0)

11.85 

11.73 

11.37 

11.61 

12.11 

10.37 

10.14 

8.75 

9.30 

8.48 

8.37 

7.20

360

(44.0)

7.44 

8.37 

8.42 

7.97 

8.07 

7.44 

6.70 

7.13 

6.98 

6.57 

6.10 

5.89

.37 11.14 

.37 10.87 

.14 11.14 

.14 10.87 

.37 11.00 

.74 9.70 

.91 10.14 

.60 9.91 

.30 9.49 

.17 8.58 

.28 8.37 

.84 7.28

940 

(57.8)

11.43 

11.73 

11.61 

11.43 

11.14 

9.91 

11.14 

11.43 

10.37 

10.26 

7.97 

6.84

660 630

(58.4) (57.3)

11.14 

10.93 

11.49 

10.37 

9.70 

9.11 

9.70 

8.58 

8.92 

7.61 

7.36 

4.27

11.61 

11.14 

10.14 

10.87 

11.14 

10.14 

10.02 

10.14 

9.49 

9.30 

7.44 

5.89

320 280 

(30.7) (20.7)

6.33 

6.64 

6.33 

6.45 

6.98 

6.84 

5.74 

5.60 

4.87 

6.27 

5.99 

4.31

5.79 

5.79 

5.99 

6.10 

5.89 

5.89 

6.10 

5.60 

5.33

4^48 

'3.67

910 

(58.5)

11.73 

11.28 

12.52 

10.87 

11.14 

10.50 

10.50 

11.28 

9.11 

10.14 

9.20 

8.37

600 

(56.5)

11.61 

11.14 

10.87 

11.27 

11.85 

11.61 

10.14 

10.87 

9.91 

9.91 

10.37 

6.70

240 

(10.0)

3.14

2.51

See footnotes at end of table.
F40 RIVER HYDRAULICS

TABLE 2. Velocities, in feet per second, in measuring cross sectior.z at seven gaging 

stations on the Columbia River Continued

At Rocky Reach Dam, Wash. Continued

[Gaging station 12-4537, November 20, 1962.3 Edge of water at left bank is station 1185; at right bank, 

280. Station number within measuring cross section (upper figure) and depth to streambed in feet 

(parentheses)]

Percent 

of depth

5__._ ......

15---------

20__-_____-

25------..-

35---.---.-

45-.----..-

55. ________

65------..-

75---------

80---------

85.------.-

95- --------

Percent 

of depth

5.---------

15---------

20.------.-

25---------

35-----..--

45---------

55----- .-

65---------

75------.--

80---------

85---------

95---------

1150 

(6.3)

... 10.77

610 

(34.0)

.-. 2.20

2.32

-_. 2.23

... 2.23

1.92

--. 2.23

1.82

1.66

1.94

1.60

112 

(10.

1

1 1

1 1

2 1

1 1

2 1

1 1

58 

(33.

2

2

2

2

2

2

2

2

1

0 1 

2) (1

64

51

46

46

57

48

49

40

D 

3) (2

59

37

53

59

59

37

4?,

03

94

.10

090

7.8)

1.68

1.56

1.82

1.83

1 79

1.75

1.49

1.26

1.16

550 

5.2)

2.81

2.84

2.71

2.78

2.78

2.65

2.53

2.34

2.08

1 79

1030 

(33.1)

2.71

12.68

2.65

2.44

2.53

2.23

2.32

2.23

1 1.94

520 

(35.6)

2.87

2.90

2.74

2.37

2.42

2.40

2.53

2.32

2.18

1.53

970 

(33.9)

2.68

2.90

2.90

2.71

2.78

2.56

2.44

2.59

12.25

490 

(35.6)

2.56

2.65

2.71

2.44

2.62

2.59

2.37

2.23

1.98

1.72

910 

(35.2)

2.84

2.87

3.17

13.10

3.10

12.87

2.90

12.78

12.42

1.86

460 

(33.7)

2.23

2.65

2.42

2.71

2.59

2.42

2.15

1.60

.99

850 

(35.7)

2.90

2.78

2.87

2.93

12.84

2.65

2.65

12.53

12.40

1.86

430 

(30.2)

1.75

2.00

2.18

2.03

1.88

1.98

2.23

1 94

U.49

1.46

790 

(35.8)

3.00

3.17

2.93

2.87

2.62

12.87

3.14

12.47

12.53

2.59

400 

(29.1)

1.79

1.58

1.75

1.90

1.53

1.68

1.43

1.54

1.30

.81

730

(36.4)

3.10

2.78

3.00

2.65

2.65

2.93

2.30

2.96

2.32

2.15

370 

(22.6)

1.34

1 49

1.38

1.32

1.30

1.40

1.02

1.06

.82

.89

670 

(35.4)

2.78

2.93

2.93

2.96

2.96

2.65

1.98

2.26

2.46

1.64

340

(14.1)

1.17

1.09

94

1.02

.85

1.00

.85

96

.97

U.12

640 

(33.8)

2.68

2.50

2.47

2.56

2.62

2.74

2.42

1.98

2.08

1.09

310 

(6.2)

0.70

.70

.58

.80

.70

.66

.72

i .51

At Trinidad, Wash.

[Gaging station 12-4645, June 21, 1961. Edge of water at left bank is station 100; at right bank, 1450. 

Station number within measuring cross section (upper figure) and depth to streambed in feet 

(parentheses)]

Percent 

of depth

15...... ......

20-___-_------

25.. ...... -.--

35------.-----

45. . ----------

55_________-__

65_____-__--_-

75.-----.-----

80__ ...... ___-

85_____.____..

95.----.-.----

Percent

of depth

5..-----------

15----.-------

20---.--------

25-.. ._--.----

35----.-------

45-........---

55........----

65.. ...... ---.

75. _______--.-

80... .-.-.----

85------------

95-..._ -----

16(

(8.0

..--. 0.

...__ 0

6f

(48. <

----- 15,

-._.- 14

. _ 14,

----- 14.

..... 14.

..... 12.

----- 12,

. ... 11.

..... 10.

---_. 8.

_____ 6.

___.. 7.

)

)

38

30

i)

36

68

36

68

06

51

51

47

25

27

75

,04

220 

(13.1)

i 2.36

2.21

1 1.88

1 1.48

.96

i .70

700

(52.3)

14.68

14.68

14.84

14.06

14.68

13.43

13.11

13.43

11.72

10.80

11.47

6.89

28 

(15.

5

M

M

M

3

13

7

(54.

14

14

14

13

13

14

13

13

11

10

9

7

0 

0)

01

80

31

21

34

.47

40

1)

52

52

36

77

77

06

43

11

36

25

18

.35

340 

(18.6)

17.87

7.51

17.19

!5.91

1 4.70

5.13

!3.31

780

(55.9)

14.36

14.68

14.06

14.36

12.38

11.72

13.11

11.72

11.84

10.01

9.58

7.35

400 

(23.0)

1 9.58

9.68

"8.48

!7.87

17.19

6.36

1 5.01

820

(56.7)

14.36

14.36

14.21

13.77

13.77

13.77

13.43

11.97

12.24

11.01

10.75

5.70

450 

(26.0)

i 11.01

10.01

"9.58

"8.64 18.90

6.61

!6.01

860

(57.6)

13.77

14.21

13.77

14.06

13.77

13.77

13.11

13.11

11.72

11.01

10.75

10.01

500 

(29.4)

11.60

11.72

11.84

11.47

11.01

11.01

10.49

10.80

10.37

7.69

7.69

4.90

910

(57.9)

13.77

14.36

13.77

13.60

13.60

13.11

13.43

12.66

11.24

11.24

10.75

7.69

550 

(31.9)

12.81

12.24

12.38

12.24

11.97

9.79

10.01

9.79

8.24

6.75

9.18

6.24

950

(58.0)

13.77

13.77

13.43

13.77

13.43

13.11

12.81

13.11

13.11

10.49

10.25

8.99

610 

(39 . 5)

13.43

13.77

12.51

12.66

12.24

11.60

11.01

10.62

10.01

9.79

9.38

7.00

1000

(57.7)

13.43

12.71

13.77

13.43

13.43

12.96

12.81

12.81

12.38

11.01

8.27

17.04

See footnotes at end of table.
ANALYSIS OF CURRENT-METER DATA F41

TABLE 2. Velocities, in feet per second, in measuring cross sections at seven gaging 

stations on the Columbia River Continued

At Trinidad, Wash. Continued

Percent 

of depth

5_. _______

20--------

35--------

45--------

55------_.

65

75

80 . -

85........

95........

1050 

(57.6)

12.24

11.24

13.11

12.66

12.96

12.96

12.51

12.96

11.47

11.97

8.99

6.61

1100 

(56.9)

11.60

11.84

12.10

11.97

12.10

12.24

12.81

11.97

12.24

10.75

11.01

8.16

1150 

(51.3)

7.96

8.99

9.58

9.79

10.37

11.30

11.72

11.30

11.01

11.01

9.79

7.87

1200 

(39.0)

7.87

8.06

8.06

8.99

8.81

9.18

8.99

8.81

7.87

7.04

5.25

3.16

1250 1300 1350 1400 

(19.8) (5.0) (5.3) (5.7)

16.61

6.61 ...... ................. ......

16.75 ...._._..._.._........._.___.

16.36 12.57 11.77 12.16

i 6.49 __ _ ----.-.... _ --._.._

5.91 _ ._ _ .

14.33

[Gaging station 12-4645, September 22, 1961. Edge of water at left bank is station 480; at r: ght bank, 

1230. Station number within measuring cross section (upper figure) and depth to streambrcd in feet 

(parentheses)]

Percent 

of depth

5

15

25 . 

45 -------

65.. _._._. .

75. 

80------

85 . 

95-----

Percent 

of depth

5

15- 

20------

25-----

35 -

45 . 

55........

65_. ...... -

75 .. -

80..... 

95--___--

Percent 

of depth

5. __. ..

20------

25.........

45. .. 

55.......--

65-. ------

75. 

80-----_-

85------

95___-____-

1200 1170 

(12.8) (22.8)

950 

(30.2)

4.80 

4.75 

4.80 

4.60 

4.70 

4.90 

4.21 

4.01 

3.61 

3.68 

3.47 

2.63

730

(25.8)

4.80 

4.90 

4.90 

4.50 

4.60 

4.36 

4.21 

4.21 

3.76 

3.16 

3.08 

11.97

2 

2 

2 

2 

2 

2 

2 

2 

1 

1 

1 

i 1

.16 2 

.16 2 

.16 2 

.06 2 

.21 2 

.31 2 

.16 2 

.06 2 

.79 2 

.51 1 

.45 1. 

.16 1.

930 

(30.1)

5.13

4.85 

4.80 

4.70 

4.60 

4.60 

4.50 

3.93 

4.01 

3.76 

3.12 

2.82

700

(24.4)

4.21 

4.31 

4.21 

4.50 

4.70 

4.60 

3.68 

3.87 

3.40 

3.40 

3.00 

12.38

.74 

.95 

.63 

.88 

.51 

.46 

.51 

.57 

.26 

.93 

.85 

.68

1140

(27.2)

2.95 

3.12 

3.16 

3.16 

3.34 

3.23 

3.34 

3.23 

3.08 

3.05 

2.92 

i 2.16

910 

(30.0)

4.80 

4.96 

4.90 

4.80 

4.94 

4.80 

4.31 

3.68 

4.01 

3.47 

3.53 

2.85

670 

(21.6)

3.76 

3.84 

3.57 

3.72 

3.68 

3.47 

3.47 

3.40 

3.04 

2.57 

2.70 

12.51

1120 1100 1070 1040 1010 

(28.4) (29.7) (30.0) (30.1) (30.0)

3.40 

3.47 

3.50 

3.47 

3.61 

3.76 

3.80 

3.68 

2.95 

3.16 

2.80 

2.21

880 

(30.0)

4.90 

4.90 

4.70 

4.80 

4.80 

4.55 

4.50 

3.68 

3.68 

3.53 

3.44 

2.88

640 

(18.4)

3.20 

3.16 

3.23 

2.95 

3.02 

2.98 

2.70 

2.70 

2.51 

2.16 

2.06 

i 1.55

3.50 

3.76 

3.88 

3.80 

3.84 

4.01 

4.01 

3.76 

3.53 

3.27 

2.74 

2.77

850 

(29.7)

4.90 

4.90 

4.96 

4.80 

4.60 

4.21 

4.21 

3.84 

3.93 

3.31 

3.16 

2.48

610 

(13.7)

2.70

2.63 

2.70 

2.51 

2.41 

2.16 

2.41 

2.34 

2.01 

1.89 

i 1.67

3

4 

3 

4 

4 

4 

4 

4 

3 

3 

3 

2

.84 4 

.09 4 

.97 4 

.11 4 

.21 4 

.33 4 

.41 4 

.46 4 

.47 3 

.34 3 

.47 3 

.17 2

820 

(29.0)

4.60 

4.90 

4.90 

4.80 

4.41 

4.36 

4.37 

3.57 

3.57 

3.72 

2.88 

2.60

580

(8.8)

i 1.89 .

1.97 .

il.87

i 1.67 

i 1.45 

1.55

.60 4.90 

.70 4.60 

.60 4.80 

.65 4.75 

.50 4.7") 

.21 4.21 

.21 4.31 

.11 4.21 

.68 4.21 

.16 3.7? 

.16 3.34 

.95 2.21

790 

(28.1)

4.70 

4.25 

4.21 

4.60 

4.16 

4.31 

4.41 

4.01 

3.40 

3.08 

3.16 

2.63

550 

(6.3)

U.21

980 

(30.0)

4.80 

4.70 

4.60 

4.80 

4.60 

4.31 

4.01 

4.41 

3.76 

2.95 

3.61 

2.64

760 

(27.0)

4.80 

4.80 

4.60 

4.70 

4.41 

4.21 

4.21 

4.21 

3.76 

3.16 

3.16 

'2.11

520 

(4.0)

iQ.75

See footnotes at end of table.
F42 RIVER HYDRAULICS

TABLE 2. Velocities, in feet per second, in measuring cross sections at seven gaging 

stations on the Columbia River Continued

Below Priest Rapida Dam, Wash.

[Gaging station 12-4728, April 28, 1961. Edge of water at left bank is station 130: at right bank, 1280. 

Station number within measuring cross section (upper figure) and depth to streambed in feet 

(parentheses)]

Percent 

of depth

5

15........

20

25........

35

45. _..____

55

65. . ______

75_.......

80

85

95

Percent 

of depth

5... ______

15

20________

35

45

55

65. ._._.._

75

80

85________

95

Percent 

of depth

5__. ______

15........

20_. ______

25

45

55

65

75

80

85

95_____.__

1240 

(10.3)

2.09

2.21

2.21

2.41

1.98

11.97

1.93

2.16

1.77

1.71

1.48

1200 

(16.0)

3.23

3.31

3.31

3.31

3.31

3.31

3.23

2.95

3.08

2.95

2.46

12.16

840 

(31.4)

5.32

5.01

4.90

5.13

4.60

4.80

4.21

4.50

4.01

3.61

3.23

2.63

480

(26.5)

4.51

4.75

4.60

4.31

4.41

4.21

4.31

4.01

3.76

3.68

3.61

12.82

1160

(25.0)

3.40

3.40

3.23

3.23

3.31

3.40

3.23

3.08

2.65

2.70

2.31

12.17

800 

(31.3)

5.13

5.25

4.90

4.90

5.25

4.90

4.50

4.80

4.41

4.21

3.76

3.01

440

(25.0)

4.11

4.50

3.88

4.11

4.21

3.76

3.84

3.68

3.53

3.53

3.53

12.82

1120

(27.8)

3.47

3.47

3.34

3.31

3.31

3.47

3.27

2.77

i 2.60

2.85

2.31

1.85

760 

(30.6)

5.38

5.13

4.41

5.13

5.38

5.38

4.51

4.31

4.50

3.53

3.68

3.08

400

(24.8)

4.21

4.11

4.33

4.01

4.11

3.93

3.31

3.39

2.95

2.95

2.41

12.16

1080

(28.6)

3.84

3.76

3.84

3.39

3.40

3.08

3.21

3.16

2.95

2.82

2.51

1.67

720

(29.8)

5.01

5.25

5.25

5.51

3.01

5.01

4.90

4.31

3.93

4.80

3.40

3.08

360 

(24.0)

3.47

3.39

3.61

3.39

3.34

3.47

2.71

3.16

3.16

3.08

2.71

i 1.89

1040 

(28.6)

3.76

4.01

3.76

3.31

3.16

3.47

3.23

3.39

3.31

2.65

2.46

2.01

680 

(29.1)

5.13

5.25

5.01

5.42

5.42

5.38

5.01

5.51

4.21

4.31

4.21

3.53

320

(21.8)

3.35

3.53

3.68

3.31

2.95

3.39

3.23

2.88

2.88

2.61

2.82

12.26

1000 

(29.3)

4.09

4.01

4.01

4.01

3.76

3.64

3.76

3.68

3.23

3.23

2.77

2.11

640

(29.0)

5.38

5.64

5.25

5.38

5.25

5.13

4.90

4.90

4.70

4.41

3.84

3.01

280 

(17.9)

2.82

2.82

2.51

2.77

2.70

2.60

2.54

2.57

2.11

2.31

1.97

i 1.36

960 

(30.6)

4.21

4.41

4.21

4.41

4.41

4.01

4.01

3.39

2.88

3.47

2.77

2.51

600

(28.1)

5.01

5.25

5.13

4.70

5.13

5.32

4.70

4.11

4.41

4.01

4.50

3.53

240 

(13.1)

12.16

2.51

12.11

i 2.17

1.89

11.89

920 

(31.8)

4.50

4.90

4.70

4.90

4.41

4.50

4.11

3.76

3.61

3.40

3.01

1.97

560

(27.3)

5.13

5.13

4.90

4.90

4.51

5.01

4.25

4.51

4.41

4.01

4.01

4.31

200 

(11.2)

i 1.72

1.81

i 1.71

i 1.48

1.32

i 1.31

880 

(31.9)

5.13

4.90

4.70

4.70

4.41

4.21

4.11

3.93

4.01

3.68

3.34

2.63

520

(27.2)

5.13

4.60

4.51

4.60

4.50

4.25

4.06

4.25

3.76

3.23

3.68

'2.80

160

(6.1)

ifl.64

[Gaging station 12-4728, June 20, 1961. Edge of water at left bank is station 55; at right bank, 1355. 

Station number within measuring cross section (upper figure) and depth to streambed in feet 

(parentheses)]

Percent 

of depth

5

15_________

25

35_. ______

45

55

^_________

SO...........

95_________

1300

(15.2)

6.49

16.30 

16.36

16.75

i 6.24

2 5.63

15.25

i 5.38 

24.98

14.60

1250

(28.2) 1

8.06

18.01 

18.16

17.35

16.82

17.27

'7.27

16.13 

2 5.96

4.90

3.76

1200 

;36.6) <

8.81

18.06 

18.27

18.81

17.78

17.96

17.35

17.19 

27.31

16.36

15.38

1160

(45.2)

9.18

9.38 

18.06

18.64

18.16

18.08

18.27

'8.06 

26.82

i 7.04

15.91

1120 

(49.1)

9.58

18.99 

18.18

19.58

18.32

18.16

18.08

18.16 

i 7.43

27.19

16.36

1080

(49 . 3) 1

10.01

10.01 

i 10.25

19.58

19.38

19.08

18.48

18.27 

17.69

27.69

16.01

1030 

M9.7)

10.62

i 10.62 

i 10.49

i 10.01

19.79

i 10.01

19.18

19.3? 

17.69

17.51

'8.16 .

16.89

980 

(50.6) i

11.01

11.01 

i 11.24

i 10.49

i 10.49

19.48

19.90

19.58 

18.81

29.09

17.04

930

(52.2)

11.84

11.47 

i 11.24

111.24

i 10.62

i 11.01

i 10.25

ilO.Ol 

i 10.13

19.38

17.43

17.19

See footnotes at end of table.
ANALYSIS OF CURRENT-METER DATA F43

TABLE 2. Velocities, in feet per second, in measuring cross sections at seve~i gaging 

stations on the Columbia River Continued

Below Priest Rapids Dam, Wash. Continued

Percent 

of depth

5. ........

15----..--

20-.-...-.

25__-___-.

35........

45.----...

55___.___.

65---___-_

75------..

80----.---

85_. _._.__

95........

Percent 

of depth

5....----.

15........

20. -.-.-..

25_-----..

35-------.

45..-----.

55-------.

65.. _----.

75-----..-

80--------

85-------.

95-------.

880

(52.5)

11.47

11.97 

11.59 

11.24 

10.49 

11.24 

10.75 

9.79 

9.18 

7.87 

9 . 28

7.19

480

(47.5)

11.01

10.88

11.24 

11.24 

11.47 

10.75 

10.88

10.13

9.28

8.99

9.18

7.35

830 

(52.0)

12.24 

11.47 

11.97 

11.97 

11.47 

11.47 

10.88 

9.79 

8.64 

9.08 

8.40 

7.87

430 

(46.6)

11.36 

10.75 

10.88 

10.75 

10.01 

9.68 

9.28 

9.38 

10.37 

9.08 

9.18 

7.51

780 

(51.5)

11.72 

11.97 

11.72 

11.97 

11.47 

11.72 

11.47 

"9.79 

i 10.01 

"9.28 

"8.27 

'8.27

380

(45.7)

10.49 

10.37 

10.13 

9.90 

10.25 

10.13 

9.08 

8.27 

8.48 

7.96 

7.04 

6.07

730 

(50.6)

11.84 

11.97 

12.38 

11.97 

11.36 

11.12 

11.36 

10.25 

'9.79 

i 11.01 

18.64 

18.64

330

(42.8)

9.90 

10.25 

10.25 

8.90 

9.28 

8.81 

9.28 

9.48 

7.51 

7.35 

6.30 

7.04

680 

(49.6)

12.24 

12.10 

11.97 

12.24 

11.60 

11.47 

11.60 

11.60 

10.25 

10.25 

19.58 

'7.19

280 

(38.9)

9.18 

8.90 

9.18 

8.90 

8.64 

8.48 

8.40 

8.64 

7.35 

7.78 

7.12 

4.55

630 

(49.0)

12.81 

12.51 

11.72 

11.60 

12.24 

11.72 

11.84 

10.25 

10.88 

10.75 

'9.58 

'9.58

230 

(33.3)

8.64 

8.64 

8.06 

8.06 

7.69 

7.51 

6.68 

6.68 

6.61 

5.91 

5.25 

3.84

580

(48.7)

12.38 

11.60 

12.24 

10.75 

11.97 

11.60 

11.47 

11.01 

10.01 

18.72 jg.ss

18.06

180 

(30.4)

7.69 

7.87 

8.06 

7.19 

16.89 

6.24 

7.27 

6.01 

5.66 

5.51 

'4.50 

14.60

530

(48.1)

11.97 

11.01 

12.38 

11.97 

11.01 

11.01 

10.80 

10.75 

9.38 

9.48 

10.01 

8.16

120 

(19.0)

15.01

4.50

'4.11

14.33 

'4.50 

2.77

i2.ll

Paterson Ferry, Oreg.

[Gaging station 14-0192, June 16, 1961. Edge of water at left bank is station 2: at right bank, 2494. 

Station number within measuring cross section (upper figure) and depth to streambnd in feet 

(parentheses)]

Percent 

of depth

44 

(11.7)

128 

(26.5)

200 

(36.0)

276

(38. 6)

356 

(39.5)

440

(41.4)

522 

(41.6)

610

(41.6)

690 

(42.3)

15. 

20. 

25- 

35. 

45. 

55. 

65. 

75. 

80. 

85. 

95.

Percent 

of depth

3.21

3.07

3.31

3.08

3.39

3.01

2.87

1.94

2.25

1.90

1.65

1.29

5.97

6.44

6.31

6.20

6.31

5.67

5.66

4.67

4.48

5.57

4.99

4.48

8.20

8.20

7.99

8.19

8.40

7.81

8.00

7.21

7.13

6.70

6.98

5.76

8.20

8.40

7.99

8.57

8.74

7.99

7.81

8.19

8.40

6.98

6.70

5.09

8.92

8.92

9.10

9.10

8.92

8.57

8.40

7.99

7.13

7.81

7.29

6.19

8.92

9.30

9.70

8.91

8.92

8.74

8.40

7.81

7.46

6.70

8.19

5.48

9.93

9.50

8.91

9.29

9.50

9.10

8.40

8.19

8.20

7.13

6.98

6.56

10.41

9.71

10.15

9.77

8.74

9.92

9.50

8.19

8.40

7.45

7.29

6.84

10.41

10.66

10.15

9.49

9.93

9.92

10.16

9.49

9.11

8.40

7.81

5.97

772 

(42.9)

850

(43.8)

930 

(43.3)

1010

(46.5)

1126 

(46.3)

1218 

(46.2)

1312

(46.3)

1384

(45.8)

10.66

10.66

9.92

10.15

9.93

9.70

9.71

8.57

8.92

7.13

7.81

5.48

10. 6fi

10.66

10.15

10.64

10.16

9.29

9.93

9.49

8.20

8.91

8.57

6.84

10.66

10.41

9.92

9.49

9.50

9.49

9.93

8.91

8.10

8.19

7.99

8.20

9.50

9.93

10.15

9.49

9.93

9.92

9.11

8.24

8.92

8.19

6.57

5.09

10.16

9.30

9.10

9.10

8.92

9.29

8.57

8.40

8.00

6.84

7.63

6.31

9.71

9.71

9.29

9.29

8.92

7.99

7.81

7.99

8.00

7.99

6.98

5.62

8.91

9.50

8.91

8.57

8.92

8.57

8.20

7.81

7.29

7.45

7.13

6.08

7.81

8.40

.99

7.63

7.29

7.29

7.13

6.70

6.84

6.44

6.44

5.22

See footnotes at end of table.
F44 RIVER HYDRAULICS

TABLE 2. Velocities, in feet per second, in measuring cross sectior.s at seven gaging 

stations on the Columbia River Continued

Pateraon Ferry, Oreg. Continued

Percent 

of depth

5... ......._.

15 __ ........

20 _ -----.-.

25---.-....-.

35.. -..._...

45...........

55--.-----...

65.---------.

75...........

80...........

85...........

95...........

149;

(45.0

.-.---. 16.

.----.. *7.

.-.---. 6.

.-----. 16,

.--.--. 5

.----_. 16,

2 5,

..----. 2 5.

15,

2

) C

,98

48

57

70

.87

.19

.89

,89

48

1616 

41.5) (

5.86

5.62

5.97

5.67

5.66

5.67

5.62

5.10

5.09

4.99

4.67

3.74

173( 

36.7

5,

4

4

4,

4

4

4

4

4,

4

3

3,

)

) (

86

98

19

58

87

48

57

39

.08

00

91

.30

183( 

36.1

5

5

5

5

4

4

4

4

4

5

4

3

D

) (

.22

62

.48

.48

87

.58

.76

.09

08

?2

.58

.00

1904 

32.5) (

5.22

5.48

5.35

5.22

4.98

4.77

4.87

4.77

4.66

4.39

3.91

3.74

2012 

29.9) (

4.48

3.99

3.91

4.00

3.99

3.83

3.82

3.67

3.07

3.33

3.08

2.68

2122 

23.9) (

3.21

2.82

3.46

3.23

3.21

3.23

3.00

2.70

2.75

2.77

2.89

2.15

2232 

14.0)

1.48

1.88

2.52

2.52

2.05

2.77

2.15

2.41

2.45

2.07

1.37

2.01

[Gaging station 14-0192, October 11, 1961. Edge ot water at left bank is station 2406; at right bank, 

200. Station number within measuring cross section (upper figure) and depth to streambed in feet 

(parentheses)]

Percent 

of depth

268 

(3.7)

332

(5.9)

408 

(8.6)

490 

(13.7)

542 

(13.8)

612 

(13.1)

67C 

(17.1)

750 

(19.6)

828 

(23.1)

5.. 

15. 

20. 

25. 

35. 

45. 

55. 

65. 

75. 

80. 

85. 

95.

0.45

.45

.43

1 .35

0.80 

.71 

.72 

.84 

.76 

.82 

.87 

.75 

.70 

.64

0.85

.99

.99

1.12

1.06

1.02

.99

.94

.85

.81

0.88 

.82 

.85 

.76 

.90 

.85

1.12

1.00 

.80 

.66

i .77

1.24

1.19

1.22

1.14

1.24

1.12

1.27

1.07

1.14

1.22 

1.30 

1.45 

1.31 

1.55 

1.39 

1.24 

1.30 

1.24 

1.12 

i .90

1.39

1.39

1.39

1.48

1.42

36

.39

.21

.33

.98

.12

.95

1.59

1.67

1.67

1.65

1.48

1.55

1.51

1.55

1.36

1.39

1.24

.95

1.81

1.74

1.48

1.67

1.78

1.55

1.64

1.50

1.45

1.48

1.39

.93

Pefcent 

of depth

920 

(25.6)

1010 

(26.9)

1100 

(27.0)

1190 

(26.7)

1290 

(26.4)

1396 

(25.6)

1468

(25.5)

1564 

(24.8)

15. 

20. 

25. 

35. 

45. 

55. 

65. 

75. 

80. 

85. 

95.

Percent 

of depth

2.06

1.89

1.93

1.78

1.93

1.70

1.74

1.66

1.66

1.59

1.55

1.12

1.93

2.16

1.93

1.97

1.78

12.01

11.81

i 1.92

i 1.67

1.55

i 1.64

i 1.56

2.46

2.22

2.35

2.22

2.22

2.01

1.92

2.25

2.16

1.89

1.28

1.06

2.40

2.46

2 57

2.40

2.11

2.25

2.35

1.84

2.16

2.26

1.77

1.42

2.46

2.76

2.51

2.57

2.63

2.56

2.35

2.62

1.97

1.93

1.84

1.84

2.69

2.51

2.63

2.63

2.51

2.56

2.51

2.56

2.35

2.28

2.01

1.66

2.57

2.51

2.46

2.69

2.69

2.62

2.62

2.40

2.21

2.22

2.17

1.98

2.57

2.57

2.63

2.69

2.69

2.51

2.45

2.40

2.01

2.22

2.16

2.13

1636 

(24.3)

1728 

(23.7)

1812 

(23.1)

1900 

(21.9)

1994 

(22.0)

2070 

(22.1)

2178 

(20.7)

2252 

(18.9)

2324 

(15.4)

5-- 

15- 

20. 

25. 

35. 

45. 

55. 

65. 

75. 

80_ 

85. 

95.

2.57

2.63

2.63

2.76

2.62

2.40

2.54

2.21

1.84

2.06

1.64

1.32

2.57

2.63

2.51

2.51

2.31

2.35

2.40

1.88

1.84

2.06

1.88

1.36

2.51

2.46

2.46

2.57

2.57

2.45

2.51

2.16

2.06

1.12

2.31

2.13

2.28

2.35

2.22

2.30

1.77

2.06

1.77

1.78

1.62

1.18

2.11

2.11

2.22

2.22

2.06

1.88

1.81

1.77

1.88

1.81

1.51

1.09

2.16

2.11

2.22

2.06

2.06

1.97

2.01

1.81

1.58

1.55

1.55

1.32

1.93 

1.97 

2.02 

2.06 

1.93 

1.88 

1.58 

1.66 

1.58 

1.52 

1.39 

i .95

1.89

1.97

1.78

1.97

1.89

1.81

1.97

1.55

1.39

1.45

1.21

11.09

1.71 

1.67 

1.71 

1.52 

1.42 

1.30 

1.27 

1.15 

1.12 

1.12 

1.02 

i .67

See footnotes at end of table.
ANALYSIS OF CURRENT-METER DATA F45

TABLE 2. Velocities, in feet per second, in measuring cross sections at seven gaging 

stations on the Columbia River Continued

Hood River Bridge, Oreg.

[Gaging station 14-1057, May 3, 1961. Edge of water at left bank is station 4100; at right bank, 70. 

Station number within measuring cross section (upper figure) and depth to streambed in feet 

(parentheses) ]

Percent 

of depth

5---------

15. __ ....

20-------.

25-------.

35.------.

45.------.

55_------.

65-------.

75----.--.

80---.__-.

85-_------

95. .......

Percent 

of depth

5-------.-

15. -------

20----.--.

25.. ------

35--------

45--------

55-----.--

65.--_--_-

75.----.-.

80_-------

85

95----___-

Percent 

of depth

5-. -------

15--------

20--------

25.--.....

35------..

45-----.-.

55-------.

65.-----.-

75.-------

80-------.

85.--..-..

95. ---...-

Percent 

of depth

5--------.

15-------.

20--.----.

25.-.-----

35-------.

45.. .----.

55 __ -----

65--.--..-

75.---....

80----.--.

85........

95.---.-..

403 

(34.

1

1

1

1

1

1

1

1

1

1

1

1

220 

(52.

1

1

1

1

1

1

1

1

1

1

1

1

10 

5)

.55

59

45

59

63

63

55

5?

45

36

.21

1?

0 

0)

,62

.65

30

43

58

66

60

64

53

.?:?,

53

16

4000 

(39.2)

0.92

1.12

1.21

1.04

1.02

1.04

1.02

1.07

.84

.98

.81

.77

3100 

(43.5)

1.39

1.59

1.42

1.42

1.55

1.48

1.59

1.48

1.36

1.32

1.24

.56

2100

(45.4)

1.88

1.80

1.90

1.68

1.90

1.75

1.80

1.75

1.49

1.60

1.26

1.28

1200 

(37.6)

1.60

1.60

1.64

1.68

1.64

1.68

1.53

1.46

1.37

1.34

1.37

.96

3900 

(40.2)

1.24

1.30

1.33

1.36

1.45

1.42

1.48

1.48

1.45

1.19

1.39

1.30

3000

(46.2)

1.39

1.45

1.52

1.48

1.45

1.44

1.24

1.09

.41

.37

.25

.25

2000

(47.7)

1.82

1.82

1.84

1.75

1.68

1.75

1.53

1.28

1.53

1.42

1.64

.92

1110 

(34.4)

1.60

1.53

1.57

1.53

1.57

1.49

1.46

1.05

.76

.79

.77

.63

3800 

(34.5)

1.68

1.70

1.65

1.67

1.67

1.73

1.81

1.67

1.52

1.07

1.44

1.42

2900 

(43.7)

1.36

1.44

1.48

1.52

1.52

1.59

1.52

1.48

1.52

1.46

1.33

1.04

1900 

(49.0)

1.96

1.85

1.92

1.77

1.79

1.77

1.53

1.72

1.31

1.44

1.25

.92

1000 

(28.0)

1.46

1.43

1.44

1.38

1.34

1.40

1.34

1.16

1.32

.99

.83

.67

3700

(41.7)

1.71

1.67

1.71

1.68

1.52

1.55

1.44

1.48

1.48

1.65

1.52

1.47

2780 

(45.2)

1.74

1.77

1.55

1.74

1.61

1.74

1.67

1.61

1.24

1.40

1.27

1.00

1800 

(48.4)

2.01

1.94

1.80

1.90

1.77

1.75

1.77

1.60

1.60

1.46

1.40

1.43

900

(24.5)

1.28

1.15

1.15

1.15

.99

1.00

.87

.81

.77

.65

.50

.53

3600

(41.2)

1.59

1.63

1.63

1.63

1.55

1.59

1.45

1.45

1.36

1.42

1.16

1.04

2700 

(43.3)

1.59

1.63

1.61

1.59

1.67

1.65

1.55

1.48

1.48

1.45

1.35

1.18

1690 

(45.8)

1.88

1.90

1.86

1.90

1.70

1.60

1.68

1.57

1.70

1.58

1.32

.77

800 

(10.6)

0.79

.69

.63

.53

.49

.45

.40

.34

.36

.26

.22

i .25

3500 

(43.0)

1.55

1.61

1.67

1.59

1.59

1.63

1.52

1.48

1.44

1.17

1.12

.80

2580 

(45.0)

1.67

1.55

1.71

1.63

1.59

1.52

1.33

1.48

1.32

1.27

1.36

.94

1600 

(48.4)

1.84

1.90

1.75

1.64

1.74

1.53

1.48

1.51

1.51

1.20

1.10

.55

700

(6.8)

0.52

.48

.45

.37

.26

.22

.20

.16

.18

.18

3400

(40.5)

1.59

1.71

1.74

1.67

1.67

1.71

1.67

1.38

1.39

1.42

1.14

2500 

(44.2)

1.77

1.81

1.51

1.79

1.75

1.67

1.40

1.62

1.45

1.43

1.27

08

1490 

(50.2)

1.64

1.70

1.64

1.75

1.68

1.75

1.68

1.43

1.19

1.31

1.00

1.05

500

(6.1)

0.60

.65

.53

.58

.47

.39

.48

.54

.25

.24

.24

3300 

(40.0)

1.52

1.5?

1.67

1.63

1.5">

1.65

1.21

1.19

1.37

1.37

1.2*

2410 

(45.3)

1.73

1.77

1.77

1.81

1.70

1.6*

1.6?

1.43

1.37

1.34

1.51

.93

1400 

(49.8)

1.90

1.72

1.7i3

1.6i?

1.53

1.57

1.57

1.57

1.46

1.19

1.22

.83

300

(5.8)

0.74

.53

.51

.49

.30

.28

.25

.24

.39

.54

.50

3200

(44.2)

1.59

1.59

1.74

1.54

1.52

1.59

1.67

1.45

1.48

1.55

1.21

1.14

2300

(44.8)

1.60

1.46

1.48

1.46

1.51

1.53

1.37

1.26

1.19

.83

.85

.79

1280 

(38.0)

1.86

1.75

1.82

1.72

1.65

1.49

1.60

1.64

1.46

1.37

1.10

.79

200

(4.0)

0.58

.48

.27

.26

See footnotes at end of table.
F46 RIVER HYDRAULICS

TABLE 2. Velocities, in feet per second, in measuring cross sections at seven gaging 

stations on the Columbia River Continued

Hood River Bridge, Or eg. Continued

[Gaging station 14-1057, June 5, 1961.4 Edge of water at left bank is station 412C; at right bank, -30. 

Station number within measuring cross section (upper figure) and depth to streambed in feet 

(parentheses)]

Percent 

of depth

5---------

15.---.--.

20--------

25--------

35--------

45-. ------

55..---..-

65-. ------

75--------

80--------

85_-------

95----.---

Percent 

of depth

5.. -------

15.-------

20--------

25. -------

35------..

45--------

55--..-.--

65. -------

75. -------

80.. ------

85.------.

95--------

Percent 

of depth

5-------..

15--------

20--------

25. -------

35--------

45.------.

55.-------

65--------

75--------

80--------

85--------

95. -------

Percent 

of depth

5-.----.--

15. -------

9(1

25. -------

35--------

45--------

55--------

65--------

75.-------

80--------

85.-------

95--------

100

(15.4)

0.38

.23

.28

.18

.16

.18

.19

.17

.18

.11

.14

0

1280 

(51.3)

3.96

3.63

3.56

3.04

3.42

3.49

3.35

2.97

2.91

2.24

2.60

2.19

2300

(59.2)

4.44

4.25

4.35

4.05

4.05

3.87

3.79

3.71

3.27

2.97

2.91

1.86

3300

(57.2)

4.02

4.11

4.11

3.93

4.02

3.84

3.47

3.76

3.34

3.32

2.89

2.42

200

(17.7)

0.40

.30

.42

.20

.18

.11

.06

0

0

.25

0

0

1400 

(60.6)

3.71

3.87

3.79

3.79

3.71

3.71

3.29

3.35

3.27

2.91

3.04

2.19

2410 

(59.8)

4.60

4.41

4.41

4.41

4.41

4.02

4.02

3.32

3.16

2.71

2.77

2.42

3400 

(56.6)

4.11

4.11

4.11

4.21

4.41

4.11

4.11

3.84

3.61

3.02

2.89

2.36

300

(19.5)

0.46

.38

.48

.40

.27

.20

.19

.29

.18

.27

0

0

1490 

(62.1)

4.54

4.36

4.36

4.05

4.05

3.96

3.87

3.63

3.04

3.27

2.91

2.48

2500 

(58.3)

4.41

4.31

4.41

4.21

4.21

4.21

3.69

3.69

3.02

3.16

2.89

2.52

3500

(54.7)

4.31

4.21

4.11

4.11

4.50

4.41

4.02

3.76

3.34

3.69

2.47

2.77

500 

(19.5)

0.76

.40

.71

.48

.29

.19

.29

.29

.26

.42

.47

.36

1600 

(62.1)

4.36

4.36

4.36

4.15

3.87

3.63

3.56

3.12

3.35

3.63

3.04

2.73

2580 

(59.0)

4.60

4.41

3.69

3.93

4.02

4.02

3.61

3.54

3.47

2.89

2.77

2.17

3600

(56.2)

4.31

4.41

4.31

4.69

4.33

4.31

3.93

3.84

3.47

3.16

3.16

2.52

700 

(20.3)

1.82

1.68

1.64

1.68

1.46

1.60

1.60

1.64

1.34

1.10

.96

.35

1690 

(63.5)

4.63

4.36

4.63

4.36

4.15

4.05

3.96

3.71

3.56

3.27

2.43

1.86

2700 

(57.5)

4.41

4.60

4.31

4.41

4.11

3.61

3.84

3.76

3.54

3.54

2.83

2.17

3700 

(55.0)

4.31

4.31

4.60

4.21

4.11

4.21

3.76

3.76

3.54

3.84

3.47

3.54

800 

(24.2)

1.75

1.64

1.82

1.79

1.79

1.79

1.79

1.68

1.53

1.31

1.57

1.10

1800 

(65.7)

4.36

4.15

4.36

4.25

4.05

3.71

3.49

3.12

3.12

3.17

2.73

2.03

2780 

(59.0)

4.41

4.69

4.41

4.31

4.11

3.93

3.69

3.69

3.47

3.24

3.40

2.77

3800

(48.8)

4.41

4.21

4.11

4.21

4.31

4.69

4.50

4.02

3.93

3.69

3.69

3.16

900 

(38.6)

1.79

2.03

1.68

2.03

1.99

1.53

2.03

1.94

1.82

1.57

1.31

.90

1900 

(61.8)

4.36

4.47

4.15

4.05

4.15

4.05

3.71

3.79

3.56

3.56

3.27

2.79

2900 

(58.8)

4.69

4.31

3.84

4.11

3.84

3.69

3.61

3.24

3.02

3.16

3.40

2.52

3900

(54.3)

4.21

4.41

4.41

4.11

3.84

3.93

4.41

4.11

3.09

2.71

3.32

3.09

1000

(41.5)

2.85

2.43

2.85

2.48

2.91

2.54

2.80

2.73

2.37

2.43

2.19

1.31

2000 

(63.8)

4.73

4.15

4.54

4.25

4.25

4.15

3.79

3.71

3.71

3.71

3.19

2.48

3000

(60.8)

4.60

4.31

4.11

4.21

3.84

4.11

3.76

3.61

3.76

3.02

2.77

2.12

4000

(53.5)

3.09

3.54

3.69

3.76

4.02

3.93

4.21

4.21

4.11

3.28

4.02

3.61

1110 

(48.5)

3.35

3.35

3.27

3.27

3.19

3.11

2.97

3.19

2.28

1.68

.80

1.02

2100 

(59.8)

4.35

4.35

4.25

4.25

4.15

4.05

3.56

3.56

3.71

2.97

3.19

2.60

3100 

(56.0)

4.11

4.21

4.02

4.21

3.93

4.11

3.69

3.47

3.24

3.16

3.09

2.23

4030

(49.2)

4.11

3.84

4.31

4.02

3.69

3.93

4.02

4.11

4.21

3.93

3.93

2.77

1200 

(50.0)

3.87

3.63

3.71

3.63

3.27

3.19

3.11

3.19

3.04

3.11

2.85

2.54

2200 

(63.3)

4.84

4.44

4.54

4.47

3.96

3.71

3.42

3.56

3.27

3.27

2.91

2.54

3200

(57.5)

4.41

4.11

4.41

4.11

4.11

3.69

3.61

3.32

3.32

3.61

3.54

1.82

4100 

(14.0)

1.82

1.94

2.77

2.42

2.83

2.95

2.83

2.64

2.58

2.77

2.36

2.17

1 Measurement (s) made approximately at percentage of depth indicated.

1 Average of measurements made just above and below percentage of depth listed.

' Additional current-meter measurements were made at about 60 percent depth, as follows: Station 

970, 2.71 fps; 910, 2.59 fps; 850, 2.65 fps; 790, 2.87 fps; 730, 253 fps; 670, 2.65 fp»; 640, 2.50 fps; 610, 

2.23 fps; 580, 2.23 fps; 550, 2.23 fps; 520, 2.42 fps; 490, 2.50 fps; 460, 1.98 fps; 430, 1.94 fps; 400, 1.46 

fps; 370, 1.22 fps; 340, 0.85 fps; 310, 0.70 fps.

4 Additional current-meter measurements at about 98 percent depth as follows: Station 900, 0.65 

fps; 1000, 0.77 fps; 1110, 0.74 fps; 1200, 2.37 fps; 1280, 1.68 fps; 1400, 2.28 fps; 1490, 1.94 fps; 1600, 

2.03 fps; 1690, 2.03 fps; 1800, 2.43 fps; 1900, 2.19 fps; 2000, 1.34 fps; 2100, 2.03 fps; 2200, 2.32 fps; 

2300, 1.75 fps.
ANALYSIS OF CURRENT-METER DATA F47

TABLE 3. Velocities, in feet per second, in measuring cross sections at fair gaging 

stations on the Columbia River

At Grand Coulee Dam, Wash.

[Gaging station 12-4365. Station number within measuring cross section (upper figure) and depth to 

streambed in feet (in parentheses)]

Percent 

of depth

5..-------

15.-----..

20--------

25--------

35---..---

45--------

55-. ------

65.. ------

75--------

80--.-----

85-.----.-

95--.-.---

Percent 

of depth

5-------..

15.-------

20.-------

25.-------

35--.-----

45.. __ --

55 __ -----

65. -------

75.-------

80 __ -----

85.-.--...

95..------

June 1, 1961 »

870

(57.6)

10.86

9.56

9.56

10.46

10.32

10.10

8.97

5.38

8.06

3.02

750

(77.0)

11.68 

12.48

12.20 

11.68 

12.20 

12.92 

10.59 

11.44

9.99 

8.38

660 

(80.5)

11.68 

10.99

11.44 

10.99 

10.59 

9.77 

9.16 

9.35

7.18 

7.18

September 15,

870 

(34.0)

1.63

1.31

1.21

1.21

1.89

1.48

1.11

.88

.56

.69

.60

.53

750

(54.0)

4.60 

4.01 

4.01 

3.84 

3.64 

3.53 

3.47 

3.53 

3.01 

2.55 

2.71 

1.27

660

(52.1)

5.80 

5.19 

5.13 

5.13 

4.80 

4.80 

4.75 

4.21 

4.41 

4.11 

3.53 

3.01

540 

(70.0)

11.94 

12.34

11.68 

10.99 

10.46 

9.99 

8.62 

7.33

7.02 

6.29

1961

540

(43.0)

4.50 

4.50 

4.90 

4.41 

4.80 

4.50 

4.41 

4.41 

3.31 

3.04 

3.37 

3.47

450

(57.0) i

12.48 

12.07

12.20 

12.77 

12.20 

10.99 

11.21 

10.72

2 8. 97 

6.61

450

(32.7)

3.76 

3.16 

3.61 

3.34 

3.53 

3.31 

2.95 

3.01 

2.88 

2.77 

2.26 

2.31

June 12, 1961

870 750

(66.5) (87.4)

12.51 

13.43

13.60 

12.36 

11.01 

11.24 

8.27 

10.20

5.80 

5.84

15.01 

14.84 

14.06 

15.01 

13.77 

13.43 

12.51 

12.81 

11.72 

10.25 

9.58 

9.79

660 540 450 

(91.0) (81.7) (65.9)

14.52 

14.06 

13.43 

12.81 

11.97 

12.24 

11.72 

9.79 

9.18 

9.58 

7.43 

5.80

14.21 

13.77 

12.51 

13.77 11. g* 

10.75 

10.25 

9.SS 

8.49 

8.«9 

7.S7 

5.44

15.01 

15.01 

14.68 

13.43 

14.12 

12.66 

11.72 

10.25 

9.79 

8.81 

7.87 

5.38

At Bridgeport, Wash.

[Gaging station 12-4380. Station number within measuring cross section (upper figure) and depth to 

streambed in feet (in parentheses)]

Percent 

of depth

5---------

15--.-----

20--------

25. -------

35. -------

45. .-.-.. .

55.---.---

65--..----

75-...----

80-. ------

85--.-----

95--------

Peroent 

of depth

5---------

15--------

20-.-----.

25..-----.

35. -------

45-. ------

55 ___ ...

65--.-----

75. -------

80.-------

85 ____ --

95-. ------

June 2, 1961

950 

(50.6)

- 13.86

14.07

. 12.20

- 12.77

10.99

10.99

11.94

8.62

7.86

6.35

6.88

4.26

800

(47.3)

12.77 

13.07 

14.01 

12.48 

12.77 

12.48 

12.92 

9.56 

10.22 

9.16 

8.46 

7.02

710

(41.5)

14.07 

13.90 

13.44 

12.48 

12.77 

12.92 

11.68 

12.20 

10.46 

10.72 

10.34 

8.46

560

(45.8)

14.63 

14.32 

13.39 

13.90 

13.07 

12.20 

11.21 

11.94 

11.68 

9.35 

8.79 

6.48

500

(43.3)

13.23 

12.48 

12.20 

13.07 

13.39 

12.77 

13.23 

11.27 

10.22 

10.46 

10.46 

7.02

950

(49.4)

13.77 

13.60 

13.43 

13.27 

13.47 

13.77 

12.24 

11.24 

11.01 

10.25 

10.80 

8.06

June 13, 1961

950

(49.5)

14.68

15.18

14.52

. 14.06

- 13.77

11.84

11.72

. 10.01

11.24

11.24

8.06

7.35

800

(48.9)

14.68 

14.36 

14.52 

14.36 

13.77 

13.11 

13.11 

10.33 

10.01 

10.25 

11.24 

8.64

710 

(48.6)

14.36 

15.36 

15.01 

14.68 

13.77 

14.36 

13.43 

12.71 

9.38 

12.51 

7.04 

8.27

560

(49.6)

16.11 

16.11 

15.01 

13.92 

14.68 

14.36 

12.96 

11.72 

12.51 

11.47 

11.24 

7.19

500

(48.7)

14.21 

14.36 

14.06 

14.06 

12.81 

12.24 

12.81 

11.97 

11.24 

10.01 

8.32 

6.61

950

(23.7)

5.13 

6.61 

4.90 

5.25 

4.90 

3.76 

3.84 

3.53 

3.47 

3.23 

2.63 

«1.55

June 9, 1961

800

(48.9)

15.01 

15.01 

14.68 

14.68 

14.52 

13.77 

12.81 

12.51 

11.30 

11.84 

11.24 

8.32

710

(48.7)

14.84 

15.36 

15.73 

15.34 

14.68 

13.77 

12.81 

13.21 

12.81 

12.38 

9.58 

7.69

560

(49.7)

15.18 15.7-'' 

15.73 

15.73 14.6-> 14.3" 

13.77 

13.77 

12.51 

13.11 

11.72 

7.35

500

(49.0)

15.36 

15.01 

14.68 

14.06 

13.77 

13.11 

12.38 

12.81 

11.01 

11.01 

10.25 

6.75

September 14, 1961 *

800 

(19.0)

6.13 

5.91 

5.86 

6.24 

6.01 

6.01 

5.96 

5.91 

5.19 

5.19 

4.80 

«4.50

710

(15.1)

7.04 

7.04 

6.61 

6.75 

6.18 

6.75 

6.42 

6.42 

5.61 

5.07 

4.60 

«4.21

560

(16.4)

6.55 

6.61 

6.43 

6.43 

6.13 

6.61 

6.01 

5.91 

5.64 5.3^ 

4.80 

«4.70

500

(18.1)

6.49 

6.13 

6.18 

6.36 

6.01 

5.51 

5.36 

5.13 

4.80 

4.17 

4.25 

«3.16

See footnotes at end of table.
F48 RIVER HYDRAULICS

TABLE 3. Velocities, in feet per second, in measuring cross sections at four gaging 

stations on the Columbia River Continued

At Rocky Reach Dam, Wash.

[Gaging station 12-4537. Station number within measuring cross section (upper figure) and depth to 

streambed in feet (in parentheses)]

Percent 

of depth

5--.-..--.

15.. ------

20--------

25-----.--

35-_------

45--------

55.-------

65----.---

75

80--------

85--------

95-----__-

Percent 

of depth

5---- ----

15--------

20--------

25-------.

35-----.--

45-----.--

55--------

65--------

75.--.--..

80..--_--_

85.--.----

95. -...-_-

Percent 

of depth

5

15.-------

20--------

25-----.-.

35. -------

45--------

55.------.

65

75---.--.-

80----.--_

85--------

95--------

May 16, 1961

1030

(41.6)

6.49

6.36

6.75

6.42

6.13

6.36

6.01

5.56

5.13

4.70

4.50

2.95

880 

(45.8)

8.56 

8.56 

8.98 

8.48 

7.87 

7.69 

7.87 

6.89 

7.19 

7.96 

6.75 

5.01

720 

(46.5)

8.06 

8.32 

7.87 

8.40 

7.60 

7.51 

7.51 

7.35 

6.75 

6.68 

6.07 

4.46

600

(44.5)

7.35 

7.19 

6.49 

6.75 

6.82 

6.30 

6.01 

6.36 

5.70 

6.13 

6.24 

3.16

520 

(46.2)

7.96 

7.87 

7.96 

7.51 

7.69 

8.06 

7.27 

6.30 

6.24 

6.24 

6.30 

4.01

1030

(47.1)

8.99 

8.06 

9.79 

7.96 

7.87 

8.06 

7.51 

6.75 

6.75 

7.16 

5.51 

5.38

June 7, 1961

1030

(59.2)

8.81

9.38

8.81

8.99

8.99

10.01

8.81

9.58

9.58

8.81

7.69

5.38

880 

(61.0)

12.96 

12.51 

12.47 

12.24 

10.75 

10.75 

10.25 

10.25 

10.25 

9.38 

9.38 

7.69

720 

(61.5)

13.27 

12.71 

12.24 

13.11 

12.24 

12.24 

9.79 

10.49 

9.79 

9.79 

8.48 

9.58

600 

(59.0)

12.24 

12.24 

12.51 

12.10 

12.24 

12.51 

11.84 

10.49 

10.49 

10.13 

11.01 

6.61

520 

(61.4)

12.24 

12.38 

12.51 

12.10 

12.51 

12.51 

11.01 

10.75 

10.25 

9.58 

9.51 

7.35

1030

(56.7)

9.58 

9.79 

8.99 

9.79 

9.58 

8.99 

8.81 

8.48 

7.87 

8.16 

7.87 

5.25

August 3, 1961 6

1030

(35.2)

5.01

4.50

4.70

4.65

4.41

4.41

3.84

3.53

3.76

3.16

3.01

2.46

880 

(38.9)

6.13 

6.01 

5.91 

6.01 

5.44 

5.51 

5.38 

5.13 

5.25 

5.07 

4.31 

3.01

720 

(39.7)

6.24 

6.01 

6.13 

5.80 

5.61 

5.25 

5.13 

5.13 

5.01 

5.13 

4.80 

3.76

600 

(36.8)

4.80 

4.70 

5.13 

5.01 

4.90 

4.75 

4.21 

3.76 

4.11 

3.74 

3.47 

2.82

520 

(39.4)

5.38 

5.38 

5.25 

5.51 

5.38 

5.13 

5.13 

4.80 

4.21 

3.47 

2.82 

2.41

1030 

(33.0)

3.40 

3.34 

3.34 

3.40 

3.04 

3.34 

3.01 

2.63 

2.31 

2.54 

1.97 

1.48

May 25, 1961

880 

(51.1)

10.49 

10.01 

10.75 

10.25 

9.18 

9.08 

8.64 

8.99 

8.48 

8.27 

7.17 

7.51

720

(51.7)

10.37 

10.01 

9.90 

9.79 

9.18 

9.79 

8.99 

9.18 

8.81 

7.51 

8.16 

6.36

June 16, 1961

880 

(59.5)

12.24 

12.24 

11.97 

11.72 

11.97 

10.75 

8.99 

9.38 

9.18 

8.32 

8.81 

7.19

720 

(60.0)

13.11 

12.51 

11.84 

12.24 

11.47 

11.72 

11.24 

9.90 

9.18 

10.25 

8.27 

6.75

600 

(50.0)

9.38 

9.38 

9.18 

8.81 

8.48 

8.81 

7.87 

7.69 

8.06 

6.61 

6.89 

3.61

4

600

(57.5)

11.47 

10.75 

11.97 

10.37 

11.01 

11.01 

11.47 

10.25 

10.01 

8.48 

9.68 

7.35

520

(51.8)

9.58 

9.58 

9.18 

9.58 

9.11 

9.58 

8.81 

7.87 

7.12 

7.19 

7.04 

3.61

520

(59.7)

12.10 

12.24 

11.97 

11.97 

11.60 

11.84 

10.49 

9.90 

9.18 

9.38 

9.38 

7.19

August 31, 1961 6

880 

(36.5)

4.50 

4.50 

4.50 

4.01 

3.84 

3.76 

3.76 

3.68 

3.68 

3.68 

3.23 

2.77

72 T 

(37.1)

4.37 

4.17 

3.93 

3.97 

4.01 

3.76 

3.76 

3.72 

3.68 

3.76 

3.23 

2.26

600 

(34.4)

3.72 

3.53 

3.61 

3.47 

3.16 

3.01 

3.01 

2.70 

3.08 

3.16 

2.46 

2.06

520 

(36.8)

4.31 

4.21 

4.11 

4.01 

3.84 

3.76 

3.76 

3.68 

3.16 

3.16 

2.88 

1.89

At Hood River Bridge, Oreg.

[Gaging station 14-1057. Station number within measuring cross section (upper figure) and depth to 

streambed in feet (in parentheses)]

Percent 

of depth

5 ----- .

15-.---..

20---.--.

25------.

35-.----.

45.-----.

55----.-.

65-.--...

75 __ ...

SO---....

85.-----.

95 _ -.-.

98----.-.

May 24, 1961 June 12- 1961

3950 3640 3300 2780 2300 1400 4090 3300 2300 1400 

(45.8) (37.6) (45.2) (51.0) (50.3) (54.0) (21.4) (55.4) (61.8) (63.0)

3,

3,

3,

3,

3,

3,

3.

2,

2,

2,

,12 

,19

,04

,27 

,12 

,04 

,12 

.73

.43 

.10

1.64 

2.73 

2.66 .

2.48 

2.91 

2.60 

3.04 

2.73 

2.73 

1.86 -

1.15 

.39

3.27 

2.97

3.19 

2.91 

3.04 

3.12 

2.97 

2.91

2.48 

2.48

3.49 

3.49

3.49 

3.42 

3.35 

3.04

2.48 

2.28

2.60 

2.19

3.56 

3.56

3.42 

3.19 

3.27 

2.91 

2.85 

2.85

2.28 

1.82

3.04 

2.97

2.91 

3.04 

2.97 

2.85 

2.91 

2.73

2.48 

2.19

3.96 

4.35 

4.14 

4.35 

4.24 

4.24 

4.14 

3.87 

3.19 

3.19 

2.91 

1.72 

2.33

4.44 

4.73 

4.63 

4.35 

4.24 

4.24 

4.14 

4.35 

4.05 

3.79 

3.29 

3.04 

.80

4.94 

4.73 

4.46 

4.83 

4.94 

4.35 

4.14 

3.63 

3.56 

3.04 

2.79 

1.25 

.91

3.79 

3.71 

3.96 

3.49 

3.56 

3.12 

3.12 

3.63 

3.35 

3.27 

3.27 

2.85 

2.09

See footnotes at end of table.
ANALYSIS OF CURRENT-METER DATA F49

TABLE 3. Velocities, in feet per second, in measuring cross sections at four gaging 

stations on the Columbia River Continued

At Hood River Bridge Continued

Percent 

of depth

5---------.

15.-.--.-..

20_---____.

25---.....-

35---_____.

45.........

55.........

65.. .......

75.........

80__. ......

85.........

95... ......

98.. .----..

Percent 

of depth

5--..----..

15.. -------

20. ----...-

25.---.....

35.........

45-------..

55_----_._-

65.........

75.. .......

80--------.

85.-----...

95-------.-

98-------.-

Percent 

of depth

5------.-.-

15---.-...-

20

25--------.

35.--.-.--.

45. --------

55.----.-.-

65.........

75... ------

80.-..-.-.-

85--.----.-

95.-------.

98.------.-

4090 

(7.3)

0.92 

1.09 

1.12 

1.21 

1.12 

1.18 

1.24 

1.39 

1.51 

1.06 

1.04

4090 

(5.9)

0.38

.40 

.37 

.42 

.45 

.51 

.52

.53

July 13,

3300 

(39.0)

2.34 

2.34 

2.34 

2.20 

2.05 

1.96 

2.01 

2.01 

2.10 

2.10 

1.84 

1.55 

 1.39

December

3300

(36.9)

0.85 

.98

.94 

.92 

.90 

.90 

.87 

.76

.81 

.58

1961

2300 

(46.0)

2.05 

2.01 

2.10 

1.84 

1.80 

1.84 

1.66 

1.39 

1.77 

1.77 

1.43 

1.26 

.93

5, 1961

2300 

(43.5)

1.07 

1.00

1.00 

.74 

.96 

.90 

.84 

.77

.68 

.72

1400 

(49.9)

2.05 

1.88 

1.96 

1.77 

1.84 

1.80 

1.70 

1.48 

1.29 

1.42 

1.32 

1.09 

.93

1400 

(47.2)

0.94 

.90

.90 

.87 

.92 

.81 

.68 

.67

.64 

.55

4090 

(6.7)

0.76 

.58

.56 

.64 

.67 

.81 

.92 

.87

.62

4090 

(7.9)

0.99 

.90

1.06 

1.02 

1.02 

1.06 

1.12 

1.09

.65

May 22, 1962

3300

(40.7)

2.27 

2.21

2.34 

2.15 

2.10 

2.15 

2.10 

2.10

2.10 

2.01 

1.35

2300 

(46.5)

2.25 

2.30 

2.27 .

2.27 

2.10 

2.15 

2.21 

1.92 

1.84 

1.96 .

2.01 

1.77 

1.14

1400 

(49.5)

2.21 

2.15

2.15 

2.01 

1.92 

1.84 

1.88 

1.84

1.77 

1.58 

1.54

4090 

(14.5)

2.30 

2.68 

2.50 

2.62 

2.25 

2.34 

2.50 

2.39 

2.21 

1.67 

1.47 

»1.06

August 16

3300

(37.7)

1.40 

1.43

1.43 

1.46 

1.33 

1.33 

1.22 

1.12

1.17 

.92 

» .83

May 1,

3300 

(40.8)

2.30 

2.30

2.20 

2.45 

2.30 

2.20 

2.30 

2.34

2.34 

1.66 

1.55

June 4,

3300

(47.8)

3.43 

3.21 

3.43 

3.21 

2.92 

2.92 

3.13 

2.80 

2.68 

3.35 

2.80 

2.25 

1.70

, 1961

2300 

(44.0)

1.30 

1.33

1.30 

1.30 

1.28 

1.10 

1.05 

.92

.92 

.78 

.73

1962

2300

(47.8)

2.56 

2.50

2.26 

2.26 

2.01 

1.88 

1.96 

1.88

1.80 

1.48 

.80

1962

2300 

(53.5)

3.50 

3.50 

3.28 

3.21 

3.06 

3.13 

2.99 

3.06 

2.74 

2.15 

2.50 

2.15 

2.21

1400 

(47.7)

1.46 

1.43

1.37 

1.40 

1.37 

1.30 

1.25 

1.20

1.07 

.94 

.56

1400 

(50.0)

2.26 

2.05

2.10 

2.15 

2.01 

1.80 

1.77 

1.66

1.88 

1.51 

1.51

1400 

(56.8)

2.92 

2.56 

2.74 

2.68 

2.86 

2.68 

2.50 

2.56 

2.44 

2.44 

2.44 

2.10 

1.92

1 Edge of water at left bank is station 925; right bank, 365.

z Edge of water at left bank is station 1160; right bank, 310.

' Measurements made approximately at percentage of depth indicated.

4 Edge of water at left bank is station 1440; right bank, 180.

s Edge of water at left bank is station 1210; right bank, 280.

« Edge of water at left bank is station 1200; right bank, 290.
F50 RIVER HYDRAULICS

TABLE 4. One, 2-, and b-minute velocities, in feet per second, at three gaging stations

on the Columbia River

At Grand Coulee Darn, Wash.

[Gaging station 12-4365, March 27, 1963. Station number within measuring cross section (left figure) 

and depth to streambed in feet (in parentheses)]

Percent 

of depth

5. __ . __ -.-.

15 ____ .. __

20---.-.------

25.. ___ -----

35.- __ ------

45---..-------

55.- ___ --.-.

65.-..-- __ -.-

75---.-. _ ..-

80-... ____ -.

85 -.- ........

95.--.--- __ -

Percent 

of depth

5 __ ----- __ -

15--. ___ --.-

20.--. --------

25-.--------.-

35---------.--

45-. _____ ---

55-..-- __ ---

65---------...

75----------..

SO.------.-...

85 ___ -------

95 _ ---------

450 (27.6)

1-min

3.

3.

----- 3,

----- 3

----- 3.

----- 3,

o

---.. 2

----- 2

----- 2.

1.

.40 

.59 

.18 

.62 

.95 

.03 

.00 

.77 

.90 

.83 

.41 

.79

2-min

3.50 

3.34 

3.04 

3.36 

2.99 

3.01 

2.90 

2.79 

2.81 

2.52 

2.23 

1.84

540 (38.3) 660 (47.3)

4-min 1-min 2-min 4-min 1-min 2-min 4-min

3 

3 

3 

3 

3 

2 

3 

2 

2 

2 

2 

1

.46 

.44 

.20 

.21 

.00 

.92 

.01 

.80 

.61 

.91 

.33 

.79

5.38 

4.98 

5.09 

4.70 

5.01 

4.73 

4.76 

4.38 

4.17 

3.86 

3.27 

2.72

5.25 

5.08 

4.97 

4.72 

5.09 

4.50 

4.60 

4.28 

4.07 

3.74 

3.68 

2.94

5.26 

5.04 

5.01 

4.87 

4.97 

4.44 

4.54 

4.14 

4.02 

3.62 

3.89 

2.99

5.30 

6.13 

5.34 

5.91 

5.80 

5.42 

5.70 

4.87 

4.68 

4.68 

4.18 

2.64

5.38 

5.92 

5.34 

5.97 

5.70 

5.61 

5.56 

4.67 

4.84 

4.90 

4.13 

2.72

5.06 

5.97 

5.40 

5.97 

5.61 

5.42 

5.08 

4.85 

4.93 

5.04 

3.92 

2.92

750 (49.0)

1-min

----- 4

3

----- 3

----- 3

----- 3

----- 3

-.-.. 3

-. -. 2,

----- 3

.- .- 2

- .- 2

----- 1

.33 

.94 

.81 

.81 

.74 

.74 

.16 

.83 

.21 

.77 

.14 

.94

2-min

4.15 

4.17 

3.76 

3.51 

3.68 

3.56 

2.72 

2.74 

2.97 

2.85 

2.20 

1.68

4-min

3 

3 

3 

3 

3 

3 

2 

2. 

2 

2 

2 

1

.98 

.91 

.80 

.60 

.66 

.55 

.92 

.98 

.98 

.81 

.33 

.97

At Bridgeport, Wash.

[Gaging station 12-4380, May 11, 1963. Station number within measuring cross section (left figure) 

and depth to streambed in feet (in parentheses)]

Percent 

of depth

5_. _ ---.-..

15 _ --- _ -.

20. _ .- ---.

25---.-..---.

35.--. ------

45---....---.

55.---.-- __ .

65-------.--.

75---..-----.

80.----...--.

85----------.

95-..-------.

950 (30.4) 800 (25.3) 710 (21.6)

1-min 2-min 4-min 1-min 2-min 4-min 1-min 2-min 4-min

7

------- 7,

7

------- 7

------- 6

------- 6

------- 6

4

4

------- 3

------- 3

.23 

.35 

.35 

.23 

.78 

.51 

.38 

.94 

.35 

.69 

.21 

.50

7.17 

7.42 

7.42 

7.35 

6.78 

6.45 

6.38 

5.06 

3.89 

3.75 

3.32 

2.75

7 

7 

7 

7 

7 

6 

6 

4 

4 

3 

3 

2

.03 

.45 

.26 

.11 

.03 

.36 

.38 

.96 

.22 

.74 

.13 

.42

6.48 

7.11 

6.89 

6.89 

6.78 

6.38 

6.20 

6.14 

6.03 

5.92 

5.82 

3.89

6.89 

7.06 

6.94 

6.63 

7.00 

6.38 

6.23 

6.18 

6.02 

5.87 

5.84 

3.75

6.53 

7.23 

7.03 

6.86 

6.81 

6.27 

6.38 

6.30 

6.02 

5.88 

5.78 

3.83

7.61 

f .18 

7.88 

7.74 

7.61 

7.74 

7.48 

7.74 

6.78 

5.82 

5.43 

4.94

7.68 

7.64 

7.78 

7.63 

7.59 

7.73 

7.53 

7.81 

6.63 

5.78 

5.47 

4.82

7.64 

7.80 

7.78 

7.85 

7.64 

7.78 

7.54 

7.68 

6.79 

5.78 

5.32 

4.80

560 (22.4) 500 (24.3)

of depth

5--.-. _ --..

IS...--. _ ..

20 __ ---- __ .

25.. __ .. __ .

35----..----.

45 __ -...-..

55 _____ --..

65.-.---.---.

75.- ___ --..

80-..-----.-.

85.-.---.---.

95.- __ .-.-.

1-min 5

------- 8.03

------- 8.03

------- 7.88

------- 8.03

------- 8.03

------- 7.74

------- 7.48

------- 6.78

------- 6.78

------- 6.51

------- 6.26

------- 4.77

!-min <

7.93

7.98

7.96

8.06

7.93

7.80

7.29

6.65

6.75

6.48

6.13

5.01

l-min 1

7.99

7.91

8.16

7.98

7.81

7.71

7.51

6.91

6.70

6.63

6.07

4.90

l-min 2

7.61

7.61

7.48

7.48

7.48

6.51

6.26

5.92

5.71

5.26

4.94

4.03

!-min <

7.48

7.51

7.41

7.35

7.48

6.46

6.18

5.87

5.78

5.26

5.13

3.75

l-min

7.46

7.43

7.34

7.49

7.42

6.46

6.20

5.79

5.62

5.26

5.24

3.69
ANALYSIS OF CURRENT-METER DATA F51

TABLE 4. One-, 2-, and ^-minute velocities, in feet per second, at three gaging stations 

on the Columbia River Continued

[Gaging station

of depth

5-------------

15----.---....

20-.--.-.-....

25----...-....

35------.-----

45------------

55-----------.

65------..---.

75-------.----

80-------.....

85-----------.

95-----------.

of depth

5. ------------

15-----------.

20---..------.

25.-----------

35.. ----------

45... ---------

55------------

65... .. -------

75............

80-----------.

85-.-----.----

95-----------.

[Gaging station

of depth

5-------------

15.-----------

20-------.----

25.------.----

35------------

45------------

55...----.----

65.-----------

75.. . ---------

SO...---.-....

85. -----------

95------------

of depth

5-------------

15-.---..-.-..

20-----------.

25-..---.---..

35------------

45--.---.-----

55. -----------

65------------

75. -----------

80------. ---

85----.--.----

95-------.----

At Bridgeport, Wash. Continued

12-4380, June 20, 1963. Station number within measuring 

and depth to streambed in feet (in parentheses)]

950 (43.7) 800 (38.5)

1-min 2-min 4-min 1-min 2-min 4-min

__--- 10.92 10.57 10.92 10.92 11.11 11.30

..-.- 10.92 11.02 10.75 11.30 11.30 11.30

-___- 10.57 10.16 10.53 10.75 11.20 11.20

----- 10.75 10.63 10.53 12.14 11.70 11.45

-.-.. 10.75 10.49 10.20 10.24 10.57 10.66

--..- 9.42 9.50 9.26 9.59 9.76 10.12

---.. 7.81 8.54 8.34 9.93 9.86 10.02

_--.. 8.82 8.22 8.10 8.82 9.42 9.03

_--.. 7.54 7.29 7.03 8.68 8.96 8.64

-.-__ 6.19 6.12 6.23 8.68 9.03 8.68

---.. 6.95 6.25 6.02 7.29 7.54 7.57

----- 3.46 3.49 4.38 5.97 5.86 6.18

560 (36.0) 500 (35.8)

1-min 2-min 4-min 1-min 2-min 4-min

__-.. 12.14 11.92 12.09 11.70 11.40 11.40

-...- 10.92 11.11 11.16 10.92 11.02 11.02

.-... 10.92 10.92 11.16 11.30 10.92 10.97

----- 10.84 10.92 10.97 10.24 10.57 10.70

----- 11.02 11.02 10.88 11.30 11.11 10.88

----- 10.75 11.02 11.02 10.75 10.49 10.28

.._.- 10.32 10.57 10.41 10.57 10.01 9.86

----- 10.24 9.79 10.16 9.59 9.67 9.71

----- 10.09 9.57 9.64 9.11 9.34 9.03

----- 9.93 9.57 9.30 8.54 8.68 8.41

-...- 8.10 8.41 8.35 8.82 8.74 8.41

_-_-- 7.54 6.78 6.66 5.39 5.66 6.06

At Rocky Reach Dam, Wash.

12-4537, May 13, 1963. Station number within measuring 

and depth to streambed in feet (in parentheses)]

1030 (34.9) 880 (39.2)

1-min 2-min 4-min 1-min 2-min 4-min

....- 4.46 4.24 4.31 5.76 5.80 5.75

----- 4.09 4.24 4.25 5.94 5.98 5.86

----- 4.46 4.35 4.24 5.39 5.43 5.53

-...- 3.96 4.15 4.07 5.48 5.25 5.46

----- 3.91 3.88 3.89 5.48 5.53 5.20

----- 3.72 3.90 3.86 5.39 5.39 5.30

._-__ 3.72 3.88 3.77 5.30 5.25 5.14

..._- 3.19 3.39 3.51 5.35 5.34 5.32

....- 2.99 3.00 3.18 4.75 4.75 4.53

..... 3.02 2.87 3.10 4.14 4.17 4.39

----- 2.21 2.21 2.54 4.85 4.62 4.60

..... 1.96 1.92 2.00 3.36 3.72 3.72

600 (36.7) 520 (39.0)

1-min 2-min 4-min 1-min 2-min 4-min

..... 4.50 4.57 4.60 5.12 5.03 5.07

----- 3.66 3.75 4.10 4.75 4.75 4.82

.-... 4.50 4.48 4.41 5.02 5.03 5.05

..... 4.39 4.48 4.48 4.75 4.84 4.96

..... 4.32 4.26 3.86 4.83 4.84 4.80

---.. 3.72 3.81 3.96 4.85 4.71 4.64

..... 3.96 3.63 3.81 4.53 4.46 4.44

..... 3.72 3.54 3.77 3.78 3.94 4.16

..... 3.37 3.30 3.25 3.78 4.03 3.96

-.--. 3.30 3.51 3.42 3.36 3.54 3.65

..... 3.17 2.94 3.21 3.66 3.66 3.63

.---. 1.72 1.86 1.94 2.97 2.87 2.69

cross section (left

710 (34.2)

1-min 2-min

11.11 11.60

10.92 11.11

11.11 11.11

10.75 11.02

11.11 11.20

10.32 10.65

10.84 10.50

10.75 10.75

10.09 9.86

8.82 8.28

8.41 8.28

8.41 7.98

cross section (left

720 (39. S)

1-min 2-min

5.39 5.34

5.23 5.25

5.01 5.07

5.12 5.16

5.02 5.03

5.02 5.07

4.94 4.80

4.68 4.84

4.03 4.12

4.68 4.30

4.14 4.08

2.94 2.91

figure)

4-min

11.45

11.06

11.11

10.79

11.11

10.70

10.88

10.50

10.09

8.82

8.57

7.14

figure)

4-min

5.50

5.27

5.30

5.16

5.14

5.01

4.78

4.75

4.08

4.21

4.08

2.78
F52 RIVER HYDRAULICS

TABLE 4. One-, 2-, and It-minute velocities, in feet per second, at three gaging stations 

on the Columbia River Continued

At Rocky Reach Dam, Wash. Continued

[Gaging station 12-4537, June 14, 1963. Station number within measuring cross section (left figure) 

and depth to streambed in feet (in parentheses)]

Percent 

of depth

5-.-----------

15 ---- ------

20------------

25............

35............

45-----------.

65

75

80------------

85------------

95------------

Percent 

of depth

5-.. ---------

15 -----------

20------------

25-.----------

35---------.--

45---.-.------

55------ -----

65-. ----------

80--.---------

95.-----.-----

1030 (46.4)

1-min

----- 7

-__-- 8

----- 8

----- 7

----- 7

----- 6

----- 7

----- 7

----- 6

----- 6

----- 5

----- 3

.84 

.02 

.02 

.71 

.66 

.39 

.12 

.30 

.70 

.03 

.57 

.48

2-min

7.96 

7.75 

7.93 

7.66 

7.82 

6.84 

7.02 

7.02 

6.30 

5.66 

5.66 

3.63

4-min

7.97 

7.75 

7.72 

7.71 

7.76 

7.21 

7.25 

6.93 

6.05 

5.75 

5.53 

3.68

600 (48.4)

1-min

----- 8

----- 8

----- 8

----- 8

----- 8

----- 8

----- 7

.._-- 8

----- 6

-._-- 6

-._-- 6

3

.75 

.43 

.57 

.39 

.34 

.25 

.48 

.02 

.87 

.75 

.46 

.66

2-min

9.02 

8.46 

8.75 

8.39 

8.56 

8.11 

7.57 

7.91 

7.21 

6.90 

6.12 

4.24

4-min

9.02 

8.80 

8.75 

8.52 

8.21 

8.02 

7.72 

7.62 

7.42 

6.84 

6.13 

4.57

880 (50.0)

1-min

9.86 

9.48 

9.66 

9.66 

9.66 

9.66 

8.93 

8.06 

7.42 

7.71 

7.71 

6.64

2-min

9.93 

9.29 

9.40 

9.66 

9.46 

9.01 

8.75 

8.20 

7.75 

7.57 

7.36 

5.93

720 (51.0)

4-min 1-m'n 2-min 4-min

9 

9 

9 

9 

9 

8 

8 

8 

7 

7 

7 

6

.89 

.35 

.43 

.16 

.26 

.89 

.72 

.26 

.80 

.83 

.22 

.34

9.64 

9.50 

9.50 

9.29 

9.48 

9.11 

8.53 

8.39 

8.34 

7.79 

7.42 

5.12

9.66 

9.57 

9.29 

9.40 

9.40 

8.84 

8.84 

8.11 

8.39 

8.37 

6.97 

5.30

9.52 

9.61 

9.57 

9.66 

9.29 

8.80 

8.21 

8.11 

8.21 

7.78 

7.10 

5.63

520 (37.0)

1-min

9.64 

9.47 

8.96 

9.47 

9.29 

9.11 

8.07 

8.57 

6.46 

6.93 

6.75 

5.75

2-min

9.47 

9.29 

9.11 

9.39 

9.29 

8.66 

8.11 

8.39 

6.84 

7.15 

6.72 

5.66

4-min

9 

9 

9 

9 

9 

8 

8 

8 

7 

7 

6 

5

.53 

.29 

.25 

.21 

.16 

.70 

.30 

.40 

.18 

.39 

.48 

.07

[Gaging station 12-4537, April 5, 1963. Station number within measuring crof«> section (left figure) 

and depth to streambed in feet (in parentheses)]

Percent 

of depth

5----------..

20---------..

25.------.- .

35---------..

45.--.-.----.

55.---------.

65.--.------.

75.-.-.-----

80-----.----

85..------...

95-...-----..

1030 (33.2) 880 (36.9) 720 (37.4)

1-min 2-min 4-min 1-min 2-min 4-min 1-min 2-min 4-min

.....-- 3

------- 3

3

------- 3

------- 3

------- 2

.--. -- 2

. ----- 2

------- 1

------- 2

.---..- 2

.----.- 1

.30 

.07 

.42 

.25 

.35 

.35 

.89 

.57 

.72 

.06 

.29 

.16

3.21 

3.12 

3.45 

3.33 

3.07 

2.28 

2.91 

2.69 

2.04 

2.00 

2.39 

1.34

3, 

3 

3, 

3, 

3, 

2 

2 

2, 

2 

1

2! 

1

.21 

.33 

.27 

.26 

.14 

.57 

.76 

.70 

.25 

.96 

.10 

.43

4.65 

4.42 

4.57 

4.46 

4.28 

4.32 

4.14 

3.96 

3.78 

3.18 

2.99 

2.35

4.61 

4.44 

4.52 

.453 

4.28 

4.35 

4.33 

3.97 

3.79 

3.48 

3.14 

2.57

4.40 

4.59 

4.43 

4.50 

4.01 

4.39 

4.19 

3.91 

3.75 

3.60 

3.30 

2.74

4.18 

4.39 

4.46 

T.96 

3.96 

3.85 

4.14 

3.78 

3.48 

3.91 

3.66 

2.89

4.30 

4.21 

4.30 

4.13 

3.90 

4.03 

3.99 

3.72 

3.60 

3.88 

3.66 

3.00

4.23 

4.03 

4.28 

4.13 

3.89 

4.09 

3.84 

3.85 

3.51 

3.63 

3.66 

2.65

600(34.9) 520(37.0)

of depth

5.. ---------

15.---.----..

20-.----- __ .

25.. ------..

35.---.--.--.

45.----..--..

55 __ ........

65, __ -...--.

75.--.--.---.

80.---.-----.

85.- _ -.---.

95.----...--.

1-min 'A

------- 3.84

------- 3.36

...---- 3.12

------- 3.66

3.42

------- 3.42

------- 2.99

------- 3.10

------- 2.99

------- 3.30

------- 2.99

------- 1.68

J-min 4

3.72

3.36

3.25

3.54

3.42

3.34

3.14

3.21

2.71

3.22

2.97

1.83

l-min ]

3.60

3.51

3.36

3.48

3.49

3.27

3.09

3.30

2.79

3.10

2.92

1.97

l-min I

4.32

4.14

4.09

4.28

4.03

3.66

4.03

3.55

3.30

3.14

3.80

2.39

J-min <

4.34

4.08

4.17

4.26

3.97

3.66

3.88

3.60

3.30

3.14

3.00

2.34

t-min

4.27

4.24

4.12

4.19

3.95

3.65

3.91

3.54

3.13

3.05

2.96

2.12
ANALYSIS OF CURRENT-METER DATA F53

TABLE 5. Velocities, in feet per second, obtained with special current-meter bracket at 

four gaging stations on the Columbia River

At Grand Coulee Dam, Wash.

[Gaging station 12-4365, March 24, 1964. Station number within measuring cross section (left figure) 

and depth to streambed in feet (in parentheses)]

of depth

5--------.

15. ------ .

20

25-...----

35----.---

45

55--------

65

75

80--------

85

95---..---

96

97

98

99

of depth

5

15

201-------

25

35

45--___---

55_----_._

65

75

80

85

95.----...

96--------

97

98

99

1st min

3.53

3.41

3.48

3.43

3.46

3.54

2.98

2.93

2.71

2.75

2.03

1.88

1.72

1.56

1.09

1st min

4.20

3.78

3.91

4.16

3.49

3.41

3.19

3.33

3.44

2.80

2.47

2.03

2.43

2.28

1.76

750 (50

2d min

3.59

3.42

3.59

3.46

3.48

2.99

3.03

2.89

2.94

2.75

2.43

1.42

1.54

1.42

1.17

540 (40

2d min

4.64

3.83

3.44

4.09

3.45

3.35

2.99

3.44

2.85

3.02

2.71

2.61

2.32

1.59

1.53

.5)

3d min

3.49

3.44

3.52

3.46

3.42

3.30

2.98

2.53

2.66

2.76

2.24

2.40

1.82

1.69

1.17

.7)

3d min

4.09

3.85

4.09

4.18

3.42

3.41

3.22

3.35

2.93

2.93

2.57

2.35

2.34

1.96

1.67

Mean

3.54

3.42

3.53

3.45

3.45

3.29

3.00

2.78

2.77

2.75

2.23

1.88

1.69

1.55

1.15

Mean

4.31

3.82

3.80

4.12

3.45

3.39

3.14

3.37

3.09

2.92

2.59

2.33

2.36

1.95

1.66

1st min

4.74

4.49

4.91

4.72

5.09

4.80

4.34

4.34

3.66

3.66

3.97

2.28

2.24

2.17

2.24

1.72

1st min

2.71

3.30

3.14

3.03

2.80

2.89

2.67

2.24

2.14

2.17

2.21

2.00

2.11

1.39

660 (49

2d min

4.82

4.93

4.90

4.72

4.64

4.39

4.78

4.70

3.72

3.60

2.89

2.24

2.28

2.00

1.85

1.46

450 (29

2d min

2.80

2.80

3.05

2.98

2.80

2.75

2.71

2.32

2.17

2.40

2.24

1.32

1 91

1.44

.4)

3d min

4.87

4.87

4.80

5.06

4.52

4.56

4.53

4.53

3.54

3.59

3.41

2.24

2.32

2.10

1.69

1.56

.3)

3d min

2.89

2.84

2.98

2.89

2.84

2.98

2.40

2.21

2.40

2.71

2.13

2.21

1.67

1.72

Mean

4.81

4.76

4. 87

4.84

4.74

4.57

4.55

4.53

3.64

3.62

3.41

2.26

2.28

2.09

1.93

1.58

Mean

2.80

2.98

3.05

2.97

2.81

2.87

2.60

2.26

2.23

2.44

2.20

1.85

1 Q1

1.52

At Bridgeport, Wash.

[Gaging station 12-4380, March 19, 1964. Station number within measuring cross section (left figure) 

and depth to streambed in feet (in parentheses)]

Percent 

of depth

5--------.

15.------.

20

25-----...

35-.---.-.

45

55

65 ..----.

75

80.------.

85

95-...---.

96

97.--.--..

500 (17.3)

1st min 2d min 3d min

6.48

6.30

6.19

5.65

6.09

5.83

5.38

5.65

4.56

4.82

4.27

3.35

2.93

5.92 

5.93 

5.94 

6.38 

6.40 

5.56 

5.37 

5.47 

4.80 

4.38 

4.82 

3.46

2.93

6.35 

6.51 

6.08 

6.17 

6.30 

5.46 

5.83 

5.47 

4.93 

5.01 

4.46 

3.54

2.94

560 (15.9)

Mean 1st min 2d min 3d min

6.24 

6.24 

6.07 

6.07 

6.26 

5.62 

5.53 

5.53 

4.76 

4.74 

4.52 

3.45

2.94

6.22 

6.11 

6.01 

6.32 

6.22 

6.11 

5.75 

5.58 

5.47 

5.82 

4.56 

2.80

2.93

6.22 

6.11 

6.22 

6.11 

5.82 

5.79 

5.47 

5.30 

5.19 

4.72 

5.18 

3.37

2.80

6.19 

6.40 

6.30 

5.91 

6.00 

5.78 

5.83 

5.76 

5.65 

5.09 

5.03 

2.70

2.80

Mean

6.21 

6.21 

6.17 

6.11 

6.01 

5.90 

5.68 

5.53 

5.44 

5.22 

4.92 

2.89

2.84
F54 RIVER HYDRAULICS

TABLE 5. Velocities, in feet per second, obtained with special currert-meter bracket at 

four gaging stations on the Columbia River Continued

At Bridgeport, Wash. Continued

Percent 

of depth

5--.------

15--------

20--------

25. -------

35. -------

45. -------

55--------

65--------

75

80--------

85. -------

95--------

96 __ -----

97--------

710 (14.4)

1st min

6.66

6.50

6.39

6.48

6.48

6.22

5.83

5.65

5.38

4.72

4.82

3.08

2.89

2d min

6.66 

6.58 

6.38 

6.38 

6.48 

6.30 

6.03 

6.11 

5.17 

4.64 

4.16 

3.06 

2.89

3d min

6.92 

7.01 

6.56 

6.51 

6.00 

6.56 

6.25 

5.92 

5.20 

5.01 

3.96 

2.71 

2.80

Mean

6.75 

6.69 

6.51 

6.46 

6.31 

6.36 

6.04 

5.90 

5.25 

4.79 

4.31 

2.95 

2.86

1st min

5.75 

5.65 

5.56 

5.65 

5.65 

5.65 

5.47 

5.65 

5.56 

5.21 

4.72 

3.41

2.75

800 (1)

2d min

5.47 

5.65 

5.65 

5.65 

5.64 

5.65 

5.65 

5.56 

5.56 

5.21 

4.76 

3.30

2.17

r-5)

3d min

5.47 

5.56 

5.56 

5.56 

5.67 

5.65 

5.47 

5.47 

5.65 

5.24 

4.95 

3.24

2.36

Mean

5.56 

5.62 

5.59 

5.62 

5.65 

5.65 

5.53 

5.56 

5.59 

5.22 

4.79 

3.32

2.43

At Rocky Reach Dam, Wash.

[Gaging station, 12-4537, February 20, 1964. Station number within measuring cress section (left figure) 

and depth to streambed in feet (in parentheses)]

of depth

5---------

15--------

20--------

25. -------

35--------

45--------

55.-------

65-.------

75. -------

80--.----.

85. -------

90.-------

95. -------

97--------

98--------

99-.------

of depth

5 --------

15--------

20--------

25--------

35. -------

45---..---

55 __ -----

65--- __ --

75.-----.-

80--.-----

85--------

90. -------

95-_------

97--------

98--------

1st min

3.41

2.94

3.49

3.52

2.96

3.44

3.36

2.82

2.76

2.18

1.86

2.03

1.69

1.17

1.00

1st min

3.76

3.58

3.52

3.88

3.76

4.03

3.67

3.58

3.47

3.51

2.51

3.12

2.76

2.08

1030 (32

2d min

3.63

3.36

3.79

3.12

3.52

2.99

3.15

2.55

2.66

2.66

1.78

1.63

1.68

1.07

1.09

720 (36

2d min

3.96

3.67

3.66

3.96

3.37

3.64

3.46

3.36

3.25

3.28

3.40

2.90

2.58

1.78

!.3)

3d min

3.55

3.22

3.41

3.55

3.70

3.82

3.14

3.01

2.30

2.42

2.17

1.57

1.55

1.58

1.26

.0)

3d min

3.96

3.86

3.85

3.91

3.73

3.44

3.67

3.36

3.44

2.92

1.07

2.32

2.47

1.80

Mean

3.53

3.17

3.56

3.41

3.40

3.41

3.21

2.80

2.60

2.41

1.93

1.74

1.64

1.28

1.11

Mean

3.90

3.70

3.68

3.92

3.62

3.71

3.60

3.43

3.39

3.23

2.43

2.77

2.60

1.88

1st min

4.47

4.36

4.39

4.16

3.64

3.93

4.07

3.90

3.36

3.82

3.55

3.55

2.99

1.82

1.77

1st min

3.17

3.39

3.48

3.41

3.25

3.07

2.82

2.71

2.71

2.69

2.00

2.73

1.62

1.89

1.48

880 (35

2d min

4.39

4.32

4.53

4.19

3.76

3.95

4.09

3.79

4.03

4.06

3.61

3.04

2.67

2.60

1.71

600 (33

2d min

3.08

3.22

3.46

3.00

3.23

2.92

2.64

3.06

2.65

2.85

2.60

2.41

1.47

1.66

1.19

.8)

3d min

4.43

4.46

4.47

3.84

3.79

4.25

4.10

4.21

3.76

4.35

2.93

3.28

2.80

2.41

1.80

.0)

3d min

3.46

3.41

2.99

3.02

2.97

2.73

3.12

3.12

2.62

2.58

2.97

2.58

1.77

1.54

.88

Mean

4.43

4.38

4.47

4.04

3.75

4.04

4.09

3.97

3.72

4.07

3.37

3.29

2.82

2.27

1.76

Mean

3.26

3.34

3.31

3.16

3.15

2.91

2.86

2.96

2.66

2.70

2.53

2.58

1.62

1.69

1.18

2.08 2.00 2.16 2.08
ANALYSIS OF CURRENT-METER DATA F55

TABLE 5. Velocities, in feet per second, obtained with special current-meter bracket at 

four gaging stations on the Columbia River Continued

Below Priest Rapids Dam, Wash.

[Gaging station 12-4728, February 18, 1964. Station number within measuring cross section (left figure) 

and depth to streambed in feet (in parentheses)]

of depth

3

5----.----

15-. ------

20--------

25--------

35

45. -------

55_-------

60

65_-------

75--------

80--------

85--------

88--------

90--------

91. -------

92. --._--_

94. -------

96

97--------

98-..--.---

1st min 2

2.62

2.37

2.25

2.45

2.37

2 14

2.05

2.31

2.11

1.85

1.62

1.64

1.40

1.48

1.30

1.16

280 (16.

Id min c

2.55

2.58

2.39

2.39

2.29

2.43

2.08

2.12

2.00

1.85

1.55

1.48

1.64

1.46

1.55

.86

1)

id min

2.43

2.19

3.12

2.30

2.28

2.27

1.96

2.27

1.88

1.79

1.81

1.42

1.53

1.54

1.38

1.09

Mean ]

2.54 __

2.38

2.59

2.38

2.31

2.28

2.03

2.23

2.00

1.83

1.65

1.51

1.52 _.

1.49 ..

1.41

1.03 .-

1st min t

3.58

3.95

4.06

4.25

4.13

3.96

4.14

3.88

3.61

3.79

3.15

3.17

3.06

2.89

2.55

2.60

1.89

480 (24.'

id min i

3.80

3.79

3.93

4.19

4.37

4.18

3.86

4.12

3.90

3.46

3.41

2.97

2.83

2.80

2.92

2.25

2.19

7)

Jd min

4.04

3.97

4.24

4.14

4.30

4.37

4.01

4.14

4.69

3.58

3.45

3.64

2.86

2.54

2.44

2.50

2.43

cean

3.80

3.89

4.06

4.19

4.26

4.17

4.00

4.04

4.06

3.61

3.33

3.25

2.92

2.75

2.63

2.45

2.17

TABLE 6. One-minute simultaneous velocity measurements for 66 minutes at vertical 

280 in the measuring cross section, Columbia River below Priest Rapids Dam, August lit, 

1968

[Gaging station 12-4728; maximum and minimum velocities italicized]

total depth

5------------------

15-----------------

25 - -----

35

45... --------------

55

65.------------.-..

75-----------------

85----. ------------

95-----------------

Mean velocity. ...

5------------------

15.----------------

25---------------..

35-.-----.---------

45-------.---------

55-------------.---

65----------------.

75----. ------------

85. ----------------

95

Velocities in feet per second for indicated time in minutes

1 2 3 4 5 6 7 8 9 10 11 12

3.96 4.00 4.14 4.11 3.82 3.96 4.07 4.04 3.85 3.82 3.71 4.14

3.85 3.85 4.00 4.04 3.78 3.85 3.96 3.96 3.78 3.71 3.60 4.04

3.78 3.66 3.85 3.96 3.70 3.70 3.88 3.88 3.63 3.63 3.44 3.88

3.66 3.52 3.59 3.70 3.59 3.59 3.74 3.84 3.37 3.45 3.26 3.66

3.60 3.35 3.31 3.70 3.56 3.45 3.60 3.78 3.28 3.35 3.13 3.53

3.50 3.24 3.06 3.42 3.39 3.31 3.46 3.57 3.13 3.20 3.02 3.31

3.38 3.01 2.94 3.16 3.38 3.08 3.27 3.34 2.97 2.97 2.90 3.08

3.10 2.81 2.74 2.99 3.21 2.63 2.96 3.03 2.77 2.70 2.81 2.96

2.80 2.58 2.37 2.58 2.80 2.26 2.55 2.77 2.58 2.29 2.58 2.55

2.28 2.03 1.66 2.10 2.06 1.70 1.95 2.39 1.95 1.66 2.14 1.92

3.391 3.205 3.166 3.376 3.329 3.153 3.344 3.460 3.131 3.078 3.059 3.307

13 14 15 16 17 18 19 20 21 22 23 24

3.78 3.56 3.74 3.96 3.78 3.74 3.78 3.82 3.78 4.07 3.74 3.71

3.78 3.41 3.56 3.82 3.67 3.52 3.71 3.71 3.67 3.91 3.60 3.63

3.70 3.37 3.37 3.74 3.56 3.37 3.63 3.63 3.56 3.78 3.52 3.59

3.59 3. 08 3.19 3.66 3.48 3.26 3.48 3.59 3.48 3.66 3.41 3.52

3.42 2.92 3.10 3.63 3.42 3.20 3.42 3.45 3.28 3.60 3.31 3.49

3.28 2.72 2.87 3.53 3.36 3.17 3.24 3.35 3.06 3.46 3.13 3.42

3.08 2.57 2.64 3.49 3.27 3.05 3.12 3.23 2.86 3.19 2.86 3.27

2.88 2.48 2.52 3.28 3.14 2.81 2.99 3.14 2.81 2.96 2.74 3.06

2.69 2.18 2.44 2.95 2.88 2.37 2.66 2.98 2.51 2.58 2.51 2.66

2.17 1.62 1.84 2.32 2.17 1.62 2.14 2.36 2.03 2.10 1.88 2.14

Mean velocity.... 3.237 2.791 2.927 3.438 3.273 3.011 3.217 3.326 3.104 3.331 3.070 3.249
F56 RIVER HYDRAULICS

TABLE 6. One-minute simultaneous velocity measurements for 66 minutes at vertical 

280 in the measuring cross section, Columbia River below Priest Rapids Dam, August lit, 

1963 Continued

total depth

5 - ____ - 

15

25... ---......-..--

35 -- - _ 

45--.- ------

55-------- ---

65. ------------

75-------- -

85---------------

95- . _ 

Mean velocity. . . .

5 -----.....-- --

15. ---. 

25-- -___ 

35_____ ... ......---

45------ ---

55. --- -- -

65- - --- 

75---- - --

85---.----------.--

95--------- --

5

15 ----------

25 - - --- 

35----------- -

45. ----- -

55.----------------

65------ - 

75. ------------

85---------.-------

95.-^.. -----------

Mean velocity. . - .

5.--. --------------

15------ -----------

25 ---- -------

35----------------

45.----. -----------

55- --

65 

75----------.------

85-.---.----.----..

95---------

Velocities in feet per second for indicated time ir minutes

25 26 27 28 29 30 31 32 33 34 35 36

4.04 4.22 3.89 3.96 3.89 3.89 4.11 3.78 3.56 3.74 3.96 3.82

3.93 4.18 3.74 3.89 3.82 3.74 4.00 3.71 3.45 3.63 3.89 3.67

3.74 4.03 3.63 3.85 3.74 3.66 3.88 3.63 3.41 3.52 3.70 3.48

3.70 3.92 3.63 3.84 3.74 3.55 3.84 3.59 3.41 3.45 3.62 3.41

3.67 3.67 3.60 3.81 3.70 3.49 3.81 3.56 3.38 3.28 3.53 3.38

3.50 3.39 3.57 3.76 3.64 3.28 3.68 3.46 3.31 3.02 3.35 3.35

3.23 3.27 3.45 3.67 3.45 3.01 3.56 3.34 3.23 2.83 3.12 3.19

2.99 3.10 3.39 3.47 3.39 2.77 3.36 3.03 3.14 2.70 2.85 3.14

2.48 2.77 2.98 2.98 3.09 2.58 2.80 2.73 2.88 2.44 2.51 2.69

1.81 2.06 2.32 2.32 2.50 2.03 2.21 2.21 2.25 2.06 1.84 2.17

3.309 3.461 3.420 3.555 3.496 3.200 3.525 3.304 3.202 3.067 3.237 3.230

37 38 39 40 41 42 43 44 45 46 47 48

3.67 3.78 3.82 3.96 3.93 4.18 3.93 4.04 4.00 3.93 4.18 3.85

3.63 3.67 3.67 3.89 3.85 4.15 3.91 3.96 4.00 3.78 4.18 3.78

3.55 3.52 3.55 3.59 3.55 4. SI 3.81 3.88 3.95 3.74 3.88 3.52

3.53 3.35 3.49 3.42 3.42 4.10 3.67 3.70 3.78 3.63 3.67 3.45

3.31 3.17 3.42 3.28 3.28 3.94 3.50 3.50 3.50 3.53 3.46 3.24

3.08 2.90 3.30 3.12 3.16 3.67 3.34 3.34 3.34 3.41 3.27 3.05

2.99 2.52 3.21 2.96 3.03 3.43 3.32 3.17 3.10 3.17 3.14 2.77

2.88 2.22 2.91 2.77 2.77 2.98 3.09 2.98 2.62 2.69 2.88 2.51

2.50 1.95 2.21 2.25 2.43 2.50 2.39 2.32 2.06 1.95 2.47 2.10

3.273 3.064 3.324 3.298 3.308 3.730 3.484 3.477 3.431 3.357 3.513 3.193

49 50 51 52 53 54 55 56 57 58 59 60

3.85 3.93 3.89 3.67 3.63 3.85 3.96 4.14 3.85 4.00 4.18 4.07

3.85 3.91 3.85 3.67 3.63 3.85 3.85 4.00 3.71 3.91 4.00 4.04

3.81 3.85 3.85 3.63 3.63 3.85 3.74 3.88 3.74 3.78 3.85 3.96

3.70 3.81 3.84 3.59 3.59 3.84 3.62 3.77 3.70 3.70 3.70 3.88

3.56 3.74 3.74 3.53 3.45 3.70 3.56 3.70 3.60 3.60 3.56 3.67

3.50 3.61 3.50 3.35 3.28 3.57 3.42 3.61 3.35 3.53 3.31 3.50

3.30 3.49 3.23 3.12 3.12 3.41 3.30 3.45 3.12 3.41 3.16 3.45

2.99 3.43 2.99 2.85 2.92 3.25 3.14 3.28 2.96 3.39 3.06 3.28

2.73 3.13 2.66 2.44 2.44 2.69 2.88 2.88 2.51 3. 20 2.91 2.91

2.14 2.43 2.21 1.92 1.88 2.14 2.36 2.21 1.99 2.58 2.32 2.28

3.343 3.533 3.376 3.177 3.157 3.415 3.383 3.492 3.253 3.510 3.405 3.504

61 62 63 64 65 66 Mean

3.74 3.71 3.85 3.71 3.63 4.00 3.89

3.78 3.63 3.89 3.67 3.63 3.89 3.81

3.74 3.59 3.88 3.56 3.56 3.74 3.72

3.70 3.48 3.84 3.41 3.55 3.52 3.62

3.60 3.49 3.74 3.42 3.49 3.38 3.52

3.35 3.35 3.68 3.24 3.35 3.24 3.37

3.12 3.19 3.60 3.05 3.08 3.12 3.20

2.96 3.03 3.50 2.74 3.10 3.06 3.02

2.58 2.73 3.17 2.44 2.98 2.73 2.70

1.99 2.14 8.81 2.03 2.39 2.28 2.14

Mean velocity-.-. 3.256 3.234 3.576 3.127 3.276 3.296 3.299
ANALYSIS OF CURRENT-METER DATA F57

TABLE 6. One-minute simultaneous velocity measurements for 66 minutes at vertical 

280 in the measuring cross section, Columbia River below Priest Rapids Dam August !£., 

1963 Continued

Percent of 

total depth

5_ ..............

15 ........._-.-.

25--..-----..---.

35----.---------.

45--...--------..

55 -......------.

65------- .----.

75.--. ...._......

85-------------..

95---------.---..

Standard deviation from mean

Fps

0 . 160

.167

.170

.193

.193

.204

.222

.240

.238

.236

.169

Percent

4.1 

4.4 

4.6 

5.3 

5.5 

6.1 

6.9 

7.9 

8.8 

11.0

5.1

Range

Fps

0.66 

.77 

.77 

1.13 

1.18 

1.22 

1.10 

1.02 

1.02 

.99

.99

TABLE 7. Average maximum and minimum velocities for various time intervals vertical 

280, Columbia River below Priest Rapids Dam, August H, 1963

[Based on simultaneous velocity measurements; gaging station 12-4728]

Percent of 

total depth

5------..-.

15-_______

25________

35_______-

45------...

55.-----.-.

65------.-.

75________.

85_ -______.

95________.

Velocities in feet per second for indicated time in minutes

Min____

Min____

Min_

Min_

Min__ __

Min___-

Min_ ___

Min__ __

Min_ __-

Min_ ___

1

4.22 

3.56

4.18 

3.41

4.14 

3.37 

4.21 

3.08 

4.10 

2.92 

3.94 

2.72 

3.67 

2.57 

3.50 

2.48 

3.20 

2.18 

2.61 

1.62

2

4.13 

3.65

4.06 

3.48

4.01 

3.37 

4.01 

3.14 

3.88 

3.01 

3.72 

2.80 

3.50 

2.60 

3.43 

2.50 

3.06 

2.31 

2.46 

1.73

3

4.08 

3.69

4.01 

3.58

3.97 

3.48 

3.96 

3.29 

3.82 

3.15 

3.65 

2.96 

3.45 

2.76 

3.42 

2.62 

3.02 

2.44 

2.44 

1.88

4

4.05 

3.73

4.00 

3.62

3.98 

3.51 

3.96 

3.33 

3.81 

3.24 

3.61 

3.05 

3.42 

2.84 

3.34 

2.71 

2.95 

2.46 

2.41 

1.89

5

4.05 

3.73

3.97 

3.60

3.93 

3.48 

3.92 

3.32 

3.78 

3.22 

3.59 

3.04 

3.42 

2.85 

3.27 

2.73 

2.88 

2.46 

2.38 

1.90

6

4.04 

3.75

4.00 

3.62

3.94 

3.51 

3.91 

3.35 

3.76 

3.24 

3.57 

3.07 

3.39 

2.87 

3.25 

2.73 

2.88 

2.46 

2.35 

1.89

8

4.02 

3.77

3.96 

3.63

3.89 

3.53 

3.84 

3.39 

3.70 

3.29 

3.52 

3.13 

3.34 

2.95 

3.21 

2.77 

2.85 

2.51 

2.32 

1.96

10

3.98 

3.80

3.94 

3.66

3.88 

3.55 

3.83 

3.40 

3.70 

3.30 

3.53 

3.16 

3.34 

2.99 

3.17 

2.77 

2.82 

2.49 

2.28 

1.93

12

3.97 

3 79

3.93 

3.67

3.85 

3.57 

3.79 

3.42 

3.67 

3.32 

3.49 

3.18 

3.31 

3.04 

3.12 

2.83 

2.82 

2.52 

2.27 

1.96

15

3.95 

3.81

3.88 

3.69

3.84 

3.58 

3.78 

3.44 

3.67 

3.34 

3.50 

3.19 

3.32 

3.05 

3.13 

2.84 

2.79 

2.53 

2.26 

1.96

20

3.95 

3.85

3.89 

3.74

3.83 

3.63 

3.77 

3.44 

3.65 

3.39 

3.48 

3.23 

3.31 

3.07 

3.12 

2.89 

2.80 

2.57 

2.23 

2.00

30

3.90 

3.84

3.84 

3.73

3.77 

3.63 

3.70 

3.53 

3.59 

3.44 

3.45 

3.31 

3.28 

3.14 

3.10 

2.96 

2.76 

2.63 

2.23 

2.04

TABLE 8. Comparison of mean velocities of the 17 discharge measurements of the Columbia

River

[Velocity, in feet per second; deviation, in percent. Base river velocity obtained by integrating the velocity curves]

Date

Base

velocity

10-point mean

Velocity Deviation

2-point mean

Velocity Deviation

1 -point mean

Velocity Deviation

At Grand Coulee Darn, Wash. (Caging station 12 4365)

April 24, 1961 

June 20, 1962.

July 7, 1962 __

June 19, 1963.

._..___ 4.81

._.._.. 7.29

______ 7.31

_______ 8.23

4.81 

7.22 

7.26 

8.27

At Bridgeport, Wash.

April 25, 1961 

June 20, 1961.

_______ 5.82

.___-_- 10.54

5.81 

10.57

0 

-1.0

- .7 

+ .5

4.84 

7.40 

7.43 

8.32

+ -6 

+ 1.5 

+ 1.6 

+ 1.1

4.72 

7.18 

7.18 

8.15

-1.9 

-1.5 

-1.8 

-1.0

(Caging station 12 4380)

- .2 

+ .3

5.80 

10.47

- .3

- .7

5.83 

10.58

+ -2 

+ -4

At Rocky Reach Dam, Wash. (Caging station 12 4537)

April 26, 1961 

June 21, 1961.

November 20,

_______ 4.10

._-.___ 8.93

1962- _ 2.35

4.08 

8.87 

2.32

- .5 

- .7 

-1.3

4.10 

9.06 

2.35

0 

+ 1.4 

0

4.09 

8.93 

2.31

- .2 

0 

-1.7
F58 RIVER HYDRAULICS

TABLE 8. Comparison of mean velocities of the 17 discharge measuremeris of the Columbia

River Continued

Base 10-point mean 2-point mean 1-point mean Date river 

velocity Velocity Deviation Velocity Deviation Velocity Deviation

At Trinidad, Wash. (Caging station 12-4645)

June21, 1961----.-- 10.54 10.52 - .2 10.50 - .4 11.01 +4.4 

September 22, 1961.. 3.60 3.66 +1.7 3.60 0 3.75 +4.2

Below Priest Rapids Dam, Wash. (Caging station 12 4728X

April 28, 1961------ 3.78 3.77 - .3 3.77 - .3 3.77 - .3

June 20, 1961------- 9.29 9.28 - .1 9.29 0 9.25 - .4

At Paterson Ferry, Oreg. (Caging station 14 0192)

June 16, 1961-__---- 7.00 7.02 + .3 7.00 0 7.02 + .3 

October 11, 1961--.- 1.90 1.89 - .5 1.92 +1.0 1.92 +1.0

At Hood River Bridge, Oreg. (Caging station 14 1057)

May 5, 1961--___.

JuneS, 1961-__--.

Range.- .______.

1

.__ 3

44

37

1

3

43

36

- .7

_ 9

- .2 -

3.0 _

1

3

4?,

39

-1.4

+ -6

+ .3 -

3.0 -

1

3

45

36

+ -7

- .3

+ -1

6.3

TABLE 9. Calculation of hypothetical stream discharge by midsection and mean-section

method

[Station numbers and depths are from fig. 16; velocity is assumed numerically equal to depth. Note 

that computed area is the same by the two methods, but discharge by mean-section method is 3.0 

percent less than discharge by midsection method!

Station Midsection method Mean-section method

No. Velocity Depth Width Area of Discharge Mean Area of Mean Discharge 

(fps) (feet) of section (cfs) depth section velocity (cfs) 

section (sq ft) of (sq ft) (fps) 

(feet) section 

(feet)

0--------------

i. - ----------

2----.- ------

3---.-.--------

4. -------------

5--------------

6--------------

7--------------

8--------------

9--------------

10

j 1

Totals

0

3.0

5.0

6.0

5.0

6.0

7.0

7.0

5.0

5.0

3.0

0

0

3.0

5.0

6.0

5.0

6.0

7.0

7.0

5.0

5.0

3.0

0

0.5

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

.5

0

3.0

5.0

6.0

5.0

6.0

7.0

7.0

5.0

5.0

3.0

0

52.0

0

9.0

25.0

36.0

25.0

36.0

49.0

49.0

25.0

25.0

9.0

0

288.0

1.5

4.0

5.5

5.5

5.5

6.5

7.0

6.0

5.0

4.0

1.5

1.5

4.C

5.5

5.5

5.5

6.5

7.C

6.C

5.C

4.C

1.5

52. C

1.5

4.0

5.5

5.5

5.5

6.5

7.0

6.0

5.0

4.0

1.5

2.25

16.00

30.25

30.25

30.25

42.25

49.00

36.00

25.00

16.00

2.25

279.50
ANALYSIS OF CURRENT-METER DATA F59

TABLE 10. Comparison of Columbia River discharge computed by midseclion and 

mean-section methods from mean velocities obtained from integrated vertical curves

Midsection Mean-section D'fference

Date discharge discharge (percent)

(cfs) (cfs)

At Grand Coulee Dam, Wash. (Caging station 12 4365)

April24, 1961.-..___._._____...___.___ 115,700 115,100 -0.5

June20, 1961._-.-.-.-.---.---_.___.__ 219,200 215,600 -1.6

July 7, 1962--.. ..^................... 219,500 218,500 - .5

June 19, 1963---..____________________ 267,300 265,400 - .7

At Bridgeport, Wash. (Caging station 12-4380)

April 25, 1961_________________________ 110,800 110,400 -.4

June 20, 1961_____________________.___ 427,000 424,800 - .5

Below Rocky Reach Dam, Wash. (Caging station 12-4537)

April 26, 1961---------.-.----........ 116,300 115,700 - .3

June 21, 1961---_-____----____________ 448,100 446,200 - .4

November 20, 1962__-__---____________ 60,800 60,300 - .8

At Trinidad, Wash. (Caging station 12-4645)

June 21, 1961--.-----...______________ 473,100 470,700 - .5

September 22, 1961..__.--.----..--..-. 60,400 60,100 - .5

Below Priest Rapids Dam, Wash. (Caging station 12-4728)

April 28, 1961 ______________________ 104,700 104,400 - .3

June20, 1961.._______________________ 494,000 490,600 - .7

At Paterson Ferry, Oreg. (Caging station 14-0192)

June 16, 1961_________________________ 596,900 593,900 - .5

October 11, 1961______________________ 83,400 83,000 - .5

At Hood River Bridge, Oreg. (Caging station 14 1057)

May 5, 1961____._____________________ 197,100 196,200 - .5

June 5, 1961-_________-.______________ 648,300 647,100 - .2

Average._________________________________________________________ .6

Range.____-____-___-__-____-________-__---_-_-___-___________-__ 1.4

U.S. GOVERNMENT PRINTING OFFICE: 1971 O 404 007