Summary of Alluvial-Channel Data From 

Rio Grande Conveyance Channel, 

New Mexico, 1965-69

GEOLOGICAL SURVEY PROFESSIONAL PAPER 562-J
Summary of Alluvial-Channel Data From 

Rio Grande Conveyance Channel, 

New Mexico, 1965-69

By J. K. CULBERTSON, C. H. SCOTT, and J. P. BENNETT

SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS

GEOLOGICAL SURVEY PROFESSIONAL PAPER 562-J

Summary of basic hydraulic and sediment 

data obtained from a field stream

UNITED STATES GOVERNMENT PRINTING OFFICE, WASHINGTON: 1972
UNITED STATES DEPARTMENT OF THE INTERIOR 

ROGERS C. B. MORTON, Secretary

GEOLOGICAL SURVEY

V. E. McKelvey, Director

Library of Congress catalog-card No. 72-600155

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

Washington, D.C. 20402 - Price 70 cents (paper cover)

Stock Number 2401-2184
CONTENTS

Abstract.........................................................

Introduction..................................................

Description of study reaches...................

Channel near Bernardo.....................

Channel near San Marcial...............

Channel near Nogal Canyon...........

Data-collection methods and equipment.

Water discharge..................................

Water temperature.............................

Bed configuration................................

Cross-sectional areas..........................

Water-surface slope............................

Page 

Jl

1

2

2

3

3

4

4

4

4

4

5

Page 

Data-collection methods and equipment Continued

Vertical velocity profiles................................................ J5

Suspended-sediment samples......................................... 6

Point-integrated sediment samples.........----....... 6

Depth-integrated samples....................................... 7

Bed material................................................. ................. 7

Section data.........................-..............................-..... ............ 8

Reach data..............................................-............ .................. 10

References................--.-.---.. ..................................................... 11

Appendix 1. Descriptions of observation conditions....... 14

Appendix 2. Basic data......................................................... 26

ILLUSTRATIONS

Page 

FIGURE 1. Location map, channel near Bernardo...... ................................................................................................................... J2

2-5. Photographs:

2. Typical views of channel near Bernardo..................-... .......................---...........-... ....................................... 3

3. Control weir, channel near Bernardo................................................................................................................ 3

4. Boat with sounder equipment........--........................................................................ . . ......... ..................... 4

5. Meter stack and digital-counter box used for obtaining vertical profiles of point velocities................. 5

6. Typical velocity profiles over dunes, channel near Bernardo, February 4 and May 12, 1965......................... 6

7. Photograph showing U.S. DH-48 sampler modified for point-integrated sampling...................................... .... 7

8. Photographs showing bed-material sampling equipment............................................................................................. 8

9. Hydrographs of water discharge and sediment concentration at the weir (section 194), channel near Bernardo.................................................................................................................................................................................. 9

10. Sketch showing plan view of channel near Bernardo.................--.................-........-------.-........--.----. .................... 10

11. Graph showing water-surface elevations, channel near Bernardo, February 3, 1965...................... .............. 14

12-14. Longitudinal profiles, channel near Bernardo:

12. May 12, 1965........................................................................................................................................ 15

13. June 2, 1965................................................................................................................................................... .... 16

14. June 3, 1965....................................................................................................................................................... 16

15. Typical cross section for flat bed form, channel near Bernardo, (section 245), November 30, 1965................. 17

16. Longitudinal profile, channel near Bernardo, May 4, 1966................................................ ............................... 18

17-22. Cross sections, channel near Bernardo:

17. May 4, 1966...................................................................................................................................... 19

18. November 23, 1966 ...................................................................................................-..................... ... 20

19. February 14-15, 1967...............................-.................-......-.................... ___ ... .......................... 21

20. May 21, 1968...-.....................................................................-............................................................. . ...... 23

21. May 29, 1968..............................................................................................................-...-..................... ......... 24

22. June 11, 1969...................................................................................................................................................... 24

ill
IV CONTENTS

TABLES

	Page

TABLE 1. Summary of available data..-.-.......-.-.-.......................-.-.......--......--....--..............-.....-.......----..-.-..-.....------ J26

2. Measured velocity at indicated heights above riverbed--......-.....-..-... ... --.......-........ ..... ................................. 27

3. Summary of size analyses and related data for point-integrated sediment samples.-.....--.......-- ....................... 36

4. Summary of size analyses and related data for depth-integrated sediment samples.................-.-....... ............ 38

5. Summary of size analyses of bed material....................................................................................................................... 40

6. Cross-sectional data for channel near Bernardo........................................................................................................... 42

7. Summary of average values for streamflow and sediment data for channel near Bernardo............................. 49

8. Summary of measured suspended-sediment analyses, May 27-28, 1965, for channel near Bernardo............... 49
SUMMARY OF ALLUVIAL CHANNEL DATA FROM RIO GRANDE 

CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

By J. K. CULBERTSON,, C. H. SCOTT, and J. P. BENNETT

ABSTRACT

The Rio Grande conveyance channel near Bernardo, N. 

Mex., was the site for a field study of mechanics of flow 

and sediment transport. During the period of study, the 

channel bed consisted of sands with median diameters ranging from 0.15 to 0.35 millimeters, and the bed form varied 

from dunes to flat. A few data were obtained at two other 

locations in the channel system.

The report summarizes the basic hydraulic and sediment 

data obtained during the study. Brief descriptions of equipment and procedures of sampling are followed by descriptions 

of two sets of data. The first set, consisting of a series of 

measurements taken at individual cross sections, is intended 

to be descriptive of conditions at successive points along the 

reach. The second set consists of a series of measurements 

characterizing the entire length of the Bernardo reach of 

the channel system.

The data described, which include water discharge, crosssectional area, channel width, slope, point velocity, pointintegrated sediment concentration, depth-integrated sediment 

concentration, and bed material, are summarized in eight 

tables.

Data were obtained for water discharges ranging from 

560 to 1,860 cubic feet per second and slopes ranging from 

0.00041 to 0.0011. Also observed were cross-sectional area 

variations from 143 to 425 square feet and suspended-sediment concentration, of materials in all sizes, ranging from 

1,240 to 7,700 milligrams per liter.

INTRODUCTION

As part of the research program of the Water 

Resources Division of the U.S. Geological Survey, a 

field study of the mechanics of water and sediment 

movement in alluvial channels was started in July 

1964. The study site was the Rio Grande conveyance 

channel near Bernardo, N. Mex. This site was 

selected because (1) the channel had a sand bed, 

(2) bed forms ranging from dunes to flat bed and 

standing wave had been observed in the channel, (3) 

a concrete weir across the channel acted as a control for accurate water-discharge measurement and 

as a sampling point for the total-sediment concentration, and (4) water discharge could be controlled 

by means of a gated headwork. A few sets of data

obtained at two other channel sites, near San Martial, N. Mex., and near Nogal Canyon, N. Mex., are 

included in this report.

The primary objective of this study was to collect 

field data that describe the interrelations among 

hydraulic and sediment-transport variables over the 

range of bed forms in sand channels. The secondary 

objective was to obtain data on the resistance to 

flow resulting from different bed forms in sand-bed 

channels. This report is a compilation of the hydraulic and sediment data from the Rio Grande conveyance channel reaches at Bernardo, San Marcial, and 

Nogal Canyon during the period 1965 to 1969. The 

data are divided into two sets: those describing the 

conditions at individual cross-sections and those 

characterizing the entire length of a particular 

reach.

A brief general description of the channel reaches 

in which the measurements were made is followed 

by a description of data-collection methods and 

equipment and by a discussion of the two sets of 

data. Appendix 1 is a general description of the 

conditions prevailing in the study reach when each 

set of data was collected, and appendix 2 consists 

of the tables of data collected.

Some data presented in this report have been 

mentioned in earlier interpretative reports. These 

reports include discussions by Scott and Culbertson 

(1967) and Scott, Norman, and Fields (1969) on 

flow-measurement techniques which use fluorescent 

tracers. Scott (1968) and Scott and Culbertson 

(1971) reported on resistance to flow in flat-bed 

alluvial channels, and Culbertson and Scott (1970) 

discussed sand-bar development and movement in 

alluvial channels. Other data from this report were 

used by Fischer (1967) in a discussion of transverse 

mixing in alluvial channels.

The project, was started under the general supervision of Luna B. Leopold, chief hydrologist, Water

Jl
J2 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

106°51

FIGURE 1. Location of channel near Bernardo, N. Mex. 

Numbers along channel designate every 20th sampling section. Sampling sections are between stations at 100-foot 

increments on each side of the channel.

Resources Division, and continued under Ernest L. 

Hendricks, chief hydrologist, Water Resources Division. Technical guidance was given by P. C. 

Benedict, R. W. Carter, Tom Haddock, Jr., D. B. 

Simons, and others from the Geological Survey.

The principal investigators were J. K. Culbertson 

and C. H. Scott, who were assisted by C. F. Nordin,

Jr., E. V. Richardson, W. F. Curtis, V. W. Norman, 

J. D. Dewey, and others.

DESCRIPTION OF STUDY REACHES 

CHANNEL NEAR BERNARDO

The part of the channel near Bernardo, N. Mex. 

is approximately 6.8 miles long from the gated headwork to the point at which it returns to the Rio 

Grande flood way channel (fig. 1). The channel was 

originally a riverside drain. In 1948, the river broke 

through the drain at the location of the present 

headwork. The Bureau of Reclamation installed the 

headwork and straightened the channel, creating 

the first segment of the present channel. The capacity of the headwork is nominally 2,000 cfs (cubic feet 

per second) ; however, the discharge in the channel 

usually is limited to less than 1,600 cfs.

The channel banks are composed of a sandy clay 

and are fairly well stabilized by salt cedar and range 

grass. Where bank erosion has occurred, the banks 

have been stabilized with rock and gravel. A few 

hundred feet of Kelner jetties also have been placed 

along some short reaches for bank stabilization. The 

channel bed consists of sands with median diameters 

ranging from 0.15 to 0.35 mm (millimeters). Figure 

2 shows the channel during typical low-flow and 

high-flow situations.

In 1964, prior to this study, a concrete control 

structure was constructed 19,800 feet downstream 

of the headwork. This structure, referred to as a 

weir in this report, acts as a control for the gaging 

station installed at the site. Because baffles placed 

on the upstream apron of the weir force all sediment into suspension, suspended-sediment samples 

obtained at a sill on the downstream apron of the 

weir represent total sediment in transport. The sill 

is. designed so that the nozzle of a U.S. DH-48 

suspended-sediment sampler (discussed later in this 

report) can be lowered through the entire depth of 

flow at the weir section. At the bottom of the sampler's descent, its nozzle rests directly on the sill of 

the weir, which means that the sample represents 

all of the suspended material and, therefore, all 

the sediment moving through the section. Gonzalez, 

Scott, and Culbertson (1969) described the construction of the weir and evaluated its effectiveness as a 

control structure. Figure 3A shows the sampling 

sill and the orifice of a bubbler gage installed at 

the weir. Figure 3J5 shows the entire weir, baffles, 

sampling sill, and footbridge; and figure 3C shows 

a U.S. DH-48 sampler being lowered to the sampling 

sill along specially prepared guides which are positioned from the footbridge.
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS

fcjf&i*'^- -'/*?'-,' *'*-

J3

B

FIGURE 2. Typical views of channel near Bernardo. A, 

Typical low-discharge situation. B, Typical high-discharge 

situation.

CHANNEL NEAR SAN MARCIAL

The San Marcial reach of the channel is between 

the San Acacia diversion dam and Elephant Butte 

Reservoir. Data given in this report were collected 

at a location near San Marcial which is about 41.7 

miles downstream of the headwork at San Acacia 

and about 59.8 miles downstream of the headwork 

at Bernardo.

The channel near San Marcial is a dug channel 

with a capacity of about 2,000 cfs. The channel bed 

in this reach consists of sand having a median 

diameter of about 0.18 mm. The channel banks are 

sand and gravel.

CHANNEL NEAR NOGAL CANYON

The Nogal Canyon reach is about 18.8 miles downstream of the San Marcial reach. This reach has a

FIGURE 3. Control weir, channel near Bernardo. A, Sampling sill and bubbler-gage orifice. B, Weir, baffles, sampling sill, and footbridge. C, U.S. DH-48 sampler in use 

from footbridge.

B
J4 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

sand bed consisting of material having a median 

diameter of about 0.18 mm. The channel banks in 

this reach are unstabilized sand and clay. At the 

time the data of this study were collected, the banks 

were deteriorating under high-flow conditions.

DATA-COLLECTION METHODS

AND EQUIPMENT

WATER DISCHARGE

Water discharge was obtained either from the 

record of stage and the stage-discharge relation for 

the gaging station at the weir at station 194 or from 

water-discharge measurements. Gonzalez, Scott, and 

Culbertson (1969) discussed the stage-discharge 

relation for the gaging station at the weir. The 

water-discharge measurements were made at the 

cableway of U.S. Geological Survey gage 08-3319.9, 

at station 180, 100 feet upstream of the U.S. 60 

highway bridge. The measurements were made by 

current meter using standard U.S. Geological Survey 

methods as described by Buchanan and Somers 

(1969).

The discharges reported in the tables of basic data 

are the means for the periods unless the discharge 

varied considerably, and then the discharge at the 

time of observation is reported.

WATER TEMPERATURE

Water temperatures were determined several 

times during each observation period. Temperatures 

are reported to the nearest degree Celsius in the 

tables of basic data. The range in temperature 

usually was not more than 2° or 3° Celsius during 

any period of observation.

BED CONFIGURATION

Profiles of the streambed were obtained with an 

ultrasonic sounder (Richardson and others, 1961). 

The sounder was mounted in a boat, with the transducer in a well near the center of the boat (fig. 4). 

The bed-form classification used herein conforms to 

that presented by the Task Force on Bed Forms in 

Alluvial Channels (1966). Longitudinal profiles of 

the bed form were obtained for those data-collection 

periods when the bed form was transition or dunes. 

The profiles generally were obtained at the approximate quarter points of the channel width. Because the speed of the boat varied somewhat through 

the length of the reach, marks at 50-foot intervals 

of boat movement, as indicated by stationing on the 

bank, were placed on the chart of the sounder profile. Variations in length of chart per unit distance 

traveled by the boat usually were not large, and an 

average scale value was computed and applied to 

each separate longitudinal profile.

The average length of dunes was computed by

FIGURE 4. Boat with sounder equipment.

dividing a distance by the number of dunes occurring 

in that distance, and the average height of dunes 

was computed as the sum of heights, measured from 

crest to downstream trough, divided by the number 

of heights measured on the profile. This method of 

determining average length and height of dune is 

subjective because different persons may not agree 

as to what should be called a dune on the profile, 

particularly when smaller dunes appear to be superimposed on larger dunes. The classification of the 

bed form as dunes, transition, or flat is based on 

the observer's best judgment and is also, therefore, 

somewhat subjective.

CROSS-SECTIONAL AREAS

Cross-sectional areas were determined either from 

cross-section profiles obtained with the ultrasonic 

sounder or from depths obtained with a sounding 

rod.

To determine profiles with the ultrasonic sounder, 

the transducer was placed a known distance below 

the water surface in the well in the boat. A cable 

was stretched tightly across the section, and the 

boat was hooked to the cable by means of a crossarm. 

The boat was pulled across the channel at about onehalf foot per second by means of a second cable and 

a constant-speed-drive motor. Reference marks at 

2-foot intervals of distance traversed in the cross 

section were marked automatically on the sounder 

chart of the profile. The depths at verticals near the 

banks were determined with a wading rod. Crosssectional profiles usually were determined with the 

ultrasonic sounder when there were dunes because 

of the softness of the bed and the relatively large 

changes in bed elevation in the cross section. The 

cross-sectional area was determined by planimetering the cross-section profile, taking into account
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J5

the distance of the transducer face below the water 

surface.

Cross sections usually were obtained with a sounding rod when the bed was hard and had relatively 

constant elevation; it was possible to determine 

depth to the nearest 0.1 foot with the sounding rod. 

It was assumed that the depth at a given vertical 

applied to half the distance between adjacent verticals, and the cross-sectional area was computed as 

the sum of subareas.

WATER-SURFACE SLOPE

Water-surface slopes were determined from watersurface elevation taken near the banks either with 

a level and rod or from staff-gage readings.

Water-surface elevations generally were obtained 

twice a day at 100-foot intervals over reaches 1,000 

to 1,200 feet in length. The water-surface elevations 

were plotted, and a mean slope was determined 

graphically.

Because the readings were taken near the banks, 

local conditions could have affected water-surface 

elevation. For example, a dune near the bank could 

affect the water-surface elevation. However, watersurface slopes determined by this method generally 

were consistent for any given day.

VERTICAL VELOCITY PROFILES

Vertical velocity profiles were obtained with standard Price current meters equipped with magnetic 

heads which produced two impulses per revolution 

of the current-meter bucket wheel. Five current 

meters were mounted on a sounding rod, and the 

impulses from the meters were recorded by digital 

counters (fig. 5) which were started and stopped 

together by single switch. Point velocity was computed from counts produced by the current meter 

for a 1-minute period. The average of the five individual meter ratings was used for converting meter 

counts per unit time to stream velocity. For a given 

meter count per unit time, the maximum difference 

between the average rating and any of the individual 

ratings was about 1 percent. The results of extensive 

tests of meters indicate that an average rating for 

meters can be used (Smoot and Carter, 1968). 

Ratings taken from meters all mounted on one rod 

were checked in a towing tank and did not depart 

from the individual ratings when meter spacing 

was as close as 0.5 foot (R. W. Carter, written 

commun.).

Because the velocity at as many as five points in 

the vertical could be obtained at one time, it was 

possible to obtain 10-12 vertical velocity profiles at 

a cross section in 20-30 minutes. Usually the bottom 

four meters were set at fixed depths, and only the 

position of the top meter was changed when a large

change in depth of flow occurred from one vertical 

to another. The depth of flow at the vertical was 

measured on the rod on which the meters were 

mounted, and the meters were assumed to be the 

same distance above the bed as they were above the 

base plate of the rod. At some verticals the rod 

would settle because of the weight of the rod and 

meters and the softness of the bed. When this happened, the indicated depth of the rod was noted, and 

the actual depth was measured with another sounding rod. The indicated distances above the bed at 

which the velocities were obtained were adjusted 

accordingly.

Velocity profiles for the flat bed form, when plotted as logio y versus velocity, where y is the elevation above the streambed, generally were consistent 

except at verticals near the banks. Near the banks, 

the slopes (the difference in velocity at y and Wy 

distances above the bed) and intercepts (the velocity 

1.0 ft above the bed) of the profiles varied because 

of the roughness of the banks.

Velocity profiles for dune bed forms generally 

were less consistent than profiles for flat bed forms.

r

FIGURE 5. Meter stack and digital-counter box used for 

obtaining vertical profiles of point velocities.

472-032 O - 72 - 2
J6 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

The slopes and intercepts of the velocity profiles 

varied across the channel. The value of the slope 

and of the intercept of the profile depended on the 

location of the vertical with respect to a dune. Figure 

6 shows typical velocity profiles obtained downstream of points near the middle of the channel on 

February 4 and May 12, 1965. Near the crests of the 

dunes, the velocities were high and nearly equal 

at all points in the verticals. This is a result of acceleration of the flow caused by the decrease in depth 

toward the crest of the dune. In the trough between 

dunes, the velocity 1 foot from the bed was relatively 

low and increased considerably from near the bed 

to near the surface in the vertical. This is a result 

of deceleration of the flow as the depth increases 

rapidly from the crest to the trough. Immediately 

downstream of the crest of the dune, flow near the 

bed may have been in an upstream direction. No

5.0

i.o

o.i

3

4

5

12 15

attempt was made to determine the direction of flow 

in the troughs between dunes, and some velocities 

obtained near the bed in troughs may actually have 

been negative, even though they were recorded as 

positive. Velocity profiles were especially difficult 

to obtain in the troughs because sand stopped the 

lower meters before sufficient counting time had 

elapsed.

SUSPENDED-SEDIMENT SAMPLES

POINT-INTEGRATED SAMPLES

Point-integrated samples of suspended sediment 

were obtained at five points in each of three to five 

verticals in a cross section. The samples at each point 

were analyzed for concentration and for size distribution of sediment coarser than 0.062 mm. The 

analysis was performed using a visual-accumulation 

tube according to the methods described by Guy 

(1969) and by the U.S. Inter-Agency Committee on

17 21 24 27 30 33 36 39

12323 234 234254 3434 0123412323234343434234

VELOCITY, IN FEET PER SECOND 

FEB. 4, 1965

10 15 20 25

DISTANCE DOWNSTREAM, IN FEET

30 35 40 45

7.0

1.0

0.1

4

5

6

7

8

FIGURE 6.

30 35 40 50 55 60 65

34534534123412 342342341234123423434 5234 

VELOCITY, IN FEET PER SECOND 

MAY 12, 1965

4545

10 15 20 25 30 35 40 

DISTANCE DOWNSTREAM, IN FEET

45 50 55 60 65

Typical velocity profiles over dunes, channel near Bernardo, February 4 and May 12, 1965. Values in rectangles

are distances downstream, in feet.
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J7

Water Resources (1957). None of the point samples 

were analyzed for size distribution of sediment finer 

than 0.062 mm. The samples were taken with a U.S. 

DH-48 sampler modified for point sampling (fig. 

7). The modified sampler was equipped with a pressure-equalization chamber that was connected to the 

sample chamber and vented to the outside. Watertight covers sealed the water-inlet nozzle and the 

air-outlet port. The covers could be opened and 

closed together by means of a pull cable.

The length of sampling time varied inversely with 

stream velocity, from 5 to 6 seconds for high-velocity 

flows to 12 to 15 seconds for low-velocity flows. 

Because the local flow conditions could change with 

time at a given vertical, particularly where the bed 

form was dunes, it was desirable to obtain samples 

at all points in the vertical as quickly as possible. 

Therefore, only one to three samples were obtained 

at a given depth in each vertical, and because of the 

short sampling time involved, some variability in 

the concentration sampled at a given depth probably 

was introduced because short-term fluctuations of 

concentration were not adequately averaged.

FIGURE 7. U.S. DH-48 sampler modified for point-integrated sampling.

DEPTH-INTEGRATED SAMPLES

Depth-integrated samples of suspended sediment 

at a cross section were obtained with a U.S. DH-48 

sampler. In the sampling method used, the EqualTransit Rate (ETR) method, the sampler is moved 

at the same transit rate for each one of a set of 

equally spaced verticals in the cross section. The 

sediment concentration of the composite of all 

samples collected from the cross section is the average concentration of the suspended material moving 

in the sampled zone (Guy and Norman, 1970; Task 

Committee on Preparation of Sedimentation Manual, 

1969). Samples were collected at verticals 5 feet 

apart, and the composited samples for each cross 

section were analyzed for concentration and for size 

distribution of sediment coarser than 0.062 mm. The 

size distribution of sediment coarser than 0.062 mm 

was determined by the visual-accumulation-tube 

method (U.S. Inter-Agency Committee on Water 

Resources, 1957; Guy, 1969). In addition, the size 

distribution of sediment finer than 0.062 mm was 

determined for a few samples by the pipette method 

(U.S. Inter-Agency Committee on Water Resources, 

1941; Guy, 1969).

Depth-integrated samples of suspended sediment 

were obtained by the ETR method with a U.S. DH48 sampler at verticals spaced at 5-foot intervals 

across the weir (section 194). A sampling lip with 

a guide slot allowed the nozzle of the DH-48 sampler, which was mounted on a guide frame, to traverse the full depth of flow. In this way, samples 

represented essentially the total material passing the 

weir. Each set of samples was composited and analyzed for concentration and for size distribution of 

sediment coarser than 0.062 mm. Size distribution of 

sediment finer than 0.062 mm was determined for 

a few samples.

In this report, samples obtained by the ETR 

method at the sampling section on the weir (section 

194) will be referred to as total-sediment samples, 

and samples obtained by the ETR method at any 

other sampling section will be referred to as measured suspended-sediment samples.

BED MATERIAL

Samples of bed material were obtained usually at 

10-foot intervals across cross sections in the study 

reach. Analyses of samples from the individual 

points in cross sections for two flow conditions indicated no great variation in size distribution of 

bed material from point to point in the cross sections, and therefore, all other bed-material samples 

were composited into a single sample for a cross 

section. The samples were analyzed for size distribution by the visual-accumulation-tube method in the 

laboratory. The values of d1G, d50, and d84 were scaled 

from the original curve on the visual-accumulationtube chart. The value of the gradation coefficient, 

(j, was computed from the equation

(1)

. For flow depths greater than 3 feet, most samples 

of bed material were obtained with a hand-held clamshell-type sampler (fig. 8A). The sampler was
J8 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

equipped with a seal to prevent loss of fine material 

from the bucket as the sampler was raised to the 

surface. The bucket sampled to a depth of about 0.1 

foot. For flow depths less than 3 feet, samples were 

obtained either with the clamshell sampler or with 

the U.S. BMH-53 piston-type (fig. 85) sampler 

(Inter-Agency Committee on Water Resources,

FIGURE 8. Bed-material sampling equipment. A, Handheld clamshell-type sampler. B, U.S. BMH-53 piston-type 

sampler. Rule is 6 inches long.

1959). The core barrel of the piston sampler is 8 

inches long, but only the top 0.1 foot of the core 

was retained for analysis.

SECTION DATA

The data collected for the description of flow 

conditions at individual cross sections in the Bernardo, San Marcial, and Nogal Canyon reaches of 

the Rio Grande conveyance channel are summarized 

in tables 1 through 5 of appendix 2. Given in appendix 1 are detailed descriptions of the flow and 

channel characteristics prevailing in the reaches 

prior to and during the data-collection periods. The 

authors strongly recommend that, before using appendix 2, one study the pertinent sections of appendix 1 to become aware of the prevailing conditions 

when measurements were made.

Table 1 summarizes available section data, in 

chronological order, for the Bernardo, San Marcial, 

and Nogal Canyon sites. The term "section," as used 

in this report, refers to the cross section's location. 

The number in column 2 assigned to a section for 

the Bernardo observations is the distance, in hundreds of feet, downstream of the first cross section 

downstream of the headwork. The first cross section, 

section 0, is 400 feet downstream of the headwork. 

Section 20 is 2,000 feet downstream of the first cross 

section and is therefore 2,400 feet downstream of the 

headwork. The number in column 2 assigned to a 

section for the San Marcial and Nogal Canyon observations is the distance, in hundreds of feet, upstream of Elephant Butte Dam. For example, section 

2261+00 in the San Marcial reach is 226,100 feet 

upstream of Elephant Butte Dam.

In table 1, water discharge, cross-sectional area, 

water-surface width and slope, and bed form were 

determined as discussed earlier in this report; any 

special conditions are discussed in appendix 1. In 

column 2 of this table, the notation "Reach" indicates 

that the data listed were averaged from the particular cross sections listed in the remarks column.

Figure 9 shows daily-mean water discharge and 

daily-mean sediment concentrations for 10-day periods prior to the day on which data were collected 

for each of the observation periods. This information should be considered in interpreting data shown 

in the tables of basic data.

Table 2 gives measured velocities at five points in 

the vertical in some of the cross sections listed in 

table 1. The velocities were measured using a rack 

of five Price current meters over a counting period 

of 60 seconds. Typical velocity profiles over a dune 

bed are plotted in figure 6.

Table 3 gives the size analyses and related data 

for the point-integrated sediment samples. The
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J9

samples were collected with a modified U.S. DH-48 

sampler and were analyzed by means of the visualaccumulation-tube method. At sampled verticals in 

the cross section, size analyses are given for each 

point in each vertical. The analyses data are given 

both as the percent finer than a given reference size 

and as the concentration, in milligrams per liter, in 

a given size class. Related parameters reported are 

water discharge, water temperature, and total depth 

of flow at th'e point in the cross section where the 

samples were collected.

Table 4 gives the size analyses and related data 

for the depth-integrated sediment samples. The sediment samples were collected with a U.S. DH-48 

sampler and the ETR collection procedures; they 

were analyzed by means of the visual-accumulationtube method for the material coarser than 0.0625

mm and the pipet method for material finer than 

0.0625 mm. The weir at section 194 is designed 

so that all sediment moving in a vertical can be 

sampled by means of a U.S. DH-48 sampler. Therefore, the sediment sampled at the weir represents 

the total-sediment load at that section. The analyses 

for a composite of the samples collected in the cross 

section at a particular time are listed both in terms 

of percent finer than a given reference size and as 

concentration, in milligrams per liter, in a given 

size range. Related parameters listed are water discharge, water temperature, median particle diameter, and gradation coefficient. The water discharge 

listed is that at the time the sediment samples were 

collected.

Table 5 summarizes size analyses of bed material. 

The material, obtained from the upper 0.1 foot of

1000

800

600

400

1400

1200

i 1000

o

o

UJ

*> 800

ce.

UJ

o- 600 

S

LJJ 

LL.

O

CD

o 1800

z

uj 1600

cs

1 1400 

o

CO

5 1200

oc.

"5 1000

800

1600

1400

1200

1000

800

JAN 24-FEB 5, 1965

24 26 28 30 1 3 5

A

MAY 2-14, 1965

2 4 6 8 10 12 14 

B

MAY 23-JUNE 4, 1965

23 25 27 29 31 2 4 

C

NOV 19-DEC 1, 1965

19 21 23 25 27 29 1 

D

3000

2000

1000

0

6000

5000

4000

3000

2000

7000

6000

5000

4000

3000

2000

7000

6000

5000

4000

3000

1800

1600

1400

1200

1000

1800

1600

1400

1200

1000

1000

800

600

400

1000

800

600

400

1000

800

600

400

APR 24-MAY 6, 1966

24 26 28 30 2 4 6 

E

NOV 13-25, 1966

13 15 17 19 21 23 25

F

JAN 23-FEB 4, 1967

23 25 27 29 31 2 4 

G

FEB 4-16, 1967

4 6 8 10 12 14 16 

H

JAN 22-FEB 3, 1968

22 24 26 28 30 1 3 

J

4000

3000

2000

1000

0

9000

8000

7000

6000

5000

6000

5000

4000

5000

4000

3000

2000

5000

4000

3000

2000

2200

2000

1800

1600

1400

1200

1000

800

1400

1200

1000

800

600

1900

1700

1500

1300

1100

900

700

MAY 11-23, 1968

11 13 15 17 19 21 23 

K

MAY 19-31, 1968

19 21 23 25 27 29 31 

L

- MAY 31-JUNE 12, 1969

31 2 46 8 10 12

M

EXPLANATION

9000

8000

7000

6000

5000

4000

3000

2000 £

 i

Of 

UJ

a. 

6000 <g

5000 o

_i

4000 i 

z

3000 zo

2000 £

7000

6000

5000

4000

3000

2000

1000

Water discharge 

Sediment concentration

FIGURE 9. Hydrographs of water discharge and sediment concentration at the weir (section 194), channel near Bernardo.
J10 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

the bed, was collected with either a clamshell-type 

sampler or a U.S. BMH-53. The samples analyzed 

were actually composites of samples from several 

points (usually at 10-ft intervals) in the cross section. Listed in addition to percent finer than a given 

reference size are median diameter, gradation coefficient, water discharge and temperature, and bed 

form.

REACH DATA

Hydraulic data collected at each section in the 

Bernardo reach are shown in table 6. Generally, data 

were collected at sections 2,000 feet apart; however, 

4,000-foot intervals were used for some observations.

The data from table 6 were used to compile the 

average values shown in table 7. The weir divided 

the channel into two reaches. Channel widths upstream of the weir were greater and more variable 

than the relatively uniform channel widths downstream of the weir (fig. 10). Some of the observations were completed in 1 day; others, over 2 days.

Table 7 was developed from table 6. Water discharge is the mean discharge at the weir for the 

period of observation. Reach length is the length, 

in feet, between the two end sections. Mean watersurface width is the average width of all sections 

within the reach length. Mean depth of flow is the 

average of the areas of each section within the reach 

length divided by the average width. Mean velocity 

is the mean discharge during the period divided by 

the average area within the reach length. Watersurface slope is the mean slope of a graph of observed water-surface elevations versus distance. 

Water temperature is the average during the period 

of observation. Median diameter of bed material is 

the average of the d50 at each section within the 

reach length. Fall velocity and gradation are for the 

d50 shown.

The dominant bed form listed in table 7 is based 

on the qualitative field observations. If the majority

100 

so

60

40

20

0

20

40

60

80

100

of the sections were classified as dune, the reach 

length was classified as dune. For some observations, 

bed form varied from section to section, and no 

specific bed form was considered to be dominant; 

therefore, the reach was classified as transition. No 

practical method for the classification of discrete 

bed forms in an alluvial channel has been determined; therefore, the classification of bed form 

remains qualitative, based entirely on the authors' 

observations and judgments. In cases where the 

longitudinal variation of bed form was considered 

to be excessive, not all sections listed in table 6 

were used in determining the reach data of table 7. 

In table 7, the values of suspended-sediment concentration for all observations prior to September 

30, 1965, are daily mean concentrations. They were 

determined from suspended-sediment samples collected usually at section 180. Beginning October 1, 

1965, the suspended-sediment concentrations shown 

are total-sediment concentrations determined from 

samples collected at the weir, section 194.

In table 7, Manning's n was computed for each 

reach observation from the relation 

1.49 D2/° S1 /*

n=- (2)

where D is mean depth of flow, in feet, 5 is average 

water-surface slope, and V is mean velocity, in 

feet per second. The range in values of Manning's 

n for the reach data was approximately twofold. 

The n values for flat bed forms generally were 

from 0.015 to 0.017 for dune bed forms, from 0.023 

to 0.033; and for transition bed forms, from 0.019 to 

0.024. The flow conductance coefficient, C/Vg~, 

was computed from the relation

v /C\\

where D is mean depth of flow, in feet, S is average 

water-surface slope, V is mean velocity, in feet per

To floodway

 ^400'

I I I I i i i I I 1 I I I I I i

20 40 60 100 120 140 160 180 200 220 240 260 280 300 320 340

SECTION NUMBER 

FIGURE 10. Plan view of channel near Bernardo.
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS Jll

second, and g is the gravitational constant, 32.2 

feet per second.

The range in values of C/Vg~ for these data was 

from about 21 for the flat bed form to 11 for the 

dune bed form. For flat bed forms, values of 

C/Vg" generally ranged between 18 and 21; for 

dune bed forms, values ranged between 10 and 13. 

Transition reach values of C/Vg generally were 

between 13 and 18.

Measured suspended-sediment samples for May 

27-28, 1965, were collected at all sections in the 

reach. These observations (table 6) illustrate the 

unsteady sediment transport from section to section 

through the length of the conveyance channel. Table 

8 gives the particle-size distributions and size-class 

concentrations of these samples. The format of table 

8 is essentially the same as that of table 4.

REFERENCES

Buchanan, J., and Somers, P., 1969, Discharge measurement 

at gaging stations: U.S. Geol. Survey Techniques WaterResources Inv., book 3, chap. A8, 65 p.

Culbertson, J. K., and Scott, C. H., 1970, Sandbar development and movement in an alluvial channel, Rio Grande 

near Bernardo, New Mexico, in Geological Survey Research 1970: U.S. Geol. Survey Prof. Paper 700-B, p. 

B237-B241.

Fischer, H. B., 1967, Transverse mixing in a sand-bed channel, in Geological Survey Research 1967: U.S. Geol. 

Survey Prof. Paper 575-D, p. D267-D272.

Gonzalez, D. D., Scott, C. H., and Culbertson, J. K., 1969, 

Stage-discharge characteristics of a weir in a sandchannel stream: U.S. Geol. Survey Water-Supply Paper 

1898-A, 29 p.

Guy, Harold P., 1969, Laboratory theory and methods for 

sediment analysis: U.S. Geol. Survey Techniques WaterResources Inv., book 5, chap. Cl, 58 p.

Guy, Harold P., and Norman, W., 1970, Field methods for 

measurement of fluvial sediment: U.S. Geol. Survey 

Techniques Water-Resources Inv., book 3, chap. C2, 

59 p.

Richardson, E. V., Simons, D. B., and Posakony, G. J., 1961, 

Sonic depth sounder for laboratory and field use: U.S. 

Geol. Survey Circ. 450, 7 p.

Scott, C. H., 1968, Flow resistance in plane-bed alluvial channel: Fort Collins, Colorado State Univ., M.S. thesis.

Scott, C. H., and Culbertson, J. K., 1967, Discussion of 

"Flow measurements with fluorescent tracers": Am. Soc. 

Civil Engineers Proc., Jour. Hydraulics Div., v. 93, no. 

HY3, p. 211-216.

 1971, Resistance to flow in flat-bed sand channels, 

in Geological Survey Research 1971: U.S. Geol. Survey 

Prof. Paper 750-B, p. B254-B258.

Scott, C. H., Norman, V. W., and Fields, F. K., 1969, 

Reduction of fluorescence of two tracer dyes by contact 

with a fine sediment, in Geological Survey Research 

1969: U.S. Geol. Survey Prof. Paper 650-B, p. B164- 

B168.

Smoot, G. F., and Carter, R. W., 1968, Are individual current-meter ratings necessary?: Am. Soc. Civil Engineers 

Proc., Jour. Hydraulics Div., v. 94, no. HY2, p. 391-397.

Task Force on Bed Forms in Alluvial Channels, 1966, 

Nomenclature for bed forms in alluvial channels: Am. 

Soc. Civil Engineers Proc., Jour. Hydraulics Div., v. 92, 

no. HY3, p. 51-65.

Task Committee on Preparation of Sedimentation Manual, 

1969, Fluvial sediment, part A of Sediment measurement techniques: Am. Soc. Civil Engineers Proc., Jour. 

Hydraulics Div., v. 95, no. HY5, p. 1477-1515.

U.S. Inter-Agency Committee on Water Resources, Subcommittee on Sedimentation, 1941, Methods of analyzing sediment samples, Report 4 of A study of methods 

used in measurement and analysis of sediment loads in 

streams: Washington, U.S. Govt. Printing Office, 203 p.

_____1957, The development and calibration of the visualaccumulation tube, Report 11 of A study of methods 

used in measurement and analysis of sediment loads in 

streams: Washington, U.S. Govt. Printing Office, 109 p.

_____1959, Federal Inter-Agency sedimentation instruments and reports, Report AA of A study of methods 

used in measurement and analysis of sediment loads 

in streams: Washington, U.S. Govt. Printing Office, 

38 p.

APPENDIXES

472-032 O - 72 - 3
J14 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

APPENDIX 1. DESCRIPTIONS OF OBSERVATION 

CONDITIONS

FEBRUARY 3-4, 1965

Water discharge in the channel was relatively 

constant for 10 days prior to January 24. From 

January 24 to January 30, the discharge decreased 

from about 600 to 500 cfs. The discharge then began 

to increase slowly (fig. 9A). Four water-discharge 

measurements obtained on February 3 averaged 560 

cfs, and on February 4 five measurements averaged 

575 cfs. The daily-mean sediment concentration 

varied between 1,000 and 2,000 mg/1 (milligrams per 

liter) during the period January 24 to February 1 

(fig. 9A). Water temperature varied from 6°C at 

0800 hours to 11°C at 1600 hours on both days.

Bed forms in the channel were observed periodically by means of a sonic sounder beginning on 

January 14. On January 14 the bed form throughout 

the channel was flat. By January 20, however, an 

850-foot reach of dunes had developed, beginning 

at a point 850 feet upstream of section 220. Downstream of section 220 the bed remained flat. By 

January 29, the dune reach had lengthened to 1,650 

feet, beginning 700 feet farther downstream than 

on January 20. On January 31, the dune reach 

was 1,850 feet long; the beginning point had moved 

downstream another 300 feet, and the downstream 

point of the dune reach was at section 240. On 

February 3, the downstream end of the dune reach 

was at section 246.5, and on February 4 it had 

reached section 247. The dune bed form was three 

dimensional throughout the dune reach. Crest-tocrest length of the dunes was 20 to 25 feet, and dune 

heights were from 1.5 to 2.5 feet.

Profiles of the channel cross section were obtained 

with the ultrasonic sounder on February 3 at sections 236, 238, and 240 in the dune-bed reach and 

at sections 250 and 255 in the flat-bed reach. The 

profile at section 252 in the flat-bed reach was obtained with a sounding rod. The average crosssectional areas and widths for the three sections in 

the dune-bed reach and for the three sections in the 

flat-bed reach are shown in table 1.

Water-surface elevations were determined once for 

the reach from section 223 to 257 and once for the 

reach from section 234 to 246 on February 4. 

Elevations of water surface were determined along 

the left bank at 100-foot intervals; where bed form 

changed from dunes to flat, 25-foot intervals were 

used. Figure 11 shows the water-surface elevations 

through the 3,200-foot reach from section 223 to 

255, including the dune-bed reach and the flat-bed 

reach, for one of the observations on February 3.

Vertical velocity profiles in the cross section were

obtained on February 3 at section 252 (flat bed 

form), and at section 240 (dune bed form) 

on February 4. Profiles were obtained at 5-foot 

intervals.

Total-sediment samples were collected at the weir 

(section 194) on February 3 and 4; measured suspended-sediment samples were collected at sections 

236 and 255 on February 3 and at section 255 on 

February 4.

Samples of bed-material were collected on February 4 in the dune-bed reach at section 238 and in 

the flat-bed reach at section 255. The analyses shown 

in the tables of basic data are for composite samples 

at each cross section. Individual samples were taken 

at nine points in the cross section at section 238 

(5-ft intervals) and at six points in the cross section 

at section 255 (5-ft intervals). The median diameter 

of bed material for the samples at section 238 (dune 

bed form) varied from 0.22 to 0.27 mm, and the 

average value was 0.24 mm. The median diameter at 

section 255 (flat bed form) varied from 0.17 to 

0.22 mm, and the average value was 0.19 mm.

MAY 12-13, 1965

Water discharge fluctuated between about 700 and 

1,000 cfs during the 10-day period prior to these 

observations. Daily-mean sediment concentrations 

varied between 2,800 and 4,300 mg/1. Both water 

discharge and sediment concentration remained relatively constant during May 12-13 (fig. 9J5). Water 

temperature varied from 14°C to 17°C on May 12 

and from 15°C to 16°C on May 13.

Bed form was three-dimensional dunes prior to 

and during these observations. Figure 12 shows the 

longitudinal profile for the reach between sections 

245 and 255, at the approximate centerline of the 

channel. Sketches of three cross sections, 245, 250,

4723

io 4721

V) 00

4720

Slope=0.00053 -

I I I I I

220 230 240 250 

SECTION NUMBER

260

FIGURE 11. Water-surface elevations, channel near Bernardo, February 3, 1965.
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J15

and 255, also are shown to illustrate the three-dimensional bed form. The average height and length 

of dunes, as determined from the longitudinal profile along the centerline of the channel from section 

240 to 260, were 2.6 feet and 47 feet, respectively.

Cross-sectional profiles were obtained with the 

ultrasonic sounder at 14 sections on May 12 and 

13. The profiles were obtained at 100-foot intervals 

from section 243 to 255. A profile also was obtained 

at section 260. The cross-sectional areas (A) ranged 

from 238 to 350 square feet and averaged 300 sq ft 

on May 12, and they ranged from 264 to 368 sq ft 

and averaged 300 sq ft on May 13.

Water-surface elevations were determined four 

times each day over the 1,200-foot reach from section 

243 to 255. Elevations of the water surface were 

determined at 100-foot intervals along both banks. 

The individual determinations of slope of the water 

surface ranged from 0.00060 to 0.00069 on May 12 

and from 0.00063 to 0.00067 on May 13. The average 

slope for each day, as shown in table 1, was 0.00065.

Vertical velocity profiles were obtained at 5-foot 

intervals at sections 249 and 250 on May 12 and at 

section 250 on May 13.

The average concentrations of total sands, or material coarser than 0.062 mm, determined from 

samples collected at the weir were 920 mg/1 on May 

12 and 910 mg/1 on May 13. Concentrations of fine 

material (finer than 0.062 mm) averaged 2,430 mg/1 

on May 12 and 2,150 mg/1 on May 13. Samples obtained at the weir and at section 240 were collected 

at 1- to 2-hour intervals each day. Samples of 

bed material were collected at 15 cross sections on 

May 12 and at three cross sections on May 13.

JUNE 2-3, 1965

Daily-mean water discharge averaged about 900 

cfs from the time the observations were made on

May 12 and 13 until May 24, The large dune bed 

configurations present on May 12 and 13 remained 

during this period. Beginning May 24, the discharge 

in the channel was increased by about 100 cfs per 

day by opening the headgates. This was done to observe changes in bed form resulting from the increase in discharge. Large transverse bars were 

formed as a result. Culbertson and Scott (1970) 

described the development and movement of these 

transverse bars during the period May 24-29. The 

discharge was reduced from the high of about 1,450 

cfs on May 29 to about 1,200 cfs on June 2 (fig. 

9C), at which time the observations in this report 

were made. Daily-mean sediment concentrations decreased from an average of about 5,300 mg/1 on 

May 25 to an average of about 3,200 mg/1 for the 

period May 27 to June 4 (fig. 9C). The values given 

for water discharge in table 4 were determined from 

the stage-discharge relation for the stages at the 

weir for the times shown.

On June 2, data were obtained at section 250 in 

a dune reach. Figure 13 shows the longitudinal profile of the reach between sections 244 and 256. Crosssectional profiles of sections 245, 250, and 255 also 

are shown with mean depths and mean velocities 

indicated. Observations were made June 3 at section 

322 over one of the large transverse bars that had 

formed during the period May 24-30. Figure 14 

shows the longitudinal profile of the reach between 

sections 316 and 327. The bed was virtually flat for 

about 650 feet and varied little in depth across the 

channel.

Cross-sectional profiles were obtained with the 

ultrasonic sounder at 15 sections on June 2. The upstream profile was at section 240, and the next was 

at section 243. The remainder of the profiles were 

obtained at 100-foot intervals to section 255 and at 

section 260. The average width and average area

WIDTH, IN FEET 

10 20 30 40 50 60 70 80 90

WIDTH, IN FEET 

10 20 30 40 50 60 70 80

WIDTH, IN FEET 

10 20 30 40 50 60 70

t 6 -

255 256

SECTION NUMBER 

FIGURE 12. Longitudinal profile, channel near Bernardo, May 12, 1965.
J16 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

for the 15 cross sections are given in table 1. The 

widths ranged from 66 to 77 feet, and areas ranged 

from 209 to 365 sq ft for the 15 cross sections.

Slopes were determined from water-surface elevations obtained at 100-foot intervals twice on June 2 

from section 243 to 255 and twice on June 3 from 

section 320 to 325. Average slope through the dune 

reach (1,200 ft) was 0.00073, and average slope 

through the flat-bed reach (500 ft) was 0.00052.

Vertical-velocity-profile data collected at sections 

250 and 322 at 5-foot intervals are given in table 2.

The average sand concentrations at the weir were 

1,400 and 1,440 mg/1, respectively, for June 2 and 3. 

Fine-material concentration increased from an average of 1,430 mg/1 on June 2 to an average of 2,010 

mg/1 on June 3.

Samples of bed material were collected twice at

section 250 on June 2. The first set of samples was 

obtained at 1100 hours, apparently on or near the 

crest of the large dune form seen on the sounder 

chart (fig. 13) ; the d50 of the composite sample was 

0.20 mm. The second set of samples was obtained 4 

hours later, at 1500 hours. The crest of the dune had 

moved downstream 30 to 50 feet, so that the d50 

of 0.24 mm was representative of the material closer 

to the trough upstream of the dune. The composite 

of samples collected at section 322 on the back of 

the large transverse bar had a d50 of 0.18 mm.

NOVEMBER 29-30, 1965

Water discharge decreased from about 1,400 cfs 

on November 19 to 1,000 cfs on November 28 (fig. 

9D). The headgates were cleaned and opened farther 

on the morning of the 29th, and the discharge increased to about 1,250 cfs. It then remained fairly

WIDTH, IN FEET

20 40 60 80

WIDTH, IN FEET

20 40 60 80

244 245 246 249 250 

SECTION NUMBER

WIDTH, IN FEET 

20 40 60 80

- \Z)=3.21 ft F=4.82fps -\2

255 256

FIGURE 13. Longitudinal profile, channel near Bernardo, June 2, 1965.

0 20

WIDTH, IN FEET 

40 60 80 100

S3

~_\A=262 ft2 £>=2.91 ft F=492 fps/ -

Section 322

To floodway

316 317 318 319 320 321 322 

SECTION NUMBER

323 324 325 326 327

FIGURE 14. Longitudinal profile, channel near Bernardo, June 3, 1965.
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J17

steady during the period of these observations. Dailymean sediment concentration increased during the 

period November 19 to November 29 from about 

3,500 mg/1 to about 5,500 mg/1 (fig. 9Z>).

Water temperature varied from about 3°C to 6°C 

during the day for each observation.

Bed form prior to and during these observations 

was flat. The median diameter of bed material, 0.18 

mm, was consistent throughout the period. Figure 

15 shows a typical cross section for the observation 

reach.

Cross-sectional profiles were obtained with the 

ultrasonic sounder at 15 sections on November 29. 

The first profile was at section 240, and the second, 

at section 243; from section 243 to 255, the profiles 

were obtained at 100-foot intervals, and the last 

profile was at section 260. Water-surface widths 

ranged from 64 to 74 feet, and the areas, from 234 

to 269 sq ft. The average width and area for the 

reach are shown in table 1.

Water-surface elevations were obtained at 100- 

foot intervals from section 243 to 255 twice each 

day. The average slope from two determinations was 

0.00066 on November 29 and 0.00059 on November 30.

Vertical-velocity-profile data were obtained on 

November 30 at section 252 at 5-foot intervals and 

are given in table 2.

Point-integrated sediment samples were obtained 

by means of the modified DH-48 sampler with a ^4- 

inch nozzle at section 255 on both days. Particle-size 

analyses and concentrations in each size class are 

given in table 3. Total-sand concentrations of samples collected at the weir averaged 2,700 mg/1 on 

November 29 and 2,870 mg/1 on November 30. Finesediment concentrations averaged 1,790 mg/1 on 

November 29 and 1,530 mg/1 on November 30.

Bed-material samples were obtained at 5-foot intervals at section 245 on November 29 and 30. The 

sample from each vertical was analyzed separately 

in the laboratory; the median particle size ranged 

from 0.16 to 0.21 mm on November 29 and from 0.17 

to 0.19 mm on November 30. The averages of the 

10 analyses across the section for each day are given 

in table 5.

MAY 4, 1966

Water discharge was relatively steady from April 

28 through May 4, the day of observations. Dailymean sediment concentrations varied from 2,500 

to about 1,200 mg/1 during this period (fig. 9£"). 

Water temperature varied from 16°C to 21°C during 

the day of observations, May 4.

The 1,000-foot reach chosen for this set of observations, section 245 to 255, was classified as 

transition upstream of section 250 because the bed 

form was irregular dunes between sections 240 and 

250; it was classified as flat downstream of section 

250. Figure 16 shows the bed profile between sections 

240 and 260.

Cross-sectional profiles were obtained by means of 

a sounding rod at seven sections on May 4. Profiles 

were obtained once at sections 245 and 255 and twice 

at sections 246, 248, 250, 252, and 254. The average 

areas and widths of sections in the transition-bed 

reach (section 245 to 250) and the flat-bed reach 

(section 252 to 255) are given in table 1. Sketches 

of cross-sectional profiles obtained from 1300 to 

1440 hours are shown in figure 17.

Water-surface slope was determined from observations obtained at 100-foot intervals between sections 243 and 255, twice on May 4 and once on May 

5, and was consistent at 0.0011. This was the greatest 

slope observed for any of the observations presented 

in this report. However, inspection of the bed proz i

A =269 ft2 

Z>=3.64 ft 

F=4.64 fps

10 20 30 40 

WIDTH, IN FEET

50 60 70 80

FIGURE 15. Typical cross section for flat bed form, channel near Bernardo (section 245), November 30, 1965.
J18 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

file obtained with the ultrasonic sounder (fig. 16) 

indicates that the mean depth was decreasing from 

about section 242 to 252. The water-surface elevations were obtained in the reach where bed form 

was changing from rough to smooth. The watersurface slope would tend to be greater through this 

reach than in reaches upstream or downstream. 

That a relatively steep slope can exist in a reach 

where bed roughness is changing from rough to 

smooth is well illustrated in figure 11. The flow 

would be accelerating through the reach shown in 

figure 16 and, therefore, would be considered as unsteady.

Vertical velocity profiles and point-integrated sediment samples were collected at section 245 in the 

transition-bed reach and at section 255 in the flatbed reach.

Depth-integrated samples were collected at 30- 

minute intervals throughout the day at the weir 

(section 194). Total-sand concentration averaged 

2,300 mg/1, varying between 1,820 and 2,870 mg/1. 

Fine-material concentration averaged 905 mg/1 

during the period of observations. Measured suspended-sediment samples also were collected at section 

240 in the transition-bed reach and at section 260 

in the flat-bed reach. Average measured sand concentrations were 840 mg/1 at section 240 and 1,010 

mg/1 at section 260. Fine-material concentrations 

were 902 mg/1 at both sections.

Bed-material samples were collected at verticals 

at 10-foot intervals at each of five sections, and the 

samples from each section were composited for 

analysis in the laboratory. Median diameters of these 

samples are indicated in figure 16 for the sections 

sampled to illustrate the decrease in size of material 

as the bed form changes from transition to flat.

NOVEMBER 23, 1966

Water discharge varied widely prior to and during 

these observations. Daily-mean sediment concentrations remained relatively steady, however, through 

the period November 13-25 (fig. 9F). Water discharges, measured at five sections spaced at 500-foot 

intervals from section 240 to 260, are given in the 

tables of data. Water temperature was 8°C during 

the period of observations.

Bed form was flat for the period prior to and 

during these observations. Longitudinal profiles 

showed the bed was flat near the center of the channel, but that long, low-amplitude waves were present 

near both banks.

Cross-sectional profiles were obtained by means of 

a sounding rod at five sections on November 23. 

Depth soundings were made at 5-foot intervals at 

each section. The profiles were obtained at the same 

sections and at the same times as the point velocities.

Water-surface slope was determined from watersurface observations made at 100-foot intervals 

through the 1,200 foot reach, section 243 to 255. 

Slopes during these observations were 0.00062.

Vertical-velocity-profile data, measured suspendedsediment samples, and bed material samples were 

collected at five sections. Figure 18 shows sketches of 

the five cross sections, lines of equal velocity, and 

hydraulic data and serves to illustrate the typical 

flow conditions for the flat bed form in the channel 

near Bernardo.

The average measured suspended-sand concentration during the observations was 1,880 mg/1, and 

the average fine-sediment concentration was 2,520 

mg/1. The concentration of fine material increased 

during the observation period from 2,070 mg/1 to 

2,980 mg/1, whereas the concentration of sand remained constant. Median diameter of bed material 

was virtually the same at all sections.

FEBRUARY 2, 1967

Water discharge and daily-mean sediment concentration were relatively steady for the period 

January 23 to February 4 (fig. 9G). Water temperature varied from 6°C to 8°C during the day of the 

observations.

Bed form was flat prior to and during the period 

of observations.

LU 0

8

U.

g 2

CO

BJ,_ 4

< m

5 LU > u.

3~5z 6

LU p

CO o

I

S 10

To floodway d 50 = 0.33 mm d Rn =0.27 mm

=0.21 mm

I d 50 =0.20 mm d50 =0.21 mm 

-\ J I

240 245 250 

SECTION NUMBER

255 260

FIGURE 16. Longitudinal profile, channel near Bernardo, May 4, 1966.
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J19

A = 290ft2 

D=3.86 ft 

F=4.41 fps

Section 245

A =345 ft2 

D=4.93 ft 

F=3.71 fps

Section 246

Section 248

Section 250

Section 252

A =231 ft2 

D=3.72 ft 

F=5.54 fps

Section 254

A = 244 ft2 

D=3.54 ft 

F=5.25 fps

Section 255

I I___i i

0 10 20 30 40 50 60 70 80 

WIDTH, IN FEET

FIGURE 17. Cross sections, channel near Bernardo, May 4, 1966.

Cross-sectional profiles were determined by means 

of a sounding rod at five sections spaced at 500-foot 

intervals from section 240 to 260. Soundings were 

obtained at 5-foot intervals except near the banks, 

where a smaller interval was used. The profiles 

were typical of those for flat bed form. Depths, 

which were uniform across most of the channel, 

were greater near the banks.

Water-surface elevations were obtained at 100-foot 

intervals through the 1,200-foot reach from section 

243 to 255 once on February 2. The water-surface 

slope determined from water-surface elevations was 

0.00052.

Vertical velocity profiles, suspended-sediment 

samples, and bed-material samples were collected at 

five sections in the 2,000-foot reach from section 

240 to 260. Samples at each cross section were composited in the laboratory. Bed-material samples were 

obtained at 10-foot intervals, and the samples for 

each section were composited in the field. No totalsediment samples were collected at the weir during 

these observations. The average measured suspendedsand concentration for the five cross sections was 

1,100 mg/1, and the average fine-material concentration was 833 mg/1. Median diameter of the bedmaterial samples was virtually identical at all five 

sections, dr>o=0.19 mm.

FEBRUARY 14-15, 1967

These observations were obtained in conjunction 

with a special study on lateral dispersion. A 6,000- 

foot reach from section 220 to 280 was used, which 

was much longer than the reaches used for any of 

the other observations.

Water discharge prior to and during these observations was relatively steady. Daily-mean sediment 

concentration decreased from about 4,000 mg/1 on 

February 4 to about 2,800 mg/1 on February 14 (fig. 

9/0. Water temperature varied between 6°C and 

9°C during the 2 days.

Bed form had alternated between transition and 

flat prior to this set of observations. During the 

observation period, the bed remained flat over the 

center part of the channel. Long, low-amplitude sand 

waves were near both banks. The bed form was 

classified as flat for these observations.

Cross-sectional profiles were obtained with a 

sounding rod at nine cross sections on February 14 

and at 10 cross sections on February 15. Depth 

soundings were taken at 5-foot intervals at each 

section. The cross-sectional profiles were typical of 

those for flat bed forms except that the depths near 

the banks at some sections were relatively large 

(fig. 19).
J20 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

A = 242 ft2 

D=3.61 ft 

V=5.25 fps

A = 262 ft" 

D=3A5 ft 

F=5.08 fps

Z 0

Section 250 A = 269 ft2 

£=3.75 ft 

V= 5.48 fps

= 265 ft2 

D=3.84 ft 

F=5.66 fps

= 284 ft 2 

Z)=4.18ft 

V=5.53 fps

0 10 20 30 40 50 60 70

WIDTH, IN FEET 

EXPLANATION

 6.0 

Line of equal velocity, in feet per second

FIGURE 18. Cross sections, showing lines of equal velocity and hydraulic data, channel near Bernardo, November 23, 1966.

Water-surface elevations were obtained at 1,000- 

foot intervals from section 220 to 240 and from section 260 to 280, and at 500-foot intervals from

section 240 to 260, on both days. The maximum 

deviation of any individual elevation from the mean 

line used to determine slope was 0.08 foot. Vertical-
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J21

FEBRUARY 14, 1967

"' 2

ce

r

3 o

Id 

CQ 1

t 2

Si 3 

Q 

4

D=2.36 ft 

F=4.17 fps

Section 220

Section 230

£>=2.24 ft 

F=4.17 fps

Section 235

Z)=2.36ft 

F=4.03 fps

Section 240

Z>=2.34 ft 

F=4.01 fps

Section 250

D=2.37 ft 

F=3.96 fps

Section 260

D=2.38 ft 

F=4.20 fps

Section 270

£>=2.40ft 

F=3.91 fps

Section 280

FEBRUARY 15, 1967

I 1 I T

Section 250

D=2.31 ft 

V=4.06 fps

Section 260

£>=2.54 ft 

V= 3.94 fps

Section 270

Z)=2.45 ft 

V=3.34 fps

Section 280

10 20 30 40 50 

WIDTH, IN FEET

60 70 80 10 20 30 40 50 

WIDTH,IN FEET

FIGURE 19. Cross sections, channel near Bernardo, February 14-15, 1967.

60 70 80
J22 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

velocity-profile data were collected at nine sections 

on February 14 and at 10 sections on February 15. 

The vertical velocity profiles were obtained at verticals spaced at 5-foot intervals.

No total-sediment samples were collected at the 

weir during these observations. Suspended-sediment 

samples were obtained at two sections on February 

14 and at four sections on February 15. Suspendedsand concentration averaged 880 mg/1 on both days. 

Fine-material concentrations were 760 mg/1 on 

February 14 and 840 mg/1 on February 15.

Bed-material samples were collected at seven 

sections on February 14 and at four sections on 

February 15. The samples at each section were taken 

at 10-foot intervals and composited in the field.

FEBRUARY 1, 1968

Water discharge increased rather uniformly during the period January 22 to February 1, from about 

620 cfs to an average of 750 cfs during the observations on February 1. Daily-mean sediment concentration increased from 2,400 to 3,800 mg/1 during 

this period (fig. 9J). Water temperature varied from 

5°C to 8°C during the period of observations.

Five sections upstream from the weir were used 

for these observations. The bed form was flat at all 

sections. Sections 99, 100, and 101 were in a relatively narrow reach, and sections 159 and 160 

were in a wide reach.

Cross-sectional profiles were obtained with a wading rod at the five cross sections. Depths were sounded at 5-foot intervals except near the banks, where 

a smaller interval was used.

Water-surface elevations were obtained at 50-foot 

intervals from section 97 to 103 and from section 

157 to 163. The water-surface slopes in these 600- 

foot reaches were 0.00041 and 0.00045, respectively. 

These were the least slopes for any of the observations listed in this report.

Vertical-velocity-profile data, measured suspendedsediment samples, and bed-material samples were 

collected at all sections. The suspended-sand concentration averaged about 1,000 mg/1 for all sections. Fine-material concentration averaged 1,250 

mg/1 for all sections. No total-sediment samples were 

collected at the weir during these observations. 

Samples of bed material were obtained at 10-foot 

intervals in each cross section. The samples at each 

cross section were composited in the field. Median 

diameter of composite bed-material samples averaged about 0.20 mm at all sections.

MAY 21, 1968

Water discharge fluctuated rather widely prior to 

these observations. The discharge dropped from a 

high of 1,910 cfs on May 12 to about 900 cfs on May

17, where it remained relatively steady through the 

period of observations on May 21. Daily-mean sediment concentration also fluctuated during the period 

prior to the observations (fig. 9K). The water discharge shown in the tables of basic data is the 

average of seven measurements made between 1235 

and 1520 hours on May 21. Water temperature 

ranged between 18°C and 21 °C during the period of 

observations on May 21.

Bed form was dunes prior to and during the 

period of observation. Profiles were obtained with 

the ultrasonic sounder from section 220 to 235. 

The average height and length of dunes, as determined from measurements of 45 dunes on the profile 

at the center line of the channel, were 2.7 and 30 

feet, respectively.

Cross-sectional profiles were obtained with a 

sounding rod at five cross sections spaced at 200- 

foot intervals from section 225 to 233. Depths were 

sounded at 2.5-foot intervals in each cross section. 

The cross-sectional profiles are shown in figure 20.

Water-surface elevations were obtained at 500- 

foot intervals from section 240 to 260. The watersurface slope through the 2,000-foot reach was 

0.00063. Relatively few water-surface elevations 

were obtained for this set of observations. However, 

all the elevations were within 0.1 foot of the mean 

line; therefore, the water-surface slope is probably 

within an acceptable limit of error.

Vertical velocity profiles were obtained at 5-foot 

intervals at each of the cross sections. Velocities 

at five points are shown in table 2 for most of the 

verticals; however, the meter nearest the bed failed 

to function properly at a few verticals located just 

downstream of the crest of a dune, and at those 

verticals only four-point velocities are shown.

Suspended-sediment samples were obtained at 

each of the five cross sections, and total-sediment 

samples were collected at the weir (section 194).

Bed-material samples were obtained at 10-foot 

intervals at each of the five cross sections in the 

study reach. The samples at each cross section were 

composited in the field. The median diameter of the 

composite samples for the individual cross sections 

varied from 0.22 to 0.32 mm and averaged 0.27 mm 

for the reach.

MAY 29, 1968

Water discharge prior to the day of observations, 

May 29, ranged between 760 and 1,190 cfs; however, 

discharge was steady during the observations made 

on May 29. Daily-mean sediment concentratfoTf?1 

varied from 2,800 mg/1 to a high of about 4,900 mg/1. 

Concentrations during the period of observation 

were relatively steady (fig. 9L). The water dis-
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J23

0

UJ

o

i 2

o r

2 -

4 -

6 LSection 227

Section 229

Section 231

0 10 20 30 40 50 60 70 80 

WIDTH, IN FEET

FIGURE 20. Cross sections, channel near Bernardo, 

May 21, 1968.

charge shown in the tables of data is the average 

of five measurements made during the observation 

period. The measurements for this set of observations were taken at the same cross sections that 

were used for the measurements obtained on May 

21, 1968. Water temperature was 21 °C to 22°C 

during the day on May 29.

Bed form was dunes prior to and during the 

period of observations. Longitudinal profiles were 

obtained with the ultrasonic sounder from section 

220 to 235. The average height and length of the 

dunes, as determined from measurements of about 

30 dunes on the sounder profile, were 4.2 and 44 

feet, respectively.

Cross-sectional profiles were obtained with a 

sounding rod at five cross sections spaced at 200- 

foot intervals. Depths were sounded at 2.5-foot 

intervals. The cross-sectional profiles are shown in 

figure 21.

Water-surface elevations were obtained at 30-foot 

intervals from section 225 to 235. The mean watersurface slope through the 1,000-foot reach was 

0.00056.

Vertical-velocity-profile data, measured suspended-sediment samples, and bed-material samples were 

collected at all five sections. No total-sediment 

samples were collected at the weir during these 

observations.

The median diameter of the composite samples 

of bed material varied from 0.23 to 0.26 mm for 

the individual cross sections, and the average for 

the reach was 0.24 mm.

JUNE 11, 1969

Water discharge generally increased for several 

days prior to these observations (fig. 9M). On June

10. the discharge peaked at 1,720 cfs, and on June

11. another peak at 1,600 cfs occurred at 0800 hours. 

The discharge was decreasing as the measurements 

on this date were obtained. A single discharge 

measurement was made on June 11, and the discharges reported in the tables of basic data are 

based on the stage-discharge relationship and the 

stages at the weir at the times shown.

Temperatures ranged from 18°C to 19°C during 

the period of observations.

Bed form was dunes prior to and during these 

observations.

Cross-sectional profiles were obtained with a 

sounding rod. Depths were sounded at 2.5-foot 

intervals at each section. Profiles of each cross 

section are shown in figure 22.

Water-surface elevations were obtained at 100- 

foot intervals from section 243 to 257. The watersurface slope for the 1,400-foot reach was 0.00069.
J24 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

uj 6 

u_

z

fu. 

ce 

D 

§

s!4

m

i 

Q- 6

UJ

Q

6 u

A=336 ft2 

D=5.01 ft 

F=3.00 1ps

Section 225

Section 227

Section 229

A =303 ft2 

Z>=4.27 ft 

F=3.34 fps

Section 231

Section 233

10 20 30 40 50 60 70 

WIDTH,IN FEET

80 90

FIGURE 21. Cross sections, channel near Bernardo, May 

29, 1968.

Section 245

A=371 ft 2 

D=5.08 ft 

F=3.69 fps

10 20 30 40 50 60 

WIDTH,IN FEET

70 80 90

FIGURE 22. Cross sections, channel near Bernardo, June

11, 1969.

Vertical velocity profiles were obtained at 5-foot 

intervals at three cross sections spaced at 500-foot 

intervals. At some verticals, the bottom meter failed 

to operate because the vertical was located immediately downstream of a dune crest.

Suspended-sediment samples were obtained at 

three cross sections, and total-sediment samples at 

the weir were obtained twice during the observation period.

Bed-material samples were obtained at three cross 

sections at verticals spaced 10 feet apart. The samples at each cross section were composited in the 

field for analysis in the laboratory.
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J25

DECEMBER 21-22, 1965

The water discharge at the San Marcial gaging 

station remained relatively constant near 1,900 cfs 

from December 11 to 15. The discharge increased to 

1,950 cfs on December 18 and then decreased to 

1,860 cfs on December 21, when the data in the San 

Marcial reach were obtained. The discharge was 

about 1,750 cfs on December 22, when the data in 

the Nogal Canyon reach were obtained. The discharges for the San Marcial and Nogal Canyon 

reaches reported in the tables of basic data are the 

daily-mean discharges at San Marcial.

The bed form was flat in both reaches during the 

observations. Standing waves were present near the 

center of the channel in both reaches but were most 

pronounced in the Nogal Canyon reach. The standing waves tended to build up with some regularity 

and to dissipate before reaching the anti-dune stage 

in both reaches.

Cross-sectional areas were computed on the basis 

of depth soundings obtained in conjunction with 

point velocities. The depths were uniform across 

the channel at all sections.

Water-surface elevations were obtained at approximately 500-foot intervals one time only in each 

of the reaches. At San Marcial, the elevations were 

obtained in the 2,900-foot reach from section 

2261+00 to 2232+00; at Nogal Canyon, in the 2,800- 

foot reach from section 1323+00 to 1295+00.

Point velocities in the vertical were obtained at 

verticals spaced at 10-foot intervals except at section 

1300+00 in the Nogal Canyon reach, where a 20- 

foot spacing of verticals was used. The presence of large standing waves at section 1300+00

created somewhat difficult and hazardous working 

conditions.

Point-integrated samples were obtained with a 

modified DH-48 sampler at five points in three 

verticals at each section. In the San Marcial reach, 

the verticals were spaced at 10-foot intervals. No 

point-integrated samples were obtained at section 

1300+00 because of the standing waves.

Suspended-sediment samples were obtained by the 

equal-transit-rate method at verticals spaced at 

10-foot intervals with a DH-48 sampler at sections 

in both reaches. Because of standing waves at section 1300+00 in the Nogal Canyon reach, the suspended-sediment samples were obtained at section 

1306+00.

Bed-material samples were obtained at verticals 

spaced at 10-foot intervals. The samples at each 

cross section were composited in the field for analysis in the laboratory.

In addition to the data obtained in the reaches 

at San Marcial and Nogal Canyon, bed-material 

samples were obtained at approximately 5,000-foot 

intervals from section 4400+00, just below San 

Acacia diversion dam, to section 1200+00, just 

above Elephant Butte Reservoir, a distance of more 

than 60 miles. The size distributions of these samples 

are not given in the tables of basic data; however, 

the median diameters ranged from 0.17 to 0.20 mm 

at 33 of the 64 sections. At two sections, the median 

diameter was 0.16 mm, and at the remainder of the 

sections, the median diameters were fairly evenly 

distributed in the range of 0.21 to 0.29 mm. There 

was no indication that the bed material became 

finer in the downstream direction.
J26 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69 

APPENDIX 2. BASIC DATA

TABLE 1. Summary of available data

Sampling

Water

Discharge 

0.

(ft 3 per

second)

Cross

Section 

Area

A

(ft 2 )

Water

Surface 

Width

B

(ft)

Water

Surface 

Slope

S

(xlO1*)

Bed

Form

Data Available I

Point

velocities

Point

Sediment

Analyses

SuspendedSediment

Analyses

Bed

Material

Analyses

pRemarks

1965

Feb.

Feb.

3-' 194

Reach

236

252

255

Reach

k-1 194

238

240

255

May 12 -1 194

Reach

240

249

250

May 13 -l 194

June

June

Nov.

Nov.

1966

May

Nov.

1967

Feb.

Feb.

Feb.

Reach

240

250

260

2- 194

Reach

250

3 - 194

322

29 .?/ 194

Reach

245

255

30-/ 194

245

252

4 I/ 194

Reach

240

245

250

Reach

255

260

23 240

245

250

255

260

2 -1 240

245

250

255

260

14-/ 220

225

230

235

240

250

260

270

280

15^ 220

225

230

235

240

560

560

560

560

560

560

575

575

575

575

910

910

910

910

910

890

390

890

890

890

1,190

1,190

1,190

1,290

1,290

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,270

1,330

1,480

1,500

1,570

650

650

650

650

650

630

630

630

630

630

630

630

630

630

630

630

630

630

630

212

212

143

159

149

_

_

300

298

338

_

300

368

270

267

217

262

_

251

266

254

_

269

242

289

290

235

233

244

242

262

270

265

284

157

172

152

155

160

151

159

155

151

156

157

159

150

161

156

161

167

169

155

69

70

64

67

66

_

70

68

67

_

71

_

70

75

_

71

75

66

71

74

90

_

68

74

67

_

74

65

73

75

70

66

69

~

67

74

72

69

68

66

72

67

66

66

64

64

67

68

66

67

67

63

67

64

64

66

68

66

5.3

5.3

5.3

5.3

5.3

_

5.3

5.3

5.3

_

6.5

6.5

6.5

6.5

_

6.5

6.5

6.5

6.5

7.3

7.3

5.2

_

6.6

6.6

6.6

_

5.9

5.9

11.1

11.1

11.1

11.1

11.1

11.1

11.1

6.2

6.2

6.2

6.2

6.2

5.2

5.2

5.2

5.2

5.2

5.4

5.4

5.4

5.4

5.4

5.4

5.4

5.4

5.4

5.6

5.6

5.6

5.6

5.6

Dune.

Do.

Flat.

Do.

Do.

__

Dune.

Do.

Flat.

_

Dune.

Do.

Do.

Do.

__

Dune.

Do.

Do.

Do.

_

Transition.

Bo,

Flat-

__

Flat.

Do.

Do.

_^

Flat.

Do.

_-

""ransition.

Do,

Co.

Do.

Flat.

Do,

Do.

Flat.

Do.

Do.

Do.

Do.

Flat.

Do.

Do.

Do.

Do.

Flct

Do. '

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Flat.

Do.

Do.

Do.

Do.

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

Rio Grande conveyance channel near Bernardo, N. Mex.

X 

X 

X

X 

X 

X 

X 

X

X

X«

X

X

X

X 

X

X

X 

X 

X 

X

X 

X

3 cross sections in dune-bed reach.

3 cross sections in flat-bed reach.

14 cross sections, bed material 

at 15 cross sections.

14 cross sections.

15 cross sections.

15 cross sections.

4 cross sections.

3 cross sections.
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J27

TABLE 1. Summary of available data Continued

Date

Sampling

Section

Water

Discharge

Q

(ft 3 per

second)

Cross

Section

Area

A

(ft 2 )

Water

Surface

Width

B

Cft)

Water

Slope

S

(xlO")

Bed

Form

Data Available

Point

velocities

Point

Sediment

Analyses

j j

SuspendedSediment

Analyses

Bed

Material

Analyses

Remarks

1967 Continued

Feb. 15 y 245

 Con. 250

260

270

280

1968

Feb. 1 99

100

101

159

160

May 21- 194 

225 

227 

229 

231 

233

May 29

1969 

June 11

225

227

229

231

233

245

250

255

1965

Dec. 21 2249+93 

2243+62

Dec. 22 1318+00 

1300+00

630

630

630

630

630

750

750

750

750

750

860

860

860

860

860

860

1,010

1,010

1,010

1,010

1,010

1,480

1,390

1,370

1,860

1,860

1,750

1,750

168

157

155

160

164

175

163

174

197

186

281

289

277

285

299

336

349

280

303

328

425

373

371

305

308

352

337

74

67

67

63

67

62

57

66

87

85

80

110

5.6 

5.6 

5.6 

5.6 

5.6

4.1 

4.1 

4.1 

4.5 

4.5

6.3 

6.3 

6.3 

6.3 

6.3

5.6 

5.6 

5.6 

5.6 

5.6

Do. 

Do. 

Do. 

Do. 

Do.

Flat. 

Do. 

Do. 

Do. 

Do.

Dune. 

Do. 

Do. 

Do. 

Do.

Dune. 

Do. 

Do. 

Do. 

Do.

79 6.9 Dune,

77 6.9 Do.

73 6.9 Do.

5.9 

5.9

Flat. 

Do.

Rio Grande conveyance channel near San Marcial, N. Mex.

Rio Grande conveyance channel near Nogal Canyon, N. Mex,

5.5 

5.5

Flat. 

Do.

-/The suspended sediment measured at the weir (station 194) represents total sediment moving through that cross-section.

 Water discharge measured at the cableway, station 184.

TABLE 2. Measured velocity at indicated heights above riverbed

[Velocity, V, in feet per second. Height above riverbed, y, in feet]

Rio Grande conveyance channel naar Bernardo, N. Mex. 

February 3, 1965, Section 252, Right bank station 4, Left bank station 68

Sta. 10

D=2.7 ft.

y v

2.? 3.10

1.7 3.20

1.2 3.01

.7 2.77

.2 1.84

Sta,

D=2,

y

2.2

1.7

1.2

.7

.2

. 15

.5 ft.

V

4.24

4.14

3.94

3.82

3.18

Sta. 20

D=2.4 ft.

y v

2.2 4.91

1.7 4.76

1.2 4.62

.7 4.40

.2 3.39

Sta. 25

D=2.6 ft.

y v

2.2 4.99

1.7 4.81

1.2 4.60

.7 4.37

.2 3.36

Sta. 30

D=2.5 ft.

y v

2.2 5.15

1.7 4.96

1.2 4.80

.7 4.54

.2 3.36

Sta. 35

D=2.4 ft.

y v

2.2 4.94

1.7 4.81

1.2 4.59

.7 4.34

.2 3.32

Sta.

D=2.

y

2.2

1.7

1.2

.7

.2

. 40

,3 ft.

v

4.78

4.72

4.57

4.37

3.45

Sta. 45

D=2.4 ft.

y v

2.2 4.78

1.7 4.77

1.2 4.62

.7 4.44

.2 3.50

Sta. 50

D=2.4 ft.

y v

2.2 4.37

1.7 4.30

1.2 4.12

.7 3.92

.2 3.19

Sta. 57

D=3.1 ft.

y v

2.2 2.99

1.7 2.77

1.2 2.42

.7 2.16

.2 1.58

February 4, 1965, Section 240, Right bank station 4, Left bank station 72

Sta. 10

D=3.2 ft.

y v

2.9 2.58

2.3 2.64

1.7 2.70

1.0 2.68

.5 2.40

Sta. 15

D=3.6 ft.

y v

3.2 3.25

2.5 3.16

1.7 3.07

1.0 2.91

.5 2.36

Sta. 20

D=3.2 ft.

y v

2.9 3.25

2.3 3.31

1.7 3.18

1.0 2.86

.5 2.76

Sta. 25

D=3.3 ft.

y v

2.9 3.45

2.3 3.33

1.7 3.29

1.0 3.19

.5 3.10

Sta. 30

D=3.1 ft.

y v

2.8 2.65

2.3 2.64

1.7 2.56

1.0 2.46

.5 2.30

Sta. 35

D=3.6 ft.

y v

3.2 2.67

2.5 2.64

1.7 2.65

1.0 2.64

.5 2.43

Sta. 40

D=3.2 ft.

y v

2.9 3.19

2.3 3.17

1.7 3.20

1.0 3.22

.5 1.70

Sta. 45

D=2.7 ft.

y v

2.4 3.30

2.0 3.42

1.5 3.49

1.0 3.62

.5 3.45

Sta. 50

D=2.7 ft.

y v

2.4 2.85

2.0 2.79

1.5 2.64

1.0 2.64

.5 2.54

Sta. 55

D=3.9 ft.

y v

3.4 3.07

2.5 2.86

1.7 2.82

1.0 2.84

.5 2.56

Sta. 60

D-4.5 ft.

y v

4.0 2.80

2.9 2.73

1.7 2.71

1.0 2.62

.5 1.41

Sta. 65

D=3.0 ft.

y v

2.6 2.60

2.0 2.33

1.5 2.18

1.0 2.02

.5 2.08
J28 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

TABLE 2. Measured velocity at indicated heights above riverbed Continued

May 12, 1965, Section 249, Right bank station 8, Left bank station 82

Sta. 14

D=4.1 ft.

y V

3.3 2.65

2.4 2.92

1.5 2.94

.8 2.74

.3 2.21

Sta. 70

D=3.7 ft.

y v

3.4 3.08

2.4 3.39

1.5 3.44

.8 2.94

.3 1.90

Sta. 17

D=3.8 ft.

y V

4.0

2.4 3.84

1.5 3.77

.8 3.59

.3 3.35

Sta. 15

D=5.7 ft.

y v

4.0 3.50

2.4 3.59

1.5 3.55

.8 3.32

.3 3.00

Sta. 20

D=4.2 ft.

y v

3.7 3.43

2.5 3.48

1.5 3.39

.7 2.74

.3 2.37

Sta. 25

D=3.3 ft.

y v

2.5 2.60

1.7 2.07

1.2 2.19

.6 2.51

.2 2.45

Sta, 85

D=2.6 ft.

y v

2.2 5.34

1.7 5.42

1.2 5.31

.6 4.65

.2 3.95

Sta. 20

D=4-2 ft.

y v

3.5 5.85

2.7 5.72

1.9 4.85

1.0 4.83

.5 4.54

Sta. 17

D=3.9 ft.

y v

3.3 3.37

2.4 3.46

1.5 3.19

.8 3.17

.3 2.94

Sta. 73

D=3.7 ft.

7 V

3.4 2.69

2.4 3.08

1.5 2.98

.8 2.69

.3 2.30

Sta. 24

D=5.6 ft.

y V

4.0 3.79

2.4 3.62

1.5 3.34

.8 2.56

.3 2.28

Sta. 20

D=6.5 ft.

y v

4.0 3.89

2.4 3.79

1.5 3.68

.8 1.01

.3

Sta. 25

D=4.3 ft.

y v

3.7 3.77

2.5 3.73

1.5 3.68

.7 3.28

.3 3.03

Sta. 30

D=3.0 ft.

y v

2.5 4.47

1.7

1.2 4.29

.6 3.62

.2 3.34

Sta. 90

D=2.6 ft.

y v

2.2 5.74

1.7 5.58

1.2 5.27

.6 4.45

.2 3.91

Sta. 25

D=4.4 ft.

y v

3.5 6.80

2.7 6.50

1.9 6.03

1.0 5.24

.5 4.78

Sta. 20

D=3.8 ft.

y V

3.3 3.73

2.4 3.70

1.5 3.66

.8 3.41

.3 3.30

Sta. 76

D=3.8 ft.

y v

3.4

2.4 1.89

1.5 1.62

.8 1.16

.3 .90

May

Sta. 30

D=6.5 ft.

y v

4.0 3.50

2.4 2.19

1.5 1.21

.8 .98

.3 .79

Sta. 25

D=5.8 ft.

y v

4.0 4.31

2.4 4.38

1.5 4.15

.8 3.86

.3 2.39

Sta. 30

D=6.6 ft.

y v

3.7 3.70

2.5 3.41

1.5 1.65

.7 .73

.3

Sta. 35

D=3.2 ft.

y v

2.5 5.80

1.7 5.67

1.2 5.38

.6 4.60

.2 4.09

Sta. 95

D=2.6 ft.

y v

2.2 5.49

1.7 5.47

1.2 5.16

.6 4.43

.2 3.77

Sta. 30

D=4.4 ft.

y v

3.5 7.25

2.7 7.07

1.9 6.55

1.0 5.61

.5 5.24

Sta. 25

D=3.7 ft.

y v

3.3 3.80

2.4 3.79

1.5 3.28

.8 3.50

.3 3.28

Sta. 30

D=3.9 ft.

y v

3.3 3.80

2.4 3.84

1.5 3.53

.8 3.52

.3 2.94

Sta.

D=4.

y

3.3

2.4

1.5

.8

.3

35 Sta.

4 ft. D=3.

V y

3.62 3.3

3.59 2.4

3.35 1.5

3.39 .8

3.12 .3

12, 1965, Section 250, Right bank station

Sta. 36

D=6.5 ft.

y v

4.0 3.30

2.4 1.98

1.5 1.23

.8 .88

.3 .77

May

Sta. 30

D=4.3 ft.

y v

4.0 4.07

2.4 3.97

1.5 3.62

.8 3.41

.3 3.07

June

Sta. 35

D=6.5 ft.

y v

3.7 4.47

2.5 4.24

1.5 2.85

.7 1.50

.3 1.25

June 3

Sta. 40

D=3.2 ft.

y v

2.5 6.39

1.7 6.00

1.2 5.63

.6 4.79

.2 4.11

Sta. 100

D=2.8 ft.

y V

2.5 4.88

1.9 4.94

1.2 4.38

.6 3.73

.2 3.23

November

Sta. 35

D=4.5 ft.

y V

3.5 7.50

2.7 7.20

1.9 6.64

1.0 5.60

.5 5.07

Sta. 42

D=6.1 ft.

y v

4.0 3.52

2.4 3.28

1.5 2.10

.8 1.25

.3 1.05

Sta.

D=5.

y

4.0

2.4

1.5

.8

.3

13, 1965, Section

Sta. 35

D=4.5 ft.

y v

4.0 3.62

2.4 3.30

1.5 3.07

.8 2.90

.3 2.80

Sta,

D=4,

y

4.0

2.4

1.5

.8

.3

47 Sta.

4 ft. D=6.

V y

3.55 4.0

2.54 2.4

1.64 1.5

1.90 .8

1.46 .3

40 Sta. 45 Sta.

0 ft. D=4.0 ft. D=4.

V y

3.91 3.3

3.97 2.4

3.46 1.5

3.75 .8

3.53 .3

6, Left bank

49 Sta.

V y

4.20 3.3

4.22 2.4

4.42 1.5

4.13 .8

3.62 .3

station 77

54 Sta.

2 ft. D=6.2 ft. D=5.

V y

3.30 4.0

1.87 2.4

1.48 1.5

2.34 .8

2.10 .3

250, Right bank station

. 40 Sta.

.8 ft. D=4.

v y

3.52 4.0

3.30 2.4

3.17 1.5

2.96 .8

2.71 .3

, 45 Sta.

,7 ft. D=4.

V y

3.16 4.0

2.96 2.4

2.85 1.5

2.83 .8

2.78 .3

v y

3.44 4.0

3.41 2.4

3.28 1.5

3.10 .8

2.39 .3

50 Sta.

5 ft. D=3.

V y

3.84 3.3

3.77 2.4

3.59 1.5

3.17 .8

2.12 .3

60 Sta.

4 ft. D=5.

V y

3.48 3.6

3.57 2.4

3.61 1.5

3.46 .8

2.72 .3

55

6 ft.

V

3.62

3.68

3.62

3.43

3.10

66

3 ft.

V

3.59

3.62

3.19

2.74

1.99

Sta. 60 Sta. 65

D=3.9 ft. D=4.5 ft.

y V y V

3.6 3.55 3.6 3.62

2.4 3.52 2.4 3.52

1.5 3.25 1.5 2.98

.8 3.23 .8 2.58

.3 2.87 .3 2.53

7, Left bank station 80

50 Sta

5 ft. D=4

V y

3.61 3.7

3.61 2.4

3.52 1.5

3.34 .8

3.28 .3

. 55 Sta.

.0 ft. D=4.

V y

3.79 3.7

3.77 2.4

3.59 1.5

3.39 .8

3.30 .3

, 60

,3 ft.

V

3.91

3.68

3.43

3.26

3.16

Sta. 65 Sta. 70

D=5.2 ft. D=2.9 ft.

y V y V

4.0 3.16 4.0

2.4 3.05 2.4 2.16

1.5 2.92 1.5 2.16

.8 2.45 .8 1.25

.3 1.83 .3 1.23

2, 1965, Section 250, Right bank station 14, Left bank station 88

Sta. 40

D=6.8 ft.

y v

3.7 4.58

2.5 3.77

1.5 2.47

.7 1.43

.3 -

Sta

D=6

y

3.7

2.5

1.5

.7

.3

. 45 Sta,

.0 ft. D=5

V y

4.67 3.7

4.15 2.5

2.74 1.5

1.32 .7

.3

, 50 Sta.

.0 ft. D=4.

V y

4.67 3.7

4.69 2.5

4.69 1.5

3.46 .7

2.08 .3

, 1965, Section 322, Right bank station 20

Sta. 45

D=3.3 ft.

y v

2.5 5.83

1.7 5.63

1.2 5.20

.6 4.47

.2 3.79

Sta. 105

D=3.2 ft.

y v

2.5 3.01

1.9 3.32

1.2 3.26

.6 2.74

.2 2.12

Sta,

D=3,

y

2.5

1.7

1.2

.6

.2

30, 1965, Station

Sta. 40

D=4.4 ft.

y V

3.5 7.00

2.7 6.78

1.9 6.26

1.0 5.31

.5 4.60

Sta

D=4

y

3.5

2.7

1.9

1.0

.5

. 50 Sta,

.2 ft. D=3,

v y

5.92 2.5

5.72 1.7

5.38 1.2

4.56 .6

3.80 .2

252, Right

. 45 Sta

.3 ft. D=3

V y

6.46 3.5

6.28 2.7

5.87 1.9

4.88 1.0

4.33 .5

. 55 Sta.

.3 ft. D=3.

V y

5.82 2.2

5.68 1.7

1.2

4.56 .6

3.59 .2

bank station

. 50 Sta.

.9 ft. D=4.

V y

5.52 3.5

5.33 2.7

4.97 1.9

4.56 1.0

4.33 .5

55 bta

4 ft. D=4

V y

4.90 3.7

4.92 2.5

5.01 1.5

4.52 .7

3.26 .3

, Left bank

60 Sta

4 ft. D=3

v y

5.83 2.2

5.61 1.7

5.25 1.2

4.42 .6

3.37 .2

. 60 Sta.

.0 ft. D=4.

V y

4.99 3.7

2.5

5.13 1.5

4.47 .7

3.39 .3

station 110

. 65 Sta.

.6 ft. D=3.

V y

5.45 2.2

5.24 1.7

4.81 1.2

2.74 .6

.2

. 65

.2 ft.

V

4.92

-

4.99

4.27

3.39

. 70

.2 ft.

V

5.88

5.68

5.34

4.31

-

Sta. 70 Sta. 75

D=4.0 ft. D=4.3 ft.

y V y V

3.7 3.97 3.7 3.84

2.5 - 2.5

1.5 4.42 1.5 3.17

.7 3.79 .7 2.14

.3 3.43 .3 1.68

Sta. 75 Sta. 80

D=3.0 ft. D=2.7 ft.

y V y V

2.2 5.74 2.2 6.28

1.7 5.58 1.7 6.01

1.2 5.24 1.2 5.80

.6 4.54 .6 4.94

.2 3.77 .2 4.09

4, Left bank station 69

, 55

0 ft.

V

4.65

4.42

3.88

3.61

3.43
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J29 

TABLE 2. Measured velocity at indicated heights above riverbed Continued

May 4, 1966, Section 245, Right bank station 3, Left bank station 78

Sta. 12

D=4.1 ft.

y v

3.5 4.72

2.7 4.79

1.8 4.52

1.1 4.27

.6 4.04

Sta. 70

D=4.2 ft.

y v

3.7 3.82

2.7 3.80

1.8 3.35

1.1 3.07

.6 2.85

Sta. 15

D=3.7 ft.

y v

3.2 4.51

2.3 5.22

1.5 5.13

.7 4.29

.3 3.91

Sta. 5

D=3.7 ft.

y v

3.2 3.52

2.0 3.86

1.4 3.68

.8 3.26

.3 2.60

Sta. 15

D=4.2 ft.

y v

3.0 4.60

2.0 4.69

1.4 4.36

.8 3.98

.3 3.50

Sta. 6

D=3.5 ft.

y v

3.2 2.60

2.0 3.12

1.4 2.98

.8 2.63

.3 2.19

Sta. 10-

D=3.5 ft.

y v

3.2 2.12

2.0 2.96

1.4 2.28

.8 2.51

.3 2.19

Sta. 5

D=3.9 ft.

y v

3.2 3.32

2.0 3.28

1.4

.8 1.83

.3

Sta. 15

D=4.1 ft.

y

3.5

2.7

1.8

1.1

.6

Sta.

0=3.

y

3.0

2.1

1.3

.5

.1

Sta.

D=3.7

y

3.2

2.0

1.4

.8

.3

Sta.

D=4.

y

3.0

2.0

1.4

.8

.3

Sta.

D=4.2

y

3.2

2.0

1.4

.8

.3

Sta

D=4

y

3.2

2.0

1.4

.8

.3

Sta.

V

4.94

4.96

4.79

4.56

4.38

20

7 ft.

V

6.59

6.41

5.92

4.97

4.47

10

ft.

V

4.65

4.92

4.63

4.16

3.79

20

1 ft.

V

6.39

6.41

5.94

5.36

4.72

10

ft.

V

4.24

4.29

3.91

3.28

2.74

. 15

.3 ft.

V

5.49

5.47

5.16

4.54

4.31

10

D=4.5 ft.

y

3.2

2.0

1.4

.8

.3

V

5.51

4.99

-

3.93

3.86

Sta. 20

D=4.1 ft.

y v

3.0 4.54

2.2 4.54

1.3 4.29

.6 3.95

.1

Sta. 25

D=3.7 ft.

y v

3.0 7.07

2.1 6.62

1.3 6.17

.5 5.27

.1 4.74

Sta. 15

D=3.8 ft.

y v

3.2 6.15

2.0 6.17

1.4 5.87

.8 5 . 24

.3 4.38

Sta. 25

D=4.1 ft.

y v

3.0 7.05

2.0 6.44

1.4 6.01

.8 5.36

.3 4.45

Sta. 15

D=4.1 ft.

y v

3.2 5.90

2.0 6.03

1.4 5.72

.8 5.22

.3 2.83

Sta. 20

D=4.3 ft.

y v

3.2 6.57

2.0 6.21

1.4 5.87

.8 5.15

.3 4.61

Sta. 15

D=4.4 ft.

y v

3.2 6.41

2.0 6.23

1.4

.8 5.34

.3 4.81

Sta. 25

D=3.9 ft.

v V

3.7 4.43

2.9 4.45

2.0 4.45

1.3 4.38

.8 4.34

May

Sta. 30

D=3.8 ft.

y v

3.1 7.05

2.2 6.73

1.4 6.24

.6 5.25

.2 4.67

November

Sta. 20

D=3.8 ft.

y v

3.2 7.34

2.0 7.18

1.4 6.82

.8 6.15

.3 5.22

November

Sta. 30

D=4.0 ft.

y v

3.0

2.0 7.16

1.4 6.66

.8 5.79

.3 3.70

November

Sta. 20

D=4.1 ft.

y v

3.2 6.84

2.0 6.51

1.4 6.15

.8 5.61

.3 4.96

November

Sta. 25

D=4.3 ft.

y v

3.2 7.56

2.0 7.20

1.4 6.80

.8 6.12

.3 6.08

November

Sta. 20

D=4.5 ft.

y v

3.2 7.75

2.0 7.27

1.4 -

.8 6.30

.3 5.43

Sta. 30 Sta. 35 Sta. 40 Sta. 45

D=4.0 ft. D=4.1 ft. D=4.4 ft. D=4.4 ft.

y V y V y V y

3.2 4.78 3.1 4.13 3.8 5.11 3.7

2.4 4.83 2.3 3.98 2.5 5.16 2.4

1.5 4.70 1.4 3.89 1.6 5.11 1.5

.8 4.52 .7 3.61 .9 4.87 .8

.3 3.86 .2 3.48 .4 4.72 .3

4, 1966, Section 255, Right bank station

Sta. 35 Sta. 40 Sta. 45 Sta.

D=3.8 ft. D=3.8 ft. D=3.8 ft. D=3.

y V y V y V y

3.1 7.32 3.1 7.29 3.0 7.07 3.1

2.2 7.05 2.2 7.00 2.1 6.75 2.2

1.4 6.59 1.4 6.62 1.3 6.26 1.4

.6 5.56 .6 5.43 .5 5.36 .6

.2 4.87 .2 4.99 .1 4.76 .2

23, 1966, Section 240, Right bank station

Sta. 25 Sta. 30 Sta. 35 Sta.

D=3.8 ft. D=3.8 ft. D=3.9 ft. D=3.9

y V y V y V y

3.2 7.50 3.2 7.59 3.2 7.47 3.2

2.0 7.13 2.0 7.20 2.0 7.05 2.0

1.4 6.78 1.4 6.77 1.4 6.66 1.4

.8 6.01 .8 5.99 .8 5.96 .8

.3 4.99 .3 5.18 .3 5.16 .3

23, 1966, Section 245, Right bank station

Sta. 35 Sta. 40 Sta. 45 Sta.

D=4.0 ft. D=3.8 ft. D=3.8 ft. D=3.

y V y V y V y

3.0 7.45 3.0 7.09 3.0 6.96 3.0

2.0 6.93 2.0 6.55 2.0 6.57 2.0

1.4 6.48 1.4 6.08 1.4 6.21 1.4

.8 5.54 .8 5.25 .8 5.36 .8

.3 - .3 - .3 2.43 .3

23, 1966, Section 250, Right bank station

Sta. 25 Sta. 30 Sta. 35 Sta.

D=4.1 ft. D=4.2 ft. D=4.2 ft. D=4.1

y V y V y V y

3.2 7.82 3.2 7.96 3.2 8.07 3.2

2.0 7.16 2.0 7.34 2.0 7.16 2.0

1.4 6.66 1.4 6.98 1.4 6.69 1.4

.8 5.79 .8 6.15 .8 5.69 .8

.3 3.59 .3 4.65 .3 - .3

23, 1966, Section 255, Right bank station

Sta. 30 Sta. 35 Sta. 40 Sta

D=4.3 ft. D=4.3 ft. D=4.3 ft. D=4

y V y v y V y

3.2 7.93 3.2 8.14 3.2 8.04 3.2

2.0 7.32 2.0 7.49 2.0 7.32 2.0

1.4 6.84 1.4 6.98 1.4 6.87 1.4

.8 5.72 .8 6.05 .8 6.06 .8

.3 4.42 .3 4.74 .3 5.07 .3

23, 1966, Section 260, Right bank station

Sta. 25 Sta. 30 Sta. 35 Sta.

V

4.13

4.07

4.24

4.24

4.11

3, Left

50

8 ft.

V

6.68

6.48

6.12

5.36

4.83

0, Left

40

ft.

V

7.07

6.71

6.28

5.40

4.81

4, Left

50

8 ft.

V

6.24

6.05

5.72

5.05

4.07

1, Left

40

ft.

V

7.93

7.20

6.69

5.65

3.59

Sta. 50

D=4.4 ft.

y v

3.7 3.35

2.4 3.41

1.5 3.44

.8 3.25

.3 3.12

Sta. 55

D=4.4 ft.

y v

3.5 4.58

2.2 4.43

1.3 4.15

.6 3.88

.1 3.44

.

Sta. 60

D=4.4 ft.

y v

3.9 4.52

2.6 4.34

1.7 4.18

1.0 4.02

.5 3.98

Sta. 65

D=4.5 ft.

y

3.9

2.6

1.7

1.0

.5

V

4.42

4.34

4.09

3.75

3.64

bank station 72

Sta. 55

D=3.9 ft.

y v

3.1 6.01

2.2 5.74

1.4 5.42

.6 4.61

.2 3.75

Sta. 60

D=4.0 ft.

y v

3.0 5.61

2.1 5.33

1.3 4.85

.5 3.98

.1 2.58

bank station 67

Sta. 45

D=3.9 ft.

y v

3.2 6.55

2.0 6.19

1.4 5.79

.8 5.25

.3 4.56

Sta. 50

D=4.0 ft.

y v

3.2 5.94

2.0 5.58

1.4 5.27

.8 4.76

.3 4.15

Sta. 55

D=4.1 ft.

y v

3.2 4.96

2.0 4.74

1.4 4.49

.8 4.13

.3 3.77

Sta.

D=4.5

y

3.2

2.0

1.4

.8

.3

60

ft.

V

3.73

3.39

3.12

2.35

1.23

bank station 78

Sta. 55

D=3.7 ft.

y v

3.0 5.83

2.0 5.79

1.4 5.51

.8 4.87

.3 4.07

Sta. 60

D=3.4 ft.

y v

3.2 4.36

2.0 4.94

1.4 4.74

.8 4.33

.3 3.80

Sta. 65

D=3.4 ft.

y v

3.2 3.71

2.0 4.33

1.4 4.15

.8 3.68

.3 3.26

Sta.

D=3.

y

3.2

2.0

1.4

.8

.3

70

5 ft.

V

2.81

3.12

2.89

2.51

2.25

bank station 73

Sta. 45

D=4.1 ft.

y v

3.2 7.36

2.0 6.66

1.4 6.48

.8 5.69

.3 4.76

Sta. 50

D=4.1 ft.

y v

3.2 6.80

2.0 6.26

1.4 5.74

.8 4.87

.3 2.43

Sta. 55

D=4.1 ft.

y v

3.2 5.76

2.0 5.72

1.4 5.42

.8 4.85

.3 4.27

Sta.

D=4.1

y

3.2

2.0

1.4

.8

.3

60

ft.

V

4.99

4.49

4.15

3.62

3.21

4, Left bank station 73

. 45

.3 ft.

V

7.25

6.55

6.15

5.18

4.32

Sta. 50

D=4.3 ft.

y v

3.2 7.05

2.0 6.59

1.4 6.17

.8 5.47

.3 4.02

Sta. 55

D=4.3 ft.

y v

3.2 6.06

2.0 5.65

1.4 5.36

.8 4.92

.3 4.58

Sta. 60

D=4.3 ft.

3.2 5.18

2.0 4.74

1.4 4.45

.8 4.06

.3 3.77

Sta

D=4

y

3.2

2.0

1.4

.8

.3

. 65

.5 ft.

V

4.27

3.82

3.59

3.05

2.65

0, Left bank station 68

40

D=4.6 ft. D=4.5 ft. D=4.5 ft. D=4.4 ft.

y v y V y V y

3.2 8.25 3.2 8.11 3.2 7.75 3.2

2.0 7.75 2.0 7.20 2.0 7.05 2.0

1.4 - 1.4 - 1.4 - 1.4

.8 6.48 .8 5.87 .8 5.65 .8

.3 5.61 .3 4.45 .3 - .3

V

7.63

6.98

_

5.65

3.48

Sta. 45

D=4.4 ft.

y v

3.2 6.89

2.0 6.50

1.4 -

.8 5.47

.3 5.72

Sta. 50

D=4.3 ft.

y v

3.2 5.96

2.0 5.58

1.4

.8 4.81

.3 4.60

Sta. 55

D=4.2 ft.

y v

3.2 5.16

2.0 4.81

1.4 -

.8 4.15

.3 3.89

Sta. 60

D=4.5 ft.

y

3.2

2.0

1.4

.8

.3

V

4.07

3.64

3.17

2.54

2.34
J30 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

TABLE 2. Measured velocity at indicated heights above riverbed Continued

February 2, 1967, Section 240, Right bank station 1, Left bank station 67

Sta.

D-2.

y

2.6

2.0

1.4

.8 

.3

Sta.

D-3.

y

2.5

1.9

1.4

.8 

.3

Sta.

D-2.

y

1.8

1.3

.7

.2

Sta.

D=2.

y

1.9

1.4

.8

.3

Sta.

D=2.

y

2.4

1.8

1.3

.7 

.2

Sta

D=2

y

1.3

.8

.3

Sta

D=2

y

1.3

.8

.3

Sta

D-2

y

1.9

1.3

.8

.3

5

8 ft.

V

2.63

3.34

3.34

2.87 

2.35

5

3 ft.

V

2.72

2.60

2.28

i.48 

1.05

i

6 ft.

V

3.64

3.55

3.16

2.62

5

6 ft.

V

3.01

2.99

2.62

1.68

10

,8 ft.

V

3.35

3.26

3.12

2.53

1.92

. 10

.4 ft.

V

3.23

2.72

1.55

. 10

.3 ft.

V

3.43

3.10

2.69

. 10

.7 ft.

V

3.62

3.57

3.23

2.71

Sta.

D-2. 6

r

1.9

1.3

.7

.2

Sta.

D-2. 6

y

2.5

1.9

1.4

.8 

.3

Sta.

D-2. 4

y

1.9

1.4

.8

.3

Sta.

10

ft.

V

4.43

4.18

3.70

3.19

10

ft.

V

3.80

4.04

3.97

3.66 

3. 26

10

ft.

V

4.52

4.42

4.06

3.61

10

D-2. 4 ft.

y

1.8

1.3

.7

.2

Sta.

D=2.

y

1.9

1.4

.8

.3

Sta.

v

4.04

3.93

3.59

3.16

15

5 ft.

V

4.24

4.20

3.88

3.34

, 15

D-2. 5 ft.

y

1.3

.8

.3

Sta.

V

4.90

4.60

3.88

. 15

D=2.3 ft.

y

1.3

.8

.3

Sta.

V

4.61

4.27

3.62

, 15

D-2. 6 ft.

y

1.9

1.3

.8

.3

V

4.88

4.60

4.20

3.62

Sta. 15

D-2. 4 ft.

y v

1.9 5.34

1.3 5.09

.7 4.61

.2 3.97

Sta. 15

D-2. 6 ft.

y V

1.9 4.81

1.4 4.70

.8 4.33

.3 3.80

Sta. 15

D-2. 3 ft.

y V

1.8 5.25

1.3 5.13

.7 4.67

.2 4.07

Sta. 15

D=2.4 ft.

y V

1.8

1.3 4.79

.7 4.34

.2 3.79

Sta. 20

D-2. 5 ft.

y V

1.9 5.16

1.4 5.01

.8 4.61

.3 3.97

Sta. 20

D-2. 5 ft.

y V

1.3 5.07

.8 4.56

.3 3.79

Sta. 20

D-2. 4 ft.

y v

1.3 5.38

.8 4.94

.3 4.11

Sta. 20

D-2. 6 ft.

y v

1.9 5.56

1.3 5.22

.8 4.83

.3 4.07

Sta. 20

D-2. 4 ft.

y V

2.0 5.69

1.4 5.51

.8 4.90

.3 4.20

February

Sta. 20

D-2. 5 ft.

y v

1.9 5.38

1.4 5.18

.8 4.72

.3 4.04

February

Sta. 20

D-2. 3 ft.

y V

1.8 5.65

1.3 5.47

.7 4.96

.2 4.24

February

Sta. 20

D-2. 4 ft.

y V

1.8 5.49

1.3 5.36

.7 4.92

.2 4.27

February

Sta. 25

D-2. 5 ft.

y v

1.8 5.49

1.3 5.40

.7 4.79

.2 4.04

February

Sta. 25

D-2. 5 ft.

y V

1.3 5.24

.8 4.78

.3 3.95

February

Sta. 25

D=2.5 ft.

y v

1.3 5.52

.8 5.09

.3 4.27

February

Sta. 25

D-2. 5 ft.

y v

1.9 5.67

1.3 5.34

.8 4.90

.3 4.15

Sta. 25 Sta.

D-2. 3 ft. D«2.3

y v y

1.9 5.94 1.9

1.3 5.70 1.3

.7 5.11 .7

.2 4.36 .2

2, 1967, Section

Sta. 25 Sta.

D-2. 4 ft. D-2. 3

y V y

1.8 5.67 1.9

1.3 5.51 1.4

.7 4.99 .8

.2 4.25 .3

2, 1967, Section

Sta. 25 Sta.

D-2. 3 ft. D-2. 4

y V y

1.8 5.65 1.8

1.3 5.51 1.3

.7 4.99 .7

.2 4.27 .2

2, 1967, Section

Sta. 25 Sta.

D-2. 4 ft. D-2. 4

y V y

1.8 5.76 1.8

1.3 5.61 1.3

.7 5.09 .7

.2 4.33 .2

2, 1967, Section

Sta. 30 Sta.

D-2. 5 ft. D-2.

y V y

1.8 5.81 1.9

1.3 5.61 1.4

.7 5.03 .8

.2 4.18 .3

14, 1967, Section

Sta. 30 Sta.

30 Sta. 35 Sta. 40 Sta. 45 Sta.

ft. D-2. 3 ft. D-2. 4 ft. D-2. 4 ft. D-2. 4

v y v y v y v y

5.78 2.0 5.69 2.0 5.34 2.0 4.56 2.0

5.52 1.4 5.49 1.4 5.13 1.4 4.49 1.4

4.97 .8 4.90 .8 4.56 .8 4.04 .8

4.29 .3 4.24 .3 3.95 .3 3.55 .3

245, Right bank station 0, Left bank station 72

30 Sta. 35 Sta. 40 Sta. 45 Sta.

ft. D-2. 3 ft. D-2. 2 ft. D-2. 2 ft. D-2. 2

v y v y v y v y

5.76 1.9 5.63 1.9 5.29 2.0 4.94 2.0

5.56 1.4 5.51 1.4 5.15 1.4 4.90 1.4

5.07 .8 4.99 .8 4.69 .8 4.45 .8

4.38 .3 4.33 .3 4.07 .3 3.86 .3

250, Right bank station 0, Left bank station 67

30 Sta. 35 Sta. 40 Sta. 45 Sta.

ft. D-2. 4 ft. D=2.4 ft. D-2. 4 ft. D-2. 5

v y v y v y v y

5.72 1.8 5.56 1.8 5.38 1.8 4.79 2.4

5.58 1.3 5.42 1.3 5.24 1.3 4.70 1.8

5.03 .7 4.94 .7 4.78 .7 4.27 1.3

4.27 .2 4.22 .2 4.07 .2 3.66 .7 

-- -- -- .2

255, Right bank station 0, Left bank station 66

30 Sta. 35 Sta. 40 Sta. 45 Sta.

ft. D=2.4 ft. D-2. 4 ft. D-2. 5 ft. D-2. 6

v y v y v yV y

5.83 1.8 5.70 1.8 5.40 1.9 4.85 2.5

5.67 1.3 5.52 1.3 5.22 1.4 4.72 1.9

5.15 .7 4.96 .7 4.70 .8 4.25 1.4

4.36 .2 4.18 .2 4.06 .3 3.66 .8 

- -- -- -- .3

260, Right bank station 4, Left bank station 70

35 Sta. 40 Sta. 45 Sta. 50 Sta.

5 ft. D=2.5 ft. D-2. 4 ft. D-2. 4 ft. D-2.

v y v y v y v y

5.78 1.9 5.63 1.9 5.34 1.9 4.79 1.9

5.63 1.4 5.49 1.4 5.25 1.4 4.61 1.4

5.13 .8 4.96 .8 4.76 .8 4.27 .8

4.31 .3 4.18 .3 4.07 .3 3.71 .3

220, Right bank station 4, Left bank station 68

50

ft.

V

3.97

3.91

3.52

3.10

50

ft.

V

3.91

3.98

3.64

3.25

50

ft.

V

3.98

3.97

3.79

3.44 

3.25

50

ft.

V

4.52

4.42

4.34

3.98 

3.50

55

3 ft.

V

3.88

3.93

3.70

3.26

. 35 Sta. 40 Sta. 45 Sta. 50 Sta. 55

D-2. 5 ft. D=2.5 ft. D-2. 4 ft. D-2. 4 ft. D-2. 4 ft. D-2. 3 ft.

y V y

1.3 5.27 1.3

.8 4.78 .8

.3 4.00 .3

14, 1967, Section

Sta. 30 Sta.

v y v y v y v y

5.27 1.3 5.09 1.3 4.43 1.3 3.68 1.3

4.83 .8 4.70 .8 4.11 .8 3.50 .8

4.04 .3 3.89 .3 3.50 .3 3.14 .3

225, Right bank station 2, Left bank station 66

V

3.77

3.57

3.17

Sta. 55

D-3. 3 ft.

y v

2.6 3.17

2.0 2.99

1.4 2.80

.8 2.23 

.3 1.52

Sta. 55

D-2.0 ft.

y v

2.0 3.16

1.4 3.62

.8 3.48

.3 3.16

Sta. 55

D-2. 8 ft.

y v

2.4 3.88

1.8 3.84

1.3 3.93

.7 3.80 

.1 3.10

Sta. 55

D-2. 8 ft.

y v

2.7 3.50

2.1 3.68

1.6 3.62

1.0 3.32

5 9 pi £. O-L

Sta. 60

D-2. 3 ft.

y v

1.9 3.57

1.4 3.71

.8 3.52

.3 3.05

Sta. 60

D-2. 6 ft.

y v

1.2 3.30

.7 3.08

.2 2.45

Sta

D-3

y

2.6

2.0

1.4

.8 

.3

Sta

D-3

y

2

2

1

Sta

D-3

y

2

1

1

Sta

D=2

y

2.4

1.8

1.3

.7 

.2

. 60

.1 ft.

v

2.99

2.90

2.80

2.35

I pl . Ol

.60

.2 ft.

V

.6 2.74

.0 2.62

.4 2.43

.8 1.72 

.3 1.07

. 60

.4 ft.

V

.5 3.01

.9 2.94

.4 3.03

.8 2.89 

.3 2.01

. 60

.8 ft.

V

3.35

3.12

2.94

2.51 

2.12

Sta. 65

Dy

2.

i.

i.

2.') ft.

V

5 2.96

9 2.87

4 2.71

8 2.25 

3 1.90

, 35 Sta. 40 Sta. 45 Sta. 50 Sta. 55

D-2. 5 ft. D-2. 6 ft. D-2. 6 ft. D-2. 7 ft. D-3.0 ft. D-3.4 ft.

y V y

1.3 5.45 1.3

.8 5.03 .8

.3 4.20 .3

14, 1967, Section

Sta. 30 Sta.

v y v yv y v y

5.24 1.3 4.79 1.3 4.29 1.3 3.37 1.9

4.81 .8 4.40 .8 4.00 .8 2.80 1.3

4.07 .3 3.77 .3 3.53 .3 1.85 .8 

_- -_ -- .3

230, Right bank station 3, Left bank station 70

, 35 Sta. 40 Sta. 45 Sta. 50 Sta.

V

2.41

3.07

2.60 

2.49

. 55

D-2. 4 ft. D-2. 4 ft. D-2. 3 ft. D-2. 2 ft. D-2.1 ft. D-2. 6 ft.

y V y

1.8 5.56 1.9

1.2 5.27 1.3

.7 4.78 .8

.2*4.09 .3

v y v y v y v y

5.49 1.8 5.31 1.9 4.63 1.7 3.66 1.9

5.16 1.2 4.99 1.3 4.54 1.1 3.86 1.3

4.81 .7 4.60 .8 4.29 .6 3.68 .8

4.15 .2 3.88 .3 3.71 .1 3.23 .3

V

3.12

2.94

2.71

2.19

Sta. 60

D-2. 5 ft.

y v

1.9 2.61

1.3 2.35

.8 2.14

.3 1.81
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J31 

TABLE 2. Measured velocity at indicated heights above riverbed Continued

February 14, 1967, Section 235, Right bank station 1, Left bank station 69

Sta. 5 

D-2.0 ft.

y

1.9

1.3

.8

.3

Sta.

D-2.

y

1.9

1.3

.8

.3

Sta.

D=2.

y

2.5

1.9

1.3

.8 

.3

Sta.

D-2.

y

1.9

1.3

.8

.3

Sta.

D-2.

y

1.9

1.3

.8

.3

Sta.

D-2.

y

1.8

1.2

.7

.2

V

-

2.74

2.76

2.17

10

6 ft.

V

4.40

4.18

3.82

3.26

10

7 ft.

V

3.52

3.88

3.62

3.34

2

-jc

 /O

10

7 ft.

V

3.28

2.99

2.65

2.16

10

3 ft.

V

4.24

4.27

4.06

3.41

5

6 ft.

V

2.23

1.99

1.48

1.11

Sta. 10 

D-2. 2 ft.

y v

1.9 4.00

1.3 4.00

.8 3.77

.3 3.25

Sta. 15

D-2.4 ft.

y v

1.9 5.24

1.3 4.97

.8 4.63

.3 4.00

Sta. 15

D-2.4 ft.

y v

1.9 4.85

1.3 4.70

.8 4.38

.3 3.88

Sta. 15

D=2.3 ft.

y v

1.9 4.52

1.3 4.31

.8 3.97

.3 3.46

Sta. 15

D-2.5 ft.

y v

1.9 5.25

1.3 5.16

.8 4.83

.3 4.15

Sta. 10

D-2.5 ft.

y V

1.9 3.44

1.3 3.61

.8 3.32

.3 2.80

Sta. 15 

D-2. 2 ft.

y v

1.9 4.67

1.3 4.49

.8 4.24

.3 3.59

Sta. 20

D-2.3 ft.

y v

1.9 5.47

1.3 5.20

.8 4.81

.3 4.18

Sta. 20

D-2.4 ft.

y v

1.9 5.40

1.3 5.08

.8 4.74

.3 4.06

Sta. 20

D-2.4 ft.

y v

1.9 4.96

1.3 4.69

.8 4.38

.3 3.80

Sta. 20

D-2.6 ft.

y v

1.9 5.54

1.3 5.22

.8 4.85

.3 4.07

Sta. 15

D=2.5 ft.

y v

1.9 4.60

1.3 4.63

.8 4.34

.3 3.80

Sta. 20 

D-2.3 ft.

y v

1.9 5.22

1.3 4.97

.8 4.63

.3 3.93

February

Sta. 25

D-2.3 ft.

y v

1.9 5.60

1.3 5.34

.8 4.92

.3 4.20

February

Sta. 25

D-2.4 ft.

y v

1.9 5.65

1.3 5.43

.8 5.11

.3 4.34

February

Sta. 25

D-2.4 ft.

y v

1.9 5.49

1.3 5.24

.8 4.81

.3 4.04

February

Sta. 25

D-2.6 ft.

y v

1.9 5.70

1.3 5.33

.8 4.92

.3 4.09

February

Sta. 20

D-2.5 ft.

y v

1.9 5.25

1.3 4.97

.8 4.60

.3 3.97

Sta. 25 Sta. 30 Sta. 35 Sta. 40 Sta. 45 Sta. 50 

D-2.3 ft. D-2.3 ft. D-2.4 ft. D>2.4 ft. D-2.5 ft. D-2.5 ft.

yv y v y v y v y v y v

1.9 5.38 1.9 5.43 1.9 5.51 1.9 5.29 1

1.3 5.15 1.3 5.15 1.3 5.15 1.3 5.01 1

.8 4.78 .8 4.74 .8 4.79 .8 4.65

.3 4.06 .3 3.95 .3 4.04 .3 4.07

14, 1969, Section 240, Right bank station 2, Left

Sta. 30 Sta. 35 Sta. 40 Sta. 45

D-2.3 ft. D=2.2 ft. D-2. 2 ft. D-2. 2 ft.

yV yv yv yv

1.9 5.61 1.9 5.51 1.8 5.11 1.9 4.81

1.3 5.33 1.3 5.29 1.2 4.87 1.3 4,61

.8 4.94 .8 4.92 .7 4.18 .8 4.29

.3 4.24 .3 4.18 .2 3.84 .3 3.66

14, 1969, Section 250, Right bank station 4, Left

Sta. 30 Sta. 35 Sta. 40 Sta. 45

D-2.4 ft. D-2.4 ft. D-2.5 ft. D-2.4 ft.

yv yv yv yv

1.9 5.72 1.9 5.65 1.9 5.51 1.9 5.25

1.3 5.47 1.3 5.36 1.3 5.22 1.3 4.99

.8 5.11 .8 4.92 .8 4.88 .8 4.63

.3 4.34 .3 4.24 .3 4.20 .3 3.98

14, 1967, Section 260, Right bank station 4, Left

Sta. 30 Sta. 35 Sta. 40 Sta. 45

D-2.4 ft. D-2.5 ft. D-2.5 ft. D-2.5 ft.

yv yv yv yv

1.8 5.67 1.9 5.60 1.9 5.51 1.8 5.25

1.2 5.40 1.3 5.29 1.3 5.22 1.2 4.97

.7 4.94 .8 4.88 .8 4.81 .7 4.54

.2 4.18 .3 4.09 .3 4.02 .2 3.86

14, 1967, Section 270, Right bank station 2, Left

Sta. 30 Sta. 35 Sta. 40 Sta. 45

D-2.5 ft. D-2.5 ft. D-2.4 ft. D-2.4 ft.

yv yv yv yv

1.9 5.70 1.9 5.61 1.9 5.45 1.9 4.92

1.3 5.38 1.3 5.25 1.3 5.13 1.3 4.69

.8 4.96 .8 4.85 .8 4.76 .8 4.29

.3 4.22 .3 4.07 .3 4.09 .3 3.75

14, 1967, Section 280, Right bank station 3, Left

Sta. 25 Sta. 30 Sta. 35 Sta. 40

D-2.4 ft. D-2.4 ft. D-2.4 ft. D-2.5 ft.

yv yv yv yv

1.8 5.61 1.8 5.74 1.8 5.67 1.9 5.45

1.2 5.33 1.2 5.40 1.2 5.38 1.3 5.24

.7 4.88 .7 5.03 .7 4.92 .8 4.88

.2 4.09 .2 4.36 .2 4.25 .3 4.13

.9 4.74 1.9 4.09

.3 4.58 1.3 4.04

.8 4.27 .8 3.80

.3 3.73 .3 3.34

bank station 68

Sta. 50 Sta.

D-2.6 ft. D-2.6

y V y

2.3 3.68 2.3

1.7 3.89 1.7

1.1 3.61 1.1

.6 3.30 .6 

.1 2 . 39 .1

bank station 71

Sta. 50 Sta.

D-2.3 ft. D=2.1

y V y

1.9 4.78 1.9

1.3 4.63 1.3

.8 4.34 .8

.3 3.84 .3

bank station 71

Sta. 50 Sta.

D=2.7 ft. D-2.4

y V y

1.9 4.40 1.9

1.3 4.27 1.3

.8 3.97 .8

.3 3.43 .3

bank station 65

Sta. 50 Sta.

Sta. 55 

D-2. 8 ft.

y ^r

2.4 2.28

1.8 3.61

1.2 3.41

.7 3.14

O 1 OC

. £. £. . -J J

55

ft.

v

3.08

3.12

2.92

2.74 

1.44

55

ft.

v

3.70

3.95

3.66

3.37

55

ft.

v

3.57

3.26

3.08

2.90

55

Sta.

D-2.9

y

2.5

1.9

1.3

.8 

.3

Sta.

D-3.0

y

2.4

1.8

1.2

.7 

.2

Sta.

D-2.6

y

1.8

1.2

.7

.2

60

ft.

V

2.71

2.92

2.78

2.34

60

ft.

V

3.48

3.55

3.48

3.05 

2.21

60

ft.

V

3.61

3.50

3.34

-

Sta. 60 

D-3. 4 ft.

y ^

2.4 2,

1.8 2,

1.2 2,

.7 2, 

.2 2,

Sta.

r

.60

.72

.54

.37 

.01

65

D-3. 2 ft.

y

2.5

1.9

1.3

.8 

.3

Sta.

D-2.5

y

1.9

1.3

.8

.3

V

2.72

2.85

2.63

2.28 

1.64

65

ft.

V

2.60

2.62

2.45

2.05

0=2.2 ft. 0=3.1 ft.

y V y

1.8 4.52 2.4

1.2 4.24 1.8

.7 3.98 1.2

.2 3.53 .7

- - .2 

bank station 70

Sta. 45 Sta.

v

3.53

3.37

3.10

2.63

1. 48

50

D-2.5 ft. D-2.5 ft.

y V y

1.8 5.15 1.9

1.2 4.90 1.3

.7 4.58 .8

.2 4.02 .3

v

4.42

4.36

4.25

4.04

Sta. 55

D=2.7 ft.

y

1.9

1.3

.8

.3

V

3.53

3.84

3.66

3.44

Sta. 60

D-2.9 ft.

y

1.9

1.3

.8

.3

V

2.92

2.98

2.78

2.47

February 15, 1967, Section 220, Right bank station 0, Left bank station 64

Sta

D=2

y

1.9

1.3

.8

.3

. 5

.6 ft.

V

3.48

3.30

2.80

2.32

Sta. 10

D=2.5 ft.

y v

1.9 4.56

1.3 4.27

.8 4.06

.3 3.66

Sta. 15

D-2.5 ft.

y v

1.9 5.29

1.3 5.07

.8 4.74

.3 4.27

Sta. 20

D=2.6 ft.

y v

1.9 5.76

1.3 5.51

.8 5.07

.3 4.42

Sta. 25 Sta. 30 Sta. 35 Sta. 40

D-2.6 ft. D-2.5 ft. D-2.4 ft. D-2.3 ft.

yv y v yv yv

1.9 5.76 1.9 5.72 1.9 5.58 1.9 4.88

1.3 5.51 1.3 5.36 1.3 5.29 1.3 4.60

.8 5.03 .8 4.85 .8 4.88 .8 4.34

.3 4.42 .3 4.27 .3 4.49 .3 3.98

Sta. 45 Sta.

D-2.4 ft. D-2.

y V y

1.9 4.13 2.5

1.3 4.02 1.9

.8 3.84 1.3

.3 3.44 .8

February 15, 1967, Section 225, Right bank station 2, Left bank station 66

Sta

D-2

y

1.9

1.3

'I

.J

. 5

.2 it.

V

1.30

1.41

1.37

1.26

Sta. 10

D-2.4 ft.

y V

1.9 3.59

1.3 3.55

.8 3.34

.3 2.87

Sta. 15

D-2.4 ft.

y v

1.9 4.74

1.3 4.45

.8 4.20

.3 3.62

Sta. 20

D-2.4 ft.

y v

1.9 4.99

1.3 4.81

.8 4.60

.3 4.02

Sta. 25 Sta. 30 Sta. 35 Sta. 40

D-2.5 ft. D=2.5 ft. D=2.6 ft. D-2.7 ft.

yv y v yv yv

1.9 5.47 1.9 5.51 1.9 5.47 1.9 5.18-

1.3 5.22 1.3 5.15 1.3 5.11 1.3 4.88

.8 4.85 .8 4.78 .8 4.67 .8 4.49

.3 4.13 .3 4.02 .3 3.95 .3 3.91

Sta. 45 Sta.

50

7 ft.

v

3.08

3.37

3.52

3.55

3.19

50

D-2.5 ft. D-2.9 ft.

y V y

1.9 4.60 2.5

1.3 4.31 1.9

.8 4.06 1.3

.3 3.70 .8 

- - >.

v

4.06

3.80

3.52

3.37 

i ifi

Sta.

D-3.

y

2.5

1.9

1.3

.8

.3

Sta.

55

1 ft.

V

3.05

2.90

2.58

2.39

2

f)Q

 Uo

55

D-3. 5 ft.

y

2.4

1.8

1.2

.7

9

V

3.40

3.01

2.76

2.54

9 Si

Sta.

D=3.

y

2.5

1.9

1.3

.8 _ *

60

3 ft.

V

2.46

2.46

2.28

2.23

9.D7
J32 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

TABLE 2. Measured velocity at indicated heights above riverbed Continued

February 15, 1967, Section 230, Right bank station 4, Left bank station 70

Sta. 10

D=2.7 ±t.

y v

2.5 3.01

1.9 3.41

1.3 3.44

.8 3.12

.3 2.65

Sta. 10

D=2.3 ft.

y v

1.9 3.95

1.3 3.80

.8 3.55

.3 3.12

Sta. 5

D=3.0 ft.

y v

2.0 3.26

1.4 3.16

.9 2.90

.4 2.32

Sta. 10

D=3.1 ft.

y v

2.5 3.37

1.9 3.19

1.3 2.72

.8 1.81

.3 1.09

Sta. 5

D=2.8 ft.

y v

2.4 3.59

1.8 3.41

1.2 3.16

.7 2.83

.2 2.43

Sta. 10

D=2.8 ft.

y v

1.8 3.23

1.2 2.94

.7 2.54

.2 2.14

Sta. 5

D=2.5 ft.

y v

1.9 1.85

1.3 1.85

.8 1.66

.3 1.55

Sta. 10

D=3.0 ft.

y V

2.5 3.66

1.9 3.44

1.3 3.26

.8 3.12

i o »";

Sta. 15

D=2.6 ft.

y v

2.5 4.96

1.9 4.78

1.3 4.67

.8 4.31

.3 3.77

Sta. 15

D=2.3 ft.

y v

1.9 4.74

1.3 4.63

.8 4.27

.3 3.77

Sta. 10

D=2.7 ft.

y v

1.9 4.24

1.3 3.80

.8 3.52

.3 3.08

Sta. 15

D=2.5 ft.

y v

1.9 3.95

1.3 3.73

.8 3.55

.3 3.19

Sta. 10

D=2.4 ft.

y v

1.9 4.34

1.3 4.13

.8 3.88

.3 3.37

Sta. 15

D=2.4 ft.

y v

1.9 4.34

1.3 4.09

.8 3.84

.3 3.44

Sta. 10

D=2.5 ft.

y v

1.9 4.60

1.3 4.45

.8 4.20

.3 3.70

Sta. 15

D=2.5 ft.

y v

1.9 4.38

1.3 4.09

.8 3.73

.3 3.34

Sta. 20

D=2.6 ft.

y v

2.5 6.26

1.9 5.15

1.3 4.88

.8 4.49

.3 3.91

Sta. 20

D=2.3 ft.

y v

1.9 4.99

1.3 4.78

.8 4.49

.3 3.91

Sta. 15

D=2.4 ft.

y v

1.9 4.85

1.3 4.74

.8 4.45

.3 3.88

Sta. 20

D=2.4 ft.

y v

1.9 4.63

1.3 4.42

.8 4.16

.3 3.73

Sta. 15

D=2.3 ft.

y v

1.9 5.03

1.3 4.78

.8 4.45

.3 3.88

Sta. 20

D=2.4 ft.

y v

1.9 4.92

1.3 4.67

.8 4.42

.3 3.91

Sta. 15

D=2.5 ft.

y v

1.9 4.67

1.3 4.52

.8 4.31

.3 3.88

Sta. 20

D=2.4 ft.

y v

1.9 5.22

1.3 4.88

.8 4.49

.3 4.02

Sta. 25

D=2.5 ft.

y v

2.5 6.62

1.9 5.40

1.3 5.18

.8 4.81

.3 4.24

February

Sta. 25

D=2.4 ft.

y v

1.9 5.33

1.3 5.11

.8 4.74

.3 4.13

February

Sta. 20

D=2.4 ft.

y v

1.9 5.29

1.3 5.03

.8 4.70

.3 4.20

February

Sta. 25

D=2.3 ft.

y v

1.8 5.22

1.2 4.96

.7 4.63

.2 4.13

February

Sta. 20

D=2.3 ft.

y v

1.9 5.18

1.3 4.96

.8 4.63

.3 4.02

February

Sta. 25

D=2.4 ft.

y v

1.9 5.58

1.3 5.15

.8 4.81

.3 4.27

February

Sta. 20

D=2.6 ft.

y v

1.9 5.22

1.3 4.99

.8 4.63

.3 4.09

February

Sta. 25

D=2.4 ft.

y v

1.9 5.61

1.3 5.29

.8 4.85

.3 4.27

Sta. 30 Sta.

D=2.5 ft. D=2.

y v y

2.5 6.69 1.8

1.9 5.54 1.2

1.3 5.29 .7

.8 4.92 .2

.3 4.24

15, 1967, Section

Sta. 30 Sta.

D=2.4 ft. D=2.

y v y

1.9 5.36 1.9

1.3 5.11 1.3

.8 4.74 .8

.3 4.16 .3

15, 1967, Section

Sta. 25 Sta.

D=2.3 ft. D=2.

y v y

1.9 5.47 1.9

1.3 5.18 1.3

.8 4.85 .8

.3 4.13 .3

15, 1967, Section

Sta. 30 Sta.

D=2.3 ft. D=2.

y V y

1.9 5.22 1.9

1.3 5.07 1.3

.8 4.70 .8

.3 3.98 .3

15, 1967, Section

Sta. 25 Sta.

D=2.4 ft. D=2.

y V y

1.9 5.40 1.9

1.3 5.18 1.3

.8 4.81 .8

.3 4.16 .3

15, 1967, Section

Sta. 30 Sta.

D=2.4 ft. D=2.

y V y

1.9 5.69 1.9

1.3 5.36 1.3

.8 4.88 .8

.3 4.20 .3

15, 1967, Section

Sta. 25 Sta.

D=2.6 ft. D=2.

y V y

1.9 5.54 1.9

1.3 5.22 1.3

.8 4.88 .8

.3 4.34 .3

15, 1967, Section

Sta. 30 Sta

D=2.4 ft. D=2

y V y

1.9 5.61 1.9

1.3 5.33 1.3

.8 4.88 .8

.3 4.31 .3

35 Sta. 40

3 ft. D=2.3 ft.

V y V

5.43 1.9 5.05

5.18 1.3 4.87

4.85 .8 4.56

4.20 .3 3.97

- -

Sta. 45

D=2.2 ft.

y v

1.9 4.63

1.3 4.52

.8 4.24

.3 3.73

-

235, Right bank station 1, Left

35 Sta. 40

5 ft. D=2.5 ft.

v y v

5.25 1.9 4.99

4.99 1.3 4.85

4.63 .8 4.49

4.09 .3 4.06

Sta. 45

D=2.6 ft.

y v

1.9 4.34

1.3 4.06

.8 3.77

.3 3.34

240, Right bank station 2, Left

30 Sta. 35

3 ft. D=2.3 ft.

V y V

5.58 1.9 5.40

5.07 1.3 5.11

4.92 .8 4.70

4.31 .3 4.02

Sta. 40

D=2.3 ft.

y v

1.9 5.25

1.3 5.03

.8 4.63

.3 4.02

245, Right bank station 4, Left

35 Sta. 40

2 ft. D=2.2 ft.

V y V

5.33 1.9 5.33

5.15 1.3 5.07

4.74 .8 4.63

4.06 .3 4.06

Sta. 45

D=2.2 ft.

y v

1.9 5.18

1.3 4.99

.8 4.67

.3 4.06

250, Right bank station 0, Left

. 30 Sta. 35

.4 ft. D=2.4 ft.

v y v

1.9 5.43

5.22 1.3 5.22

4.81 .8 4.88

4.16 .3 4.24

Sta. 40

D=2.4 ft.

y v

1.9 5.36

1.3 5.03

.8 4.74

.3 4.06

260, Right bank station 4, Left

. 35 Sta. 40

.4 ft. D=2.4 ft.

v y v

5.69 1.9 5.58

5.29 1.3 5.15

4.92 .8 4.74

4.20 .3 4.13

Sta. 45

D=2.4 ft.

y v

1.9 5.47

1.3 5.07

.8 4.74

.3 4.20

270, Right bank station 3, Left

. 30 Sta. 35

.6 ft. D=2.5 ft.

v y v

5.72 1.9 5.61

5.43 1.3 5.33

5.07 .8 4.96

4.34 .3 4.42

Sta. 40

D=2.5 ft.

y v

1.9 5.47

1.3 5.22

.8 4.85

.3 4.38

280, Right bank station 3, Left

. 35 Sta. 40

.4 ft. D=2.4 ft.

V y V

5.58 1.9 5.61

5.25 1.3 5.33

4.92 .8 4.81

4.20 .3 4.34

Sta. 45

D=2.4 ft.

y v

1.8 5.25

1.2 4.96

.7 4.63

.2 4.13

Sta. 50

D=2.2 ft.

y v

1.9 4.13

1.3 4.06

.8 3.80

.3 3.30

-

Sta. 55

D=2.8 ft.

y v

2.5 3.30

1.9 3.48

1.3 3.37

.8 3.19

.3 2.76

Sta. 60

D=3.5 ft.

y v

2.5 3.52

1.9 3.31

1.3 3.12

.8 2.72

.3

Sta.

D=4.

y

2.5

1.9

1.3

.8

.3

65

3 ft.

V

2.72

2.69

2.54

2.28

1.16

bank station 69

Sta. 50

D=2.6 ft.

y v

1.9 3.88

1.3 3.62

.8 3.37

.3 3.05

Sta. 55

D=3.1 ft.

y v

2.5 3.59

1.9 3.46

1.3 3.34

.8 3.17

bank station 68

Sta. 45

D=2.4 ft.

y v

1.9 4.56

1.3 4.38

.8 4.06

.3 3.62

Sta. 50

D=2.4 ft.

y v

1.9 3.98

1.3 3.80

.8 3.52

.3 3.08

Sta. 60

D=3.7 ft.

y v

2.5 2.87

1.9 2.58

1.3 2.28

.8 2.03

.3

Sta. 55

D=2.8 ft.

y v

1.8 3.34

1.2 3.26

.7 3.19

.2 2.94

Sta.

D=3.

y

2.5

1.9

1.3

.8

.3

Sta.

D=2.

y

1.9

1.3

.8

.3

65

,4 ft.

V

2.28

1.99

1.59

1.37

60

6 ft.

V

2.98

2.85

2.65

2.41

bank station 78

Sta. 50

D=2.1 ft.

y v

1.9 4.78

1.3 4.78

.8 4.52

.3 3.95

Sta. 55

D=2.1 ft.

y v

1.9 4.38

1.3 4.38

.8 4.16

.3 3.73

Sta. 60

D=2.3 ft.

y v

1.9 3.73

1.3 3.55

.8 3.34

.3 2.94

Sta.

D=2.

y

1.9

1.3

.8

.3

65

6 ft.

V

3.30

3.26

2.76

2.54

bank station 67

Sta. 45

D=2.5 ft.

y v

1.9 4.49

1.3 4.27

.8 3.91

.3 3.44

Sta. 50

D=2.6 ft.

y v

1.9 3.84

1.3 3.88

.8 3.66

.3 3.26

Sta. 55

D=2.6 ft.

y V

1.9 3.88

1.3 3.88

.8 3.70

.3 3.41

bank station 71

Sta. 50

D=2.4 ft.

y v

1.9 4.78

1.3 4.49

.8 4.24

.3 3.84

Sta. 55

D=2.5 ft.

y v

1.9 4.16

1.3 4.02

.8 3.80

.3 3.37

Sta. 60

D=2.0 ft.

y v

1.9

1.3 3.37

.8 3.08

.3 2.83

Sta

D=3

y

2.4

1.8

1.2

.7 

.2

Sta

D=2

y

1.9

1.3

.8

.3

. 60

.1 ft.

V

2.72

2.76

2.72

2.32 

2.07

. 65

.6 ft.

V

2.90

2.72

2.51

1.92

bank station 66

Sta. 45

D=2.5 ft.

y v

1.9 4.78

1.3 4.56

.8 4.31

.3 3.84

Sta. 50

D=3.0 ft.

y v

1.9 3.70

1.3 3.34

.8 2.43

.3 1.62

Sta. 55

D=3.9 ft.

y v

1.9 2.90

1.3 2.65

.8 2.39

.3 1.78

Sta

D=2

y

1.9

1.3

.8

.3

. 60

.7 ft.

V

2.39

1.96

1.70

1.1*

bank station 70

Sta. 50

D=2.6 ft.

y v

1.9 4.70

1.3 4.56

.8 4.24

.3 3.84

Sta. 55

D=2.5 ft.

y v

1.9 3.91

1.3 3.73

.8 3.44

.3 3.19

Sta. 60

D=2.8 ft.

y v

2.5 3.37

1.9 3.16

1.3 2.94

.8 2.62

. 1 2.T5
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J33

TABLE 2. Measured velocity at indicated heights above riverbed Continued

February 1, 1968, Section 99, Right bank station 0, Left bank station 62

Sta..

D=3.

y

2.5

1.7

1.2

.8

.4

Sta.

D=2.

y

2.3

1.5

1.0

.6

.2

Sta.

D=2.

y

1.7

1.2

.8

.4

-

Sta

D=3

y

2.5

1.7

1.2

.8 

.4

Sta

D=l

y

1.2

.8

.4

Sta

D=2

y

1.7

1.2

.8

.4

Sta

D=4

y

3.8

2.3

1.4

0.6

0.1

Sta

D=4

y

3.4

2.4

1.5

.9

.4

6

3 ft.

V

2.80

3.14

2.96

2.72

2.26

10

7 ft.

V

4.15

4.02

3.68

3.43

2.92

15

3 ft.

V

4.00

3.82

3.66

3.45

-

. 10

.1 ft.

V

3.35

3.10

2.76

2.49 

2.12

. 70

.7 ft.

V

3.77

3.66

3.43

. 14

.7 ft.

V

4.40

4.02

3.77

3.61

. 5

.7 ft.

V

2.99

3.37

3'. 3 7

2.67

1.76

. 10

.0 ft.

V

2.53

3.01

2.02

2.94

2.80

Sta.

D=3.0

y

2.5

1.7

1.2

.8

.4

Sta.

D=2.5

y

2.5

1.7

1.2

.8

.4

Sta.

D=2.4

y

1.7

1.2

.8

.4

-

Sta.

D=2.

y

1.7

1.2

.8

.4

Sta.

D-l.

y

1.2

.8

.4

Sta.

D=2.

y

1.7

1.2

.8

.4

Sta

0=6

y

3.9

2.9

1.5

0.7

.2

Sta

D=4

y

3.5

2.5

1.6

1.0

.5

10

ft.

V

4.49

4.00

3.57

3.34

3.10

15

ft.

V

4.83

4.76

4.45

4.24

3.95

20

ft.

V

4.76

4.40

4.18

3.95

-

15

6 ft.

V

4.11

3.75

3.53

3.34

75

6 ft.

V

3.35

3.26

3.08

19

6 ft.

V

4.90

4.49

4.24

3.93

. 10

.2 ft.

V

3.50

3.32

3.03

.75

.96

. 15

.8 ft.

V

3.32

2.96

2.80

2.72

2.56

Sta. 15 Sta. 20 Sta. 25 Sta. 30 Sta. 35 Sta.

D=2.9 ft. D=2.9 ft. D=2.9 ft. D=2.9 ft. D=3.0 ft. D=3.

yV yv y v yv yv y

2.5 5.18 2.5 5.61 2.5 6.03 2.5 6.17 2.5 6.28 2.5

1.7 4.83 1.7 5.29 1.7 5.61 1.7 5.76 1.7 5.87 1.7

1.2 4.52 1.2 4.90 1.2 5.16 1.2 5.27 1.2 5.40 1.2

.8 4.27 .8 4.72 .8 4.72 .8 4.85 .8 5.05 .8

.4 4.00 .4 4.33 .4 4.40 .4 4.42 .4 4.67 .4

February 1, 1968, Section 100, Right bank station

Sta. 20 Sta. 25 Sta. 30 Sta. 35 Sta. 40 Sta.

D=2.6 ft. D=2.7 ft. D=2.9 ft. D=3.1 ft. D=3.4 ft. D=3.

y v yv yv yv yv y

2.5 5.51 2.5 6.03 2.5 6.14 2.5 6.25 2.5 6.03 2.5

1.7 5.34 1.7 5.63 1.7 5.65 1.7 5.74 1.7 5.42 1.7

1.2 4.96 1.2 5.18 1.2 5.16 1.2 5.22 1.2 4.97 1.2

.8 4.67 .8 4.88 .8 4.88 .8 4.88 .8 4.67 .8

.4 4.29 .4 4.47 .4 4.58 .4 4.49 .4 4.33 .4

February 1, 1968, Section 101, Right bank station

Sta. 25 Sta. 30 Sta. 35 Sta. 40 Sta. 45 Sta.

D=2.4 ft. D=2.6 ft. D=2.8 ft. D=3.1 ft. D=3.3 ft. 0=3.

y v yv yV yv yv y

1.6 4.97 1.6 5.29 2.5 5.87 2.5 6.01 2.5 5.29 2.5

1.1 4.63 1.1 4.85 1.7 5.52 1.7 5.58 1.7 4.88 1.7

.7 4.36 .7 4.56 1.2 5.11 1.2 5.05 1.2 4.47 1.2

.3 4.07 .3 4.25 .8 4.74 .8 4.74 .8 4.29 .8

- - - - .4 4.38 .4 4.38 .4 4.00 .4

February 1, 1968, Section 159, Right bank station

Sta. 20 Sta. 25 Sta. 30 Sta. 35 Sta. 40 Sta

D=2.6 ft. D=2.6 ft. D=2.5 ft. D=2.3 ft. D=2.3 ft. D=2

yV yv yv yv yV y

1.7 4.88 1.7 5.20 1.7 5.56 1.7 5.69 1.7 5.69 1.7

1.2 4.45 1.2 4.74 1.2 4.92 1.2 5.20 1.2 5.07 1.2

.8 4.11 .8 4.43 .8 4.74 .8 4.85 .8 4.85 .8

.4 3.79 .4 4.13 .4 4.34 .4 4.43 .4 4.42 .4

February 1, 1968, Section 160, Right bank station

Sta. 25 Sta. 30 Sta. 35 Sta. 40 Sta. 45 Sta

D=2.4 ft. D=2.3 ft. D=2.2 ft. D=2.1 ft. D=2.0 ft. D=l

yV yV yv yv yv y

2.2 5.36 1.7 5.51 1.7 5.56 1.7 5.54 1.7 5.49 1.7

1.7 5.22 1.2 5.05 1.2 5.15 1.2 5.18 1.2 5.15 1.2

1.2 4.79 .8 4.74 .8 4.85 .8 - .8 4.85 .8

.8 4.51 .4 4.36 .4 4.43 .4 4.49 .4 4.47 .4

.4 4.15 -- -- -- -- 

May 21, 1968, Section 225, Right bank station

Sta. 15 Sta. 20 Sta. 25 Sta. 30 Sta. 35

D=6.0 ft. 0=4.8 ft. 0=4.2 ft. D=4.0 ft. D=3.8 ft.

yv yv yv yV yv

4.0 3.16 4.0 3.48 3.5 3.64 3.6 3.59 3.4 3.44

3.0 3.17 3.0 3.25 2.5 3.48 2.6 3.53 2.4 3.48

1.6 2.43 1.6 2.67 1.1 3.17 1.2 3.26 1.5 3.37

.8 .98 .8 1.11 .3 2.99 .6 3.17 .9 3.19

.3 .68 .3 - - - .1 - .4 2.65

May 21, 1968, Section 227, Right bank station

Sta. 20 Sta. 25 Sta, 30 Sta. 35 Sta. 40

0=4.5 ft. D=4.6 ft. D-5.3 ft. D-6.0 ft. D=6.6 ft.

yv yv yv yv yv

3.5 3.34 3.5 3.12 3.5 2.90 4.1 3.91 4.1 3.79

2.5 2.96 2.5 2.98 2.5 2.69 3.1 3.79 3,1 3.43

1.6 2.69 1.6 2.74 1.6 2.53 2.3 3.59 2.3 3.75

1.0 2.60 1.0 2.60 1.0 2.41 1.3 3.17 1.3 1.16

.5 2.39 .5 2.51 0.5 2.23 .3 - .3 .75

40

0 ft.

V

5.96

5.45

5.05

4.67

4.27

0, Left

45

7 ft.

V

5.22

4.67

4.40

4.27

3.77

1, Left

50

4 ft.

V

5.51

5.11

4.69

4.45

4.20

1, Left

. 45

.2 ft.

V

5.63

5.13

4.81

4.43

0, Left

. 50

.9 ft.

V

5.16

4.83

4.54

4.24

2, Left

Sta.

D=3.

y

3.3

2.3

1.4

.8

.3

3, Left

Sta.

D=5.

y

4.2

3.2

2.4

1.4

.4

Sta.

D=3.1

y

2.5

1.7

1.2

.8

.4

bank

Sta.

D=4.3

y

2.5

1.7

1.2

.8

.4

bank

Sta.

D=3.5

y

2.5

1.7

1.2

.8

.4

bank

Sta.

D=2.

y

1.7

1.2

.8

.4

bank

Sta.

D-l.

y

1.7

1.2

.8

.4

bank

40

7 ft.

V

3.23

3.16

3.25

3.30

3.12

bank

45

3 ft.

V

3.82

3.80

3.80

3.64

1.39

45

ft.

V

5.49

4.99

4.60

4.42

4.16

station

50

ft.

V

3.62

3.30

2.99

2.89

2.58

station

55

ft.

V

4.87

4.70

4.43

4.22

4.00

Sta.

D=3.

y

2.5

1.7

1.2

.8

.4

57

67

Sta.

D=3.

y

2.5

1.7

1.2

.8

.4

50

3 ft.

V

4.58

4.00

3.68

3.44

3.23

60

8 ft.

V

3.21

3.61

3.62

3.50

3.19

Sta. 55

D=3.5 ft.

y v

2.5 3.32

1.7 3.16

1.2 2.78

.8 2.56

.4 2.16

station 88

50

1 ft.

V

5.51

5.09

4.76

4.36

Sta

D=l

y

1.7

1.2

.8

.4

. 55

.9 ft.

V

5.13

4.81

4.52

4.36

Sta. 60

D=1.9 ft.

y v

1.7 4.56

1.2 4.49

.8 4.29

.4 4.06

Sta. 65

0=1.8 ft.

y v

1.7 4.16

1.2 4.07

.8 3.91

.4 3.70

station 85

55

9 ft.

V

4.96

4.78

4.54

4.20

station

Sta

D=4

y

3.3

2.3

1.4

.8

.3

station

Sta

D=5

y

4.1

3.1

2.3

1.3

.3

Sta

D=l

y

1.7

1.2

.8

.4

63

. 45

. 60

.9 ft.

V

4.58

4.45

4.25

3.97

.2 ft.

V

3.

3.

3.

3.

3.

70

. 50

79

66

59

57

52

.3 ft.

V

3.

3.

3.

3.

-

14

05

03

01

Sta. 65

D=1.9 ft.

y v

1.7 4.33

1.2 4.15

.8 3.91

.4 3.64

Sta. 50

0=4.9 ft.

y v

3.2 3.89

2.2 3.80

1.3 3.75

.7 3.71

.2 2.30

Sta. 55

0=4.5 ft.

y v

4.3 3.12

3.3 3.28

2.5 3.28

1.5 3.12

.8 2.21

Sta. 70

0=1.9 ft.

y v

1.7 3.68

1.2 3.53

.8 3.35

.4 3.14

Sta. 55

0=4.6 ft.

y v

3.5 3.61

2.5 3.61

1.6 3.52

1.0 3.44

.5 3.32

Sta. 60 Sta. 65

0=4.2 ft. 0=3.3 ft.

y V y V

4.0 3.01

3.3 3.43 3.0 2.25

2.5 3.44 2.2 2.60

1.5 2.45 1.2 1.07

.8 2.99 .5 .55
J34 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

TABLE 2. Measured velocity at indicated heights above riverbed Continued

May 21, 1968, Section 229, Right bank station 0, Left bank station 64

Sta. 5

D-5. 5 ft.

y v

4.0 3.03

3.3 3.43

2.5 3.28

1.5 2.85

.8 2.89

Sta. 10

D-4. 7 ft.

y v

4.0 2.90

3,3 3,05

2.5 3.07

1.5 2.74

.8 2.16

Sta. 5

D-4. 6 ft.

y v

3.9 2.87

3.1 3.14

2.0 3.23

1.4 3.17

.7 2.92

Sta. 5

D-5. 7 ft.

y v

4.2 2.65

2.9 3.46

1.9 2.71

1.2 1.81

.6 1.64

Sta. 10

D-4.9 ft.

y v

4.3 3.35

3.0 3.41

2.0 3.28

1.3 2.81

.7 2.17

Sta. 10

D=5.1 ft.

y v

4.0 4.02

2.8 4.15

2.0 4.20

1.2 3.93

Sta. 10

D-5.0 ft.

y v

4.0 3.37

3.4 3.61

2.0 3.57

.8 3.25

Sta. 10

D-4. 4 ft.

y v

4.0 3.26

3.4 3.26

2.0 3.07

.8 2.37

Sta. 10

D-5. 5 ft.

y v

4.0 3.50

3.3 3.43

2.5 3.28

1.5 2.85

.8 2.89

Sta. 15

D-5. 9 ft.

y v

4.0 3.05

3.3 2.98

2.5 2.94

1.5 2.65

.8 2.37

Sta. 10

D-5.0 ft.

y v

3.8 3.68

3.0 3.57

1.9 3.37

1.3 2.89

.6 2.01

Sta. 10

D-6.0 ft.

yy v

4.3 3.68

3.0 3.32

2.0 2.25

1.3 1.26

.7 1.21

Sta. 15

D=5.0 ft.

y v

3.9 3.50

3.0 3.55

2.0 3.44

1.3 2.76

.7 1.53

Sta. 15

D-4.4 ft.

y v

4.0 4.34

2.8 3.95

2.0 4.36

1.2 4.27

Sta. 15

D=5.1 ft.

y v

4.0 3.75

3.4 3.73

2.0 3.66

.8 3.23

Sta. 15

D-4.9 ft.

y v

3.9 3.48

3.3 3.26

1.9 2.87

.7 2.56

Sta. 15

D-5. 5 ft.

y v

3.9 3.41

3.2 3.41

2.4 3.46

1.4 3.50

.7 3.43

Sta. 20

D-5.0 ft.

y v

3.9 3.12

3.2 3.12

2.4 3.03

1.4 2.90

.7 2.16

Sta. 15

D-4. 7 ft.

y v

4.0 3.52

3.2 3.41

2.1 3.23

1.5 3.10

.8 2.67

Sta. 15

D-5. 6 ft.

y v

4.2 3.86

2.9 3.62

1.9 3.43

1.2 3.10

.6 2.87

Sta. 20

D-5.0 ft.

y v

3.9 3.59

3.0 -

2.0 3.55

1.3 3.10

.7

Sta. 20

D-4.1 ft.

y v

3.9 4.56

2.7 4.52

1.9 4.52

1.1 4.49

Sta. 20

D=5.3 ft.

y v

4.0 3.75

3.4 3.73

2.0 3.66

.8 3.37

Sta. 20

D-5.0 ft.

y v

3.8 3.75

3.2 3.61

1.8 3.37

.8 3.12

Sta. 20

D-4. 3 ft.

y v

4.0 3.16

3.3 3.21

2.5 3.17

1.5 2.99

.8 2.94

May 21,

Sta. 25

D-4.0 ft.

y v

3.8 3.37

3.1 3.61

2.3 3.59

1.3 3.30

.6 3.14

May 21,

Sta. 25

D-4. 2 ft.

y v

3.9 3.21

3.2 3.30

2.4 3.30

1.4 3.10

.7 2.90

1968, Section

Sta. 30

D-3.9 ft.

y v

3.8 3.17

3.2 3.59

2.1 3.62

1.5 3.59

.8 3.48

1968, Sactlon

Sta. 20 Sta. 25 Sta

D-3.9 ft. D

y v

3

3.2 3.10 2

2.1 3.17 1

1.5 3.19

.8 3.12

May 29,

Sta. 20

D-6.4 ft.

y v

4.1 3.55

2.8 3.07

1.8 2.85

1.1 2.54

.5 1.99

May 29,

Sta. 25

D-4.0 ft.

y v

3.5 4.06

2.7 4.04

2.0 4.02

1.3 3.89

.7 -

May 29,

Sta. 25

D=3.4 ft.

y v

3.2 3.52

2.8 3.66

2.0 3.79

1.2 3.82

May 29,

Sta. 25

D-4. 3 ft.

y v

4.0 3.48

3.4 3.34

2.0 3.01

.8 2.78

May 29,

Sta. 25

D-5. 3 ft.

y v

4.0 4.11

3.4 4.07

2.0 4.07

.8 3.70

-3.6 ft. D-3

y V y

.2 3.03 3.3

.4 2.87 2.5

.6 2.89 1.7

.9 3.03 1.0

.3 2.94 .4

1968, Section

Sta. 25

D-6.0 ft.

y v

4.3 4.13

3.0 3.59

2.0 2.83

1.3 2.51

.7

1968, Section

Sta. 30

D-5.1 ft.

y v

3.9 3.77

2.6 3.68

1.9 3.64

1.2 3.41

.7

1968, Section

Sta. 30

0=4.0 ft.

y v

3.2 3.59

2.8 3.61

2.0 3.70

1.2 3.75

Sta. 30 Sta. 35

D-4.4 ft. D-4.9 ft.

y V y V

3.7 2.85 3.9 2.63

3.0 2.96 3.2 2.54

2.2 3.07 2.4 2.58

1.2 2.81 1.4 2.49

.5 2.65 .7 2.32

231, Right bank station 4,

Sta. 35 Sta. 40

D-5.0 ft. D-3. 7 ft.

y V y V

3.5 3.43 3.5 2.69

2.9 3.32 2.9 2.98

1.8 3.12 1.8 3.03

1.2 2.90 1.2 2.92

.5 1.19 .5 2.67

233, Right bank station 1,

. 30 Sta. 35 Sta.

.5 ft. D-3.8 ft. D-4. 3

V y V y

2.76 3.4 3.28 3.4

2.98 2.6 3.25 2.6

2.85 1.8 3.10 1.8

2.72 1.1 2.90 1.1

2,60 .5 2.69 .5

225, Right bank station 4,

Sta. 30 Sta. 35

D-5. 3 ft. D-4.5 ft.

y V y V

4.1 4.00 4.0 3.61

2.8 3.64 3.0 3.55

1.8 3.03 2.0 3.50

1.1 2.76 1.3 3.26

.5 - .7 -

227, Right bank station 1.

Sta. 35 Sta. 40

D-6.2 ft, D-4.9 ft.

y V y V

4.0 3.48 4.0 4.02

2.7 3.26 2.7 3.89

2.0 3.16 2.0 3.80

1.3 2.51 1.3 3.57

.7 - .7 -

229, Right bank station 1,

Sta. 35 Sta. 40

D-4.6 ft. D-4.9 ft.

y V y V

3.6 3.93 3.7 3.84

2.4 3.95 2.5 3.80

1.6 3.89 1.7 3.79

.7 3.82 .8 3.62

Sta.

D-5. 3

y

4.0

3.3

2.5

1.5

.8

Left

Sta.

D-4.

y

3.8

3.2

2.1

1.5

.8

Left

40

ft.

V

3.01

2.74

1.98

1.53

1.34

Laft

Sta.

D=4.

y

4.0

3.0

2.0

1.3

.7

, Left

Sta

D-5

y

3.9

2.6

1.9

1.2

.6

, Left

Sta

40 Sta.

ft. D-4. 7

V y

2.56 3.8

2.72 3.1

2.85 2.3

2.87 1.3

2.60 .8

bank station

45

ft.

V

3.44

3.34

3.08

2.53

2.34

70

45 Sta. 50

0 ft. D-4. 3 ft.

V y

2.63 3.5

2.94 2.9

3.05 1.8

2.99 1.2

2.81 .5

bank station

V

3.26

3.23

3.08

2.98

2.41

72

Sta. 45 Sta. 50

D-4.1 ft. D-4.4 ft.

y V y V

3.3 2.90 3.4 2.90

2.5 2.85 2.6 2.90

1.7 2.71 1.8 2.98

1.0 2.51 1.1 3.08

.4 2.07

bank station

5 2.85

63

40 Sta. 45

7 ft. D-5. 4 ft.

V y

3.30 4.3

3.34 3.0

3.41 2.0

3.30 1.3

.7

bank station

. 45 Sta

.0 ft. D-6

V y

4.02 3.7

3.70 2.4

3.61 1.7

3.39 1.0

.4

bank station

. 45 Sta

D=5.5 ft. D-4

y

3.7

2.5

1.7

.8

V y

3.71 3.7

3.66 2.5

3.70 1.7

3.48 .8

V

2.78

2.87

2.90

2.87

-

70

. 50

.3 ft.

V

3.75

3.50

2.85

1.41

-

65

. 50

.7 ft.

V

3.82

3.64

3.43

3.17

Sta. 50

D-4. 8 ft.

y v

3.9 3.17

3.2 3.19

2.4 3.01

1.4 2.53

.7 2.34

Sta. 55

D-5.0 ft.

y v

4.0 3.16

3.2 2.99

2.1 2.90

1.5 2.85

.8 2.65

Sta. 55

D-6.0 ft.

y v

4.2 3.35

3.3 3.21

1.8 3.10

1.1 2.53

.5 1.05

Sta. 50

D-6. 3 ft.

y v

4.3 3.08

3.0 2.99

2.0 2.71

1.3 2.37

.7

Sta. 55

D-8.0 ft.

y v

3.8 3.70

2.5 3.12

1.8 3.37

1.1 3.29

.5

Sta. 55

D-4.7 ft.

y v

3.7 3.21

2.5 3.48

1.7 3.62

.8 3.53

Sta. 55

D=4.7 ft.

y v

3.9 2.96

3.2 2.99

2.4 2.89

1.4 2.45

.7 2.07

Sta. 60

D-5.1 ft.

y v

3.8 3.66

3.0 3.59

1.9 3.30

1.3 3.07

.6 2.62

Sta. 60 Sta.

D-4. 3 ft. D-4,

y V y

3.6 3.35 3.9

2.7 3.28 3.3

1.2 3.16 1.8

.5 2.89 1.1

 5

, 65

,2 ft.

V

2.37

2.45

2.34

2.19

.58

1968, Section 231, Right bank station 1, Left bank station 71

Sta. 30

D=4.3 ft.

y v

4.0 3.55

3.4 3.34

2.0 3.05

.8 2.94

1968, Section

Sta. 30

D-5.0 ft.

y v

4.0 3.95

3.4 3.70

2.0 3.53

.8 3.23

Sta. 35 Sta. 40

D-4.1 ft. D-4.5 ft.

y V y V

3.7 3.86 3.5 3.55

3.4 3.50 3.2 3.32

2.0 3.10 1.8 2.92

.8 2.56 .6 2.67

233, Right bank station 0,

Sta. 35 Sta. 40

D-4. 8 ft. D-4. 2 ft.

y V y V

3.8 3.61 3.6 3.41

3.2 3.26 3.3 3.41

1.8 2,92 1.9 3.39

.6 2.58 ,7 2,98

Sta,. 45 Sta. 50

D=4.9 ft. D-5.0 ft.

y

4.0

3.4

2.0

.8

, Left

Sta

D-4

y

3.6

3.3

1.9

.7

V y

4.04 3.8

3.68 3.2

3.35 1.8

3.14 .6

bank station

. 45 Sta

.1 ft. D=4

V y

2.90 3.4

2.83 3.1

2.81 1.7

2.67 .5

V

4.09

3.93

3.79

3.46

75

. 50

.5 ft.

V

3.26

3.34

2.89

1.96

Sta. 55

D=4.5 ft.

y v

3.8 4.13

3.2 4.00

1.8 3.91

.6 3.62

Sta. 55

D-4.5 ft.

y v

3.7 3.86

3.4 3.86

2.0 3.14

.8 2.74

Sta. 60

D-5. 3 ft.

y V 

4.0 3.46

3.4 3.61

2.0 3.50

.8 2.41

Sta. 60

D-5.0 ft.

y v

3.7 3.53

3.4 3.35

2.0 2.80

.8 2.17
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J35 

TABLE 2. Measured velocity at indicated heights above riverbed Continued

June 11, 1969, Section 245, Right bank station 7, Left bank station 86

Sta. 

D-4.

y

4.3 

3.2 

2.2 

1.3 

.5

Sta. 

D-5.

y

4.2 

3.1 

2.1 

1.2

Sta.

D-4.

y

3.9

3.1

2.1

1.2

.4

Sta.

D-5.

y

4.0

3.2

2.2

1.3

.5

15 

8 ft. 

V

3.01 

3.82 

3.82 

3.73 

3.64

70 

8 ft. 

V

3.64 

3.84 

3.86 

3.68

15

8 ft.

V

3.46

3.57

3.75

3.77

-

15

1 ft.

V

4.22

4.27

4.13

4.07

3.95

Sta, 

D=4,

y

4.1 

3.0 

2.0 

1.1 

.3

Sta,

D-5,

y

4.2 

3.1 

2.1 

1.2

Sta.

. 20 

.8 ft. 

V

3.93 

4.25 

4.15 

4.00 

3.77

. 75 

.8 ft. 

V

3.70 

3.80 

3.73 

3.03

20

D-4. 3 ft.

y

4.0

3.2

2.2

1.3

.5

Sta

D-4

y

3.9

3.1

2.1

1.2

.4

V

3.57

3.73

3.64

3.61

3.57

. 20

.3 ft.

V

4.42

4.56

4.51

4.38

4.36

Sta. 25 

D-4. 8 ft.

y v

4.3 3.84 

3.2 3.97 

2.2 3.82 

1.4 3.66 

.5 3.52

Sta.

D-4.

y

4.0

3.2

2.2

1.3

.5

25

3 ft.

V

3.62

3.79

3.80

3.70

3.59

Sta. 25

D-4. 6 ft.

y

4.

3.

2.

1.

V

0 4.61

2 4.72

2 4.63

3 4.56

5 4.33

Sta. 30 

D-4. 9 ft.

y v

4.2 3.57 

3.1 3.61 

2.1 3.46 

1.2 3.21 

.4 2.96

June

Sta. 30

D-4. 3 ft.

y v

4.0 4.13

3.2 4.16

2.2 4.07

1.3 3.88

.5 3.68

Juna

Sta. 30

Sta. 35 

D-5. 8 ft.

4.3 3.91 

3.2 3.73 

2.2 3.59 

1.3 3.34 

.5 2.98

11, 1969, Section

Sta.

D-4.

y

4.0

3.2

2.2

1.3

.5

35 Sta.

1 ft. D-4.

V y

4.16 4.0

4.13 3.2

3.93 2.2

3.66 1.3

3.50 .5

11, 1969, Saction

D-4. 7 ft.

y v

4.0 4.

3.2 4.

2.2 4.

1.3 4.

.5 3.

43

54

45

18

64

Sta. 35

D-4. 7 ft.

y v

4.0 4.38

3.2 4.43

2.2 4.33

1.3 4.09

.5 3.80

Sta. 40 

D-5. 9 ft.

y v

4.2 4.07 

3.1 3.79 

2.1 3.12 

1.2 2.14 

.4 1.61

Sta. 45 

D-6.2 ft.

y v

4.2 3.95 

3.1 3.79 

2.1 2.65 

1.2 1.90 

.4 1.72

250, Right bank station

40 Sta.

2 ft. D=4.

V y

3.71 4.0

3.43 3.2

3.07 2.2

2.85 1.3

2.80 .5

, 45 Sta.

,4 ft. D-4.

V y

4.06 4.0

4.06 3.2

3.80 2.2

3.61 1.3

3.28 .5

255, Right bank station

Sta. 40

D-4. 6 ft.

y v

4.0 4.31

3.2 4.51

2.2 4.54

1.3 4.09

.5 4.22

Rio Orinda eonvayance channal

December 21,

Sta

D=4

y

4.0

3.0

2.0

1.2

.5

. 15

.7 ft.

V

5.85

6.06

5.58

5.16

4.61

Sta.

D-4.

y

4.0

3.0

2.0

1.2

.5

25

7 ft.'

V

7.14

7.25

6.68

6.08

5.18

Sta

D-4

y

4.0

3.0

2.0

1.2

.5

. 35

.7 ft.

V

7.63

7.93

7.25

6.71

5.78

Sta. 45

D-4. 7 ft.

y v

4.0 7.36

3.0 7.89

2.0 7.25

1.2 6.66

.5 5.74

December 21,

Sta. 15

D-4. 5 ft.

y

4.0

3.0

2.0

1.2

.5

V

5.24

5.76

5.70

5.38

4.76

Sta.

D=4.

y

4.0

3.0

2.0

1.2

.5

25

7 ft.

V

7.34

7.58

7.00

6.37

5.47

Sta. 35

D-4. 9 ft.

y

4.0

3.0

2.0

1.2

.5

V

7.89

8.07

7.36

6.69

5.83

Sta. 45

D-5. 2 ft.

y v

4.0 7.52

3.0 7.78

2.0 7.31

1.2 6.64

.5 5.76

1965,

Sta

D-4

y

4.0

3.0

2.0

1.2

.5

1965,

Sta,

Section 2249+93, Right

. 50 Sta

.7 ft. D-4

V y

7.54 4.0

7.59 3.0

7.14 2.0

6.59 1.2

5.54 .5

. 53 Sta

.7 ft. D-4

V y

7.14 4.0

7.29 3.0

6.78 2.0

6.15 1.2

5.27 .5

Section 2243+62, Right

. 50 Sta,. 55

Sta. 45

D-5. 2 ft.

y v

4.0 4.49

3.2 4.61

2.2 4.51

1.3 4.36

.5 3.46

Sta. 50 Sta. 55 Sta. 60 Sta. 65 

D-7.2 ft. D«=6.2 ft. D-5.1 ft. D-6.6 ft. 

yV y v yV yV

4.2 3.41 4.2 2.94 4.3 3.55 4.3 3.08 

3.1 3.30 3.1 2.67 3.2 3.71 3.2 3.39 

2.1 3.05 2.1 2.39 2.2 3.64 2.2 3.53 

1.2 2.67 1.2 2.21 1.3 3.52 1.3 2.63 

.4 - .4 - .5 - .5 -

2, Left bank station 79

50 Sta. 55 Sta. 60 Sta. 65 Sta. 70

9 ft. D-4. 8 ft. D-5. 2 ft. D-6.1 ft. D-5.1 ft.

v yv yv yv yv

4.38 4.0 4.36 4.0 4.45 4.0 4.07 4.0 2.65

4.40 3.2 4.07 3.2 4.24 3.2 3.97 3.2 2.92

4.31 2.2 3.57 2.2 3.71 2.2 3.77 2.2 2.98

4.15 1.3 3.30 1.3 3.43 1.3 3.21 1.3 2.85

3.98 .5 3.37 .5 3.14 .5 2.65 .5 2.49

1, Left bank station 74

Sta. 50 Sta. 55 Sta. 60 Sta. 65

D-7.7 ft. D-8.9 ft. D-7.4 ft. D-5. 8 ft.

yv y v yv yv £.'

4.0 3.80 4.0 3.30 4.0 3.79 4.0 2.96

3.2 3.95 3.2 3.26 3.2 3.70 3.2 2.96

2.2 3.16 2.2 2.72 2.2 3.55 2.2 2.69

1.3 1.12 1.3 1.16 1.3 2.90 1.3 2.14

.5 .5 - .5 .89 .5 1.64

naar San Marcial, M. Hex.

bank station

. 55

.8 ft.

V

5.76

6.91

6.41

5.85

5.03

bank station

0, Left bank station 70

0, Left bank station 67

D-5. 4 ft. D-5. 6 ft.

y

4.0

3.0

2.0

1.2

.5

V y

7.14 4.0

7.29 3.0

6.77 2.0

6.28 1.2

5.47 .5

V

6.08

6.57

5.76

4.88

4.06

Rio Grande eonvayance channal near Nogal Canyon, N, Max.

December 22,

Sta

D=4

y

3.0

2.0

1.2

.5

. 2C

.3 ft.

V

4.09

3.73

3.46

3.05

Sta.

D-5.

y

3.0

2.0

1.2

.5

30

0 ft.

V

7.13

6.60

6.23

5.45

Sta. 40

D-4. 9 ft.

y

3.0

2.0

1.2

.5

V

7.75

7.07

6.53

5.51

Sta. 50

D=4.9 ft.

y v

3.0 7.87

2.0 7.23

1.2 6.73

.5 5.69

December 22,

Sta

D=3

y

2.5

1.5

.9

 3

. 3C

.5 ft.

V

6.55

5.97

5.58

4.42

Sta.

D=3.

y

2.5

1.5

.9

.3

, 50

.4 ft.

V

7.34

6.62

6.10

4.76

Sta

D-2

y

2.5

1.5

.9

.3

. 70

.9 ft.

V

7.16

6.59

6.01

4.85

Sta. 90

D=2.7 ft.

y v

2.5 5.03

1.5 5.13

.9 4.56

.3 3.59

1965,

Sta

D=4

y

3.0

2.0

1.2

.5

1965,

Section 1318+00, Right

. 60 Sta

.6 ft. D=4

V y

7.16 3.0

6.51 2.0

5.94 1.2

5.01 .5

. 70

.2 ft.

V

4.65

4.65

4.15

3.64

Section 1300+00, Right

bank station

bank station

0, Left bank station 80

0, Left bank station 110
J36 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69 

TABLE 3. Summary of size analyses and related data for point-integrated sediment samples

Wate 

Date Station Disch 

(ft) Q (ft 3 

sec

r Water Total 

arge Tempera- Depth 

ture of Flow 

per T D 

ond) (°C) (ft)

Height 

above 

Bed

y

(ft)

y

Rio Grande

1965

Sampling

Nov. 29 20 1,250 6 4.2

4.2

4.2

4.2

4.2

30 1,250 6 4.2

4.2

4,2

4.2

4.2

40 1,250 6 4.2

4.2

4.2

4.2

4.2

50 1,250 6 3.8

Nov. 30 20 1,250

30 1,250

1966

3.8

3.8

3.8

3.8

Sampling

4 4.0

4.0

4.0

4.0

4.0

4 4.0

4.0

4.0

4.0

4.0

Sampling

May 4 15 1,280 17 4.2

4.2

4.2

4.2

4.2

4.2

25 1,280 17 4.3

4.3

4.3

4.3

4.3

4.3

35 1,280 17 5.1

5.1

5.1

5.1

5.1

5.1

45 1,280 17 5.8

5.8

5.8

5.8

55 1,280 17 4.5

4.5

4.5

4.5

4.5

4.5

65 1,280 17 5.3

5.3

5.3

5.3

5.3

5.3

section 255,

3.7

1.5

1.0

.5

.3

3.7

1.5

1.0

.5

.3

2.7

1.5

1.0

.5

.3

2.7

1.5

1.0

.5

.3

a, 14

1.80

3.20

7.40

13.0

.14

1.80

3.20

7.40

13.0

.56

1.80

3.20

7.40

13.0

.41

1.53

2.80

6.60

11.7

section 252,

3.0

1.5

1.0

.5

.3

3.0

1.5

1.0

.5

.3

.33

1.67

3.00

7.00

12.3

.33

1.67

3.00

7.00

12.3

section 245,

3.7

2.5

1.2

.8

.5

.3

3.8

2.5

1.2

.8

.5

.3

4.6

2.5

1.2

.8

.5

.3

5.3

2.5

1.2

.8

4.0

2.5

1.2

.8

.5

.14

.68

2.50

4.25

7.40

13.0

.13

.72

2.58

4.38

7.60

13.3

.11

1.04

3.25

5.38

9.20

16.0

.09

1.32

3.83

6.25

.12

.80

2.75

4.62

8.00

.3 14.0

4.8

2.5

1.2

.8

.5

.3

.10

1.12

3.42

5.62

9.60

16.7

Concentr

Percent finer than 

in mm

0.062 0.125 0.250

indicated size,

0.500 1.00

of Size

Finer 

ample than 

0.062

0.062 

to 

0.125

ation, in rut* /I

class,. J-n n 

0.125 

to 

0.250

0.250 

to 

0.500

0.500 

to 

1.00

Coarser 

than 

0.062

conveyance channel near Bernardo, N. Mex.

Right bank st

66

41

44

38

17

67

50

27

22

55

45

34

28

15

55

53

49

38

15

93

75

75

68

34

92

81

50

40

88

78

66

54

33

85

82

79

65

26

ition 4

100

99

99

97

89

100

100

94

86

100

100

99

96

90

100

100

100

96

71

Right bank station 4

54

46

38

36

13

57

43

37

23

18

84

77

68

63

26

87

76

67

45

42

100

99

98

96

77

100

100

98

90

93

Right bank station 3

55

46

38

41

36

35

52

42

36

33

33

35

54

41

39

36

26

23

49

35

32

31

54

40

35

36

32

32

68

44

34

26

28

29

85

76

69

69

66

64

80

70

63

58

58

61

83

68

66

64

50

47

77

58

55

51

79

64

57

61

54

54

91

69

55

42

46

45

99

97

95

94

95

94

99

96

89

88

85

89

99

93

93

94

88

85

96

82

83

79

96

86

82

85

79

81

100

88

80

69

74

70

Left bank station 71

2,690 1,780

100 4,530 1,860

100 4,490 1,980

100 5,120 1,950

100 12,100 2,060

2,680 1,800

3,710 1,860

100 7,340 1,980

100 9,000 1,980

3,400 1,870

4,400 1,980

100 5,860 1,990

100 7,440 2,080

100 15,200 2,280

3,380 1,860

3,500 1,860

3,770 1,850

100 5,190 1,970

99 100 13,300 2,000

726

1,540

1,390

1,540

2,060

670

1,150

1,690

1,620

1,120

1,450

1,880

1,930

2,740

1,010

1,020

1,130

1,400

1,460

188

1,090

1,080

1,480

6,660

214

705

3,230

4,140

408

968

1,930

3,120

8,660

507

630

792

1,610

5,990

0

45

45

154

1,330

0

0

-

440

1,260

0

0

59

298

1,520

0

0

0

208

3,720

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

133

910

2,670

2,510

3,170

10,000

880

1,850

5,360

7,020

1,530

2,420

3,870

5,360

12,900

1,520

1,640

1,920

3,220

11,300

Left bank station 69

2,980 1,610

100 3,500 1,610

100 4,390 1,670

100 4,560 1,640

100 14,100 1,830

2,760 1,570

3,900 1,680

100 4,500 1,670

100 7,280 1,670

100 9,390 1,690

894

1,090

1,320

1,230

1,830

828

1,290

1,340

1,600

2,250

477

770

1,320

1,500

7,190

359

936

1,400

3,280

4,790

0

35

88

182

3,240

0

20

90

728

657

0

0

0

0

0

0

0

0

0

0

1,370

1,890

2,720

2,920

12,300

1,190

2,220

2,830

5,610

7,700

Left bank station 78

100 1,650 908

100 2,080 957

100 2,490 946

100 2,300 943

100 2,620 943

100 2,740 960

100 1,790 931

100 2,200 924

100 2,610 940

100 2,870 947

100 2,830 934

100 2,640 924

100 1,690 913

100 2,310 947

100 2,380 928

100 2,710 976

100 3,990 1,040

100 4,320 994

100 1,870 916

100 2,650 928

100 2,810 899

100 2,980 924

100 1,700 918

100 2 ,360 944

100 2,660 931

100 2,530 911

100 2,920 934

100 2,960 947

1,270 864

100 2

100 2

100 -- 3

,120 933

,650 901

,530 918

100 3,320 930

99 100 3,100 899

495

624

772

644

786

795

501

616

705

718

708

686

490

624

643

759

958

1,040

524

610

646

596

425

566

585

633

642

651

292

530

557

565

598

496

231

437

647

575

760

822

340

572

679

861

764

739

270

578

643

813

1,520

1,640

355

636

787

834

289

519

665

607

730

799

114

403

663

953

930

775

16

62

125

138

131

164

18

38

287

344

424

290

17

162

167

163

479

648

75

477

478

626

, 68

330

479

380

613

562

0

254

530

1,090

863

899

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

31

742

1,120

1,540

1,360

1,680

1,780

859

1,280

1,670

1,920

1,900

1,720

777

1,360

1,450

1,730

2,950

3,330

954

1,720

1,910

2,060

782

1,420

1,730

1,620

1,990

2,010

406

1,190

1,750

2,610

2,390

2,200
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J37

TABLE 3. Summary of size analyses and related data for point-integrated sediment samples Continued

Water Water Total 

Date Station Discharge Tempera- Depth 

(ft) Q ture of Flow 

(ft 3 per T D 

second) (°C) (ft)

Height 

above 

Bed

y

(ft)

y

Rio Grande conveyance

Sampling section 255,

May 4 20 1,280 20 3.8

3.8

3.8

3.8

3.8

3.8

30 1,280 20 3.7

3.7

3.7

3.7

3.7

3.7

40 1,280 20 3.8

3.8

3.8

3.8

3.8

3.8

50 1,280 20 3.8

3.8

3.8

3.8

3.8

3.8

60 1,280 20 4.0

4.0

4.0

4.0

4.0

4.0

3.3

2.5

1.2

.8

.5

.3

3.2

2.5

1.2

.8

.5

.3

3.3

2.5

1.2

.8

.5

.3

3.3

2.5

1.2

.8

.5

.3

3.5

2.5

1.2

.8

.5

.3

.15

.52

2.17

3.75

6.60

11.7

.16

.48

2.08

3.62

6.40

11.3

.15

.52

2.17

3.75

6.60

11.7

.15

.52

2.17

3.75

6.60

11.7

.14

.60

2.33

4.00

7.00

12.3

Percent finer than 

in mm

0.062 0.125

channel near

0.250

indicated siz

0.500 1.00

Concentration,

e,

Sample

Finer 

than 

0.062

of Size

0.062 

to 

0.125

in mg/1

class, in mm

0.125 

to 

0.250

0.250 

to 

0.500

0.5CO 

to 

1.00

Coarser 

than 

0.062

Bernardo, N. Mex. Continued

Right bank station 3, Left bank station 72

70

54

38

31

26

12

72

57

41

32

26

14

77

58

38

30

22

11

64

53

39

37

31

19

64

56

48

42

37

15

93

84

72

63

56

29

94

88

75

63

57

34

96

89

71

60

49

29

89

85

71

67

59

42

89

83

72

67

64

27

100

100

100

100

96

90

100

100

100

100

98

91

100

100

100

98

96

88

100

100

99

98

97

91

100

99

94

92

88

64

_

100

100

100

100

100

100

100

_

100

100

100

100

_

100

100

100

100

100

Rio Grande conveyance channel near San Marcial,

Sampling section 2249 +

1965

Dec. 21 25 1,860 3 4.7

4.7

4.7

4.7

4.7

35 1,860 3 4.7

4.7

4.7

4.7

4.7

50 1,860 3 4.7

4.7

4.7

4.7

4.7

4.0

3.0

2.0

1.2

0.5

4.0

3.0

2.0

1.2

0.5

4.0

3.0

2.0

1.2

0.5

1,220

1,700

2,620

3,290

3,900

9,520

1,170

1,610

2,000

3,110

3,780

7,970

1,110

1,580

2,530

3,360

4,530

9,800

1,330

1,690

2,440

2,590

3,080

4,880

1,370

1,570

1,940

2,130

2,450

5,910

N.Mex.

854

918

996

1,020

1,010

1,140

842

918

820

995

983

1,120

855

916

961

1,010

997

1,080

851

896

952

958

955

927

877

879

931

895

907

886

281

510

891

1,050

1,170

1,620

257

499

680

964

1,170

1,590

211

490

835

1,010

1,220

1,760

333

541

781

777

862

1,120

343

424

466

533

662

709

85

272

734

1,220

1,560

5,810

70

193

500

1,150

1,550

4,540

44

174

734

1,280

2,130

5,780

146

254

683

803

1,170

2,390

151

251

427

533

588

2,190

0

0

0

0

156

952

0

0

0

0

76

717

0

0

0

67

181

1,180

0

0

24

52

92

439

0

16

116

170

294

2,130

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

366

782

1,620

2,270

2,890

8,380

328

692

1,180

2,120

2,800

6,850

255

664

1,570

2,350

3,530

8,720

479

794

1,490

1,630

2,130

3,950

490

691

1,010

1,230

1,540

5,020

93, Right bank station 0, Left bank station 70

.18 59

.57 46

1.35 41

2.92 27

8.40 22

.18 59

.57 47

1.35 36

2.92 26

8.40 16

.18 65

.57 50

1.35 38

2.92 27

8.40 19

Sampling section 2243 +

Dec. 21 25 1,860 3 4.7 

4.7 

4.7 

4.7 

4.7

35 1,860 3 4.9

4.9

4.9

4.9

4.9

50 1,860 3 5.4 

5.4 

5.4 

5.4 

5.4

4.0 

3.0 

2.0 

1.2 

0.5

4.0

3.0

2.0

1.2

0.5

4.0 

3.0 

2.0 

1.2 

0.5

88

79

73

55

47

85

77

69

53

36

92

83

73

60

44

100

100

100

98

97

100

100

100

98

93

100

100

100

100

96

100

100

_

100

100

100

2,350

3,120

3,530

5,530

7,340

2,290

3,010

3,980

5,890

9,950

2,140

2,940

3,840

5,740

8,360

1,390

1,440

1,450

1,490

1,610

1,350

1,410

1,430

1,530

1,590

1,390

1,470

1,460

1,550

1,590

681

1,030

1,130

1,550

1,840

595

903

1,310

1,590

1,990

577

970

1,340

1,890

2,090

282

655

953

2,380

3,670

344

692

1,240

2,650

5,670

171

500

1,040

2,290

4,350

_ _

_

_

Ill

220

__

_

_

_

_

118

69(

__

_

_

_

)

_

_

_

335

960

1,680

2,080

4,040

5,730

940

1,600

2,550

4,360

8,360

750

1,470

2,380

4,190

6,770

62, Right bank station 0, Left bank station 67

.18 59 

.57 46 

1.35 37 

2.92 28 

8.40 21

.23

.63

1.45

3.08

8.80

.35 

.80 

1.70 

3.50 

9.80

53

44

37

29

21

54 

42 

34 

27 

23

88 

79 

68 

56 

46

86

78

72

62

52

84 

73 

66 

58 

49

100 

100 

100 

98 

95

100

100

100

100

99

100 

100 

99 

98 

93

Rio Grande conveyance channel near

1955 Sampling section 1318 + 00, Right bank

Dec. 22 20 1,750 3 4.3 

4.3 

4.3 

4.3 

4.3

4.0 

3.0 

2.0 

1.2 

0.5

.075 

.43 

1.15 

2.58 

7.60

46 

42 

39 

37 

32

79 

75 

71 

69 

59

100 

100

100

100 

100 

100

Nogal Canyon

2,650 

3,550 

4,450 

5,990 

8,370

3,060

3,850

4,770

6,200

8,620

2,830 

3,780 

4,760 

6,380 

7,660

N. Mex.

1,560 

1,630 

1,650 

1,680 

1,760

1,620

1,690

1,760

1,800

1,810

1,530 

1,590 

1,620 

1,720 

1,760

769 

1,170 

1,380 

1,680 

2,090

1,010

1,310

1,670

2,040

2,670

850 

1,170 

1,520 

1,980 

1,990

318 

745 

1,420 

2,520 

4,100

428

847

1,340

2,360

4,050

453 

1,020 

1,570 

2,550 

3 i 370

120 

418

_

_

_

86

48 

128 

536

-

_

1,090 

1,920 

2,800 

4,310 

6,610

1,440

2,160

3,010

4,400

6,810

1,300 

2,190 

3,140 

4,660 

5,900

station 0, Left bank station 80

99 

97 

97 

96 

91

100 

100 

100 

100 

100

3,490 

3,720 

4,130 

4,470 

4,990

1,600 

1,560 

1,610 

1,650 

1,600

1,150 

1,230 

1,320 

1,430 

1,350

698 

818 

1,070 

1,210 

1,600

35 

112 

124 

179 

442

_

1,890 

2,160 

2,520 

2,820 

3,390
J38 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

TABLE 3. Summary of size analyses and related data for point-integrated sediment samples Continued

Water Water Total Height Q-y Percent finer than indicated siz

Date Station Discharge Tempera- Depth above y in mm

(ft) Q ture of Flow Bed - 

(ft 3 per T D y 0.062 0.125 0.250 0.500 1.00

second) (°C) (ft) (ft)

Rio Grande conveyance channel near Nogal Canyon, N.

Concentration, in rag/1 ,

e,

 Sample

Finer

than 

0.062

of Pi.ze

0.062

to 

0.125

class , in mm

0.125 0.250

to to 

0.250 0.500

0.500 Coarser 

to than

1.00 0.062

Mex . Continued

Sampling section 1318 + 00, Right bank station 0, Left bank station 80 Continued

40 1,750 3 4.7 4.0 .18 53 87 100

4.7 3.0 .57 40 73 100

4.7 2.0 1.35 35 69 100 

4.7 1.2 2.92 26 60 99 100

4.7 0.5 8.40 20 51 98 100

60 1,750 3 4.6 4.0 .15 73 95 100

4.6 3.0 .53 54 85 100

4.6 2.0 1.30 40 75 100

4.6 1.2 2.83 32 65 100

4.6 0.5 8.20 26 53 99 100

2,820

3,960

3,960

6,270

8,710

1,930

2,850

4,020

5,020

6,200

1,490

1,580

1,390

1,630

1,740

1,410

1,540

1,610

1,610

1,610

960

1,310

1,350

2,130

2,700

425

884

1,410

1,660

1,680

367

1,070

1,230

1,330

2,380

2,570

2,450 63 4,640

4,100 174 6,970

96

427

1,000

1,760

520

1,310

2,410

3,410

2,850 62 4,590

TABLE 4. Summary of size analyses and related data for depth-integrated sediment samples

Date Time

Sampling

Section

Water

Discharge

Q

(ft 3 per

second)

Water

Temperature

T

(°C)

Percent finer than indicated size, in mm

0.002 0.004 0.016 0.062 0.125 0.250 0.500 1.00

Concentration, in mg/1,

Sample

of Size class, in ran

Finer

than

0.062

0.062 0.125

to

0.125

to

0.250

0.250 0.500

to

0.500

to

1.00

Coarser

than

0.062

Median

Diameter

d 5 0

(mm)

Gradation

0

Rio Grande conveyance channel near Bernardo, N. Mex.

1965

Feb. 3

Feb. 3

Feb. 3

Feb. 4

Feb. 4

May 12

May 12

May 13

May 13

0945

1320

1505

1700

1205

1430

1630

1030

1400

1600

0830

1000

1220

1415

0900

1100

1340

0750

0900

1000

1100

1200

1335

1430

1530

1630

1730

0920

1030

1230

1420

1615

1730

0800 

0900

ioeo

1110

1200 

1345 

1440

0840 

1120 

1300

Weir

do

do

do

236

236

236

255

255

255

Weir

do

do

do

255

255

255

Weir

do

do

do

do

Weir

do

do

do

do

240

240

240

240

240

240

Weir 

do 

do 

do

Weir 

do 

do

240 

240 

240

560

550

540

550

550

540

550

560

540

550

575

575

575

575

575

575

575

980

930

910

910

910

910

920

1,110

1,090

1,010

930

910

910

910

1,100

1,010

900 

890 

890 

890

890 

900 

910

900 

890 

900

6

9

11

10

8

10

10

7

9

10

6

7

8

9

5

7

9

14

14

15

15

16

17

17

17

17

17

14

14

16

17

17

17

15 

15 

16 

16

16 

16 

16

15 

16 

16

16

21

15

18

19

29

27

27

27

28

15

13

17

14

24

28

29

_

20

_

_

_

22

_

_

_

19

-

20

19

26

17

21

24

36

30

33

33

35

17

15

20

18

31

35

36

_

23

~

_

_

_

26

_

_

_

21

~

23

28

34

25

30

34

51

49

47

50

53

27

24

30

26

43

50

51

_

38

_

_

_

--

41

_

_

_

34

-

36

32

40

29

35

40

62

60

56

60

61

31

28

34

30

51

59

60

72

73

70

71

74

75

74

71

74

72

74

77

76

78

75

76

72 

70 

70 

69

72 

69

71

75 

73 

61

40

52

38

45

50

76

75

70

76

77

40

40

45

40

67

64

75

87

88

86

86

88

89

89

88

89

86

90

91

91

92

89

91

89 

87 

87 

86

88 

86 

86

91 

89 

76

88

85

80

86

86

99

98

99

100

100

85

91

89

90

99

100

100

98

97

97

97

97

98

98

98

98

96

99

99

100

99

98

99

98 

97 

97 

98

98 

97 

97

99 

99

88

100

99 100

100

99 100

100

100

100

100

100

100

99 100

100

100

~ ~

100

100 

100

100

100

100

100

100 

100

100

100

100

100

100

100

100 

100 

100 

100 --

100 

100 

100 

100 

100 

99 100

2,230 710

1,790 720

2,520 730

2,160 760

1,880 750

1,190 738

1,320 792

1,340 750

1,260 756

1,240 756

2,490 770

2,690 750

2,280 780

2,600 780

1,520 775

1,320 779

1,360 816

3.530 2,540

3,300 2,410

3,420 2,390

3,380 2,400

3,270 2,420

3,110 2,330

3,220 2,380

3,680 2,610

3,360 2,490

3,210 2,310

3,120 2,340

3,130 2,410

3,150 2,390

2,990 2,330

3,650 2,740

3,300 2,510

3,000 2,160 

3,020 2,110 

3,060 2,140 

3,120 2,150

3,090 2,220 

3,100 2,140 

3,020 2,140

2,940 2,200 

3,020 2,200 

3,550 2,170

178

215

227

216

188

167

198

188

202

198

224

323

251

260

243

198

204

529

495

547

507

458

435

483

626

504

449

468

438

472

419

511

495

510

513 

520 

530

494 

527 

453

470 

483 

532

1,070

591

1,060

886

677

274

304

389

302

285

1,120

1,370

1,000

1,300

486

343

340

388

297

376

372

294

280

290

368

302

321

281

250

284

209

328

264

270 

302 

306 

374

309 

341 

332

235 

302 

426

268

251

504

281

263

12

26

13

0

0

373

242

228

260

15

0

0

71

99

103

101

98

62

64

74

67

128

31

31

0

30

73

33

60 

91 

92 

62

62 

93 

91

29 

30 

390

0

18

0

22

0

0

0

0

0

0

0

0

23

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0 

0 

0 

0

0 

0 

0

0 

0 

36

1,520

1,020

1,790

1,400

1,130

452

528

590

504

484

1,720

1,940

1,500

1,820

745

541

544

990

890

1,030

980

850

780

840

1,070

870

900

780

720

760

660

910

790

840 

910 

920 

970

870 

960 

880

740 

820 

1,380

0.18

.19

.19

..18

.19

.14

.14

.14

.13

.14

.18

.17

.18

.17

.14

.14

.14

0.11

.11

.12

.12

.11

.11

.11

,.11

.10

.12

.11

.11

.10

..10

.11

.10

.10

.11 

.11 

.11

.11

.12 

.12

.10 

.11 

.16

1.41

1.58

1.52

1.47

1.51

1.42

1.46

1.35

1.36

1.38

1.45

1.38

1.43

1.39

1.36

1.36

1.36

1.60

1.65

1.71

1.67

1.63

1.65

1.61

1.62

1.63

1.72

1.60

1.61

1.58

1.64

1.67

1.58

1.58 

1.63 

1.60 

1.59

1.62 

1.65 

1.63

1.57 

1.60 

2.08
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J39 

TABLE 4. Summary of size analyses and related data for depth-integrated sediment samples Continued

Date Time

Sampling

Section

Water

Discharge

Q

(ft 3 per

second)

Water

Temperature

T

(°C)

Percent finer than indicated size, in mm

0.002 0.004 0.016 0.062 0.125 0.250 0.500 1.00

Concentration, in rag/1,

Sample

of Size class, in ram

Finer

than

0.062

0.062

to

0.125

0.125

to

0.250

0.250

to

0.500

0.500

to

1.00

Coarser

than

0.062

Median

Diameter

d 50

(mm)

Gradation

0

Rio Grande conveyance channel near Bernardo, N. Hex. Continued

June 2

June 2

June 3

June 3

Nov. 29

Nov. 29

Nov. 30

Nov. 30

1966

May 4

May 4

0850

1045

1145

1350

1500

1600

1025

1130

1545

0850

1100

1205

1330

-

1000

1030

1100

1200

1230

1300

1330

1400

1430

1500

1530

1600

1030

1120

1205

1310

1425

1450

1550

0800

0900

1000

1100

1200

1230

1300

0835

0935

1030

1130

1225

1330

1420

0800

0830

0900

0930

1000

1030

1100

1130

1200

1230

1300

1330

1400

1430

1500

1530

0920

1020

1115

1450

Weir

do

do

do

do

do

250

250

250

Weir

do

do

do

322

Weir

do

do

do

do

Weir

do

do

do

do

Weir

do

245

245

245

245

245

245

245

Weir

do

do

do

Weir

do

do

245

245

245

245

245

245

245

Weir

do

do

do

do

Weir

do

do

do

do

Weir

do

do

do

do

do

240

240

240

240

1,190

1,190

1,190

1,180

1,180

1,160

1,190

1,190

1,180

1,280

1,300

1,300

1,280

1,290

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

1,280

17

17

18

19

19

19

17

18

19

16

17

17

17

17

3

3

4

4

4

5

6

6

6

6

6

6

3

4

4

5

6

6

7

3

3

3

3

4

4

4

2

3

3

3

4

4

5

16

16

16

16

16

17

17

18

18

18

19

19

20

20

21

21

16

17

17

20

17 19 32

22 24 39 

18 21 33

14 18 27

8 11 17

1 4 15

9 11 18

11 13 25

7 9 15

7 8 15

11 13 22

10 12 20

6 8 12

7 8 13 

12 15 23

52 

53 

51 

47 

56 

46

56 

69 

59

59 

62 

52 

62

66

41

37

43

49

33

34

48

46

26 

29 

32 

33

26

24 

27 

26 

28 

28

28 

27 

29 

34 

29 

29

52 

50 

52 

53

75 

76 

73 

67 

80 

67

79 

89 

83

79 

81 

68 

80

87

68

63

72

77

53

57

74

76

50 

53 

60 

60

47

46 

51 

48 

50 

50

51 

47 

52 

56 

49 

49

81 

79 

79 

78

94 

94 

93 

92 

96 

91

96 

98 

98

95 

96 

90 

94

99

93

92

97

98

87

86

99

99

90 

89 

92 

91 

86

85 

90 

86 

83 

87

90 

85 

92 

88 

88 

83

98 

96 

95 

95

99 100 2,810 1,460 

90 100 2,810 1,490 

99 100 2,870 1,460 

99 100 3,030 1,420 

100 2,430 1,360 

99 100 3,010 1,380

100 2,890 1,620 

100 2,040 1,410 

100 2,380 1,400

100 3,090 1,820 

100 3,330 2,060 

99 100 4,080 2,120 

100 3,290 2,040

100 2,900 1,910

100 4,220 1,730

 4,210 1,910

100 4,730 1,750

100 4,060 1,750

100 3,550 1,740

100 4,560 1,460

 4,380 1,570

 4,480 1,580 

100 4,590 1,560

100 3,070 1,470

100 3,380 1,550

97 100 3,320 860 

99 100 3,080 890 

100 2,780 890 

100 2,710 890 

100 3,490 910

100 3,780 910 

100 3,440 930 

99 3,350 870 

99 100 3,320 930 

100 3,390 950

100 3,340 940 

100 3,360 900 

100 3,280 950 

100 2,770 940 

100 2,870 830 

99 100 3,060 890

100 1,720 894 

100 1,750 875 

100 1,730 900 

100 1,760 933

646 

646 

631 

606 

583 

632

665 

408 

571

618 

633 

653 

592

609

__

1,140

1,230

1,180

994

958

_

1,060

798

1,010

797 

739 

778 

732 

733

832 

826 

737 

730 

746

768 

672 

754 

609 

574 

612

499 

508 

467 

440

534 

506 

574 

758 

389 

722

491 

184 

357

494 

500 

898 

461

348

~~

1,060

1,370

1,010

746

1,550

_

1,330

768

777

1,330 

1,110 

890 

840 

1,360

1,470 

1,340 

1,270 

1,100 

1,250

1,300 

1,280 

1,310 

886 

1,120 

1,040

293 

297 

277 

299

140 

140 

172 

212 

97 

241

116 

41 

48

155 

133 

367 

197

29

~"

290

380

122

71

593

_

640

31

34

332 

308 

222 

244 

489

567 

344 

436 

531 

407

334 

504 

262 

332 

344 

490

34 

70 

86 

88

28 

28 

29 

30 

00 

30

0 

0 

0

0 

0 

41 

0

00

0

~

-

0

~

~

0

0

0

_

0

0

0

0 

31 

0 

0 

0

0 

0 

34 

33 

34

0 

0 

0 

0 

0 

31

0 

0 

0 

0

1,350 

1,320 

1,410 

1,610 

1,070 

1,630

1,270 

630 

980

1,270 

1,270 

1,960 

1,250

990 

1,840

2,490

2,760

2,290

2,980

2,820

1,740 

2,310

1,810

3,100

2,560 

2,810

2,900 

3,030

1,940

1,720 

1,600

1,830

2,460 

2,190 

1,890 

1,820 

2,580

2,870 

2,510 

2,480 

2,390 

2,440

2,400 

2,460 

2,330 

1,830 

2,040 

2,170

826 

875 

830 

827

.13 

.13 

.13 

.15 

.12 

.15

.12 

.10 

.11

.12 

.12 

.17 

.12

.11

.13

.14

.12

.12

.16

_

.15

.13

.12

0.16 

.15 

.14 

.14 

.17

.14 

.16 

.16 

.17 

.16

.16

.17 

.15 

.16 

.17 

.17

0.11 

.12 

.12 

.12

1.67 

1.62 

1.68 

1.64 

1.59 

1.67

1.57 

1.57 

1.53

1.63 

1.59 

1.75 

1.70

1.46

1.61

1.61

1.50

1.52

1.63

I

1.72

1.42

1.48

1.58 

1.63 

1.55 

1.63 

1.62

1.63 

1.59 

1.64 

1.70 

1.64

1.58 

1.65 

1.54 

1.67 

1.57 

1.70

1.47 

1.51 

1.58 

1.55
J40 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

TABLE 4. Summary of size analyses and related data for depth-integrated sediment samples Continued

Date Time

Sampling 

Section

Water 

Discharge 

Q 

(ft 3 per 

second)

Water 

Temperature 

T 

(°C)

Percent finer than indicated size, in mm

0.002 0.004 0.016 0.062 0.125 0.250

! 

o.sooli.oo

Concentration, in rag/1,

of Size class, in mm

Finer

0.062

0.062

0.125

0.125

0.250

0.250

0.500

0.500

1.00

Coarser

0.062

Median 

Diameter 

d 50 

(mm)

Gradation

tj

Rio Grande conveyance channel near Bernardo, N. Mex. Continued

May 4

Nov. 23

1967

Feb. 2

Feb. 14

Feb. 15

1968

Feb. 1

May 21

May 21

May 29

1969

June 11

1005

1050

1140

1215

1325

1410

1055

1250

1340

1425

1120

1200

1315

1330

1420

1115

1050

1540

1320

1150

1045

1030

1125

1210

1425

1530

1025

1230

1240

1530

1610

1130

1255

1335

1410

1500

1125

1300

1400

1440

1010

1300

1145

1400

1430

260

260

260

260

260

260

240

250

255

260

240

245

250

255

260

260

280

220

240

260

280

99

100

101

159

160

Weir

do

do

do

do

225

227

229

231

233

225

227

229

231

Weir

do

245

250

255

1,280

1,280

1,280

1,280

1,280

1,280

1,270

1,480

1,500

1,570

650

650

650

650

650

630

630

630

630

630

630

750

750

750

750

750

860

860

860

860

860

860

860

860

860

860

1,010

1,010

1,010

1,010

1,560

1,390

1,410

1,370

1,330

16

17

18

18

19

20

8

8

8

8

6

7

7

7

8

6

6

9

6

6

5

6

6

7

8

IS

20

20

20

20

~

20

20

20

21

21

21

22

18

19

18

19

19

45

11 14 20 44

44

48

48

58

53

55

58

62

40

4 X

45

43

47

~

52

54

55

58

55

20 23 33 m

74

76

77

76

74

77

62

66

79

74

70

74

73

75

80

81

77

 83

77 99

74 98

70 96

75 97

75 97

86 100

77 99

77 99

79 99

81 99

70 99

71 98

73 88

72 100

75 100

__

~

71 99

74 100

73 99

78 100

73 99

88 97

87 98

90 99

89 98

88 97

88 99

90 99

73 88

77 88

92 100

90 99

89 99

92 99

90 98

90 98

92 98

94 99

88 94

94 99

Rio Grande conveyance channel

1965

Dec. 21 1035

1200

2249+93

2243+62

1,800

1,800

3

3

8 10 16 33

7 9 14 34

64 98

65 97

Rio Grande conveyance channel

Dec. 22 0930 

1040

1318+00 

1306+00

1,750 

1,750

3 

3

8 9 16 35 

8 9 16 37

67 97 

71 99

100 

100 

100 --

100 

100 ~

__ 

100 

100 

100 

100 ~

100 

100

100

 

 

_ _

 

100 

 

100 

 

 

100 ~

100 

100 

100 

100 

100 

100 

99 100

100 

~ 

100 

100 ~

100 

100 

100 

100 

100 

100 

100 

2,070 930

2,100 920

2,010 880

1,910 917

1,860 893

1,520 882

3,900 2,070

4,320 2,380

4,560 2,640

4,800 2,980

1,930 770

2,000 820

1,880 850

1,950 840

1,880 884

1,560 750

1,730 780

1,540 780

1,530 760 

1,700 810

2,070 990

2,300 1,200

2,430 1,310

2,140 1,180

2,140 1,240

2,230 1,230

2,840 2,100

2,770 2,050

2,580 1,960

2,640 2,030

2,830 2,150

2,770 2,050

2,610 2,010

3,180 1,970

2,970 1,960

2,530 2,000

3,050 2,260

3,220 2,250

3,020 2,230

3,050 2.230

5,530 4,150

7,210 5,770

5,910 4,790

7,700 5,930

7,690 6,380

662 455

630 504

523 523

516 420

502 409

426 213

936 858

950 950

958 912

912 864

579 560

600 540

526 489

566 546

526 470

 

__

437 644

486 632

385 556

428 471

401 580

398 256

360 305

361 232

317 238

340 255

388 305

339 235

350 477

327 327

329 202

488 275

612 322

544 211

519 244

830 442

865 432

768 295

847 462

842 385

21 0

42 0

80 0

57 0

56 0

0 0

39 0

43 0

46 0

48 0

19 0

40 0

19 0

0 00

0 0

__ 

 

__ __

23 0

0 0

21 0

0 0

22 0

85 

55 

26 

53 

85 

28 

26 

350 32

356 

31 

32 

30 

61 

111 

144 

59 

462 

77 

1,140

1,180

1,130

993

967

638

1,830

1,940

1,920

1,820

1,160

1,180

1,030

1,110

996

Q-] r, oj.U

950

760

770 

890

1,080

1,100

1,120

960

900

1,000

740

720

620

610

680

720

600

1,210

1,010

530

790

970

790

820

1,380

1,440

1,120

1,770

1,310

.11

.12

.13

.12

.12

.10

.12

.13

.13

.12

.13

.12

.12

.12

.12

0.13

.13

.14

.13

.14

.12

.12

.11

.12

.12

.12

.11

.17

.16

.10

.10

.10

.09

.10

.11

.10

.10

.13

.11

1.33

1.47

1.55

1.48

1.53

1.41

1.45

1.47

1.48

1.48

1.38

1.39

1.37

1.39

1.38

~

~

1.44

1.45

1.44

1.42

1.45

1.69

1.69

1.65

1.69

1.77

1.61

1.60

1.94

2.11

1.56

1.61

1.61

1.59

1.61

1.46

1.52

1.46

2.00

1.50

near San Marcial, N. Mex.

100 

100 

near Nogal

100 

100 

4,530 1,490 1

4,870 1,650 1

,410 1,540

,510 1,560

90 0

150 0

3,040

3,220

0.13

.13

1.42

1.47

Canyon , N . Mex .

4,360 1,530 1 

4,130 1,530 1

,390 1,310 

,400 1,160

130 0 

40 0

2,830 

2,600

.13 

.12

1.50 

1.43

TABLE 5. Summary of size analyses of bed material

Sampling 

Section

Water 

Discharge 

Q

(£t 3 per 

second)

Water 

Temperature

T 

(°C)

Bed Material

Percent finer than indicated size, in mm

0.062 0.125 0.250 0.500 1.00 2,00

Median 

Diameter

d 50 

(mm)

Gradation

o

Bed 

Form

238

255

Rio Grande conveyance channel near Bernardo, N. Mex. 

February 4, 1965

575

575

96 100

100

0.24 

.19

1.38

1.28

Dune. 

Flat.
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J41

TABLE 5. Summary of size analyses of bed material Continued

Sampling 

Section

Water 

Discharge

(£t 3 per 

second)

Water 

Temperature

(°C)

Bed Material

Percent finer than indicated size, in mm

0.062 0.125 0.250 0.500 1.00 2.00

Median 

Diameter

dso

(mm)

Gradation

o

Bed 

Form

240

243

244

245

246

247

248

249

250

251

252

253

254

255

260

240

250

260

220

230

240

250

260

270

280

220

230

260

280

99

100

101

159

160

1,250

Rio Grande conveyance channel near Bernardo, N. Hex. Continued 

May 12, 1965

910

910

910

910

910

910

910

910

910

910

910

910

910

910

910

890

890

890

15

15

15

15

15

15

15

15

15

15

15

15

16

16

16

15

15

15

0 4 61

0 3 57

0 6 75

0 5 50

0 5 67

0 4 58

0 8 69

0 4 43

0 3 42

0 4 58

0 7 56

0 5 79

0 5 58

0 5 68

0 3 48

May

0 5 68

0 10 71

0 9 61

95

95

97

91

96

92

97

87

82

96

94

99

96

98

93

13, 1965

97

98

97

100

100

100

100

100

99

100

98

99

100

100

100

100

100

100

100

100

100

100

100

100

June 2, 1965

250 

250

322

245

1 

1

1

1

,190 

,180

,290

,250

17

17

17

4

0 

0

0

0

4 

7

11

12

75 

58

June 3

85

November

62

98 

99

,

99

29

99

100 

100

1965

100

, 1965

100

.23

.22

.20

.25

.22

.24

.22

.27

.28

.23

.24

.20

.23

.22

.25

.22

.21

.23

0.20

.24

1.38

1.37

1.35

1.52

1.38

1.47

1.40

1.62

1.75

1.36

1.48

1.29

1.43

1.32

1.41

1.34

1.42

1.42

1.30

1.42

Dune.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Transition

Do.

.18 1.34

November 30, 1965

84 99 

May 4, 1966

100

246

248 

250

252

254

240 

245 

250 

255 

260

240 

245 

250 

255 

260

1,280

1,780 

1,280

1,280

1,280

1,270 

1,330

1,480 

1,500 

1,570

650 

650 

650 

650 

650

17

17 

18

18

19

8 

8 

8 

8 

8

6 

7 

7 

7 

8

0

1

1

1

1

0 

0 

0 

0 

0

0 

0 

0 

0 

0

1

5 

8

7

9

6 

4 

5 

5 

5

6 

7 

6 

7 

12

26 79

43 89 

66 98

70 91

69 93

November 23,

85 100 

65 96 

71 95 

69 99 

77 100

February 2,

84 99 

77 99 

82 100 

79 100 

92 100

99 1QO

100 

100

99 100

100

1966

100 

100 

100

1967

100 

100

.33

.27 

.21

.20

.21

.18 

.22 

.21 

.21 

.20

0.19 

.19 

.19 

.19 

.17

1.52

1.54 

1.46

1.55

1.48

1.30 

1.36 

1.35 

1.36 

1.30

1.30 

1.36 

1.29 

1.34 

1.32

Transition

Do. 

Do.

Do.

Do.

Flat 

Do. 

Do. 

Do. 

Do.

Flat 

Do. 

Do. 

Do. 

Do.

February 14, 1967

630 

630

630

630 

630

630

630

6 

6

6

6 

6

6

6

0 

0

0

0 

0

0

0

8

11

15

16 

11

8

7

79 

86

89

91 

81

89

90

99 

100

100

100 

100

100

100

February 15, 1967

630 

630 

630

630

9 

8 

6

6

0 

0 

0

0

4 

4 

8

7

64 

70 

85

80

99 

98 

100

100

February 1,

750

750 

750 

750 

750

5

6 

6

7 

8

0

0 

0 

0 

0

3

5 

13 

5 

5

63

60 

82 

73 

79

99

100 

99 

100 

100

100 

100

"""

1968

100

100

.19 

.18 

.17 

.17 

.18 

.18 

.18

.23 

.18 

.18 

.20 

.20

1.38

1.35

1.36

1.26

1.35

1.37

1.31

1.33

1.32

1.37

1.40

1.76

1.32

Do. 

Do. 

Do. 

Do. 

Do. 

Do. 

Do.

Do. 

Do. 

Do. 

Do.

Flat. 

Do. 

Do. 

Do. 

Do.
J42 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

TABLE 5. Summary of size analyses of bed material Continued

Sampling 

Section

Water 

Discharge 

Q 

(ft 3 per 

second)

Temperature 

T

(°c>

Bed Material

Percent finer than indicated size, in mm

0.062 0.125 0.250 0.500 1.00 2.00

Median 

Diameter

d 50 

(mm)

Gradation 

o

Bed 

Form

Rio Grande conveyance channel near Bernardo, N. Hex. 

May 21, 1968

225

227

229

231

233

225

227

229

231

233

245

250

255

860

860

860

860

860

1,010

1,010

1,010

1,010

1,010

1,480

1,390

1,370

20

20

20

21

21

21

22

22

18

19

19

0

0

0

0

0

0

0

0

0

0

0

0

0

Rio

3

6

3

2

2

4

5

3

5

4

5

3

3

47

61

44

27

38

May

58

60

44

47

56

June

45

32

45

87

96

94

85

93

29, 1968

94

96

88

89

92

11, 1969

87

83

95

98

100

100

99

100

100

100

99

100

99

99

99

100

100

100

_

100

100

100

100

Grande conveyance channel near San Marcial,

December 21,

2,249+93

2,243+62

1,860

1,860

3

3

0

0

Rio

21

14

90

80

100

100

1965

_

Grande conveyance channel near Nogal

December 22,

1,318+00

1,300+00

1,750

1,750

3

3

0

0

14

19

79

91

100

100

1965

_

_

Canyon,

_

.26

.22

.26

.32

.28

.23

.23

.26

.26

.24

.27

.30

.26

N. Mex.

0.16

.18

, N. Mex.

.18

.17

1.55

1.50

1.45

1.51

1.51

1.46

1.44

1.57

1.57

1.52

1.52

1.58

1.36

1.44

1.43

1.45

1.38

Dune

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

To.

Do.

Standing Wave.

Do.

Standing Wave.

Do.

TABLE 6. Cross-sectional data for channel near Bernardo

Sampling

Section

Water

Discharge

Q

(ft 3 per

second)

Water

Surface

Elevation

Hu

(ft)

Temperature

T

(°c)

Width

B

(ft)

Area

A

(ft 2 )

Velocity

V

(ft per

second)

Mean

Depth

D

(ft)

Suspended 

£

(mg/1)

Bed Material

Median

Diametar

d so

(mm)

Gradation

a

Bed

Form

January 9, 1965

0

40

80

120

160

193

194 Weir

200

240

280

320

340

580

580

580

580

580

580

Structure

580

580

580

580

580

38.0

35.0

32.0

29.5

26.9

25.0 11

24.3

22.5

20 . 3

18.6

17.8

160

85

108

95

79

73

63

68

64

82

110

252

208

220

200

146

140

138

206

154

163

209

January 15,

0

40

80

120

160

193

194 Weir

200

240

280

320

340

630

630

630

620

620

620

Structure

620

620

610

610

610

37.2

34.5

31.8

29.4

27.3

25.2 8

24.0

22.0

20.0

18.4

17.5

156

85

107

93

81

75

63

68

64

82

107

167

168

155

190

233

189

167

162

174

179

186

2.30

2.79

2.64

2.90

3.97

4.14

4.20

2.82

3.76

3.56

2.77

1965

3.77

3.75

4.06

3.26

2.66

3.28

3.71

3.83

3.50

3.40

3.28

1.57

2.44

2.05

2.10

1.84

1.91

2.20

3.00

2.41

1.98

1.89

1.07

1.98

1.45

2.04

2.88

2.52

2.65

2.38

2.72

2.18

1.74

1,600

2,300

Dune-Ripple. 

Dune.

Do.

Do. 

Flat.

Do.

Do. 

Dune.

Dune-Ripple.

Dune-Flat.

Dune.

Dune-Flat. 

Do.

Flat. 

Dune-Flat.

Dune.

Flat.

Do. 

Do. 

Do. 

Do. 

Do.
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J43

TABLE 6. Cross-sectional data for channel near Bernardo Continued

Sampling

Section

Discharge

Q

(ft 3 per

second)

Surface

Elevation

Hu

(ft)

Temperature

T

(°c)

Width

B

(ft)

Area

A

(ft 2 )

Velocity

V

(ft per

second)

Mean

Depth

D

(ft)

SuspendedConcentration

C

(mg/1)

Bed Material

Median

Diameter

d s,

(mm)

Gradation

a

Bed

Form

February 18-19, 1965

0

20

40

60

80

100

120

140

160

193

194

200

220

240

260

280

300

320

340

545

545

545

545

545

545

545

545

545

545

Weir Structure

535

535

535

535

535

535

535

535

37.2

36.0

34.7

33.1

31.9

30.5

29.6

28.2

27.1

25.0

23.8

22.9

21.9

20.8

19.9

19.1

18.1

17.2

6

6

6

6

6

6

6

6

6

7

7

7

7

7

7

7

8

8

103

102

85

137

108

56

94

63

80

75

63

60

68

64

64

72

82

108

186

238

178

166

157

135

242

140

151

164

158

151

136

143

160

167

161

162

March 4-5,

0

20

40

60

80

100

120

140

160

193

194

200

220

240

260

280

300

320

340

590

590

590

590

590

590

590

590

590

590

Weir Structure

590

590

590

590

590

590

590

590

37.4

36.3

34.8

33.2

31.9

30.5

29.4

28.4

27.4

25.1

23.9

23.0

22.0

21.0

20.1

19.2

18.2

17.2

3

3

3

4

4

4

4

5

6

6

4

4

4

4

5

6

6

7

113

103

86

138

108

55

94

63

82

75

63

61

68

63

63

72

80

107

253

281

258

246

204

155

164

154

240

167

155

165

172

168

177

169

175

190

March 18-19

0 

20 

40 

60 

80 

100 

120 

140 

160 

193

194

200 

220

240 

260 

280

300 

320 

340

0 

20 

40 

60 

80 

100 

120 

140 

160 

193 

194 -

200 

220 

240 

260 

280 

300 

320 

340

475 

480 

480 

485 

485 

490 

490 

495 

495 

500

- Weir Structure

350 

350

350 

350 

350

350 

350 

350

180 

180 

180 

180 

180 

180 

180 

180 

180 

180 

- Weir Structure

180 

180 

180 

180 

180 

180 

180 

180

37.5 

36.1 

34.7 

33.1 

31.8 

30.8 

29.6 

28.5 

27.3 

24.9

23.9 

22.8

21.6 

20.7 

19.9

19.0 

18.1 

17.0

36.9 

35.2 

33.7 

32.3 

30.8 

29.3 

28.5 

27.3 

26.2 

24.3

23.2 

22.1 

21.2 

20.3 

19.3 

18.5 

17.6 

16.7

9 

9 

9 

9 

9 

10 

10 

11 

11 

11

7 

7

7 

7 

8

8 

9 

10

12 

12 

12 

13 

13 

13 

13 

13 

14 

14

14 

15 

16 

16 

17 

18 

18 

18

151 

103 

85 

138 

108 

56 

94 

63 

82 

75

65 

60

67 

65 

64

71 

82 

107

157 

100 

81 

134 

103 

50 

90 

58 

75 

73

61 

58 

66 

63 

62 

70 

80 

105

248 

210 

223 

226 

230 

198 

213 

198 

203 

180

162 

149

108 

139 

164

160 

163

172

April 1, J

112 

114 

108 

123 

122 

102 

106 

106 

104 

116

98 

96 

105 

96 

107 

117 

114 

114

2.93

2.29

3.06

3.28

3.47

4.03

2.25

3.89

3.61

3.32

3.38

3.54

3.94

3.74

3.34

3.20

3.32

3.30

1965

2.33

2.10

2.29

2.40

2.89

3.80

3.60

3.83

2.46

3.54

3.80

3.57

3.43

3.51

3.33

3.49

3.37

3.10

, 1965

1.91 

2.28 

2.15 

2.14 

2.11 

2.47 

2.30 

2.50 

2.44 

2.78

2.16 

2.35

3.24 

2.52 

2.14

2.19 

2.15 

2.04

L965

1.61 

1.58 

1.67 

1.46 

1.48- 

1.77 

1.70 

1.70 

1.73 

1.55

1.84 

1.88 

1.71 

1.88 

1.68 

1.54 

1.58 

1.58

1.81

2.33

2.10

1.21

1.45

2.44

2.56

2.22

1.89

2.19

2.51

2.52

1.98

2.22

2.52

2.32

1.96

1.50

2.24

2.73

3.00

1.79

1.88

2.82

1.75

2.44

2.92

2.22

2.48

2.71

2.54

2.67

2.81

2.35

2.19

1.77

1.64 

2.04 

2.62 

1.64 

2.13 

3.53 

2.25 

3.14 

2.48 

2.40

2.49 

2.48

1.61 

2.13 

2.56

2.25 

1.99 

1.61

0.71 

1.14 

1.33 

.92 

1.18 

2.02 

1.18 

1.83 

1.39 

1.59

1.60 

1.65 

1.59 

1.52 

1.72 

1.67 

1.42 

1.08

1,300

2.300

1,200

0.20

.26

.25

.24

.18

.22

.24

.20

.19

.19

.17

.18

.18

.17

.17

.18

.18

.19

_

0.20

.24

.32

.22

.17

.24

.25

.26

.22

.22

.22

.22

.16

.19

.23

.24

.19

.21

1.22

1.55

1.28

1.38

1.31

1.35

1.30

1.26

1.30

1.33

1.27

1.29

1.26

1.29

1.26

1.29

1.28

1.25

_

1.46

1.46

1.64

1.31

1.50

1.33

1.36

1.38

1.40

1.31

1.33

1.31

1.24

1.30

1.32

1.34

1.37

1.31

Dune-Flat.

Dune.

Do.

Flat.

Do.

Do.

Dune.

Flat.

Do.

Do.

Dune-Flat.

Flat.

Do.

Do.

Do.

Dune-Flat .

Do.

Do.

Ripples .

Dune-Ripple .

Dune.

Dune-Ripple.

Do.

Flat.

Do.

Do.

Dune.

Flat.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Dune.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Flat.

Dune.

Do.

Do.

Dune-Ripple.

Dune-Ripple.

Dune.

Do.

Dune-Flat .

Flat-Dune.

Do.

Flat.

Do.

Dune.

Flat.

Do.

Dune

Do.

Do.

Do.

Flat-Dune

Flat.

Do.

Do.
J44 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

TABLE 6. Cross-sectional data for channel near Bernardo Continued

Sampling 

Section

0

20

40

60

80

100

120

140

160

193

Water 

Discharge

9

(ft 3 per 

second)

1,000

1,000

1,000

1,000

990

985

985

980

960

960

Water 

Surface 

Elevation 

Hu 

(ft)

38.4

37.3

36.0

34.3

33.0

31.8

31.0

29.7

28.1

25.6

Water 

Tempera- Width 

ture B 

T (ft) 

(°C)

Area 

A 

(ft2 )

Mean 

Velocity 

V 

(ft per 

second)

Mean 

Depth 

D 

(ft)

SuspendedSediment 

Concentration 

C 

(mg/1)

Median 

Diameter

d su 

(mm)

Gradation

CT

Bed 

Form

April 15-16, 1965

12 162

12 106

12 89

13 139

13 111

13 60

13 99

14 66

14 83

14 77

462

428

385

424

311

233

358

286

269

203

2.16

2.34

2.60

2.36

3.18-

4.23

2.75

3.43

3.57

4.74

2,85

4.05

4.33

3.04

2.80

3.89

3.62

4.34

3.24

2.64 2,000

0.23

.24

.23

.23

.18

.19

.27

.23

.20

.18

1.54

1.39

1.35

1.34

1.26

1.27

1.42

1.30

1.27

1.26

Flat-Dune.

Dune.

Do.

Do.

Flat-Dune.

Flat.

Dune.

Flat-Dune.

Dune.

Flat.

194 - Weir Structure

200

220

240

260

280

300

320

340

710

715

715

715

715

715

715

715

24.5

23.3

22.2

21.3

20.3

19.3

18.3

17.3

12 65

12 61

12 68

13 65

13 64

13 72

14 83

14 110

153

157

181

182

188

202

190

209

4.64

4.55

3.95

3.93

3.80

3.54

3.76

3.42

2.3C

2.58

2.64

2.80

2.94

2.81

2.29

1.90

1,400 .19

.18

.18

.19

.18

.22

.17

.18

1.35

1.31

1.35

1.34

1.30

1.35

1.29

1.29

Do.

Do.

Do.

Do.

Do.

Flat-Dune.

Flat.

Do.

April 29-30, 1965

0

20

40

60

80

100

120

140

160

193

900

900

900

900

900

900

900

900

900

900

37.6

36.6

35.5

34.1

32.6

31.5

30.7

29.1

28.1

25.8

14 160

14 105

14 87

14 139

15 109

15 59

16 98

16 64

16 84

16 77

305

243

357

336

277

310

316

191

309

255

2.95

3.70

2.52

2.68

3.25,

2.90

2.84

4.71

2.91

3.53

1.91

2.31

4.10

2.42

2.54

5.25

3.23

2.99

3.68

3.31

194 - Weir Structure.

200

220

240

260

280

300

320

340

0

20

40

60

80

100

120

140

160

193

740

740

740

740

740

740

740

740

835

835

835

835

835

835

835

795

795

795

25.0

23.9

22.7

21.4

20.5

19.5

18.7

17.7

37.9

36.7

35.5

34.1

32.9

31.7

30.8

29.4

28.3

26.0

14 66

14 64

14 68

14 63

14 64

14 72

14 83

14 109

21

194 - Weir Structure

200

220

240

260

280

300

320

340

0

20

40

60

80

100

120

140

160

193

194 -

200

220

240

260

280

300

320

340

795

795

795

795

795

795

795

795

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,170

25.6

24.6

23.5

22.5

21.4

20.3

19.1

17.9

37.6

37.0

35.6

34.3

33.3

32.2

31.1

30.0

28.7

26.5

22

18

18

19

19

19

19

21

21

21

21

Weir Structure

1,090

1,090

1,090

1,090

1,090

1,090

1,090

1,090

25.9

24.8

23.6

22.4

21.2

20.0

18.6

17.6

18

18

18

18

18

18

18

18

239

275

280

184

212

196

212

217

3.10

2.69

2.64

4.02

3.49

3.78

3.49

3.41

3.62

4.30

4.12

2.92

3.31

2.72

2.55

1.99

3,900

3,200

--

_

__

~

Dune.

Do.

Do.

Do.

Do.

Do.

Do.

Flat.

Dune.

Do.

Do.

Do.

Do.

Flat.

Do.

uo.

Do.

Do.

May 17-18, 1965

60

11

88

40

10

60

00

66

84

79

68

66

72

65

67

74

84

11

365

293

316

346

265

304

320

296

325

292

308

279

275

275

289

304

391

290

2.28

2.85

2.64

2.41

3.15

2.74

2.61

2,68

2.44

2.72

2.58

2.85

2.89

2.89

2.75

2.61

2.03

2.74

2.28

2.64

3.59

2.47

2.41

5.07

3.20

4.48

3.87

3.70

4.53

4.23

3.82

4.24

4.32

4.11

4.65

2.61

3,500

3,600

0.18

.23

.27

.24

.26

.23

.25

.24

.24

.29

.23

.23

.22

.28

.25

.38

.24

.20

1.40

1.48

1.48

1.53

1.77

1.36

1.42

1.56

1.39

1.70

1.46

1.37

1.34

1.66

1.39

1.52

1.42

1.40

Dune.

Dune-Flat .

Dune.

Flat-Dune.

Dune.

Do.

Do.

Do.

Do.

Dune-Flat.

Dune.

Flat.

Flat-Dune.

Dune.

Dune-Flat .

Dune.

Do.

Do.

May 27-28, 1965

62

06

89

40

12

62

99

68

85

81

70

67

71

64

66

73

82

.10

399

354

299

374

368

406

351

327

377

355

295

343

276

301

313

273

245

281

2.94

3.31

3.92

3.13

3.18

2 . 88

3.34

3.58

3,10

3.30

3.70

3.18

3.95

3.62

3.48

3.99

4.45

3.88

2.46

3.34

3.36

2.67

3.28

6.55

3.55

4.81

4.43

4.38

4.22

5.12

3.89

4.71

4.74

3.74

2.99

2.56

4,500

2,620

2,640

3,430

2,530

2,410

3,150

2,470

2,650

3,810

3,150

2,910

3,110

3,260

3,230

3,330

3,080

2,890

0.23

.25

.24

.21

.14

.29

.26

.24

.23

.25

.23

.19

.23

.20

.24

.18

.18

.19

1.36

1.38

1.39

1.37

1.35

1.62

1.44

1.50

1.42

1.38

1.64

1.69

1.30

1.45

1.49

1.39

1.29

1.31

Dune.

Do.

Transition.

Dune.

Do.

Do.

Do.

Dune-Flat .

Flat -Dune.

Dune-Flat .

Transition.

Dune.

Transition.

Dune.

Do.

Transition

Flat.

Do.
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J45

TABLE 6. Cross-sectional data for channel near Bernardo Continued

Sampling

Section

Discharge

Q

(ft 3 per

second)

Surface

Elevation

Hui

(ft)

Temperature

T

(°C)

Width

B

(ft)

Area

A

(ft 2 )

Velocity

V

(ft per

second)

Mean

Depth

D

(ft)

c

(mg/1)

Bed Material

Median

Diameter

d SU

(mm)

Gradation

0

Bed

Form

0

20

40

60

80

100

120

140

160

193

194 -

200

220

240

260

280

300

320

340

0

20

40

60

80

100

120

140

160

193

194

200

220

240

260

280

300

320

340

0

20

40

60

80

100

120

140

160

193

194 - Weir Structure

200

220

240

260

280

300

320

340

720 

720 

720 

720 

720 

720 

720 

720 

720 

720 

Weir Structure

685

685

685

685

685

685 i

685

685

1,140 

1,160 

1,160 

1,170 

1,180 

1,320 

1,330 

1,330 

1,310 

1,240

Weir Structure 

1,000 

1,000 

1,000 

1,000 

1,000 

1,000 

1,000 

1,000

1,060

1,060

1,060

1,060

1,060

1,060

1,060

1,060

1,060

1,060

0

20

40

60

80

100

120

140

160

193

1,060

1,060

1,060

1,060

1,060

1,060

1,060

1,060

127

127

127

127

127

127

127

127

127

127

194 - Weir Structure 

200 127

220

240

260

280

300

320

340

127

127

127

127

127

127

127

38.0

36.7

35.4

33.9

32.6

31.1

30.4

29.1

27.9

25.7

25.0

24.0

22.7

21.4

20.4

19.4

18.0

17.1

38.7

37.3

35.9

34.5

33.3

32.2

31.3

29.9

28.8

26.6

24.7

23.5

22.4

21.2

20.0

18.8

17.5

38.0

37.6

35.9

34.4

33.3

32.0

31.0

29.9

28.6

26.3

25.9

24.7

23.5

22,3

20.9

19.7

18.2

16.5

38.1

35.8

34.2

32.9

31.2

29.6

28.5

26.7

25.8

24.1

22.0

20.9

19.6

18.6

17.6

16.8

15.8

14.5

17

17

17

17

17

17

17

17

17

18

16

16

17

17

17

18

18

19

June 10-11, 1965

26

26

26

26

27

27

27

27

27

27

27

27

27

27

27

27

27

27

26

26

26

26

28

28

28

29

29

29

29

29

29

29

29

29

29

159

105

89

138

110

57

98

64

83

77

66

64

69

64

65

72

81

108

163

106

89

140

112

62

100

69

85

81

68

67

70

66

66

72

83

110

164

106

89

140

112

60

99

68

85

81

68

68

70

65

67

73

82

108

124

103

84

137

107

53

91

59

76

74

58

56

55

62

60

68

78

103

313

306

288

303

268

183

264

231

274

273

248

303

254

179

265

258

277

313

June 24-25,

419

411

346

393

385

346

407

287

333

361

325

272

307

320

304

317

318

336

July 22,

380

354

234

252

406

290

316

294

322

347

306

315

228

322

286

314

334

288

August 25,

82.9

84.3

84.1

88.5

78.9

77.5

48.7

88 . 7

81.8

133.0

78.9

75.8

76.0

71.7

82.8

84,5

80.2

79.8

2.30

2.35

2.50

2.38

2.68

3.93

2.72

3.12

2.62

2.64

2.76

2.26

2.70

3.82

2.58

2.66

2.47

2.18

1965

2.72

2.82

3.35

2.98

3.06

3.82

3.27

4.63

3.93

3.43

3.08

3.68

3.26

3.12

3.29

3.15

3.14

2.98

1965

2.79

2.99

4.53

4.21

2.61

3.66

3.35

3.61

3.29

3.05

3.46

3.37

4.65

3.29

3.71

3.38

3.17

3.68

1965

1.53

1.51

1.51

1.44

1.61

1.64

2.61

1.43

1.55

0.95

1.61

1.68

1.67

1.77

1.53

1.50

1.58

1.59

1.97

2.91

3.24

2.20

2.44

3.21

2.70

3.61

3.30

3.55

3.76

4.74

3.69

2.80

4.08

3.59

3.43

2.90

2.57

3.88

3.89

2.81

3.44

5.58

4.07

4.16

3.92

4.45

4.78

4.06

4.39

4.85

4.61

4.40

3.83

3.06

2.32

3.34

2.63

1.80

3.63

4.83

3.19

4.32

3.79

4.28

4.50

4.63

3.26

4.95

4.27

4.30

4.07

2.67

0.67

.82

1.00

.64

.74

1.46

.54

1.50

1.08

1.80

1.37

1.34

1.38

1.15

1.39

1.23

1.03

.77

2,200

2,500

2,800

2,800

960

_

2,400

~

~

--

0.24

.24

.24

.18

.26

.23

.26

.24

0.24

.24

.23

.20

.20

.21

.24

.18

.24

.30

.25

.22

.24

.26

.23

.26

.22

.24

0.21

.21

.18

.17

.18

.22

.23

.25

.28

.26

.24

.24

.22

.20

.26

.28

.26

.22

0.20

.20

.18

.21

.20

.20

.18

.24

.18

.27

.25

.24

.25

.20

.22

.23

.24

1.37

1.37

1.40

1.28

1.38

1.33

1.40

1.41

1.36

1.45

1.43

1.36

1.40

1.45

1.36

1.30

1.44

1.77

1.43

1.39

1.48

1.50

1.54

1.46

1.35

1.48

1.34

1.34

1.28

1.36

1.45

1.47

1.42

1.49

1.48

1.52

1.36

1.32

1.29

1.39

1.34

1.57

1.50

1.34

1.39

1.39

1.60

1.35

1.27

1.34

1.32

1.64

1.30

1.37

1.42

1.60

1.36

1.58

1.42

1.42

1.42

Dune.

Do.

Do.

Do

Dune-Flat.

Flat.

Dune-Flat .

Dune.

Do.

Do.

Flat-Dune.

Dune.

Dune-Flat .

Flat.

Dune.

Do.

Do.

Do.

Dune.

Do.

Do.

Do.

Do.

Do.

Dune-Flat.

Flat.

Dune.

Flat.

Dune.

Flat -Dune.

Dune.

Do.

Flat-Dune.

Dune-Flat .

Flat.

Dune.

Dune.

Do.

Flat.

Do.

Dune.

Flat-Dune.

Do.

Dune.

Do.

Do.

Do.

Do.

Flat.

Dune.

Do.

Do.

Do.

Transition.

Flat.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.
J46 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

TABLE 6. Cross-sectional data for channel near Bernardo Continued

Sampling 

Section

Water 

Discharge 

Q

(ft 3 per

second)

Surface 

Elevation

Hui

(ft)

Temperature

T

(°C>

Width 

B

(ft)

Area 

A

(ft 2 )

Velocity 

V

(ft. per

second)

Mean 

Depth

D

(ft)

 j~7~

SuspendedSediment 

Concentration

C

(mg/1)

Bed Material

Median 

Diameter

d so

(mm)

Gradation

Bed 

Form

0

20

40

60

80

100

120

140

160

193

194

200

220

240

260

280

300

320

340

20

40

60

80

100

120

140

160

193

194

200

220

240

260

280

300

320

340

20

40

60

80

100

120

140

160

193

194

200

220

240

260

280

300

320

340

194

200

220

240

260

280

300

320

340

160

160

160

160

160

160

160

160

160

160

- Weir Structure

160

160

160

160

160

160

160

160

520

520

520

520

520

520

520

520

520

- Weir Structure

520

520

500

500

500

500

500

520

1,490

1,490

1,490

1,490

1,490

1,490

1,490

1,490

1,490

- Weir Structure

1,490

1,490

1,490

1,490

1,490

1,490

1,490

1,490

- Weir Structure

1,250

1,250

1,250

1,250

1,250

1,250

1,250

1,250

38.2

36.5

34,8

33.1

31.5

30.0

28.8

27.3

26.1

24.2

22.2

21.0

19.8

18.8

17.8

17.0

16.1

14.9

36.9

35.4

33.7

32.3

30.7

29.6

28.3

27.1

24.9

23.9

22.8

21.4

20.5

19.4

18.3

17.1

16.1

37.9

36.3

35.1

33.8

32.2

31.1

29.8

28.6

26.1

25.3

24.2

23.0

21.8

20.5

19.3

18.1

17.0

24.6

23.5

22.5

21.4

20.3

19.2

18.1

17.0

18

18

18

18

18

19

19

19

19

20

20

20

20

21

20

20

20

20

14

15

16

16

16

16

16

16

16

16

16

11

11

11

11

11

16

12

12

12

12

13

13

13

13

13

13

13

13

10

10

10

10

10

_

« -

T-

-~

86

105

88

138

107

54

92

61

78

75

59

57

66

64

60

69

79

106

105

89

140

109

55

94

63

81

77

62

62

67

66

64

70

81

107

107

90

140

114

61

100

68

85

80

68

65

69

67

66

72

83

109

67

64

68

65

66

72

82

109

September 23,

108,5

95.2

96.4

108.5

99.1

90.8

98.0

95.4

101.5

116.8

87.5

88.9

87.2

89.8

96.2

100.6

102.2

127.2

October 28-29,

144

151

154

150

128

155

135

150

150

134

134

169

199

188

193

201

234

November 9^10

388

292

309

305

264

292

266

291

280

260

260

269

280

277

27C

270

298

November 30,

244

253

251

251

251

245

243

270

, 1965

1.47

1.68

1.66

1.47

1.61

1.76

1.63

1.68

1.58

1.37

1.83

1.80

1.83

1.78

1.66

1.59

1.56

1.26

1965

3.62

3.45

3.38

3.47

4.07

3.36

3.85

3.46

3.48

3.89

3.88

2.96

2.51

2.66

2.59

2.49

2.22

, 1965

3.84

5.10

4.82

4.89

5.64

5.10

5.60

5.12

5.32

5.73

5.73

5.54

5.32

5.38

5.52

5.52

5.00

1965

5.12

4.94

4.98-

4.97

4.97

5.10

5.14

4.62

1.27

.91

1.10

.79

.93

1.67

1.07

1.56

1.30

1.56

1.48

1.56

1.32

1.40

1.59

1.46

1.29

1.20

1.37

1.69

1.10

1.38

2.32

1.65

2.15

1.85

1.94

2.15

2.16

2.52

3.02

2.94

2.76

2.48

2.19

3.63

3.24

2.21

2.68

4.33

2.92

3.91

3.42

3.50

3.82

4.00

3.90

4.18

4.20

3.75

3.25

2.73

3.64

3.95

3.69

3.87

3.81

3.40

2.97

2.48

1,200

1,200

1,100

3,300

3,200

4,500

0.18

.18

.19

.20

.22

.19

.18

.20

.16

.13

.25

.24

.25

.27

.21

.22

.22

.26

1.41

1.34

1.32

1.35

1.34

1.31

1.32

1.41

1.44

1.59

1.32

1.43

1.48

1.43

1.55

1.43

1.38

1.62

Dune.

Dune-Ripple.

Ripple .

Do.

Ripple-Dune .

Do.

Ripple

Dune

Do.

Dune

Do.

Do.

Do.

Ripple.

Do.

Do.

Ripple-Flat.

0.17

.16

.16

.16

.18

.18

.15

.16

.16

1.33

1.35

1.38

1.30

1.33

1.40

1.35

1.30

1.42

Flat

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

.17 

.17 

.19 

.24 

.22

.24 

.22 

.23

.20 

.19 

.23 

.20 

.22 

.19 

.19 

.18

1.32

1.35

1.37

Do. 

Do. 

Dune. 

Do. 

Do.

Do. 

Do. 

Do.

0.28

.21

.18

.19

.23

.18

.20

.20

.19

1.49

1.42

1.33

1.37

1.44

1.46

1.47

1.40

1.34

Dune-Flat

Flat.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do. 

Do. 

Do. 

Do. 

Do. 

Do. 

Do. 

Do.

Flat. 

Do. 

Do. 

Do. 

Do. 

Do. 

Do. 

Do.
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J47

TABLE 6. Cross-sectional data for channel near Bernardo Continued

Sampling

Section

Water

Discharge

Q

(ft 3 per

second)

Surface

Elevation

Hu

(ft)

Water

Temperature

T

(°O

Width

B

(ft)

Area

A

(ft2 )

Velocity

V

(ft per

second)

Mean

Depth

D

(ft)

I/

tration

C

(mg/1)

Bed Material

Median

Diameter

d 6U

(ram)

Gradation

a

Bed

Form

January 4-5, 1966

0

20

40

60

80

100

120

140

160

193

194 - Weir

200

220

240

260

280

300

320

340

20

40

60

80

100

120

140

160

193

194 - Weir

200

220

240

260

280

300

320

340

20

40

60

80

100

120

140

160

193

194 - Weir

200

220

240

260

280

300

320

340

0

60

80

120

160

193

194 - Weir

200

220

240

260

280

300

320

340

1,130

1,130

1,130

1,130

1,130

1,130

1,130

1,130

1,130

1,130

Structure

1,000

1,000

1,000

1,000

1,000

1,000

1,000

1,000

820

820

820

820

820

820

820

820

820

Structure

820

820

820

820

820

820

820

820

600

600

600

600

600

600

600

600

600

Structure

600

600

600

600

600

600

600

600

1,180

1,210

1,260

1,280

1,310

1,330

Structure

1,350

1,350

1,350

1,350

1,350

1,350

1,350

1,350

38.2

36.7

35.2

33.9

32.8

31.3

30.2

29.1

28.0

25.8

23.9

22.9

21.8

20.7

19.6

18.6

17.6

16.5

36.4

35.1

33.7

32.5

31.1

30.1

28.8

27.6

25.4

23.9

22.7

21.7

20.6

19.6

18.6

17.6

16.7

35.4

35.0

33.4

32.2

30.7

29.6

28.4

27.3

25.1

23.5

22.5

21.5

20.4

19.5

18.5

17.6

16.5

38.4

35.2

33.6

31.0

28.5

26.1

25.1

24.0

22.8

21.7

20.4

19.2

17.9

16.7

9

9

9

9

9

10

11

11

11

11

12

12

12

12

17

17

17

17

17

17

17

18

160

105

88

140

110

58

98

66

84

80

68

62

67

64

63

71

81

107

105

88

140

111

58

97

66

83

78

63

62

67

66

64

72

82

109

107

89

140

109

56

94

64

82

78

63

61

66

65

64

72

82

109

163

140

114

103

86

81

68

65

68

67

66

73

83

109

256

247

233

257

250

221

249

229

249

243

221

225

221

220

230

222

228

256

February 16

206

199

209

208

182

198

183

195

195

182

178

193

190

198

191

197

220

March 8,

175

173

196

165

147

173

149

168

174

148

159

164

157

175

170

176

193

March 31,

373

349

346

299

294

290

268

251

273

279

267

262

262

280

4.42

4.58

4.85

4.40

4.52.

5.11

4.55

4.94

4.55

4.65

4.52

4.44

4.52

4.55

4.35

4.50

4.39

3.91

, 1966

3.98

4,12

3.92

3.94

4.50

4.14

4.48

4.20

4.20

4,50

4.60

4.25

4,31

4.14

4.30

4.16

3.72

1966

3.42

3.47

3.07

3.64

4.09

3.46

4.03

3.56

3.45

4.07

3,77

3.66

3.81

3.43

3.54

3.40

3.12

1966

3.16

3.47

3.64

4.28

4.45

4.58

5.04

5.38

4.95

4.84

5.05

5.15

5.15

4.82

1.60

2.35

2.65

1.84

2.27

3.81

2.54

3.47

2.96

3.04

3.25

3.63

3.30

3.44

3.65

3.13

2.81

2.39

1.96

2.26

1.49

1.87

3.16

2.04

2.77

2.35

2.50

2.89

2,87

2.88

2.88

3.09

2.65

2.40

2.02

1.64

1,94

1.40

1.51

2.62

1.84

2.33

2.05

2.23

2.34

2.61

2.48

2.42

2.73

2.36

2.15

1.77

2.29

2.49

3.04

2.90

3.42

3.58

3.94

3.86

4.01

4.16

4.04

3.59

3.16

2.57

4,200

3,800

2,100

1,800

3,700

.24 

.22 

.20 

.20 

.19 

.17 

.18 

.18

0.17 

.18 

.16 

.17 

.19 

.16 

.17 

.18 

.19

.17 

.20 

.20 

.17 

.18 

.18 

.16 

.16

0.18 

.18 

.18 

.17 

.22 

.17 

.19 

.18 

.18

.18 

.21 

.22 

.18 

.19 

.19 

.16 

.16

0.19 

.26 

.21 

.18 

.23 

.23

.21 

.20 

.18 

.21 

.19 

.19 

.18 

.17

1.36

1.46

1.47

1.40

1.40

1.51

1.44

1.50

1.44

1.38

1.60

1.51

1.53

1.48

1.42

1.42

1.41

1.52

1.36

1.40

1.32

1.33

1.35

1.36

1.33

1.36

1.47

1.38

1.41

1.52

1.38

1.44

1.40

1.33

1.39

1.40

1.38

1.35

1.36

1.53

1.34

1.40

1.44

1.45

1.40

1.47

1.52

1.44

1.51

1.42

1.28

1.34

1.39

1.44

1.31

1.52

1.57

1.48

1.44

1.41

1.41

1.51

1.57

1.47

1.34

1.38

Flat.

Do.

Do.

Do.

Standing Waves

Do.

Flat.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Flat.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Flat.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Dune-Flat .

Dune.

Dune-Flat.

Flat-Dune.

Flat.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.
J48 RIO GRANDE CONVEYANCE CHANNEL, NEW MEXICO, 1965-69

TABLE 6. Cross-sectional data for channel near Bernardo Continued

Sampling

Section

Discharge

Q

(ft 3 per

second)

Surface

Elevation

Hoi

(ft)

Temperature

T

(°O

Width

B

(ft)

Area

A

(ft 2 )

Velocity

V

(ft per

second)

Mean

Depth

D

(ft)

Suspended 

tration

(mg/1)

Bed Material

Median

Diameter

d so

(mm)

Gradation

a

Bed

Form

May 12, 1966

0

20

40

60

80

100

120

140

160

193

194 - Weir

200

240

260

280

300

320

340

20

40

60

80

100

120

140

160

193

194 - Weir

200

220

240

260

280

300

320

340

0

20

40

80

100

120

140

160

193

194 - Weir

200

220

240

260

280

300

340

1,050

1,050

1,050

1,050

1,050

1,050

1,050

1,050

1,050

1,050

Structure.

1,050

1,050

1,050

1,050

1,050

1,050

1,050

250

250

250

250

250

250

250

250

250

Structure

250

250

250

250

250

250

250

250

815

815

815

815

815

815

815

815

815

Structure

885

885

885

885

885

885

885

38.2

36.8

35.7

34.1

33.0

31.6

30.8

29.6

28.4

25.8

25.0

22.5

21.8

20.6

19.3

18.1

16.8

35.4

34.0

33.1

31.6

29.9

28.7

27.2

26.0

24.5

23.1

21.6

20.1

19.0

17.8

16.9

16.4

15.4

38.1

36.9

35.8

33.0

31.7

30.6

29.6

28.4

26.0

_

24.6

23.1

21.9

20.8

19.6

17.1

16

17

17

17

18

18

18

18

18

18

18

18

18

18

18

18

19

24

24

24

24

24

25

27

27

27

27

27

27

26

26

26

26

26

17

17

18

18

18

18

18

18

18

19

19

20

20

20

20

20

161

107

89

140

113

59

104

69

85

80

67

69

66

69

73

83

110

102

85

138

108

53

95

62

78

77

64

62

66

65

63

70

79

107

156

106

89

111

59

93

67

86

80

70

69

68

69

69

72

109

392

244

371

259

269

211

356

308

347

230

232

224

325

330

338

335

377

June 14 ,

134

144

141

144

139

132

130

129

157

129

82

85

127

134

147

170

142

May 23,

358

326

336

312

180

330

279

298

281

314

301

301

250

302

321

326

2.68

4.30

2.83

4.05

3.90

4.98

2.95

3.41

3.03

4.57

4.53

4.69

3.23

3.18

3.11

3.13

2.79

1966

1.87

1.74

1.77

1.74

1.80

1.89

1.92

1.94

1.59

1.94

3.05

2.94

1.97

1.87

1.70

1.47

1.76

1968

2.28

2.50

2.42

2.61

4.53

2.46

2.92

2.73

2.90

2.82

2.94

2.94

3.54

2.93

2.76

2.71

2.43

2.28

4.17

1.85

2.38

3.58

3.42

4.46

4.08

2.88

3.46

3.25

4.92

4.78

4.63

4.04

3.43

1.31

1.69

1.02

1.33

2.62

1.39

2.10

1.65

2.04

2.02

1.32

1.29

1.95

2.13

2.10

2.15

1.33

2.29

3.08

3.78

2.81

3.05

3.55

4.17

3.47

3.51

4.48

4.36

4.43

3.63

4.37

4.46

2.99

_

1,500

_

_

_

1,100

_

_

~

_

3,800

_

_

"

0.19

.18

.25

.16

.18

.19

.22

.24

.26

.22

.19

.17

.32

.27

.25

.28

.24

0.21

.20

.24

.24

.16

.18

.24

.26

.23

.24

.17

.17

.23

.22

.23

.28

.21

0.23

.27

.25

.24

.18

.26

.25

.23

.25

.24

.24

.25

.22

.27

.24

.25

1.32

1.28

1.47

1.33

1.37

1.40

1.43

1.47

1.44

1.31

1.38

1.36

1.92

1.62

1.49

1.79

1.87

1.50

1.52

1.34

1.38

1.32

1.57

1.54

1.54

1.34

1.45

1.28

1.27

1.50

1.60

1.54

1.63

1.27

1.90

1.38

1.37

1.33

1.23

1.63

1.46

1.36

1.47

1.36

1.40

1.53

1.36

1.65

1.41

1.45

Dune.

Flat.

Dune.

Flat.

Do.

Do.

Dune.

Do.

Do.

Flat-Dune .

Flat.

Do.

Dune.

Do.

Do.

Do.

Do.

Dune.

Do.

Do.

Do.

Flat.

Dune.

Do.

Do.

Do.

Do.

Flat.

Do.

Dune.

Do.

Ripple.

Do.

Do.

Dune

Do.

Do.

Do.

Flat.

Dune.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

 Prior to October 1, 1965, the concentration listed is the measured suspended concentration at the section. 

1965, the concentration listed is the total concentration measured at the weir, section 194.

Following October 1,
SEDIMENT TRANSPORT IN ALLUVIAL CHANNELS J49

TABLE 7. Summary of average values for streamflow and sediment data for channel near Bernardo

Date

Aug. 25, 1965

Aug. 25

Sept. 23

April 1

April 1

June 14, 1966

Mar. 19, 1965

Mar. 18

Oct. 29

Oct. 28

Feb. 18

Feb. 19

Jan. 9

Mar. 4

Mar. 5

Mar. 8, 1966

Mar. 8

Jan. 15, 1965

Jan. 15

June 11

April 16

June 10

April 3C

May 17

May 23, 1968

Feb. 16, 1966

Feb. 16

May 17, 1965

May 23, 1968

April 29

Apr. 15, 1965

June 25

Jan. 5

May 12

May 12

July 22

July 22

May 27

Jan. 4, 1966

May 28, 1965

Nov. 30

Mar. 31, 1966

Nov. 9. 1965

Nov. 10, 1965

Water 

Discharge

9

(ft 3 per

second)

127

127

160

180

180

250

350

485

500

520

540

540

580

590

590

600

600

615

625

685

715

720

740

795

815

820

820

835

885

900

980

1,000

1,000

1,050

1,050

1,060

1,060

1,090

1,130

1,170

1,250

1,350

1,490

1,490

Reach 

Length

(ft)

19 , 700

14,000

14,000

19,700

14,000

17,300

14,000

19,700

8,000

16,000

19,700

14,000

12,000

19,700

14,000

13,300

14,000

14,000

19,700

14,000

14,000

19 , 700

8,000

14,000

19 , 700

17,300

14,000

12,400

10,000

19,700

Water 

Surface 

Width

B

(ft)

91

68

70

92

71

89

73

96

70

92

90

73

112

92

72

89

73

77

99

74

74

98

78

76

94

92

73

110

69

98

19,700 99

14,000 75

14,000 73

19,700 101

14,000 75

15,300 100

14,000 75

14,000 75

19,700 99

15,300 94

17,30()

14,000 74

14,000 75

15,300 94

14,000 75

Mean 

Depth 

of flow

0.93

1.16

1.39

1.21

1.49

1.56

2.08

2.22

2.71

1.62

1.96

2.12

1.96

2.30

2.38

1.89

2.30

2.26

1.86

3.54

2.47

2.76

2.62

3.96

3.19

2.14

2.66

2.87

4.32

2.96

3.39

4.16

3.14

2.96

4.12

3.20

3.99

3.88

2.45

3.80

3.39

3.57

3.18

3.64

Mean 

Velocity

V

(fps)

1.50

1.61

1.64

1.62

1.70

1.80

2.30

2.28

2.63

3.56

3.08

3.48

2.64

2.78

3.45

3.57

3.57

3.53

3.40

2.61

3.91

2.67

3.63

2.64

2.72

4.16

4.23

2.64

2.97

3.10

2.92

3.21

4.37

3.51

3.40

3.31

3.54

3.74

4.65

3.28

4.98

5.04

4.98

5.46

Water 

Surface 

Slope

S

(xlO ")

7.4

5.4

5.2

6.6

4.7

6.4

4.9

6.6

5.4

7.0

6.3

4.8

6.9

6.3

4.8

6.5

5.0

4.6

6.4

5.6

5.1

6.4

4.6

5.5

6.1

6.4

5.1

6.1

6.2

6.0

6.6

5.9

5.2

6.3

6.2

6.4

6.7

5.9

6.4

6.1

5.5

6.0

6.8

6.0

Water 

Temperature

T

(°C)

27

29

20

13

17

26

8

10

10

15

6

7

4

5

9

11

8

8

17

13

17

14

19

18

2

4

17

19

15

13

22

3

18

18

27

27

18

4

19

3

17

13

10

Bed

Median 

Diameter

dso

(mm)

0.20

.24

.24

Material

Fall [ GradaVelocity tion

0) 0

(fps) |

0.089 1.40

.115 1.45

.103 1.46

Dominant 

Bed

Form

SuspendedSediment Manning 

Concentration r)

C

l 1

(mg/1) j . 

Flat. 2,500 0.026

Do.

Dune.

2,500 .024

1.180 .026

Transition 790 .027

.22

.21

.23

.22

.16

.22

.18

.098 1.45

.069 1.32

.082 1.42

.077 1.42

.053 1.35

.072 1.33

.053 1.27

Dune.

Do.

Do.

Do.

Do.

Flat.

790 .025

1,100 .028

1,200 .023

1,200 .028

1,100 .026

1,200 .015

Transition 1.300 .019

Flat.

Dune.

1,300 .015

1,600 .023

Transition. 2.300 .023

--

.18

.19

.24

.19

.25

.24

.17

.18

.24

.24

0.22

.24

.20

.21

.24

.22

.24

.21

.19

.23

.19

.21

.20

.056 1.41

.064 1.42

.098 1.37

.066 1.32

.107 1.44

.100 1.46

.044 1.37

.051 1.41

.098 1.49

.100 1.45

__

0.082 1.34

.108 1.45

.058 1.49

.082 1.38

.098 1.63

.100 1.42

.115 1.40

.082 1.44

.055 1.44

.095 1.43

.071 1.44

.077 1.41

.067 1.38

Flat.

Do.

Do.

Do.

Do.

Dune.

Flat.

Dune,

Flat.

Dune.

Do.

Flat.

Do.

Dune.

Do.

Do.

Dune.

Do.

Flat.

2,300 .017

1,800 .016

1,800 .016

2,300 .016

2,300 .017

2,500 .031

1,400 .016

2,200 .028

3,200 .017

3,600 .033

3,800 .029

2,100 .015

2,100 .015

3,600 .028

3,800 .033

3,900 .024

2,000 0.029

2,800 .029

3,800 .017

Transition. 1,500 .022

Dune. 1,500 .028

Transition. 1,900 .025

Dune.

Do.

Flat.

Dune.

Flat.

Do.

Do.

Do.

1,900 .027

3,100 .024

4,200 .015

2,900 .027

4,500 .016

3,700 .017

3,300 .017

3,200 .016

C//g~

10.1

11.3

10.8

10.1

11.3

10.0

12.7

10.5

12.1

18.6

15.4

19.2

12.6

12.9

18.0

18.0

18.6

19.2

17.4

10.3

19.4

11.2

18.4

10.0

10.9

19.8

20.2

11.1

10.0

13.0

10.9

11.4

19.2

14.3

11.9

12.9

12.1

13.8

20.7

12.0

20.3

19.2

18.9

20.6

i/Prior to October 1, 1965, the concentration listed is the measured suspended concentration at the section. Following October 1, 1965, the 

concentration listed is the total concentration measured at the weir, section 194.

TABLE 8. Summary of measured suspended-sediment analyses, May 27-28, for channel near Bernardo

Sampling 

Section

Water 

Discharge

Q 

(ft 3 per 

second)

Mean 

Velocity 

V 

(fps)

Water 

Temperature 

T 

(°C)

Percent finer than indicated size 

in mm

0.062 0.125 0.250 0.500 1.00

Concentration, in mg/1,

Sample

c

Finer 

than 

0.062

0.062 

to 

0.125

f Size (

0.125 

to 

0.250

:lass. in

0.250 

to 

0.500

mm

0.500 

to 

1.00

Coarser 

than 

0.062

Median 

Diameter

d 50 

(mm)

Gradation

o

0

20

40

60

80

100

120

140

160

193

200

220

240

260

280

300

320

340

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,090

1,090

1,090

1,090

1,090

1,090

1,090

1,090

2,94

3.31

3.92

3.13

3.18

2.88

3.34

3.58

3.10

3.30

3.70

3.18

3.95

3.62

3.48

3.99

4.45

3.88

18

18

19

19

19

19

21

21

21

21

18

18

18

18

18

18

18

18

37

63

65

48

67

69

53

68

63

49

65

72

67

65

66

65

69

72

47

79

84

64

91

91

70

89

85

68

88

93

87

86

85

88

90

93

77

92

98

91

100

99

86

99

97

90

98

100

98

98

97

99

100

100

96

99

100

100

--

100

99

100

100

99

100

100

100

100

100

100

100

~

100

100

~

4,500

2,620

2,640

3,430

2,530

2,410

3,150

2,470

2,650

3,810

3,150

2,910

3,110

3,260

3,230

3,330

3,080

2,890

1,670

1,650

1.720

1,650

1,700

1,660

1,670

1,680

1,670

1,870

2,050

2,100

2,080

2,120

2,130

2,160

2,130

2,080

450

419

502

549

607

530

536

519

583

724

725

611

622

685

614

766

647

607

1,350

341

370

926

228

193

504

247

318

838

315

204

342

391

388

366

308

202

855

183

53

309

0

24

410

25

80

343

63

0

62

65

97

33

0

0

180

26

0

0

0

0

32

0

0

38

0

0

0

0

0

0

0

0

2,830

970

920

1,780

830

750

1,480

790

980

1,940

1,100

810

1,030

1,140

1,100

1,170

950

810

0.22

.14

.12

.16

.10

.10

.18

.11

.11

.15

.10

.10

.11

.11

.11

.10

.10

.09

1.65

1.95

1.55

1.65

1.36

1.42

1.94

1.52

1.58

1.72

1.53

1.44

1.56

1.59

1.61

1.45

1.46

1.42

U. S. GOVERNMENT PRINTING OFFICE : 1972 O - 472-032