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STAN(?ARD FORM NO. 64

HYDRAULICS BRANCH OFFICIAL FILE COPY

PAP-95 Office Memora .TES GOVERNMENT

Memorandum VI I �Ullo, Denver, Colorado DATE: May 31, 1957 TO : Files

FILE COPY

FROM

SUBJECT:

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C­CX:

\';HEN BORROWED RETURN PROMPTLY

C. W. Thomas, Hydraulic Laboratory

"Deflection meter"--International Boundary and Water Commission

A device known as a deflection meter has been successfully used for a number of years in connection with hydrographic work in measuring diversions from the Rio Grande in the lower Rio Grande Valley of Texas. In this area the canals belo:r:iging to the various irrigation districts have very flat gradients, low velocities and changing backwater conditions.

The deflection meter was developed under the direction of Mr. Karl F. Keeler, formerly Hydraulic Engineer, International Boundary and Water Commission, now retired. The meter, Drawing No. ll-ND-124 attached, consists essentially of a vane, mounted on a vertical shaft, which is deflected in proportion to the velocity of flow. This index of velocity is charted on a continuous recorder. The depth of flow is charted in a conventional manner by a second recorder. The index of water velocity and depth permits computation of canal flows in locations where backwater conditions a.re variable because of checks, changes in resistance in the channel due to algae or weed growth, or other obstructions.

Each instrument is custom built to fit requirements at a particular site. The initial calibration is effected by current meters after the instrument is in place. This operation is costly because of the large number of observed flows necessary to establish the relationship between unknowns. Extensive periodic checks by current meters are necessary for continued accuracy, thus, operating costs are appreciable.

Personal contacts with Mr. Keeler, Mr. J. L. Lytel, Project Engineer, and Mr. J. H. Selleck, Hydraulic Engineer, San Benito, Texas, office of IBWC, hydrographers, and operating personnel reveal that a definite need has been met by these devices and all are well satisfied with the results,bearing in mind the conditions prevailing at the sites. The published data on extractions from the lower Rio Grande are taken from measurements provided by these instruments.

The installations are made in open canals. Advantage has been taken of existing bridges in some instances to facilitate construction, Photograph No. H-812-3. In other instances a structure

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similiar to that shown on Drawing No. 3590-RH-12 is used. The current meter rating section for calibration and checking is established in close proximity.

Comments regarding the design, installation and operation of the stations are as follows.

Each installation is designed to fit the needs at the proposed site. General standardization has not been practiced nor does it appear feasible.

The installation is made in the center of the conveyance. The vane is set well below the water surface for maximum discharge, in most instances about 2 feet above the bottom. However, the optimum position is determined in the field.

The vane is triangular in shape as shown on Drawing No. ll-N D-124. The exact dimensions vary with individual installations. It has been reported that the vane has unstable characteristics unless the tip of the triangle is cut off as shown. Other notes appear on the drawing.

Operators report that they have experienced very little trouble with trash since that present passes above the vane. Most installations are on pump deliveries, hence river debris is usually not present in the flow.

The attached photographs and drawings give a good idea of the instruments and installation.

Regarding determination of discharge, the vane is normally installed so that the existing velocity causes a deflection varying from Oto 10. This is an arbitrary range and is only an index of velocity. It was adopted because of the general use of 10-inch Wide recorder charts. The relation used for calculating discharge is

Q = F DH or

F = Q/DH

where Q is the discharge in second-feet; D is the deflection taken from the recorder chart (varies between O and 10); His the water level (from the recorder chart); and F is a coefficient which must be developed from ratings at each field installation. In the lower valley the value of F is determined during the calibration by using a relationship:

F = Acre feet per hour (determined by current meters) Average gage height x average deflection

2

Work plots on semi-log paper showing D (deflection) as abscissa and F as ordinate are used to extend the data obtained from the current meter ratings.

A curve developed in a slightly different manner which shows the "F" - "D" relationship and the resulting table of dis­charges for the deflection meter station in the Franklin Canal, Rio Grande Project, El Paso, Texas is attached. The procedure used is slightly different from that employed in the lower valley.

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