DEPARTMENT OF THE INTERIOR 
 UNITED STATES RFCI "M'.TION SERVICE 
 
 MEASUREMENT of 
 IRRIGATION WATER 
 
 WASHINGTON 
 
 GOVERNMENT PRINTING OFFICE 
 
 1918
 
 DEPARTMENT OF THE INTERIOR 
 
 UNITED STATES RECLAMATION SERVICE 
 
 MEASUREMENT of 
 IRRIGATION WATER 
 
 WASHINGTON 
 
 GOVERNMENT PRINTING OFFICE 
 
 1918
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 INTRODUCTORY STATEMENT. 
 
 1. Importance of -measurement. — Accurate measurement of irri- 
 gation water is of fundamental importance to good irrigation man- 
 agement. A perfect understanding of some of the primary^ principles 
 relating to the subject of water measurement is therefore necessary. 
 For the purpose of furthering an understanding of these principles 
 and for the purpose of having information and tables on the subject 
 convenient for field use, this booklet was compiled in 1913 by F. W. 
 Hanna.^ 
 
 2. General units of measurement. — The units of measurement 
 at present employed in irrigation practice in the West are the miner's 
 inch, the second-foot, and the acre-foot. The miner's inch is 
 not a definite unit, varying as to quantity in the different States. 
 Fifty miner's inches are equivalent to i second-foot in Idaho, 
 Kansas, Nebraska, New Mexico, North Dakota, and South Dakota. 
 In Arizona, California, Montana, and Oregon, 40 miner's inches are 
 equivalent to i second-foot, while in Colorado, 38.4 miner's inches 
 are equivalent to i second-foot. A second-foot is that unit of flow 
 that will produce i cubic foot of volume in one second of time. An 
 acre-foot is that imit of quantity required to cover i acre of land 
 I foot in depth. It should be noted that the element of time enters 
 into the miner's inch and into the second-foot, but that the acre- 
 foot does not involve the element of time. 
 
 3. Units of measure adopted. — Owing to the fact that the miner's 
 inch, made definite by the use of the second-foot as a unit, has a 
 different value in different States, it is an undesirable unit of meas- 
 ure to use, and the ser\dce has adopted the second-foot as the unit 
 of measure where flow is considered. Owing to convenience of 
 size and its particular application to land areas, the acre-foot has 
 been adopted as the unit of measure where volume is considered 
 independently of time. 
 
 4. Kinds of measuring devices. — In the measiu-ement of irrigation 
 water the service has adopted weirs, submerged orifices, and current- 
 meter gaging stations. Where there is sufficient available fall, and 
 the quantity of water to be measured is not too large , the most service- 
 able and economical measuring device that can be used is the weir; 
 where there is little available fall, the quantity of water is small 
 
 ' The text of the 1913 edition has been used unchanged.
 
 4 MEASUREMENT OF IRRIGATION WATER. 
 
 and there is not too much floating debris, the submerged orifice is 
 applicable; where the quantit}^ of water is large and there is not 
 available sufficient fall for the use of a weir, current-meter gaging 
 stations are applicable. These three methods of measuring irrigation 
 water are, therefore, supplemental to one another in covering the 
 entire field of need. 
 
 PART I. WEFRS. 
 
 5. Definition and classification of weirs.- — A weir may be defined 
 as a notch in the top of a vertical wall through which water flows. 
 The determination of the quantity of water that v/ill flow through 
 such a notch under specific conditions depends upon experimental 
 data taken in connection with the cross-sectional area of the dis- 
 charge sheet through the notch. The weirs generally employed 
 for the measurement of irrigation water are the trapezoidal weir of 
 the Cippoletti type and the rectangular weir. Each of these types 
 inay again be divided into free weirs and submerged weirs. The 
 free weir is one in which the water elevation on the downstream side 
 of the weir does not reach up to the elevation of the weir crest. The 
 submerged weir is one in which the water elevation on the down- 
 stream side of the weir rises to an elevation above the crest of the 
 weir. Weirs are also classified as suppressed or contracted weirs. 
 The contracted weir is one with its sides so far removed from the 
 sides of the channel that the filaments of water are fully contracted 
 as the water passes through the weir. The suppressed weir is one 
 with its sides coincident with the sides of the channel, so that the 
 filaments of water pass through the weir without being deflected 
 from their normal course . 
 
 6. Types of weirs adopted.- — The type of weirs adopted by the 
 service for the meiisurement of irrigation water are the sharp-crested 
 and sharp-sided contracted rectangular weir, the sharp-crested 
 suppressed rectangular weir, and the sharp-crested and sharp-sided 
 Cippoletti weir. These three types of weir will be hereinafter 
 designated, respectively, as the standard contracted rectangular 
 weir, the standard suppressed rectangular weir, and the standard 
 Cippoletti weir. It is the aim of the service to use these weirs without 
 submergence, although there may be cases where it will be necessary 
 to permit submergence for short periods at least. 
 
 7. Definition and conditions for accuracy of standard contracted 
 rectangular weirs. — A standard contracted rectangular weir is a 
 rectangular weir wnth its crest and sides consisting of a thin-edged 
 plate and so far removed, respectively, from the bottom and sides 
 of the leading channel as to cause the filaments of water to be fully 
 deflected from their normal course. The deflection is approximately 
 the maximum deflection that would obtain with the crest and sides 
 of the weir at imlimited distajices from the channel boimdaries.
 
 WEIRS. 5 
 
 The crest and sides may be made of planks if the upstream edges are 
 definite rectangular corners, but it is best to use a thin metal plate. 
 Several extended series of experiments have been conducted for 
 determining the proper coefficient to apply to the contracted weir 
 of the type here discussed and to establish conditions that insure 
 perfect contraction. As a result of these experiments, the following 
 conditions are considered necessary for accuracy of measurements: 
 
 (a) The upstream crest and side edges of the weir should be sharp 
 and smooth, and the distance of the crest and sides respectively from 
 the bottom and sides of the leading channel should preferably be not 
 less than twice the depth of water on the weir, and in no ease be less 
 than I foot. 
 
 (6) The overflowing sheet should touch only the upstream edges 
 of the crest and sides. 
 
 (c) Air should circulate freely both under and on the sides of the 
 overflowing sheet. 
 
 (d) The upstream face of the weir should be vertical. 
 
 (e) The crest should be level from end to end. 
 (/) The sides should be truly vertical. 
 
 (g) The measurement of head on the weir should be the actual 
 elevation of the water surface above the level of the weir crest, and 
 should be taken from 4 to lo feet upstream from the weir. 
 
 (k) The cross-sectional area of the leading channel for 20 to 30 feet 
 upstream from the weir should be at least six times that of the 
 overflowing sheet at the weir crest. 
 
 (i) Corrections should be made for velocity of approach where 
 appreciable errors are caused by neglecting the head due to it. 
 
 8. For->nulas for standard contracted rectangular weir'. — Two widely 
 used formulas for computing the discharges over standard contracted 
 rectangular weirs are those of Hamilton Smith and J. B. Francis. 
 The formulas proposed by Hamilton Smith require the use of coeffi- 
 cients of discharge varying with the head of water on the weir, and 
 also with the length of v/eir, which makes them somewhat incon- 
 venient, although they are accurate for the ranges of coefficients 
 usually given. The Francis formula for this type of weir without 
 velocity of approach is as follows: 
 
 (i) C?=3-33HML-o.2//); 
 and with velocity of approach is as follows: 
 
 (2) S^=3-33[(^+A)^-A'] (L-0.2 H); 
 
 in which is the discharge in second-feet without velocity of 
 approach; O' the discharge in second-feet with velocity of approach; 
 L the length of weir, in feet; H the head on the weir, in feet; and h 
 the head due to velocity of approach, in feet. It will be noted 
 that the Francis formulas contain constant discharge coefficients,
 
 6 MEASUREMENT OF IRRIGATION WATER. 
 
 which make computations by them easy without the use of tables. 
 The Francis experiments were made on comparatively large weirs, 
 most of them lo feet long, with heads ranging from 0.4 to 1.6 feet, 
 so that the formulas apply particularly to such weirs rather than to 
 short Aveirs with low heads. Experiments on 6-inch, i-foot, 2-foot, 
 and 3-foot weirs on the Boise project, Idaho, show that these formu- 
 las apply fairly well to shorter weirs, provided the head of water on 
 the weir is not greater than about one-third the length of the weir. 
 For a ratio of depth to length greater than this the actual discharges 
 exceed those given by the formulas by an amoimt which increases 
 gradually from about o per cent for a ratio of 3-^ to about 30 per cent 
 for a ratio of 1 . 
 
 9. Definition and conditions for accuracy of standard suppressed 
 rectangular weir. — A standard suppressed rectangular weir is a rec- 
 tangular weir with its crest consisting of a thin plate so far removed 
 from the bottom of the leading channel as to cause the filaments of 
 water to be fully deflected from their normal course, and with its 
 sides coincident with the sides of the leading channel, so that there 
 is no change in direction laterally of the filaments of water passing 
 through the weir. All conditions for accuracy of measurements for 
 this type of weir are identical with those of the contracted rectangu- 
 lar weir, except those relating to side contraction. In the suppressed 
 weir the sides of the leading channel should be coincident with the 
 sides of the weir, and the over-falling sheet should not be allowed 
 to expand immediately downstream from the weir. Special care 
 must be taken in this type of weir to secure the proper aeration 
 beneath the overflowing sheet below the crest. 
 
 10. Formulas for standard suppressed rectangular weir. — The two 
 principal formulas used for computing the discharge of the standard 
 suppressed rectangular weirs are also those of Smith and Francis. 
 In the Smith formulas for suppressed weirs, as for contracted weirs, 
 the coefficients of discharge var>- with the head on the weir and with 
 the length of the weir, so these formulas are not convenient for com- 
 putations without the use of tables of coefficients. The law of these 
 variations for the two types of weirs is different, so it is necessary to 
 provide a separate table' for each. The Francis formula for the stand- 
 ard suppressed rectangular weir without velocity of approach is as 
 follows: 
 
 (3) Q=Z-ZZLHh 
 and with velocity of approach is as follows: 
 
 (4) G^=3-33^ [{H+h)i-hn. 
 In these formulas the letters have the same significance as in those 
 for contracted weirs, and the coefficient of discharge was obtained by 
 Francis from the same general set of experiments as those stated for
 
 WEIRS. 7 
 
 the. contracted weir. No extensive tests have been made to 
 determine the applicability of these formulas to weirs less than 4 feet 
 in length. 
 
 n. Definition and conditions for accuracy of standard Cippoletti 
 weir. — A standard Cippoletti weir is a trapezoidal weir with its 
 crest and sides consisting of a thin plate, and so far removed from 
 the bottom and sides of the leading channel as to cause the filaments 
 of water to be deflected from their normal course and with its sides 
 sloping outward as they rise in a ratio of i to 4. While this weir is 
 necessarily a contracted weir, and should be so considered as far as 
 requirements of installation are concerned, yet, in discharge effect, 
 it is a suppressed weir. This is due to the fact that Cippoletti in 
 his formula has allowed for the reducing effect in the discharge due 
 to end contractions b)'^ making the sides of the weir sufficiently 
 sloping to overcome this effect. All conditions for accuracy stated 
 for the standard contracted rectangular weir apply to the Cippoletti 
 weir except that of the slope of the sides. 
 
 12. Formulas for standard Cippoletti weir. — Theoretically the 
 formula for the standard Cippoletti weir without velocity of approach 
 should be the same as the Francis formula for the standard sup- 
 pressed rectangular weir. Cippoletti, from his experiments, how- 
 ever, increased the Francis coelffcient by about i per cent, so that 
 his formula, without velocity of approach, is as follows: 
 
 (5) 2=3.367 LH^: 
 
 The discharge for this weir with velocity of approach may be ob- 
 tained from the following formula: 
 
 (6) 2^=3.367 L(//-f 1.5 A)f 
 
 In these formulas the letters have the same significance as in the 
 preceding formulas. The correction for velocity of approach may 
 be applied as in the Francis formula also with fair results. 
 
 13. Velocity of approach in weir measurements . — So far as practi- 
 cable weirs should be installed so as to make the velocity of approach 
 negligible; but where it is impracticable to do this appropriate 
 corrections should be made. vSuch corrections for the Francis 
 formulas are difficult to make without the use of tables providing 
 percentages of increase to apply to the computed discharges. In 
 the formula given for use with the Cippoletti weir the correction can 
 be applied to the measured head directly and the proper discharge 
 readily obtained, or the discharge can be obtained as indicated by 
 the Francis method and use of tables. Attention is called to the 
 fact that moderate velocities of approach with low heads on the 
 weir produce large errors, whereas comparatively high velocities of
 
 3k MEASUREMENT OF IRRIGATION WATER. 
 
 approach with large heads on the weir produce relatively small 
 errors. The velocity of approach may be computed from the follow- 
 ing formula: 
 
 (7) v=Q^A; 
 
 in which t; is the velocity of approach in feet per second, Q the dis- 
 charge in second-feet, and A the cross-sectional area of the leading 
 channel in square feet. The discharge may be computed by the 
 appropriate weir formula without velocity of approach, with suffi- 
 cient accuracy for determining v for ordinary cases. Successive 
 approximations may be used to determine -v to any desired degree 
 of accuracy for special cases. Having obtained the value of v, the 
 velocity of approach head may be computed from the following 
 formula: 
 
 (8) /t=o.ois6 v^. 
 
 After h has been computed from formula (8), the effective head, D, 
 on the weir can be computed from the measured head, H, by means 
 of the following formula: 
 
 (9) D=[{H+hy'-h^i■, 
 
 in which H and h have the same significance as in preceding formulas, 
 and D is the effective head due to the measured head and velocity 
 of approach. The weir discharge is then given by the proper formula 
 for each type.of weir as hereinbefore given. For any type of weir, if 
 the Francis method of correcting for velocity of approach is used by 
 comparing formula (2) to formula (i), or formula (4) to formula (3), 
 it is seen that the increased discharge with velocity of approach 
 bears to the discharge for the same weir and head without velocity 
 of approach the ratio shown in the following formula: 
 
 (10) ^=— j=C; 
 Q H^ 
 
 in which Q^, Q, H, and D have the same significance as in preceding 
 formulas and C is a ratio varying with H and the velocity of approach. 
 It is obvious that C applied as a coefficient to Q will give Q . 
 
 14. Suhnergence 0/ weirs. — Accurate measurement can not be made 
 of submerged weir discharges, on account of lack of extensive accu- 
 rate experiments for determining the discharge coefficient. Practi- 
 cally all of the older experiments on submerged weirs were on sup- 
 pressed rectangular ones. Clemens Herschel, from a discussion of 
 these experiments, derived a formula for computing discharges for 
 such weirs. The Herschel formula is as follows: 
 
 (11) e,=3-33^("^^)'';
 
 WEIRS. 9 
 
 in which L and H have their usual significance, as applied to a free 
 suppressed rectangular weir, Q^ is the discharge in second-feet with 
 submergence, and n is a factor of correction taken from a table for 
 varying values of the ratio of submergence, (d-i-H), d being the 
 downstream head and H the upstream head on the weir, both in 
 feet. Recently,' limited experiments have been made on sub- 
 merged contracted weirs by J. C. Stevens, on the Sunnyside project 
 of the service. These experiments were considered and combined 
 by Stevens with the older ones and a diagram prepared for determin- 
 ing the discharges of submerged weirs, both contracted and sub- 
 pressed, from appropriate tables of free weirs. These results differ 
 only slightly from those of Herschel, so it may be roughly con- 
 sidered that Herschel 's coefficients apply approximately to con- 
 tracted as well as to suppressed weirs. In Herschel 's formula the 
 coefRcient n is applied to the observed head above the weir crest on 
 the upstream side. By comparing formula (ii) to formula (3), the 
 corresponding formula without submergence, it is seen that accord- 
 ing to Herschel 's formula the discharge of a submerged weir bears to 
 that of a free weir with the same length and head the ratio shown in 
 the following formula: 
 
 ^ ' Q H^ ' 
 
 in which Qi, Q, H and n have the same significance as in preceding 
 formulas and C^ is a ratio varjdng with ?i or with the ratio of sub- 
 mergence. It is obvious that C^ applied as a coeflicient to Q will 
 
 15. Construction of weirs. — Weir boxes should be substantially 
 constructed of lumber or concrete. The weir box should in all 
 cases extend downstream from the weir crest far enough to still 
 the water before it passes back into the earth channel below. The 
 floor of this downstream portion of the box may well be slightly 
 depressed to form a stilling pool; the sides should be coincident 
 with the overflow sheet for suppressed weirs, and should be set 
 back slightly from the sides of the weir crest for contracted weirs. 
 In suppressed weirs a pipe or other means should be provided for 
 admitting air to the underside of the overfalling sheet in order to 
 assure accurate contraction. The weir baseboard might well be 
 made removable, so that the silt accumulating in the weir pool 
 can be flushed out from time to time. In cases of suppressed weirs 
 the weir box should be extended upstream several feet in order to 
 insure perfect suppression of the end contractions. The crest of 
 the weir in any case should be placed sufficiently high above the 
 bed of the canal to insure perfect crest contraction. The sides of 
 
 1 The text of the 1913 edition has been used unchanged. 
 57737—18 2
 
 lO MEASUREMENT OF IRRIGATION WATER. 
 
 contracted weirs should likewise be built sufficiently far from the 
 sides of the channel to permit of perfect end contractions. Wing- 
 walls or cut-off walls should be extended into the banks of the canal, 
 both at the upper and lower end of the weir box, for the purpose 
 of preventing leakage around the box, and for preventing back- 
 cutting at the canal banks. 
 
 i6. Installation of weirs. — The weir box should be installed suffi- 
 ciently far from the turnout to permit of constructing a pool of the 
 required length for stilling the water before passing through the 
 weir. The leading channel or weir pool should be made with uni- 
 form dimensions, and of the required length to give proper approach 
 and contraction of the water. The weir box should be carefully 
 leveled in both directions at the time of installation. The weir 
 crest should be accurately leveled and the sides of the weir set to 
 the required slopes for the type of weir being installed. The struc- 
 ture should be carefully puddled to prevent the passing of water 
 around or underneath it. There should be substantialh* installed 
 a metallic gage reading to hundredths of a foot, located sufficiently 
 far above the" weir crest to be out of the effect of the draw-down at 
 the weir crest. This gage should be accurately installed with its 
 zero-point at the same elevation as that of the weir crest, and at a 
 convenient location for checking these elevations from time to 
 time. Where the elevation of the water-surface in the canal is low 
 in comparison with adjacent land to be irrigated, and where there 
 is but little fall in the land, extra precaution should be taken to 
 prevent submergence of the weir. 
 
 17. Care of weirs. — The weir and weir pool should be freed from 
 weeds and trash at each round of the canal rider and the weir pool 
 should be cleaned of silt from time to time as it accumulates. The 
 level of the crest should be checked from time to tim.e, and should 
 also be checked with reference to the elevation of the zero of the 
 gage. Inspection should be made to determine whether there is 
 leakage around the weir, and in the event of such leakage the struc- 
 ture should be immediately repuddled and carefully rechecked to 
 see that the crest is level and at the elevation of the zero of the gage. 
 
 18. Table i. — This table contains discharges in second-feet for 
 standard contracted rectangular weirs without velocity of approach, 
 computed from the Francis formula for the lengths and heads ordi- 
 narily used in measuring small quantities of irrigation water; except 
 that for the 6-inch, i-foot, 2-foot, and 3-foot weirs, for heads greater 
 than one-third the crest length, the experimental values obtained 
 on the Boise project have been used instead of the values given by 
 the formula. This table may, therefore, be considered to give 
 fairly accurate discharges for weirs of the above-stated lengths and 
 for w-eirs of other lengths where the head does not exceed one-third 
 the length of the weir crest. The method of using the table is 
 apparent.
 
 WEIRS. II 
 
 19. Tabk 2. — This table contains discharges in second-feet for 
 standard Cippoletti weirs withovit velocity of approach, computed 
 from the Cippoletti formula for the heads and lengths of weirs gener- 
 ally used in measuring small quantities of irrigation water; except 
 that for the 6-inch, i-foot, 2-foot, and 3-foot weirs, for heads greater 
 than one-third the crest length, the discharges have been taken from 
 experiments made on the Boise project. The data should, there- 
 fore, be considered fairly accurate for weirs of the above-stated 
 lengths for all heads given in the table and for weirs of other lengths 
 for heads not over one-third the crest length. This table is applicable 
 also to standard suppressed rectangular weirs, as indicated in para- 
 graph 12. 
 
 20. Table j. — Table 3 gives coefficients, which, applied to the 
 discharges taken from Table i or 2 , will give the discharges for the 
 same weirs when velocity of approach exists. When there is con- 
 siderable velocity of approach, corrections should be made by 
 means of this table. For this purpose the velocity of approach 
 should first be computed as hereinbefore described. The discharge 
 without velocity of approach should then be taken from Table i or 
 2 and Multiplied by the coefficient given in Table 3. 
 
 Illustration: Suppose it is desired to find the discharge of a 
 standard suppressed rectangular weir with a crest length of 6 feet 
 under a measured head of 2.5 feet and when there is a mean 
 velocity of approach determined to be 1.5 feet per second. By 
 Table 2 the discharge without velocity of approach is 79.85 second- 
 feet. From Table 3, for a velocity of approach of 1.5 feet per 
 second and with a head, H, of 2.5 feet, the coefficient is 1.019. 
 79.85 X 1. 019 = 81.367 second-feet discharge with velocity of 
 approach. 
 
 21. Table 4. — Table 4 gives coefficients, which, when applied to 
 the discharge of a weir as taken from either Table i or 2, will give 
 the discharge of the same w'eir when submerged. These coefficients 
 will give approximate results at best and can not be relied upon 
 for a high degree of accuracy in any case. To obtain the discharge 
 of a submerged weir by means of these coefficients, first the discharge 
 of the same weir, free, should be taken from Table i or 2 for the 
 head on the upstream side of the weir and this discharge then 
 multiplied by the proper coefficient obtained from Table 4. 
 
 Illustration: Suppose it is desired to find the discharge over a 
 submerged standard Cippoletti weir with a crest length of 3 feet 
 when the head on the upstream side is found to be 1.32 feet and the 
 head on the downstream side of the weir 0.33 foot. By Table 2 
 the discharge of the same weir, free, under the same head, is 15.71 
 second-feet. The ratio d -i- H = 0.33 -h 1.32 = 0.25, for which 
 Table 4 gives a coefficient of 0.958. The product, 15.71 X 0.958 = 
 15.5 second -feet, the discharge of the weir, submerged.
 
 12 MEASUREMENT OF IRRIGATION WATER. 
 
 • 
 
 22. Tabic 5. — Table 5 contains the acre-foot equivalents of given 
 second-foot discharges for stated lengths of time. This table is 
 designed to assist in reducing weir discharges to acre-foot quantities 
 in working up the field records for oflice use. By means of this 
 table the acre-foot equivalent of any second-foot discharge far any 
 length of time may be obtained. For values not given directly in 
 the table it is nccessarj- only to multiply by the proper factors 
 and add. 
 
 Illustration: Suppose it is desired to ascertiiin how many acre- 
 feet are represented by a discharge of 14.52 second-feet flowing for 
 2 hours and 15 minutes. From the table (remembering that the 
 tabular values are multiplied by 10 or by 100 by moving the 
 decimal point one or two places to the right, respectively): 
 
 Acre-feer 
 
 14 second-feet flowing 2 hours equals 2. 314 
 
 14 second-feet flowing 15 minutes equals '. . 289 
 
 o. 52 second-feet flowing 2 hours equals c86 
 
 o. 52 second-feet flowing 15 minutes equals on 
 
 14. 52 second-feet flowing 2 hours and 15 minutes eqfuals. ... 2. 700 
 
 PART II. SUBKEROED ORIFICES. 
 
 23. Use of submerged orifices v. weirs. — Where there is sufficient 
 fall to permit of the measurement of water by means of a weir of 
 reasonable length, the weir should by all means be chosen as the 
 most desirable measuring device, as it will be free from detrimental 
 effects from weeds and trash. Where, however, the amount of fall 
 available for measuring the water is not adequate for the use of a 
 weir of reasonable length, the submerged orifice should be used. 
 In the measurement of water in laterals and farm ditches a weir 
 can generally be used for all cases where there is as much as 0.5 of 
 a foot of fall available, and even under the most adverse conditions 
 the weir can be used for all falls exceeding one foot. 
 
 24. Definition and classification of orifices. — An orifice may be 
 defined as an opening so placed in a wall of a channel or vessel 
 carrying or holding water that the opening lies completely below 
 the surface of the water on the upstream side thereof. The wall 
 may have any angular position from horizontal to vertical, the 
 opening may have any geometrical shape, the water may discharge 
 into air or into water, and the issuing stream may or may not be 
 contracted. The orifices generally employed for the measurement 
 of irrigation water are either circular or rcctangtilar and are vertical, 
 that is, are placed in a vertical wall in a canying channel. In the 
 early days of irrigation such an orifice usually discharged into air, 
 in which case the orifice was said to be free. Since the more general 
 adoption of the weir for measuring irrigation water the free orifice
 
 SUBMERGED ORIFICES. 1 3 
 
 has been practically abandoned because it requires considerable 
 fall for its use and, when this fall is available, the weir is more 
 applicable. Later practice has developed the use of an orifice that 
 discharges into water; such an orifice is said to be submerged. The 
 submerged orifice is used where there is insufficient fall for the use 
 of a weir. In addition to the subdivision of vertical orifices into 
 free and submerged orifices, either of these classes may be con- 
 tracted or suppressed. A contracted orifice is one with its perimeter 
 so far removed from the bounding surfaces of the water prism in the 
 channel of approach or other surfaces of a disturbing nature that 
 the filaments of water are fully contracted as they pass through 
 the orifice . A suppressed orifice is one with its perimeter coincident 
 with the sides of the channel of approach or with other sui faces 
 eliminating contraction. Evidently an orifice may be contracted 
 or suppressed on any part or all of its perimeter or it may be imper- 
 fectly contracted and suppressed on any part or all of its perimeter. 
 This latter condition is the result of the existence of a disturbing 
 surface intervening between that prodticing contraction and that 
 producing suppression. If the opening is not sharp-edged or if the 
 wall in which it is cut or formed has material thickness or if a dis- 
 charge tube is attached, then the opening becomes a submerged 
 tube. This condition may exist all arovmd the opening or only 
 partially so, or it may be caused b}^ placing too close to the opening 
 the bounding surfaces of the water prism in the channel of approach. 
 For these different conditions different coefficients of discharge 
 apply. ^ y ;, _ 
 
 25. Type of orifice adopted. — The principal type of orifice adopted 
 by the service for the measurement of irrigation water is the vertical, 
 sharp-edged, contracted, rectangular, submerged, orifice. This 
 type will be hereafter designated as the standard submerged rec- 
 tangular orifice. The reasons for selecting this type for general use 
 are that it is well suited for securing accuracy and is the principal 
 type f.Dr which the discharge coefficient has been carefully deter- 
 mined. 
 
 26. Definition and coiidilions for accuracy of standard submerged 
 rectangular orifices. — The standard submerged rectangular orifice is 
 a submerged rectangular orifice with its four sides consisting of thin- 
 edged plates, each so far removed from the adjacent side, bottom, or 
 top of the water prism in the leading channel as to cause the fila- 
 ments of water to be fully deflected from their normal course as 
 they pass through the orifice. The deflection is approximately 
 the maximum deflection that would obtain with the sides of the 
 orifice at unlimited distances from the water prism boundaries. 
 The sides of the orifice may be made of planks if the upstream edges 
 are deiinite, rectangular comers, but it is best to use a thin metal 
 plate. The conditions that are considered necessary to secure per- 
 fect contraction and accuracy of measurement are as follows:
 
 14 MEASUREMENT OF IRRIGATION WATER. 
 
 (a) The upstream edges of the orifice should be sharp and smooth 
 and the distance of each from the bounding surfaces of the channel, 
 both on the upstream and on the dowiistream side, should preferably 
 be not less than twice the least dimension of the orifice. 
 
 (6) The UDStream face of the orifice wall should be vertical. 
 
 (c) The top and bottom edges should be level from end to end. 
 
 (d) Tlie sides should be truly vertical. 
 
 (e) The head on the orifice that should be measured is the actual 
 difference in elevation between the water surface on the upstream 
 side of the orifice and the water surface on the downstream side 
 
 thereof. . . r i. 
 
 (/) The cross-sectional area of the water prism for 20 to 30 feet 
 from the orifice on the upstream and on the downstream side thereof 
 should be at least six times the cross-sectional area of the orifice. 
 
 (g) Correction should be made for velocity of approach where 
 appreciable errors are caused by neglecting the head due to it. 
 
 27. Suitable dimensions for standard submerged rectangular orifices.— 
 The most suitable dimensions for standard submerged rectangular 
 orifices are those in which the height is considerably less than the 
 length. This is due to the fact that the ratio of depth to width of 
 irrigation canals and laterals is small. Convenient dimensions for 
 submerged orifices are }4 foot by i foot, 2 feet, or 3 feet; }4 foot by i 
 foot, lii feet, 2 feet, 2^ feet, or 3 feet; % foot by j}4 feet, iK.ieet, 
 2 feet, 2}i feet, or 2% feet. These dimensions will give orifices 
 varying in" area from 0.25 to 2.0 square feet in intervals of 0.25 square 
 foot. Where possible an orifice of i square foot area should be chosen, 
 as the unit area simplifies the discharge determination somewhat and 
 will give discharges ranging from 0.0 to nearly 3.5 second-feet under 
 heads varying from 0.0 to 0.5 foot. However, the size of the orifice 
 selected will necessarily be determined by the quantity of water to 
 be measured and the available fall that can be utilized therefor. 
 
 28. Formulas for standard submerged rectangular orifice. — The for- 
 mula for computing the discharge of the standard submerged rec- 
 tangular orifice, without velocity of approach, is- as follows: 
 
 {13) e=o.6iV^ A; 
 
 and with velocity of approach is as follows: 
 
 (14) Q'=o.6i V29 (H+h) A; 
 
 in which O is the discharge in second-feet without velocity of ap- 
 proach; Cthe discharge in second-feet with velocity of approach; 
 g gravity' in feet; H the measured head on the orifice in feet, being 
 equal to the difference in elevation of the water surface on the up- 
 stream side of the orifice and the water surface on the downstream 
 side thereof; h the head due to velocity of approach in feet, and A 
 the area of the orifice in square feet.
 
 SUBMERGED ORIFICES. 1 5 
 
 29. Velociiv of approach in submerged orifice meastirements . — So far 
 as practicable submerged orifices should be so installed as to make 
 the velocity of approach negligible, but where this is impracticable 
 appropriate corrections therefor should be made. Attention is 
 called to the fact that neglecting moderate velocities of approach 
 with low heads on the orifice produces relatively large errors, whereas 
 neglecting comparatively high velocities of approach with large 
 heads on the orifice produces relatively small errors. The velocity 
 of approach may be computed from formula (7), page S, and after the 
 velocity of approach is determined, the head due to the velocity of 
 approach may be computed from formula (8), page 8. This velocity 
 head, designated as h, should be added to the measured head, as 
 indicated by formula (14), before computing the discharge by the 
 formula or before taking it from the discharge table. 
 
 30. Correction for suppression of coniraciion in submerged orifica. — 
 While it is deemed desirable to use the standard submerged rec- 
 tangular orifice so far as conditions will permit, it may be necessary 
 in some cases, for the purpose of avoiding accumulations of silt on 
 the upstream side of the orifice, to suppress bottom contraction by 
 placing the lower side of the orifice at canal grade, and cases may 
 now^ and then arise i\"here it will be necessar\' to determine the dis- 
 charge of submerged orifices that have also their side contractions 
 suppressed. The discharge coefl'.cients where suppression exists are 
 not well determined, and it is therefore undesirable to permit sup- 
 pression except where unavoidable. In such cases the discharge for 
 the submerged rectangular orifice without velocity of approach may 
 be computed approximately by the following formula: 
 
 (15) 2i=o-6i (i-f 0.15 r) V29// A; 
 and w ith'velocity of approach by the following formula: 
 
 (16) Q\=o.6i (i-fo.i5 r) V29 {H-^K) A; 
 
 in which Qx is the discharge in second-feet of the suppressed orifice 
 without velocity of approach; 0\ the discharge in second-feet of the 
 suppressed orifice with velocity of approach; r the ratio of the sup- 
 pressed portion of the perimeter of the orifice to the whole perimeter, 
 and H, A, and h have the same significance as in formulas (13 ) and 
 (14). By comparison of formula (15^ to formula (13) and formula 
 (16) to formula (14) the following relations are derived: 
 
 (^7) §-=§J' = i+o.i5 r=C; 
 
 in whichTc',?C?^3 Qi, Q\, and r have the same significance as in for- 
 mulas (13) to (16) and Cis aconstant equal to i-f 0.15 r. Itis obvious 
 that C applied as a coefilcient to Q or O' will give 0^ or Q\, respec- 
 tively.
 
 l6 MEASUREMENT OF IRRIGATION WATER. 
 
 31. Construction of submerged orifices. — Submerged orifice boxes 
 should be substantially constructed of lumber or concrete. The 
 orifice box should be of sufficient length to extend downstream 
 from the orifice wall far enough to still the w^ater before it passes 
 back into the earth channel below. The floor should be depressed 
 below the canal grade to form a stilling pool and the floor and sides 
 should be set at distances from the orifice opening of not less than 
 twice the least dimension of the orifice. A flashboard may be placed 
 at the lower end of the orifice box to secure submergence of the 
 orifice, but the box must have sufficient length in such a case to 
 prevent disturbance in the water issuing from the orifice. The 
 orifice wall should be set truly vertical and should reach only to the 
 maximum water level so as to form an overflow in case of trouble. 
 Wing- walls or cut-off walls should be provided, both at the upper 
 end and the lower end of the orifice box, for the purpose of preventing 
 erosion of the canal banks and leakage on water around the structure. 
 
 32. Installation of submerged orifices. — The orifice box should be 
 installed sufficiently far from the" turnout to permit the construc- 
 tion of a pool of the required length for stilling the water before 
 it passes through the orifice. The pool should be made with uni- 
 form dimensions and with its bottom about one foot below^ the 
 normal grade of the canal to insure bottom contraction. The struc- 
 ture should be carefully levelled when installed and thoroughly 
 puddled to prevent leakage. A gage should be placed on the 
 upstream side of the orifice and another on the downstream side 
 thereof having the same zero elevation. The upstream gage should 
 be located at a convenient place on the upstream side of the orifice 
 wall and the downstream gage should be placed on the side-wall of 
 the orifice box sufficiently far downstream from the orifice wall to 
 register the true back pressure on the orifice. This distance will be 
 at least two feet for small orifices. Great care should be taken to fix 
 the gages truly vertical and to set their zero marks at the same 
 elevation. 
 
 33. Care of submerged orifices. — The submerged orifice and pool 
 should be freed from weeds and trash at each round of the canal 
 rider and the pool should be cleared of silt often enough to maintain 
 proper stilling of the water and bottom contraction of the orifice. 
 The orifice should be carefully checked from time to time to insure 
 that the dimensions and elevation are unchanged, the sides truly 
 vertical, the upper and lower crests level and the zero marks of the 
 gages at the same elevation. Inspection should be made from time 
 to time to determine whether there is any leakage around the struc- 
 ture and, in event of such leakage, the structure should be immedi- 
 ately repuddlcd and the orifice should again be checked as above 
 indicated.
 
 CURRENT METER MEASUREMENTS. IJ 
 
 34. Table 6. — Table 6 contains discharges in second-feet of standard 
 submerged rectangular orifices without velocity of approach for com- 
 monly used heads and orifice areas, computed from formula (13), page 
 14. The method of using the table is apparent. The head, H, is 
 the observed head plus the head due to any velocity of approach 
 that may exist. 
 
 35. Table 7.— Table 7 gives coefficients, which applied to a dis- 
 charge given by Table 6 will give the discharge of the same orifice 
 suppressed on the bottom alone or on the bottom and two sides. For 
 an orifice constructed as a suppressed orifice or one in which silt has 
 collected sufficiently to effect suppression, the discharge should be 
 corrected by means of this table. First the discharge without sup- 
 pression should be taken from Table 6 and then multiplied by the 
 proper coefficient taken from Table 7. 
 
 Illustration : Suppose it is desired to find the discharge of a standard 
 submerged rectangular orifice 0.5 by 2.5 feet with bottom and side 
 suppressions under a head of 0.18 foot. For an area of 1.25 square 
 feet (=0.5X2.5) and a head of 0.18 foot. Table 6 gives a discharge of 
 2.593 second-feet. For a height, d, of 0.5 foot and a length, /, of 2.5 
 feet, with bottom and sides suppressed. Table 7 gives a coefficient of 
 1.09. Then 2.593Xi-09==2.826 second-feet, the discharge desired. 
 
 PART III. CURRENT METER GAGING STATIONS. 
 
 36. Use of current meter stations v. weirs and submerged orifices. — • 
 Where the quantity of water to be measured is large and the available 
 fall small, or where the quantity of water is small and extremely 
 heavily laden with silt, the use of current meter stations is advis- 
 able. Their use should be reduced to the minimum, however, as 
 their operation is comparatively expensive and the results are 
 relatively unsatisfactory. Only a very brief discussion of current 
 meter stations will be given here and the reader is referred to the 
 Water-Supply Papers of the United States Geological Survey and 
 technical books on the subject for further information. 
 
 37. Selection of current meter stations. — A current meter station 
 should be located in a straight uniform stretch of canal with smooth 
 banks and bed of permanent nature, so far removed from turnouts, 
 drops, and checks that the relation of discharge to gage height will 
 not be disturbed by these. In many canals these conditions are 
 difficult to find in combination and unusual care has to be taken to 
 obtain a station that will give good results. 
 
 38. Current meter station equipment. — The essential features of a 
 current meter station are a gage, a bench mark, fixed measuring 
 points in the channel cross section, and a stayline to hold the meter 
 in the measuring plane or cross section when the velocity is high 
 
 57737—18 3
 
 1 8 MEASUREMENT OF IRRIGATION WATER. 
 
 and the water deep. Tlie gage should be of a good design, sub- 
 stantially installed where it will indicate the water elevation at all 
 stages, and should be so graduated as to permit accurate readings to 
 hundredths of a foot. (See fig. 2.) The bench mark should be 
 conveniently and permanently located and the elevation of the 
 datum of the gage should be carefully referred to it. The measuring 
 points should be located in a cross section at right angles to the 
 stream flow on a tagged wire stretched across the channel or on a 
 bridge located at the station. Where the canal is shallow enough 
 to permit of wading measurements, the tagged wire will be appli- 
 cable; otherwise a highway bridge or a small bridge constructed 
 for the purpose should be used. The measuring points should be 
 permanently fixed and marked at equal intervals of from two to ten 
 feet depending upon the size of the canal. The stayline should be 
 stretched across the canal far enough above the measuring section 
 to hold the current meter in proper position. (See fig. i.) 
 
 39. Ctirrent meters. — The essential features of all current meters 
 are a wheel capable of rotation by impact of water and a device for 
 determining the number of revolutions of the wheel. The relation 
 of the velocity of the water to the angular velocity of the wheel or 
 the number of revolutions of the wheel in a given time is deter- 
 mined by experiment, and should be checked and redetermined 
 from time to time. A sample rating table for 4 small Price meter 
 is given in Table 8. The two types of meters most widely used are 
 the Haskell and the Price. The wheel of the former consists of a 
 screw-shaped head mounted on a horizontal axis, while that of the 
 latter consists of a group of conical cups set with the axes of the 
 cones tangent to a circle, the whole group being mounted on a ver- 
 tical axis. Both types are provided with vanes to keep the wheel 
 headed against the current, weights for sinking the meter, a cable 
 for handling the meter, and electric or acoustic sounder for indicating 
 the number of revolutions and connections from the meters to the 
 sounding devices. The Price meter has been developed by the 
 United States Geological Survey for use in its work and a cut of it 
 as now manufactured is shown in figure 4. 
 
 40. Methods of measurement. — Soundings, either with a meter or 
 with a special sounding line and weight, should be made at the per- 
 manent measuring points. The mean velocity at each of these 
 measuring points should then be determined by means of the cur- 
 rent meter, in accordance with one of the approved methods of 
 determining mean velocities. 
 
 41. Methods of determining mean velocities. — There are five general 
 methods of determining mean velocities in a vertical line with a 
 current meter: (a) By taking the velocity at 0.2 and that at 0.8 of 
 the water depth and obtaining one-half the sum; (i) by taking the 
 velocity at 0.6 of the water depth; (c) by taking the velocities at
 
 CURRENT METER MEASUREMENTS. 1 9 
 
 equal vertical intervals of 0.5 of a foot or more and obtaining their 
 arithmetical mean, or finding the mean value from a curve derived 
 by plotting the measurements on cross section paper; {d) by taking 
 the velocity near the water surface and using from 0.85 to 0.95 of 
 the result, depending on the depth of water, its velocity, and the 
 nature of the canal Ised, and (e) by taking velocity in the vertical 
 line by slowly and imiformly lowering and raising the meter through- 
 out the range of water depth one or more times. Of the methods 
 given, the first two are most used in canal work. 
 
 42. Methods of compzituig discharge tneasurements . — There are two 
 important methods of computing discharges from measurements 
 made by current meters. Both of these methods are based on 
 determining tlie discharges of the elementary areas between the 
 measiu-ing points and taking their sum. In one of the methods the 
 discharge is computed separately for each elementary area on the 
 assumption that both the velocity and the water depth vary uni- 
 formly from one measuring point to another. This may well be 
 termed the "straight-line" method, and the formula for computing 
 the discharge of the elementary' area is as follows: 
 
 (,S),.(I^')("-f»), 
 
 in which a and b are the water depths in feet at two adjacent 
 measuring points, Va and Vb the respective mean velocities in 
 feet per second at these points, I the distance in feet between the 
 points, and q the discharge in second-feet for the elementary area. 
 Formula (18) is well suited to computing discharges in canals con- 
 forming in cross section to their original trapezoidal or rectangular 
 dimensions. In the other method the discharge is computed for 
 consecutive pairs of elementary areas on the assumption that the 
 velocities and the water depths for three consecutive measuring 
 points each lie on the arc of a parabola. This method might well be 
 termed the parabolic method and the formula for computing the 
 discharge for each pair of elementar}'' areas is as follows: 
 
 in which a, b, and c are the water depths in feet at three consecutive 
 measuring points, Va, Vb, and Vc the respective mean velocities 
 in feet per second at these points, / the distance in feet between the 
 consecutive points, and q^ the discharge in second-feet for the pair 
 of elementary areas. Formula (19) is more particularly applicable 
 to river channels and old canals that have cross sections conforming 
 in a general way to the arc of a parabola or to a series of arcs of dif- 
 ferent parabolas. (See Table 9.)
 
 20 MEASUREMENT OF IRRIGATION WATER. 
 
 43. Range of discharge measurements. — ^The discharge measure- 
 ments of a canal at a current meter station should be taken at suffi- 
 cient intervals of gage heights to permit of making accurate velocity, 
 area, and discharge curves. Inasmuch as water is usually turned into 
 the canals gradually in the beginning of each irrigation season, it 
 is possible at this time to get well-distributed measurements for tlie 
 condition of the canal at this season . The canal bed at a well- 
 selected current meter station is generally permanent in character, 
 and a permanent rating curve for the canal could be made were it 
 not for the fact that increased vegetable growth in the canal and on 
 its banks during the irrigation season, together with accumulations 
 of silt, decrease the discharge capacity- for all gage heights during 
 the latter part of the irrigation season. This fact must be taken 
 into consideration in computing the quantity of water carried by a 
 canal during the irrigation season. If the canal is cleaned diiring 
 the season, the relation of discharge to gage height is again dis- 
 turbed. These changing relations of discharge to gage height are 
 the chief source of errors and difficulties in irrigation canal 
 hydrography. 
 
 44. Daily gage heights. — In order to determine the quantity of 
 water carried by a canal at a current meter station it is necessary 
 to read the gage twice daily and additionally at such times as 
 changes of stage are made in the canal. These readings should be 
 taken by the canal riders while on their daily rounds. The gages 
 should be read accurately, generally to the nearest hundredth of 
 a foot. The gage should be read carefully also b^- the hydrographer 
 both before and after taking a current meter measurement. 
 
 45. Computation of discharges. — The current meter measurements 
 at a station are interpreted and extended to cover all gage heights 
 at the station by means of curves drawn on cross-section paper. 
 To construct these curves the discharges of the canal in second-feet 
 as computed from individual current meter discharge measurements, 
 the corresponding mean velocities in feet per second and the cross 
 sectional areas in square feet for each measurement are plotted as 
 abscissas, each to a convenient scale, with the common gage heights 
 as ordinates. The most probable area curve is drawn through the 
 area plottings and from this the accuracy of the area computations 
 and of the soundings are checked and, in case of a shifting channel, 
 changes in the rating section are discovered. The most probable 
 velocity curve is drawn through the velocity plottings on the sheet 
 to provide a graphic means of finrling inaccuracies in the computa- 
 tions and noting disturbances in the velocity due to obstructions in 
 the channel or changes in the velocity due to increased roughness 
 of the channel from vegetable growths in the canal. The discharge 
 curve is then drawn through the discharge points on the cross-section
 
 CURRENT METER MEASUREMENTS. 21 
 
 paper, giving due weight to the various measurements and to prod- 
 ucts of the mean velocity and area abscissas for various gage heights 
 throughout the range of canal depths. WTiere the conditions of 
 flow of the canal have not been changed during the irrigation season, 
 it will generally be comparatively easy to draw a satisfactory curve. 
 WTiere, however, the relation of discharge to gage height has been 
 afTected by vegetable growth, or the introduction of other obstruc- 
 tions, these conditions must be given careful consideration and 
 another curve dra-'.vn for that part of the irrigation season during 
 which such conditions have existed. The discharge curve for these 
 conditions will generally be parallel to the discharge curve for the 
 earlier part of the irrigation season when the canal is clean. For 
 the period during which the change is in progress the discharges 
 must be estimated on the theory- of proportion from the two ciu-ves 
 constructed for the extreme conditions. (See fig. 3.) 
 
 46. Rating table. — From the rating curve the rating table may 
 be prepared for each tenth or hundredth of a foot of gage height a^s 
 the condition of accuracy may require, ranging from zero to the ma:^:i- 
 mum height of water in the canal. In case of canals affected by 
 vegetable growth two such rating tables will have to made, one 
 applying to the early part of the irrigation season when the canal is 
 clean and the other to the latter part of the irrigation season when 
 the canal is in bad condition. Daily discharges will also have to be 
 estimated for the period in which the change in the canal is being 
 effected. In case the canal is cleaned at any time during the irriga- 
 tion season, this fact must be given consideration in preparing the 
 necessary additional rating curves. (See Table 10.) 
 
 47. Compilation of daily and montlily discharges. — By means of 
 daily gage heights and the rating tables the daily discharges may 
 readily be compiled, and adding these gives the monthly discharges 
 and the total amount of water carried by the canal during the 
 irrigation season. 
 
 I
 
 i% 
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 z 
 o 
 
 o 
 
 < 
 
 z 
 
 ./>2 
 
 O < 
 
 «»• >■ 
 
 3 UJ 
 
 UJ Zj 
 S Q 
 
 
 a 
 
 H 
 I 

 
 MEASUREMENT OF IRRIGATION WATER. 
 
 23 
 
 0. 
 
 0. 
 
 0. 
 
 0. 
 
 Any Convenient Wfdth 
 
 Fig. 2. — Steward water gages.
 
 24 
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 113J Nl 1HDI3H ^OVO
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 25 
 
 
 •iR? 
 
 ri 
 
 d 
 
 A 
 
 fi^sw.jftr/ 
 
 im-U) sRIrVJii-^ ■*! 
 
 -i I'VA^ 
 
 rfl».*l»«W"?*N 
 
 h^^ 
 
 ,^i^f^^m. 
 
 
 ■^t£ 
 
 Fig. 4.— Small price meters. 
 
 57737—18 1
 
 26 
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 Table 1. — Discharge of standard contracted rectangular weirs in 
 cubic feet per second. Values below and to left of heavy line 
 determined experimentally; others computed from the formula 
 
 Q = 3.33 (L — .2H) Hi. (Sec paragraphs 8 and 18.) 
 
 
 
 Length of weir L, feet. 
 
 
 
 
 Head H, 
 
 
 
 
 
 
 , feet 
 
 
 
 
 
 
 
 
 
 
 j 
 
 0.5 
 
 1.0 
 
 1.5 2.0 
 
 3.0 
 
 4.0 
 
 5.0 6.0 
 
 7.0 
 
 8.0 
 
 9.0 
 
 0.01 
 
 0.002 
 
 0.003 
 
 0.005 
 
 0.007 
 
 0.010 
 
 0.013 0.016 
 
 0.020 
 
 0.023 
 
 0.026 
 
 0.030 
 
 .02 
 
 .005 
 
 .009 
 
 .014 
 
 .019 
 
 .028 
 
 .037 
 
 .047 
 
 .056 
 
 .066 
 
 .075 
 
 .085 
 
 .03 
 
 .009 
 
 .017 
 
 .026 
 
 .034 
 
 .052 
 
 .069 
 
 .086 
 
 .104 
 
 .121 
 
 .138 
 
 .1.55 
 
 .04 
 
 .013 
 
 .026 
 
 .040 
 
 .053 
 
 .079 
 
 .106 
 
 .133 
 
 .159 
 
 .186 
 
 .213 
 
 .239 
 
 .05 
 
 .018 
 
 .037 
 
 .055 .074 
 
 .111 
 
 .148 
 
 .186 
 
 .223 
 
 .260 
 
 .297 
 
 .334 
 
 .06 
 
 .024 
 
 .048 
 
 .073 
 
 .097 
 
 .146 
 
 .195 
 
 .244 
 
 .293 
 
 .342 
 
 .391 
 
 .439 
 
 .07 
 
 .030 
 
 .061 
 
 .092 
 
 .123 
 
 .184 
 
 .246 
 
 .308 
 
 .369 
 
 .431 
 
 .493 
 
 .554 
 
 .08 
 
 .036 
 
 .074 
 
 .112 
 
 .149 
 
 .225 
 
 .300 
 
 .375 
 
 .451 
 
 .526 
 
 .601 
 
 .676 
 
 .09 
 
 .043 
 
 .088 
 
 .133 
 
 .178 
 
 .268 
 
 .358 
 
 .448 
 
 .538 
 
 .628 
 
 .718 
 
 .807 
 
 .10 
 
 .051 
 
 .103 
 
 .156 
 
 .208 
 
 .314 
 
 .419 
 
 .524 
 
 .630 
 
 .735 
 
 .840 
 
 .945 
 
 .11 
 
 .058 
 
 .119 
 
 .179 
 
 .240 
 
 .362 
 
 .483 
 
 .605 
 
 .726 
 
 .848 
 
 .969 
 
 1.091 
 
 .12 
 
 .066 
 
 .135 
 
 .204 
 
 .273 
 
 .412 
 
 .550 
 
 .689 
 
 .827 
 
 .965 
 
 1.104 
 
 1.242 
 
 .13 
 
 .074 
 
 .152 
 
 .230 
 
 .308 
 
 .464 
 
 .620 
 
 .776 
 
 .933 
 
 1.089 
 
 1.245 
 
 1.401 
 
 .14 
 
 .082 
 
 .169 
 
 .257 
 
 .344 
 
 .518 
 
 .693 
 
 .867 
 
 1.041 
 
 1.216 
 
 1.390 
 
 1.565 
 
 .15 
 
 .091 
 
 .188 
 
 .284 
 
 .381 
 
 .575 
 
 .768 
 
 .962 
 
 1.155 
 
 1.349 
 
 1..542 
 
 1.736 
 
 .16 
 
 .100 
 
 .206 
 
 .313 
 
 .419 
 
 .632 
 
 .845 
 
 1.059 
 
 1.272 
 
 1.485 
 
 1.698 
 
 1.911 
 
 .17 
 
 .109 
 
 .225 
 
 .342 
 
 .459 
 
 .692 
 
 .926 
 
 1.159 
 
 1.392 
 
 1.626 
 
 1.859 
 
 2.093 
 
 .18 
 
 .122 
 
 .245 
 
 .372 
 
 .499 
 
 .754 
 
 1.008 
 
 1.262 
 
 1.517 
 
 1.771 
 
 2.025 
 
 2.279 
 
 .19 
 
 .132 
 
 .265 
 
 .403 
 
 .541 
 
 .817 
 
 1.093 
 
 1.369 
 
 1.644 
 
 1.920 
 
 2.196 
 
 2.472 
 
 .30 
 
 .142 
 
 .286 .435 
 
 .,584 
 
 .881 
 
 1.179 
 
 1.477 
 
 1.775 
 
 2.073 
 
 2..370 
 
 2.668 
 
 .21 
 
 .152 
 
 .307 
 
 .467 
 
 .627 
 
 .948 
 
 1.269 
 
 1.589 
 
 1.910 
 
 2.230 
 
 2.551 
 
 2.871 
 
 .22 
 
 .162 
 
 .328 
 
 .500 
 
 .672 
 
 1.016 
 
 1.359 
 
 1.703 
 
 2.046 
 
 2.390 
 
 2.734 
 
 3.077 
 
 .23 
 
 .173 
 
 .350 
 
 .534 
 
 .718 
 
 1.085 
 
 1.452 
 
 1.820 
 
 2.187 
 
 2.554 
 
 2.921 
 
 3.289 
 
 .24 
 
 .184 
 
 .373 
 
 .568 
 
 .764 
 
 1.156 
 
 1.547 
 
 1.939 
 
 2.331 
 
 2.722 
 
 3.113 
 
 3.505 
 
 
 .25 
 
 0.195 
 
 .395 
 
 .603 
 
 .811 
 
 1.228 
 
 1.644 
 
 2.060 
 
 2.476 
 
 2.893 
 
 3.309 
 
 3.725 
 
 
 .26 
 
 
 .419 
 
 .639 
 
 .860 
 
 1.301 
 
 1.743 
 
 2.185 
 
 2.626 
 
 3.067 
 
 3.509 
 
 3.951 
 
 
 .27 
 
 
 .442 
 
 .675 
 
 .909 
 
 1.376 
 
 1.843 
 
 2.311 
 
 2.778 
 
 3.245 
 
 3.712 
 
 4.179 
 
 
 .28 
 
 
 .466 
 
 .712 
 
 .9.59 
 
 1.4.53 
 
 1.946 
 
 2.439 
 
 2.933 
 
 3.426 
 
 3.919 
 
 4.413 
 
 
 .39 
 
 
 .490 
 
 .750 
 
 1.010 
 
 1.530 
 
 2.050 
 
 2.570 
 
 3.090 
 
 3.610 
 
 4.130 
 
 4.650 
 
 
 .30 
 
 
 .514 
 
 .788 
 
 1.061 
 
 1.609 
 
 2.156 
 
 2.703 
 
 3.251 
 
 3.797 
 
 4.344 
 
 4.892 
 
 
 .31 
 
 
 .539 
 
 .827 
 
 1.114 
 
 1.689 
 
 2.263 
 
 2.838 
 
 3.413 
 
 3.988 
 
 4.563 
 
 5.137 
 
 
 .33 
 
 
 .564 
 
 .866 
 
 1.167 
 
 1.770 
 
 2.373 
 
 2.975 
 
 3.578 
 
 4.181 
 
 4.784 
 
 5.387 
 
 
 .33 
 
 
 .590 
 
 .905 
 
 1.221 
 
 1.852 
 
 2.4S3 
 
 3.115 
 
 3.746 
 
 4.377 
 
 5.009 
 
 5.640 
 
 
 .34 
 .35 
 
 
 .615 
 
 .945 
 .986 
 
 1.275 
 1.331 
 
 1.936 
 2.020 
 
 2.596 
 2.710 
 
 3.256 
 3.399 
 
 3.916 
 4.089 
 
 4.577 
 4.778 
 
 5.237 
 5.468 
 
 5.897 
 
 
 .658 
 
 6.157 
 
 
 .36 
 
 
 .686 
 
 1.027 
 
 1.387 
 
 2.106 
 
 2.825 
 
 3.545 
 
 4.264 
 
 4.983 
 
 5.703 
 
 6.422 
 
 
 .37 
 
 
 .714 
 
 1.069 
 
 1.443 
 
 2.193 
 
 2.943 
 
 3.692 
 
 4.441 
 
 5.191 
 
 5.941 
 
 6.690 
 
 
 .38 
 
 
 .743 
 
 1.111 
 
 1.501 
 
 2.281 
 
 3.061 
 
 3.841 
 
 4.621 
 
 5.401 
 
 6.181 
 
 6.961 
 
 
 .39 
 
 
 .772 
 
 1.153 
 
 1.559 
 
 2.370 
 
 3.181 
 
 3.992 
 
 4.803 
 
 5.614 
 
 6.425 
 
 7.236 
 
 
 .40 
 
 
 .801 
 
 1.196 
 
 1.617 
 
 2.460 
 
 3.302 
 
 4.145 
 
 4.987 
 
 5.829 
 
 6.672 
 
 7.514 
 
 
 .41 
 
 
 .830 
 
 1.240 
 
 1.677 
 
 2. .551 
 
 3.425 
 
 4.299 
 
 5.173 
 
 6.048 
 
 6.922 
 
 7.796 
 
 
 .42 
 
 
 .860 
 
 1.283 
 
 1.737 
 
 2.643 
 
 3.549 
 
 4.456 
 
 5.362 
 
 6.269 
 
 7.175 
 
 8.081 
 
 
 .43 
 
 
 .890 
 
 1.328 
 
 1.797 
 
 2.736 
 
 3.675 
 
 4.614 
 
 5.553 
 
 6.492 
 
 7.431 
 
 8.370 
 
 
 ..44 
 
 
 .920 
 
 1.372 
 
 1.858 
 
 2.830 
 
 3.802 
 
 4.774 
 
 5.746 
 
 6.718 
 
 7.690 
 
 8.661 
 
 
 .45 
 
 
 .9.50 
 
 1.417 
 
 1.920 
 
 2.925 
 
 3.930 
 
 4.935 
 
 5.941 
 
 6.946 
 
 7.951 
 
 8.956 
 
 ^4C 
 
 
 .981 
 
 1.463 
 
 1.982 
 
 3.021 
 
 4.060 
 
 5.099 
 
 6.138 
 
 7.177 
 
 8.216 
 
 9.255 
 
 .47 
 
 
 1.012 
 
 l.,509 
 
 2.045 
 
 3.118 
 
 4.191 
 
 5.264 
 
 6.337 
 
 7.410 
 
 S.483 
 
 9.556 
 
 .48 
 
 
 1.044 
 
 1.555 
 
 2.108 
 
 3.216 
 
 4. .323 5.431 
 
 6.538 
 
 7.645 
 
 8.753 
 
 9.860 
 
 .49 
 
 
 1.077 
 
 1.601 
 
 2.172 
 
 3.315 
 
 4.457 5..599 
 
 6.741 
 
 7.8g3 
 
 9.026 
 
 10.168 
 
 
 0.5O 
 
 
 1.111 
 
 1.648 
 
 2.237 
 
 3.414 
 
 4.591 5.769 
 
 6.946 
 
 8.123 
 
 9.301 
 
 10.478
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 27 
 
 Table 1. — Discharge of standard contracted rectangular weirs in 
 cubic feet per second. Values below and to left of heavy line 
 determined experimetitally; others computed from the formula 
 Q = 3.33 (L — .2H) Hi . (See paragraphs 8 and 18.) 
 
 Head B, 
 feet 
 
 Length of weir L, feet. 
 
 1.5 
 
 2.0 
 
 3.0 { 4.0 
 
 5.0 6.0 
 
 7.0 
 
 8.0 
 
 9.0 
 
 0.51 
 .52 
 .53 
 
 .54 
 .55 
 .56 
 .67 
 
 .58 
 .59 
 .60 
 .61 
 .63 
 .63 
 .64 
 .65 
 .66 
 .67 
 
 .68 
 .69 
 .70 
 .71 
 .72 
 .73 
 .74 
 .76 
 .76 
 .77 
 .78 
 .79 
 .80 
 .81 
 .82 
 .83 
 .84 
 .85 
 .86 
 .87 
 .88 
 .89 
 .90 
 .91 
 .92 
 .93 
 .94 
 .95 
 .96 
 .97 
 .98 
 .99 
 1.00 
 
 1.695 
 
 2.302 
 
 1.743 
 
 2.367 
 
 1.791 
 
 2.434 
 
 1.839 
 
 2.500 
 
 1.888 
 
 2.567 
 
 1.937 
 
 2.635 
 
 1.986 
 
 2.703 
 
 2.036 
 
 2.771 
 
 2.085 
 
 2.840 
 
 2.136 
 
 2.909 
 
 2.186 
 
 2.979 
 
 2.237 
 
 3.050 
 
 2.28S 
 
 3.121 
 
 2.339 
 
 3.192 
 
 2.391 
 
 3.263 
 
 2.443 
 
 3.335 
 
 2.495 
 
 3.408 
 
 2.547 
 
 3.58 
 
 2.599 
 
 3.66 
 
 2.652 
 
 3.74 
 
 2.705 
 
 3.82 
 
 2.759 
 
 3.90 
 
 2.813 
 
 3.98 
 
 2.866 
 
 4.06 
 
 2.920 
 
 4.14 
 4.22 
 
 
 
 4.30 
 
 
 4.38 
 
 
 4.46 
 
 
 4.54 
 
 
 4.62 
 
 
 4.70 
 
 
 4.78 
 
 
 4.87 
 
 
 4.96 
 
 
 5.05 
 
 
 5.14 
 
 
 5.23 
 
 
 5.32 
 
 
 5.41 
 
 
 5.50 
 
 
 5.59 
 
 
 5.68 
 
 ..... 
 
 5.77 
 
 
 5.86 
 
 
 5.95 
 
 
 6.04 
 
 
 6.13 
 
 
 6.22 
 
 ' 
 
 6.31 
 
 3.515 
 3.616 
 3.719 
 3.821 
 3.925 
 4.030 
 4.136 
 4.242 
 4.349 
 4.457 
 4.566 
 4.675 
 4.786 
 4.897 
 5.00s 
 6.121 
 5.234 
 5.348 
 5.462 
 5.578 
 5.694 
 5.810 
 5.928 
 6.046 
 6.164 
 
 6.283 
 6.403 
 6.524 
 6.645 
 6.767 
 6.8S9 
 7.013 
 7.136 
 7.260 
 7.385 
 7.511 
 7.635 
 7.763 
 7.S90 
 8.018 
 8.146 
 8.275 
 8.404 
 8.534 
 8.664 
 8.795 
 8.927 
 9.059 
 9.191 
 9.324 
 
 4.727 
 
 5.940 
 
 7.153 
 
 4.S65 
 
 6.114 
 
 7.362 
 
 5.003 
 
 6,288 
 
 7.573 
 
 5.143 
 
 6.464 
 
 7.786 
 
 6.284 
 
 6.642 
 
 8.000 
 
 5.426 
 
 6.821 
 
 8.217 
 
 5..J69 
 
 7.002 
 
 8.435 
 
 6.713 
 
 7.184 
 
 8.655 
 
 5.858 
 
 7.307 
 
 8.877 
 
 6.005 
 
 7.552 
 
 9.100 
 
 6.152 
 
 7.739 
 
 9.325 
 
 6.301 
 
 7.927 
 
 9.553 
 
 6.451 
 
 8.116 
 
 9.781 
 
 6.602 
 
 8.307 
 
 10.012 
 
 6.753 
 
 8.499 
 
 10.244 
 
 6.906 
 
 8.692 
 
 10.477 
 
 7.060 
 
 8.886 
 
 10.712 
 
 7.215 
 
 9.083 
 
 10.9,50 
 
 7.371 
 
 9.280 
 
 11.188 
 
 7.528 
 
 9.478 
 
 11.429 
 
 7.686 
 
 9.678 
 
 11.670 
 
 7.845 
 
 9.879 
 
 11.913 
 
 8.005 
 
 10.082 
 
 12.1.59 
 
 8.165 
 
 10.285 
 
 12.405 
 
 S.327 
 
 10.490 
 
 12.653 
 
 8.490 
 
 10.696 
 
 12.902 
 
 8.653 
 
 10.903 
 
 13.153 
 
 8.818 
 
 11.112 
 
 13.406 
 
 8.983 
 
 11.321 
 
 13.660 
 
 9.150 
 
 11.533 
 
 13.915 
 
 9.317 
 
 11.745 
 
 14.172 
 
 9.485 
 
 11.958 
 
 14.431 
 
 9.C54 
 
 12.172 
 
 14.690 
 
 9.824 
 
 12.388 
 
 14.951 
 
 9.995 
 
 12.604 
 
 15.214 
 
 10.106 
 
 12.822 
 
 15.478 
 
 10.339 
 
 13.041 
 
 15.743 
 
 10.512 
 
 13.261 
 
 16.010 
 
 10.6S6 
 
 13.482 
 
 16.278 
 
 10.861 
 
 13.704 
 
 16.547 
 
 11.0.37 
 
 13.927 
 
 16.818 
 
 11.213 
 
 14.152 
 
 17.090 
 
 11.391 
 
 14.377 
 
 17.363 
 
 11.509 
 
 14.603 
 
 17.638 
 
 11.748 
 
 14.S31 
 
 17.915 
 
 11.927 
 
 15.060 
 
 18.192 
 
 12.10s 
 
 1.5.289 
 
 18.471 
 
 12.289 
 
 15.520 
 
 18.7.50 
 
 12.471 
 
 15.751 
 
 19.032 
 
 12.654 
 
 15.984 
 
 19.314 
 
 8.. 366 
 
 8.611 
 
 8.858 
 
 9.107 
 
 9.359 
 
 9.612 
 
 9.S6S 
 
 10.126 
 
 10.386 
 
 10.647 
 
 10.912 
 
 11.178 
 
 11.447 
 
 11.717 
 
 11.989 
 
 12.263 
 
 12.539 
 
 12.817 
 13.097 
 13.379 
 13.663 
 13.948 
 14.236 
 14.525 
 14.816 
 15.109 
 15.403 
 15.700 
 15.998 
 16.298 
 16.000 
 16.903 
 17.208 
 17.515 
 17.823 
 18.134 
 18.445 
 18.759 
 19.074 
 19. .391 
 19.709 
 20.029 
 20.350 
 20.673 
 20.998 
 21.324 
 21.652 
 21.981 
 22.312 
 22.644 
 
 9.579 
 
 9.800 
 10.143 
 10.428 
 10.717 
 11.008 
 11.301 
 11.597 
 11.895 
 12.195 
 12.498 
 12.804 
 13.112 
 13.422 
 13.734 
 14.04S 
 14.365 
 
 14.684 
 15.005 
 1.5.329 
 15.655 
 15.982 
 16.313 
 16.645 
 16.979 
 17.315 
 17.0.53 
 17.094 
 IS. 336 
 IS.GSl 
 19.027 
 19.376 
 19.726 
 20.079 
 20.433 
 20.790 
 21.147 
 21.508 
 21.809 
 22.234 
 22.599 
 22.967 
 23.337 
 23.708 
 24.081 
 24.4.56 
 24.833 
 25.212 
 25.592 
 25.974 
 
 10.791 
 
 11.108 
 11.428 
 11.750 
 12.075 
 12.403 
 12.734 
 13.067 
 13.404 
 13.743 
 14.085 
 14.430 
 14.777 
 15.127 
 15.479 
 15.8,34 
 16.191 
 
 16.552 
 16.914 
 17.280 
 17.647 
 18.017 
 18.390 
 18.704 
 19.142 
 19.521 
 19.903 
 20.288 
 20.074 
 21.064 
 21.455 
 21.849 
 22.244 
 22.643 
 23.043 
 23.445 
 23.8.50 
 24.257 
 24.665 
 25.077 
 25.490 
 25.906 
 26.323 
 26.743 
 27.165 
 27.588 
 28,015 
 28.442 
 28.872 
 29.304
 
 28 
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 Table 1 — Discharge of standard contracted rectangular weirs in 
 cubic feet per second. I'alues to left of heavy line determined 
 experimentally; others computed from the formula Q = 3.33 
 (L — .2H) Hi. (Sec paragraphs 8 and 18.) 
 
 
 
 
 Length of weir 
 
 L, feet. 
 
 
 
 Head //. 
 
 
 
 
 
 
 
 
 feet 
 
 
 
 
 
 
 
 
 
 3.0 
 
 4.0 
 
 5.0 
 
 6.0 
 
 7.0 
 
 8.0 
 
 9.0 
 
 1.01 
 
 9.87 
 
 12.838 
 
 16.218 
 
 19.598 
 
 22.978 
 
 26.358 
 
 29.738 
 
 1.03 
 
 10.01 
 
 13.022 
 
 16.452 
 
 19.883 
 
 23.313 
 
 26.743 
 
 30.174 
 
 1.03 
 
 10.15 
 
 13.207 
 
 16.688 
 
 20.169 
 
 23.050 
 
 27.131 
 
 30.612 
 
 1.04 
 
 10.30 
 
 13.394 
 
 16.924 
 
 20.4.56 
 
 23.988 
 
 27.. 520 
 
 31.051 
 
 1.05 
 
 10.45 
 
 13.579 
 
 17.162 
 
 20.714 
 
 24.327 
 
 27.910 
 
 31.493 
 
 l.OS 
 
 10.60 
 
 13.763 
 
 17.401 
 
 21.035 
 
 24.669 
 
 28.303 
 
 31.937 
 
 1.07 
 
 10.75 
 
 13.954 
 
 17.640 
 
 21.325 
 
 25.011 
 
 28,697 
 
 32.383 
 
 1.08 
 
 10.90 
 
 14.143 
 
 17.880 
 
 21.618 
 
 25.3,55 
 
 29.093 
 
 32.830 
 
 1.0!) 
 
 11.05 
 
 14.332 
 
 18.121 
 
 21.911 
 
 25.700 
 
 29.490 
 
 33.279 
 
 1.10 
 
 11.20 
 
 14.522 
 
 18.364 
 
 22.206 
 
 26.047 
 
 29.889 
 
 33.731 
 
 1.11 
 
 11.35 
 
 14.713 
 
 18.607 
 
 22..501 
 
 26.. 395 
 
 30.290 
 
 34.184 
 
 1.13 
 
 11. ,50 
 
 14.904 
 
 18.851 
 
 22.798 
 
 26.745 
 
 30.692 
 
 34.639 
 
 1.13 
 
 11.65 
 
 15.096 
 
 19.096 
 
 23.096 
 
 27.096 
 
 31.096 
 
 35.096 
 
 1.14 
 
 11.80 
 
 15.289 
 
 19.342 
 
 23.390 
 
 27.448 
 
 31.501 
 
 35.555 
 
 1.15 
 
 11.95 
 
 15.482 
 
 19.589 
 
 23.696 
 
 27.. 802 
 
 31,909 
 
 36.016 
 
 1.16 
 
 12.10 
 
 15.676 
 
 19.8.37 
 
 23.997 
 
 28.157 
 
 32.318 
 
 36.478 
 
 1.17 
 
 12.25 
 12.40 
 
 15.871 
 16.006 
 
 20.085 
 20.335 
 
 24.. 300 
 24.603 
 
 28.513 
 
 32.728 
 
 36.943 
 
 1.18 
 
 28.871 
 
 33.140 
 
 37.408 
 
 1.19 
 
 12.55 
 
 16.202 
 
 20.585 
 
 24.908 
 
 29.231 
 
 33.553 
 
 37.876 
 
 1.30 
 
 12.70 
 
 16.4.59 
 
 20.836 
 
 25.214 
 
 29..591 
 
 33.969 
 
 38..346 
 
 1.31 
 
 12.85 
 
 16.656 
 
 21.088 
 
 25.521 
 
 29.953 
 
 34.385 
 
 38.817 
 
 1.33 
 
 13.00 
 
 16.854 
 
 21.341 
 
 25.829 
 
 30.316 
 
 34.803 
 
 39.291 
 
 1.33 
 
 13.15 
 
 17.053 
 
 21.595 
 
 26.138 
 
 30.681 
 
 35.223 
 
 39.700 
 
 1.34 
 
 13.31 
 
 17.252 
 
 21.850 
 
 26.448 
 
 31.046 
 
 35.644 
 
 40.243 
 
 1.35 
 
 13.47 
 
 17.452 
 
 22.105 
 
 26.759 
 
 31.413 
 
 36.067 
 
 40.721 
 
 1.36 
 
 13.63 
 
 17.652 
 
 22.362 
 
 27.072 
 
 31.782 
 
 36.491 
 
 41.201 
 
 1.37 
 
 13.79 
 
 17.853 
 
 22.619 
 
 27.385 
 
 32.151 
 
 36.917 
 
 41.683 
 
 1.38 
 
 13.95 
 
 18.055 
 
 22.877 
 
 27.700 
 
 32.522 
 
 37.345 
 
 42.167 
 
 1.39 
 
 14.11 
 
 18.257 
 
 23.136 
 
 28.015 
 
 32.894 
 
 37.773 
 
 42.652 
 
 1.30 
 
 14.27 
 
 18.460 
 
 23.396 
 
 28.331 
 
 33.267 
 
 38.203 
 
 43.139 
 
 1.31 
 
 14.43 
 
 18.663 
 
 23.656 
 
 28.649 
 
 33.642 
 
 38.635 
 
 43.628 
 
 1.33 
 
 14.. ^9 
 
 18.867 
 
 23.918 
 
 28.968 
 
 34.018 
 
 39.068 
 
 44.119 
 
 1.33 
 
 14.75 
 
 19.072 
 
 24.180 
 
 29.287 
 
 34.395 
 
 39.503 
 
 44.611 
 
 1.34 
 
 14.91 
 
 19.277 
 
 24.443 
 
 29.608 
 
 34.773 
 
 39.939 
 
 45.104 
 
 1.35 
 
 15.07 
 
 10.483 
 
 24.706 
 
 29 929 
 
 35.153 
 
 40.376 
 
 45.599 
 
 1.36 
 
 15.23 
 
 19.689 
 
 24.970 
 
 so! 2.52 
 
 35.533 
 
 40.815 
 
 46.096 
 
 1.37 
 
 15.39 
 
 19.896 
 
 25,236 
 
 30.576 
 
 35.915 
 
 41.255 
 
 46.595 
 
 1.38 
 
 15..55 
 
 20.104 
 
 25.502 
 
 30.900 
 
 36.299 
 
 41.697 
 
 47.096 
 
 1.39 
 
 15.71 
 
 20.312 
 
 25.769 
 
 31.226 
 
 36.083 
 
 42,140 
 
 47.598 
 
 1.40 
 
 15.87 
 
 20.520 
 
 26.036 
 
 31.553 
 
 37.069 
 
 42,585 
 
 48.101 
 
 1.41 
 
 16.03 
 
 20.729 
 
 26.305 
 
 31.880 
 
 37.455 
 
 43.031 
 
 48.606 
 
 1.43 
 
 16.19 
 
 20.939 
 
 26.574 
 
 32.209 
 
 37.843 
 
 43.478 
 
 49.113 
 
 1.43 
 
 16..35 
 
 21.149 
 
 26.843 
 
 32.538 
 
 38.2.32 
 
 43.927 
 
 49.621 
 
 1.44 
 
 16.51 
 
 21.359 
 
 27.114 
 
 32.808 
 
 38.622 
 
 44.376 
 
 50.131 
 
 1.45 
 
 16.68 
 
 21.571 
 
 27.385 
 
 33.200 
 
 39.014 
 
 44.828 
 
 50.643 
 
 1.46 
 
 16.85 
 
 21.783 
 
 27.657 
 
 33.5.32 
 
 39.406 
 
 45.281 
 
 51.155 
 
 1.47 
 
 17.02 
 
 21.995 
 
 27.930 
 
 33.805 
 
 39.800 
 
 45.735 
 
 51.670 
 
 1.48 
 
 17.19 
 
 22.208 
 
 28.204 
 
 34.199 
 
 40.195 
 
 46.191 
 
 52.187 
 
 1.49 
 
 17.36 
 
 22.421 
 
 28.478 
 
 34.534 
 
 40.. 59 1 
 
 46.647 
 
 52.704 
 
 1.50 
 
 17.53 
 
 22.635 
 
 28.753 
 
 34.870 
 
 40.988 
 
 47.105 
 
 53.223
 
 MEASUREMENT OP IRRIGATION WATER. 
 
 29 
 
 Table 1 — Discharge of standard contracted rectangular weirs in 
 ) cubic feet per second, computed from the formula Q = 3.33 
 
 {L — .2H) Hi. (See paragraphs 8 and 18.) 
 
 
 
 
 Length of 
 
 weir L, feet 
 
 
 
 Head H, 
 
 
 
 
 
 
 
 feet 
 
 
 
 
 
 
 
 
 4.0 
 
 6.0 
 
 6.0 
 
 7.0 
 
 8.0 
 
 9.0 
 
 1.51 
 
 22.849 
 
 29.028 
 
 35.207 
 
 41.386 
 
 47.565 
 
 53.744 
 
 1.63 
 
 23.065 
 
 29.305 
 
 35.545 
 
 41.786 
 
 48.026 
 
 54.267 
 
 1.53 
 
 23.279 
 
 29.581 
 
 35.883 
 
 42.185 
 
 48.487 
 
 54.780 
 
 1.54 
 
 23.495 
 
 29.859 
 
 36.223 
 
 42.587 
 
 48.951 
 
 55.315 
 
 1.55 
 
 23.712 
 
 30.138 
 
 36.564 
 
 42.990 
 
 49.416 
 
 55.842 
 
 1.56 
 
 23.929 
 
 30.417 
 
 36.905 
 
 43.394 
 
 49.882 
 
 56.370 
 
 1.57 
 
 24.146 
 
 30.697 
 
 37.248 
 
 43.799 
 
 50.349 
 
 56.900 
 
 1.58 
 
 24.364 
 
 30.978 
 
 37.591 
 
 44.205 
 
 50.818 
 
 57.432 
 
 1.59 
 
 24.583 
 
 31.259 
 
 37.935 
 
 44.612 
 
 51.288 
 
 57.965 
 
 1.60 
 
 24.801 
 
 31.540 
 
 38.280 
 
 45.019 
 
 51.7.59 
 
 58.498 
 
 1.61 
 
 25.020 
 
 31.823 
 
 38.626 
 
 45.428 
 
 52.231 
 
 59.034 
 
 1.63 
 
 25.240 
 
 32.106 
 
 38.973 
 
 45.839 
 
 52.705 
 
 59.571 
 
 1.63 
 
 25.460 
 
 32.390 
 
 39.320 
 
 46.250 
 
 53.180 
 
 60.110 
 
 1.64 
 
 25.681 
 
 32.G75 
 
 39.60a 
 
 46.662 
 
 53.650 
 
 60.649 
 
 1.65 
 
 25.902 
 
 32.960 
 
 40.018 
 
 47.075 
 
 54.133 
 
 61.191 
 
 1.66 
 
 26.124 
 
 33.246 
 
 40.308 
 
 47.490 
 
 54.612 
 
 6 1.7.34 
 
 1.67 
 
 26.346 
 
 33.5.32 
 
 40.719 
 
 47.905 
 
 55.092 
 
 62.278 
 
 1.68 
 
 26.568 
 
 33.819 
 
 41.071 
 
 48.322 
 
 55.573 
 
 62.824 
 
 1.69 
 
 26.791 
 
 34.107 
 
 41.423 
 
 48.739 
 
 56.055 
 
 63.371 
 
 1.70 
 
 27.014 
 
 34.395 
 
 41.776 
 
 49.1.57 
 
 56.538 
 
 63.919 
 
 1.71 
 
 27.239 
 
 » 34.685 
 
 42.131 
 
 49.577 
 
 57.024 
 
 64.470 
 
 1.73 
 
 27.463 
 
 34.974 
 
 42.486 
 
 49.998 
 
 57.509 
 
 65.021 
 
 1.73 
 
 27.687 
 
 35.265 
 
 42.842 
 
 50.419 
 
 57.997 
 
 65.574 
 
 1.74 
 
 27.913 
 
 35.556 
 
 43.199 
 
 50.842 
 
 58.485 
 
 66.128 
 
 1.75 
 
 28.138 
 
 35.847 
 
 43.556 
 
 51.265 
 
 58.975 
 
 66.684 
 
 1.76 
 
 28.364 
 
 36.139 
 
 43.914 
 
 51.689 
 
 59.465 
 
 67.240 
 
 1.77 
 
 28.590 
 
 36.4.32 
 
 44.274 
 
 52.115 
 
 59.957 
 
 67.798 
 
 1.78 
 
 28.817 
 
 36.725 
 
 44.633 
 
 52.541 
 
 60.449 
 
 6S.358 
 
 1.79 
 
 29.045 
 
 37.019 
 
 44.994 
 
 52.969 
 
 60.944 
 
 6S.919 
 
 1.80 
 
 29.272 
 
 37.314 
 
 45.356 
 
 53..397 
 
 61.439 
 
 60.481 
 
 1.81 
 
 29.500 
 
 37.609 
 
 45.718 
 
 53.827 
 
 61.936 
 
 70.043 
 
 1.83 
 
 29.729 
 
 37.905 
 
 46.081 
 
 54.257 
 
 62.433 
 
 70.610 
 
 1.83 
 
 29.958 
 
 38.201 
 
 46.445 
 
 54.689 
 
 62.932 
 
 71.176 
 
 1.84 
 
 30.187 
 
 38.498 
 
 46.809 
 
 55.121 
 
 63.432 
 
 71.743 
 
 1.85 
 
 30.416 
 
 38.798 
 
 47.175 
 
 55.554 
 
 63.933 
 
 72.312 
 
 1.86 
 
 30.646 
 
 39.094 
 
 47.541 
 
 55.988 
 
 64.435 
 
 72.882 
 
 1.87 
 
 30.877 
 
 39.392 
 
 47.908 
 
 56.423 
 
 64.938 
 
 73.454 
 
 1.88 
 
 31.108 
 
 39.691 
 
 48.275 
 
 56.859 
 
 65.443 
 
 74.027 
 
 1.89 
 
 31.339 
 
 39.991 
 
 48.644 
 
 57.296 
 
 65.949 
 
 74.601 
 
 1.90 
 
 31.571 
 
 40.292 
 
 49.013 
 
 57.734 
 
 63.455 
 
 75.177 
 
 l.Sl 
 
 31.803 
 
 40.593 
 
 49.383 
 
 58.173 
 
 60.963 
 
 75.753 
 
 1.93 
 
 32.035 
 
 40.894 
 
 49.753 
 
 58.612 
 
 67.472 
 
 70.331 
 
 1.93 
 
 32.267 
 
 41.196 
 
 50.125 
 
 59.053 
 
 67.981 
 
 70.910 
 
 1.94 
 
 32.501 
 
 41.499 
 
 50.497 
 
 59.495 
 
 68.493 
 
 77.491 
 
 1.95 
 
 32.734 
 
 41.802 
 
 50.870 
 
 69.937 
 
 69.005 
 
 78.073 
 
 1.96 
 
 32.968 
 
 42.106 
 
 51.243 
 
 60.381 
 
 69.518 
 
 78.656 
 
 1.97 
 
 33.202 
 
 42.410 
 
 51.617 
 
 60.825 
 
 70.032 
 
 79.240 
 
 1.98 
 
 33.437 
 
 42.715 
 
 51.992 
 
 61.270 
 
 70.518 
 
 79.824 
 
 1.99 
 
 33.672 
 
 43.020 
 
 52.368 
 
 61.716 
 
 71.064 
 
 80.412 
 
 3.00 
 
 33.907 
 
 43.326 
 
 52.745 
 
 62.163 
 
 71.582 
 
 81.001
 
 30 
 
 MEASURExMENT OP IRRIGATION WATER. 
 
 Table 1 — Discharge of standard contracted rectangular weirs in 
 cubic feet per second, computed from the formula Q = 3.33 
 
 (L — .2H) H%. . {See paragraphs 8 and 18.) 
 
 
 Length of weir L, feet 
 
 
 
 Length of weir L, feet. 
 
 Head H, 
 
 
 
 Head H, 
 
 feet 
 
 
 
 feet 
 
 
 
 
 
 
 
 1 
 
 
 
 5.0 
 
 6.0 
 
 7.0 
 
 8.0 
 
 9.0 
 
 
 6.0 
 
 7.0 
 
 8.0 
 
 9.0 
 
 2.01 
 
 43.632 
 
 1 
 53.122 62.601 72.091 
 
 ' 81.580 
 
 2.51 
 
 72.805 
 
 86.047 
 
 99.289 
 
 112.531 
 
 2.03 
 
 43.939 
 
 53.499 63.060i72.620 
 
 82.180 
 
 2.52 
 
 73.212 
 
 86.533 
 
 99.864 
 
 113.175 
 
 2.03 
 
 44.247 
 
 53.878 63.509173.141 
 
 82.772 
 
 2.53 
 
 73.625 
 
 87.026: 100.427 
 
 113.828 
 
 2.04 
 
 44.554 
 
 54.257 63.959i73.662 
 
 83.365 
 
 2.54 
 
 74.032 
 
 87.512 100.992 114.472 
 
 2.05 
 
 44.863 
 
 54.637, 64.411i74.185 
 
 83.959 
 
 2.55 
 
 74.444 
 
 88.004 i 101.564 116.124 
 
 a.06 
 
 45.172 
 
 55.018 64.863 74.709 
 
 84.555 
 
 2.56 
 
 74.856 
 
 88.496' 102.136 115.776 
 
 2.07 
 
 45.481 
 
 55.399 65.316 75.233 
 
 85.151 
 
 2.57 
 
 75.26S 
 
 8S.988i 102.708 116.428 
 
 2.08 
 
 45.791 
 
 55.781 65.770 75.760 
 
 85.749 
 
 2.58 
 
 75.679 
 
 89.479 103.279 117.079 
 
 2.09 
 
 46.104 
 
 56.166 66.228 76.290 
 
 86.352 
 
 2.59 
 
 76.090 
 
 89.970! 103.850 117.730 
 
 2.10 
 
 46.414 
 
 56.548 66.6S2i76.S16 
 
 86.950 
 
 2.60 
 
 76.506 
 
 90.467! 104.428 118.389 
 
 2.11 
 
 46.723 
 
 56.929 67. 135i77.341 
 
 87.547 
 
 2.61 
 
 76.917 
 
 90.957 104.999 119.039 
 
 2.12 
 
 47.037 
 
 57.316 67. 595177.874 
 
 88.153 
 
 2.62 
 
 77.332 
 
 91.454 105.576 119.698 
 
 2.13 
 
 47.350 
 
 57.702 68.054 78.406 
 
 88.758 
 
 2.63 
 
 77.747 
 
 91.9501106. 153 120.356 
 
 2.14 
 
 47.663 
 
 58.088 68.513 78.938 
 
 89.363 
 
 2.64 
 
 78.162 
 
 92.4461106.730 121.014 
 
 2.15 
 
 47.976158.474168. 972179.470 
 
 89.968 
 
 2.65 
 
 78.527 
 
 92.8831107.239 121.595 
 
 2.16 
 
 48.2S815S.859 69.43080.001 
 
 90.572 
 
 2.66 
 
 78.996 
 
 93.443ll07.890|l22.337 
 
 2.17 
 
 48.605 
 
 59.250 69.895 80.540 
 
 91.185 
 
 2.67 
 
 79.410 
 
 93.9381108.466 
 
 122.994 
 
 2.18 
 
 48.917 
 
 59.635 70.353 81.071 
 
 91.789 
 
 2.68 
 
 79.829 
 
 94.439! 109.049 
 
 123.659 
 
 2.19 
 
 49.233 
 
 60.025 70.817 81.609 
 
 92.401 
 
 2.69 
 
 80.248 
 
 94.9401109.632 
 
 124.324 
 
 2.20 
 
 49.549 
 
 60.415 71.281 82.147 
 
 93.013 
 
 2.70 
 
 80.666 
 
 95.440 
 
 110.214 
 
 124.988 
 
 2.21 
 
 49.865 
 
 60.805 71. 745'82.685 
 
 93.625 
 
 2.71 
 
 81.084 
 
 95.940 
 
 110.796 
 
 125.652 
 
 2.22 
 
 50.184 
 
 61.199 72.214183.229 
 
 94.244 
 
 ^2.73 
 
 81.502 
 
 96.440 
 
 111. .378 
 
 126.316 
 
 2.23 
 
 50.499 
 
 61. 5SS 72. 677183.766 
 
 94.855 
 
 2.73 
 
 81.925 
 
 96.945 
 
 111.967 
 
 126.987 
 
 2.24 
 
 50.819 
 
 61.983 73. 147i84.311 
 
 95.475 
 
 2.74 
 
 82.341 
 
 97.445 
 
 112.547 
 
 127.651 
 
 2.25 
 
 51.137 
 
 62.376i73.615 
 
 84.854 
 
 96.093 
 
 2.75 
 
 82.764 
 
 97.950 
 
 113.136 
 
 128.322 
 
 2.26 
 
 51.456 
 
 62.770,74.084 
 
 85.398 
 
 96.712 
 
 2.76 
 
 83.185 
 
 98.455;ii3.723'12S.993 
 
 2.27 
 
 51.774 
 
 63.16374.552 
 
 85.941 
 
 97.330 
 
 2.77 
 
 83.607 
 
 98.959|114.311 
 
 129.663 
 
 2.28 
 
 52.092 
 
 63.556|75.020i86.484 
 
 97.948 
 
 2.78 
 
 84.028 
 
 99.463 114.898 
 
 130.333 
 
 2.29 
 
 52.415 
 
 63.955'75. 495187.035 
 
 98.575 
 
 2.79 
 
 84.454 
 
 99.973 115.4912 
 
 131.011 
 
 2.30 
 
 52.732 
 
 64.347175.962187.577 
 
 99.192 
 
 2.80 
 
 84.875 
 
 100.477 116.079 
 
 131.681 
 
 2.31 
 
 53.054 
 
 64.74576. 436I8S.127 
 
 99.818 
 
 2.81 
 
 85.300 
 
 100.986ill6.672 
 
 132.359 
 
 2.32 
 
 53.375 
 
 65.142 76. 909 1 88.676 
 
 100.443 
 
 2.82 
 
 85.720 
 
 101.4891117.258 
 
 133.027 
 
 2.33 
 
 .53.696 
 
 65.539'77. 382 89.225 
 
 101.068 
 
 2.83 
 
 86.145 
 
 101.998ill7.851 
 
 133.704 
 
 2.34 
 
 .54.021 
 
 65.941 77.861 89.781 
 
 101.701 
 
 2.84 
 
 86.575 
 
 102.513 1118.451 
 
 134.389 
 
 2.35 
 
 54.342 66.338 78.334190.330 
 
 102.326 
 
 2.85 
 
 86.999 
 
 103.021 119.043 
 
 135.065 
 
 2.36 
 
 54.667 
 
 66.739178. 81390.885 
 
 102.959 
 
 2.86 
 
 87.423 
 
 103.529 119.635 
 
 135.741 
 
 2.37 
 
 54.991 
 
 67.141i79.291 
 
 91.441 
 
 103.591 
 
 2.87 
 
 87.852 
 
 104.043! 120.2.34 
 
 136.425 
 
 2.38 
 
 55.315 
 
 67.542 79.769 
 
 91.996 
 
 104.223 
 
 2.88 
 
 88.276 
 
 104.551 i 120.826 
 
 137.101 
 
 2.39 
 
 ,55.639 
 
 67.943 80.247 
 
 92.551 
 
 104.8.55 
 
 2.89 
 
 88.704 
 
 105.0641121.424 
 
 137.784 
 
 2.40 
 
 55.962 
 
 68.343 80.724 
 
 93.105 
 
 105.486 
 
 2.90 
 
 89.132 
 
 105..577'122 022 
 
 138.467 
 
 2.41 
 
 56.290 
 
 68.749 81. 208'93.667 
 
 106.126 
 
 2.91 
 
 89.559 
 
 106.089 122.619 
 
 139.149 
 
 2.42 
 
 56.613 
 
 69.149 81. 685i94.221 
 
 106.7.57 
 
 2.92 
 
 89.992 
 
 106.608,123.224 
 
 139.840 
 
 2.43 
 
 56.939 
 
 69.553 82.167194.781 
 
 107.395 
 
 2.93 
 
 90.419 
 
 107.120 123.821 
 
 140.522 
 
 2.44 
 
 57.266 
 
 69.958 82.650i95.342 
 
 108.034 
 
 2.94 
 
 90.851 
 
 107.638 1 124.425 
 
 141.212 
 
 2.45 
 
 57.593 
 
 70.363 83.133195.903 
 
 108.673 
 
 2.95 
 
 91.277 
 
 108.149 125.021 
 
 141.893 
 
 2.46 
 
 57.919 
 
 70.767;83.615{96.463 
 
 109.311 
 
 2.96 
 
 91.709 
 
 lOf.667! 125.625 
 
 142.683 
 
 2.47 
 
 58.249 
 
 71.176 84.10397.030 
 
 109.957 
 
 2.97 
 
 92.140 
 
 109.184 126.228 
 
 143.272 
 
 2.4S 
 
 .58.575 
 
 7 1.579, 84.. 585! 97.589 
 
 110.595 
 
 2.98 
 
 92.571 
 
 109.701 1126.831 
 
 143.961 
 
 2.49 
 
 58.904 
 
 71.988 85.072 98.156 
 
 111.240 
 
 2.99 
 
 93.006 
 
 110.223 
 
 127.440 
 
 144.657 
 
 2.60 
 
 59.233 
 
 72.397i85.5.59i98.723 
 
 1 1 
 
 111.885 
 
 3.00 
 
 93.438 
 
 110.741 
 
 128.044 
 
 146.348
 
 MEJASUREMENT OF IRRIGATION WATER. 
 
 31 
 
 Table 1 — Discharge of standard contracted rectangular weirs in 
 cubic feet per second, computed from the formula Q =^ 3.33 
 (L — .3H) H%. (See paragraphs 8 and 18.) 
 
 
 Length of weir L, feet. 
 
 
 Length of weir 
 L, feet. 
 
 
 Length 
 of weir 
 
 Head H, 
 
 
 Head H. 
 
 Head H, 
 
 L, feet. 
 
 feet 
 
 1 
 
 
 
 feet 
 
 
 
 feet 
 
 
 
 [ 7.0 
 
 8.0 
 
 9.0 
 
 1 ■** 
 
 8.0 
 
 9.0 
 
 
 9.0 
 
 3.01 
 
 11L261 128.650 
 
 146.040 
 
 3.51 
 
 159.812 
 
 181.710 
 
 4.01 
 
 219.214 
 
 3.03 
 
 lll.737il29.207 
 
 146.676 
 
 3.52 
 
 160.451 
 
 182.443 
 
 4.02 
 
 219.981 
 
 3.63 
 
 112.300 129.864 
 
 147.427 
 
 3.53 
 
 161.092 
 
 183.178 
 
 4.03 
 
 220.750 
 
 3.04 
 
 112.821(130.471 
 
 148.121 
 
 3.54 
 
 161.733 183.912 
 
 4.04 
 
 221.517 
 
 3.05 
 
 113.343 131.081 
 
 148.818 
 
 3.55 
 
 162.373 
 
 184.646 
 
 4.05 
 
 222.286 
 
 3.06 
 
 113.865 131.690 
 
 149.514 
 
 3.56 
 
 163.016 
 
 185.383 
 
 4.06 
 
 223.055 
 
 3.07 
 
 114.389 1.32.301 
 
 150.213 
 
 3.57 
 
 163.657 
 
 186.118 
 
 4.07 
 
 223.824 
 
 3.08 
 
 114.912 132.912 
 
 150.912 
 
 3.58 
 
 164.301 
 
 186.857 
 
 4.C8 
 
 224.595 
 
 3.09 
 
 11.5.435 133.523 
 
 151.610 
 
 3.59 
 
 164.945 
 
 187.595 
 
 4.09 
 
 225.341 
 
 3.10 
 
 115.959! 131. 134 152.310 
 
 1 3.60 
 
 165.588 
 
 188.333 
 
 4.10 
 
 226.139 
 
 3.11 
 
 116.484:134. 747:153.011 
 
 3.61 
 
 166.233 
 
 189.074 
 
 4.11 
 
 226.912 
 
 3.12 
 
 117.010 135. 36lll53.713 
 
 3.62 
 
 166.878 
 
 189.813 
 
 4.12 
 
 227.684 
 
 3.13 
 
 117.536 135.976,154.416 
 
 3.G3 
 
 167.525 
 
 190.555 1 
 
 4.13 
 
 228.458 
 
 3.14 
 
 118.064 136.592115.5.121 
 
 3.64 
 
 168.171 
 
 191.297 
 
 4.14 
 
 229.232 
 
 3.15 
 
 118.590 137. 207! 155.824 
 
 3.65 
 
 168.817 
 
 192.038 
 
 4.15 
 
 230.006 
 
 3.16 
 
 119.117 
 
 137.823 
 
 156.528 
 
 3.66 
 
 169.466 
 
 192.782 
 
 4.16 
 
 230.782 
 
 3.17 
 
 119.846 
 
 138.440 
 
 157.235 
 
 3.67 
 
 170.113 
 
 193.525 
 
 4.17 
 
 231.557 
 
 3.1s 
 
 120.1771139.0601157.944 
 
 3.G8 
 
 170.763 1194.271 1 
 
 4.18 
 
 232.333 
 
 3.19 
 
 120.704 139. 6771158.650 
 
 3.69 
 
 171.412 1195.016 
 
 4.19 
 
 233.110 
 
 3.20 
 
 121.234 140.295 
 
 159.357 
 
 3.70 
 
 172.061 1 195.761 
 
 4.20 
 
 233.887 
 
 3.21 
 
 121.765 140.917 
 
 160.068 
 
 3.71 
 
 172.713 196.509 
 
 4.21 
 
 234.667 
 
 3.22 
 
 122.296 141.537 
 
 160.778 ' 
 
 3.72 
 
 173.363 
 
 197.256 
 
 4.22 
 
 235.446 
 
 3.23 
 
 122.827! 142. 158 
 
 161.489 
 
 3.73 
 
 174.014 
 
 198.003 
 
 4.23 
 
 236.224 
 
 3.24 
 
 123.360ll42.780 
 
 162.201 
 
 3.74 
 
 174.666 
 
 198.751 
 
 4.24 
 
 237.005 
 
 3.25 
 
 123.892 143.402: 162.913! 
 
 3.75 
 
 175.318 
 
 199.500 
 
 4.35 
 
 237.785 
 
 3.26 
 
 124.425; 144.026 163.G27 
 
 3.76 
 
 175.972 
 
 200.251 
 
 4.36 
 
 238.565 
 
 3.37 
 
 124.9.59*144.650 164.341 
 
 3.77 
 
 176.625 '201.001 
 
 4.27 
 
 239.-348 
 
 3.2s 
 
 125.492 145.273 165.054 
 
 3.78 
 
 177.281 201.754 
 
 4.28 
 
 240.130 
 
 3.29 
 
 126.027; 145.8991 165.771 
 
 3.79 
 
 177.9.34 202.503 
 
 4.29 
 
 240.914 
 
 3.30 
 
 126.562 146.5241 166.486 
 
 3.80 
 
 178.591 203.259 
 
 4.30 
 
 241.698 
 
 ^.31 
 
 127.098 147.1511167.204 
 
 3.81 
 
 179.245 ,204.010 
 
 4.31 
 
 242.481 
 
 3.32 
 
 127.634! 147.778 
 
 167.922 
 
 3.82 
 
 179.902 204.764 
 
 4.33 
 
 243.267 
 
 3.33 
 
 128.171 148.406 
 
 168.642 
 
 3.83 
 
 180.561 
 
 205..521 
 
 4.33 
 
 214.053 
 
 3.34 
 
 128.709 149.035 
 
 169.362 
 
 3.84 
 
 181.217 
 
 206.274 
 
 4.34 
 
 244.837 
 
 3.33 
 
 129.245!l49.663 170.081 
 
 3.S5 
 
 181.874 ,207.030 
 
 4.35 
 
 245.67D 
 
 3.36 
 
 129.7841 150.294' 170.803 
 
 3.86 
 
 182.534 1207.787 
 
 4.36 
 
 246.411 
 
 3,37 
 
 130.323 150.924 171.525 
 
 3.87 
 
 183.193 208.545 
 
 4.37 
 
 247.197 
 
 3.38 
 
 130.863: 151.555 172.249 
 
 3.88 
 
 183.8.52 
 
 209.302 
 
 4.38 
 
 247.986 
 
 3.39 
 
 131.402 152.187 
 
 172.972 
 
 3.89 
 
 184.513 
 
 210.062 
 
 4.39 
 
 248.774 
 
 3.40 
 
 131.947 1.52.825 
 
 173.702 
 
 3.90 
 
 185.173 
 
 210.821 
 
 4.40 
 
 249.562 
 
 3.41 
 
 132.482 153.451 
 
 174.420 
 
 3.91 
 
 185.834 
 
 211..5S0 
 
 4.41 
 
 250.352 
 
 3.43 
 
 133.023 154.084 
 
 175.146 
 
 3.93 
 
 186.713 
 
 212.587 
 
 4.42 
 
 251.141 
 
 3.43 
 
 133.565: 154.719 
 
 175.873 
 
 3.93 
 
 187.158 
 
 213.101 
 
 4.43 
 
 251.934 
 
 3.44 
 
 134.107 1.55.3541176.600 | 
 
 3.94 
 
 187.821 
 
 213.864 
 
 4.44 
 
 252.725 
 
 3.45 
 
 134.649 
 
 155.988 
 
 177.327 
 
 3.95 
 
 188.485 
 
 214.627 
 
 4.45 
 
 253.516 
 
 3.46 
 
 135.192 
 
 156.624 
 
 178.056 
 
 3.96 
 
 189.148 
 
 215.389 
 
 4.46 
 
 254.307 
 
 3.47 
 
 13.5.735 
 
 157.260 
 
 178.785 
 
 3.97 
 
 189.813 
 
 216.154 
 
 4.47 
 
 255.100 
 
 3.48 
 
 136.280 
 
 157.898 
 
 179.516 
 
 3.98 
 
 190.477 
 
 216.918 
 
 4.48 
 
 255.859 
 
 3.49 
 
 136.825 
 
 158.536 
 
 180.247 
 
 3.99 
 
 191.142 
 
 217.682 
 
 4.49 
 
 256.637 
 
 3.30 
 
 137.368 
 
 159.173 
 
 180.977 
 
 4.00 
 
 191.808 
 
 218.448 
 
 4.50 
 
 257.481
 
 32 
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 Table 2. — Discharge of standard Cippoletli and standard suppressed 
 rectangular weirs in cubic feet per second. Values below and 
 to left of heavy line deiermined experimentally; others com- 
 puted from the formula Q = 3.367 L H \ . (See paragraphs 
 
 10, 
 
 12 ( 
 
 2nd 19.) 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Length of weir L, feet. 
 
 Head //, 
 
 
 
 
 
 feet 
 
 
 
 
 
 #> 
 
 
 
 
 
 
 
 0.5 
 
 1.0 
 
 1.5 
 
 2.0 
 
 3.0 
 
 4.0 
 
 5.0 6.0 
 
 7.0 
 
 8.0 
 
 9.0 
 
 «.01 
 
 0.002 
 
 0.003 
 
 0.005 
 
 0.007 
 
 0.010 
 
 0.013 
 
 0.017 
 
 0.020 
 
 0.024 
 
 0.027 
 
 0.030 
 
 .02 
 
 .005 
 
 .010 
 
 .014 
 
 .019 
 
 .029 
 
 .038 
 
 .048 
 
 .057 
 
 .067 
 
 .076 
 
 .086 
 
 .US 
 
 .009 
 
 .018 
 
 .026 
 
 .035 
 
 .053 
 
 .070 
 
 .087 
 
 .105 
 
 .123 
 
 .140 
 
 .157 
 
 .04 
 
 .013 
 
 .027 
 
 .040 
 
 .054 
 
 .081 
 
 .108 
 
 .135 
 
 .162 
 
 .189 
 
 .215 
 
 .242 
 
 .05 
 
 .019 
 
 .038 
 
 .057 
 
 .075 
 
 .113 
 
 .151 
 
 .188 
 
 .220 
 
 .263 
 
 .301 
 
 .339 
 
 .06 
 
 .025 
 
 .050 
 
 .074 
 
 .099 
 
 .148 
 
 .198 
 
 .247 
 
 .297 
 
 .346 
 
 .396 
 .•499 
 
 .445 
 
 .07 
 
 .031 
 
 .062 
 
 .093 
 
 .125 
 
 .187 
 
 .249 
 
 .312 
 
 .374 
 
 .437 
 
 .561 
 
 .08 
 
 .038 
 
 .076 
 
 .114 
 
 .152 
 
 .229 
 
 .305 
 
 .381 
 
 .457 
 
 .633 
 
 .609 
 
 .686 
 
 .0» 
 
 .045 
 
 .091 
 
 .136 
 
 .182 
 
 .273 
 
 .364 
 
 .455 
 
 .545 
 
 .636 
 
 .727 
 
 .818 
 
 .10 
 
 .053 
 
 .107 
 
 .160 
 
 .213 
 
 .319 
 
 .426 
 
 .532 
 
 .639 
 
 .745 
 
 .852 
 
 .958 
 
 .11 
 
 .061 
 
 .123 
 
 .184 
 
 .246 
 
 .369 
 
 .491 
 
 .614 
 
 .737 
 
 .8601 .983 
 
 1.105 
 
 .12 
 
 .070 
 
 .140 
 
 .210 
 
 .280 
 
 .420 
 
 .560 
 
 .700 
 
 .840 
 
 .980 
 
 1.120 
 
 1.259 
 
 .13 
 
 .079 
 
 .158 
 
 .237 
 
 .316 
 
 .473 
 
 .631 
 
 .789 
 
 .947 
 
 1.106 
 
 1.202 
 
 1.420 
 
 a* 
 
 .088 
 
 .176 
 
 .265 
 
 .353 
 
 .529 
 
 .705 
 
 .882 
 
 1.058 
 
 1.245 
 
 1.411 
 
 1.587 
 
 AS 
 
 .098 
 
 .196 
 
 .293 
 
 .391 
 
 .587 
 
 .782 
 
 .978] 1 173 
 
 1.369 1.565 
 
 1.760 
 
 A6 
 
 .108 
 
 .216 
 
 .323 
 
 .431 
 
 .646 
 
 .862 
 
 1.077 
 
 1.293 
 
 1.508] 1.724 
 
 1.939 
 
 A7 
 
 .118 
 
 .236 
 .257 
 
 .354 
 .386 
 
 .472 
 .514 
 
 .708 
 .771 
 
 .944 
 1.028 
 
 1.180 
 1.285 
 
 1.416 
 1.543 
 
 1.652 1.SS8 
 1.800' 2.057 
 
 2.124 
 
 .18 
 
 .129 
 
 2.314 
 
 .19 
 
 .139 
 
 .279 
 
 .418 
 
 .558 
 
 .837 
 
 1.115 
 
 1.394 
 
 1.673 
 
 1.9521 2.231 
 
 2.509 
 
 .29 
 
 .151 
 
 .301 
 
 .452 
 
 .602 
 
 .903 
 
 1.205 
 
 1.506 
 
 1.807 
 
 2.108J 2.409 
 
 2.710 
 
 .21 
 
 .162 
 
 .324 
 
 .486 
 
 .648 
 
 .972 
 
 1.296 
 
 1.620 
 
 1.944 
 
 2.268 2.592 
 
 2.916 
 
 .22 
 
 .174 
 
 .347 
 
 .521 
 
 .695 
 
 1.042 
 
 1.390 
 
 1.737 
 
 2.084 
 
 2.432i 2.779 
 
 3.127 
 
 .23 
 
 .186 
 
 .371 
 
 .557 
 
 .743 
 
 1.114 
 
 1.485 
 
 1.857 
 
 2.228 
 
 2.599i 2.971 
 
 3.342 
 
 .24 
 
 .200 
 
 .396 
 
 .594 
 
 .792 
 
 1.187 
 
 1.583 
 
 1.979 
 
 2.375i 2.771; 3.167 
 
 3..563 
 
 .25 
 
 0.214 
 
 .421 
 
 .631 
 
 .842 
 
 1.263 
 
 1.683 
 
 2.104 
 
 2.525 
 
 2.946' 3.367 
 
 3.787 
 
 .2S 
 
 
 .446 
 
 .669 
 
 .893 
 
 1.339 
 
 1.785 
 
 2.232 
 
 2.678 
 
 3.124! 3.571 
 
 4.017 
 
 .27 
 
 
 .472 
 
 .709 
 
 .945 
 
 1.417 
 
 1.889 
 
 2.362 
 
 2.834 
 
 3.306 
 
 3.779 
 
 4.251 
 
 .28 
 
 
 .499 
 
 .748 
 
 .998 
 
 1.496 
 
 1.995i 2.494 
 
 2.993 
 
 3.492 
 
 3.991 
 
 4.4S9 
 
 .29 
 
 
 .526 
 
 .789 
 
 1.051 
 
 1.577 
 
 2.103 
 
 2.629 
 
 3.155 
 
 3.680 
 
 4.200 
 
 4.732 
 
 .30 
 
 
 .553 
 
 .830 
 
 1.106 
 
 1.660 
 
 2.213 
 
 2.766 
 
 3.319 
 
 3.872! 4.426 
 
 4.979 
 
 .31 
 
 
 .581 
 
 .872 
 
 1.162 
 
 1.743 
 
 2.324 
 
 2.905 
 
 3.487 
 
 4.06Si 4.649 
 
 5.230 
 
 .32 
 
 
 .609 
 
 .914 
 
 1.219 
 
 1.828 
 
 2.438 
 
 3.047 
 
 3.057 
 
 4.2G6i 4.875 
 
 5.486 
 
 .33 
 
 
 .638 
 
 .957 
 
 1.276 
 
 1.915 
 
 2.553 
 
 3.191 
 
 3.829! 4.467 
 
 5.100 
 
 6.744 
 
 .34 
 
 
 .067 
 
 1.001 
 1.046 
 
 1.335 
 1.394 
 
 2.002 
 2.091 
 
 2.670 
 2.788 
 
 3.337 
 3.486 
 
 4.005 
 4.183 
 
 4.672 
 
 4.880 
 
 5.340 
 6.577 
 
 6.007 
 
 .35 
 
 .697 
 
 6.274 
 
 .88 
 
 
 .727 
 
 1.091 
 
 1.4.'54 
 
 2.182 
 
 2.909 
 
 3.636 
 
 4.363 
 
 5.090 
 
 6.818 
 
 6.545 
 
 .37 
 
 
 .758 
 
 1.137 
 
 1.515 
 
 2.273 
 
 3.031 
 
 3.789 
 
 4.546 
 
 5.304 
 
 6.062 
 
 6.819 
 
 .38 
 
 
 .789 
 
 1.183 
 
 1.577 
 
 2.366 
 
 3.155 
 
 3.943 
 
 4.732 
 
 5.520, 6.309 
 
 7.098 
 
 .39 
 
 
 .82Q 
 
 1.230 
 
 1.640 
 
 2.460 
 
 3.280 
 
 4.100 
 
 4.920 
 
 5.740 6.560 
 
 7.380 
 
 .49 
 
 
 .852 
 
 1.27S 
 
 1.703 
 
 2.555 
 
 3.407 
 
 4.259 
 
 5.110 
 
 5.962 
 
 6.814 
 
 7.665 
 
 .41 
 
 
 .884 
 
 1.326 
 
 1.768 
 
 2.651 
 
 3.535 
 
 4.419 
 
 5.303 
 
 6.187 
 
 7.071 
 
 7.965 
 
 .42 
 
 
 .916 
 
 1.375 
 
 1.833 
 
 2.749 3.665 
 
 4.582 
 
 5.498 
 
 6.415 
 
 7.331 
 
 8.247 
 
 .43 
 
 
 .949 
 
 1.424 
 
 1.899 
 
 2.848 
 
 3.797 
 
 4.747 
 
 6.690 
 
 6.645 
 
 7.594 
 
 8. .544 
 
 .44 
 
 
 .983 
 
 1.474 
 
 1.965 
 
 2.948 
 
 3.930 
 
 4.913 
 
 6.896 
 
 6.878 
 
 7.861 
 
 8.843 
 
 .45 
 
 
 1.016 
 
 1.524 
 
 2.033 
 
 3.049 
 
 4.065 
 
 6.0s 1 
 
 6.098 
 
 7.114 
 
 8.130 
 
 9.147 
 
 .46 
 
 
 1.050 
 
 1.575 
 
 2.101 
 
 3.151 
 
 4.201 
 
 5.252 
 
 6.302 
 
 7.363 
 
 8.403 
 
 9.453 
 
 .47 
 
 
 1.0S5 
 
 1.627 
 
 2.170 
 
 3.254 
 
 4.339 
 
 6.424 
 
 6.509 
 
 7.594 
 
 8.678 
 
 9.763 
 
 .48 
 
 
 1.122 
 
 1.679 
 
 2.239 
 
 3.359 
 
 4.478 
 
 5. .598 
 
 6.718 
 
 7.837 
 
 8.957 
 
 10.076 
 
 .49 
 
 
 1.161 
 
 1.732 
 
 2.309 
 
 3.464 
 
 4.619 
 
 6.774 
 
 6.929 
 
 8.083 
 
 9.238 
 
 10.393 
 
 0.50 
 
 
 1.200 
 
 1.785 
 
 2.381 
 
 3.571 
 
 4.761 
 
 5.951 
 
 7.142 
 
 8.332 
 
 9.522 
 
 10.713
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 oo 
 
 Table 8 — Discharge of standard Cippoletti and standard suppressed 
 rectangular weirs in cubic feet per second. Values below and 
 to left of heavy line determined experimentally; others com- 
 puted from the formula Q = 3.367 L H\ . {See paragraphs 
 10, 12 and 19.) 
 
 Head //, 
 feet 
 
 Length of weir L, feet. 
 
 1.5 2.0 3.0 4.0 
 
 5.0 
 
 6.0 
 
 8.0 9.0 
 
 0.51 
 .&% 
 .63 
 .54 
 .55 
 .66 
 .57 
 .58 
 .59 
 .60 
 .61 
 .63 
 .63 
 .64 
 .G.5 
 .66 
 .67 
 
 .68 
 .69 
 .70 
 .71 
 .73 
 .73 
 .74 
 .75 
 
 .76 
 .77 
 
 .78 
 .79 
 .SO 
 .81 
 .83 
 .83 
 .84 
 .85 
 .86 
 .87 
 .88 
 .89 
 .90 
 .91 
 .93 
 .93 
 .94 
 .95 
 .96 
 .97 
 .93 
 .99 
 l.CO 
 
 1.S30 
 
 2.451| 
 
 1.891 
 
 2.5251 
 
 1.949 
 
 2.698 
 
 2.004 
 
 2.672 
 
 2.060 
 
 2.747 
 
 2.116 
 
 2.822 
 
 2.173 
 
 2.89S 
 
 2.231 
 
 2.974 
 
 2.289 
 
 3.051 
 
 2.347 
 
 3.129 
 
 2.406 
 
 3. 208 
 
 2.465 
 
 3.287 
 
 2.525 
 
 3.367 
 
 2.. 586 
 
 3.447 
 
 2.646 
 
 3.529 
 
 2.708 
 
 3.610 
 
 2.769 
 
 3.693 
 
 2.832 
 2.894 
 2.9.58 
 3.021 
 3.085 
 3.150 
 3.215 
 3.2Sn 
 
 3.810 
 
 3.895 
 
 3.980 
 
 4.06 
 
 4.15 
 
 4.24 
 
 4.33 
 
 4.415 
 
 4.51 
 
 4.60 
 
 4.69 
 
 4.78 
 
 4.87 
 
 4.96 
 
 5.05 
 
 5.14 
 
 5.24 
 
 5.34 
 
 5.44 
 
 5.64 
 
 5.64 
 
 5.74 
 
 5.84 
 
 5.94 
 
 6.04 
 
 6.14 
 
 6.25 
 
 6.36 
 
 6.47 
 
 6.58 
 
 6.69 
 
 6.80 
 
 6.91 
 
 3.679 
 
 4.905 
 
 6.131 
 
 7.357 
 
 3.787 
 
 5.050 
 
 6.312 
 
 7.575 
 
 3.897 
 
 5.196 
 
 6.495 
 
 7.794 
 
 4.008 
 
 5.344 
 
 6.680 
 
 8.016 
 
 4.120 
 
 5.493 
 
 6.866 
 
 8.239 
 
 4.233 
 
 6.643 
 
 7.054 
 
 8.465 
 
 4.346 
 
 5.795 
 
 7.244 
 
 8.693 
 
 4.461 
 
 6.948 
 
 7.435 
 
 8.923 
 
 4.. 577 
 
 6.103 
 
 7.629 
 
 9.154 
 
 4.694 
 
 6.259 
 
 7.823 
 
 9.388 
 
 4.812 
 
 6.416 
 
 8.020 
 
 9.624 
 
 4.931 
 
 6.574 
 
 8.218 
 
 9.861 
 
 5.051 
 
 6.734 
 
 8.417 
 
 10.101 
 
 5.171 
 
 6.895 
 
 8.619 
 
 10.342 
 
 5.293 
 
 7.057 
 
 8.821 
 
 10.586 
 
 5.415 
 
 7.221 
 
 9.026 
 
 10.831 
 
 5.539 
 
 7.386 
 
 9.232 
 
 11.078 
 
 5.663 
 
 7.551 
 
 9.439 
 
 11.327 
 
 5.789 
 
 7.719 
 
 9.64S 
 
 11.578 
 
 5.915 
 
 7.887 
 
 9.859 
 
 11.830 
 
 6.042 
 
 8.057 
 
 10.071 
 
 12.085 
 
 6.171 
 
 S.227 
 
 10.284 
 
 12.341 
 
 6.299 
 
 8.399 
 
 10.499 
 
 12.599 
 
 6.429 
 
 8.573 
 
 10.716 
 
 12.859 
 
 6.560 
 
 8.747 
 
 10.934 
 
 13.120 
 
 6.692 
 
 8.922 
 
 11.153 
 
 13.384 
 
 6.824 
 
 9.099 
 
 11.373 
 
 13.649 
 
 6.958 
 
 9.277 
 
 11.596 
 
 13.915 
 
 7.092 
 
 9.456 
 
 11.820 
 
 14.184 
 
 7.227 
 
 S.636 
 
 12.045 
 
 14.454 
 
 7.363 
 
 9.817 
 
 12.271 
 
 14.726 
 
 7.500 
 
 10.000 
 
 12.499 
 
 14.999 
 
 7.637 
 
 10.183 
 
 12.729 
 
 15.275 
 
 7.776 
 
 10.368 
 
 12.959 
 
 15.551 
 
 7.915 
 
 10.553 
 
 13.192 
 
 15.830 
 
 8.055 
 
 10.740 
 
 13.425 
 
 16.110 
 
 8.196 
 
 10.928 
 
 13.660 
 
 16.392 
 
 8.338 
 
 11.117 
 
 13.896 
 
 16.675 
 
 8.480 
 
 11.307 
 
 14.134 
 
 16.960 
 
 8.623 
 
 11.498 
 
 14.373 
 
 17.247 
 
 8.768 
 
 11.690 
 
 14.613 
 
 17.535 
 
 8.913 
 
 11.883 
 
 14.854 
 
 17.825 
 
 9.058 
 
 12.078 
 
 15.097 
 
 18.117 
 
 9.205 
 
 12.273 
 
 15.341 
 
 18.410 
 
 9.352 
 
 12.469 
 
 15.587 
 
 18.704 
 
 9.500 
 
 12.667 
 
 15.833 
 
 19.000 
 
 9.649 
 
 12.865 
 
 16.081 
 
 19.298 
 
 9.799 
 
 13.065 
 
 16.331 
 
 19.597 
 
 9.949 
 
 13.265 
 
 16.581 
 
 19.898 
 
 0.100 
 
 13.467 
 
 16.833 
 
 20.200 
 
 8.583 
 
 8.837 
 
 9.093 
 
 9.352 
 
 9.613 
 
 9.876 
 
 10.142 
 
 10.410 
 
 10.680 
 
 10.953 
 
 11.228 
 
 11.505 
 
 11.784 
 
 12.066 
 
 12.350 
 
 12.636 
 
 12.924 
 
 13.215 
 13.507 
 13.802 
 14.099 
 14.398 
 14.699 
 15.002 
 15.307 
 15.614 
 15.923 
 16.235 
 16.548 
 16.863 
 17.180 
 17.499 
 17.820 
 18.143 
 18.468 
 18.795 
 19.124 
 19.465 
 19.787 
 20.122 
 20.468 
 20.796 
 21.136 
 21.478 
 21.821 
 22.167 
 22.514 
 22.863 
 23.214 
 23.5671 
 
 9.809 
 10.099 
 10.392 
 10.688 
 10.986 
 11.287 
 11.591 
 11.897 
 12.206 
 12.517 
 12.832 
 13.149 
 13.468 
 13.790 
 14.114 
 14.441 
 14.771 
 15.103 
 15.437 
 15.774 
 16.113 
 16.455 
 16.799 
 17.145 
 17.494 
 17.845 
 18.198 
 18.554 
 18.912 
 19.272 
 19.634 
 19.999 
 20.366 
 20.735 
 21.107 
 21.480 
 21.858 
 22.234 
 22.614 
 22.996 
 23.380 
 23.767 
 24.155 
 24.546 
 24.939 
 25.334 
 25.731 
 26.129 
 26.530 
 26.933 
 
 11.036 
 11.362 
 11.691 
 12.024 
 12.359 
 12.698 
 13.039 
 13.384 
 13.761 
 14.082 
 14.436 
 14.792 
 15.151 
 15.514 
 15.879 
 16.247 
 16.617 
 
 16.991 
 17.367 
 17.746 
 18.127 
 18.611 
 18.899 
 19.2S8 
 19.680 
 
 20.075 
 20.473 
 20.873 
 21.276 
 21.681 
 22.089 
 22.499 
 22.912 
 23.327 
 23.745 
 24.165 
 24.588 
 26.013 
 26.441 
 25.871 
 26.303 
 26.738 
 27.175 
 27.614 
 28.056 
 28.500 
 28.947 
 29.395 
 29.847 
 30.300
 
 34 
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 Table 2 — Discharge of standard Cippoletti and standard suppressed 
 rectangular weirs in cubic feet per second. Values below and 
 to left of heavy line determined experimentally ; others com- 
 puted from the formula Q = 3.367 L Hi. (See paragraphs 
 10, 12 and 19.) 
 
 
 
 
 Length of wcir L, feet. 
 
 
 
 Head //. 
 
 
 
 
 
 
 
 
 feet 
 
 
 
 
 
 
 
 
 
 3.0 
 
 4.0 
 
 5.0 
 
 CO 
 
 7.0 
 
 8.0 
 
 9.0 
 
 1.01 
 
 10.46 
 
 13,671 
 
 17.089 
 
 20.504 
 
 23.921 
 
 27.338 
 
 30.756 
 
 i.oa 
 
 10.62 
 
 13.874 
 
 17.343 
 
 20.809 
 
 24.277 
 
 27.745 
 
 31.213 
 
 1.03 
 
 10.78 
 
 14.079 
 
 17.599 
 
 21.116 
 
 24.635 
 
 28.1,54 
 
 31.674 
 
 1.04 
 
 10.94 
 
 14.284 
 
 17.855 
 
 21.424 
 
 24.995 
 
 28.565 
 
 32.136 
 
 1.05 
 
 11.10 
 
 14.490 
 
 18.113 
 
 21.734 
 
 25.356 
 
 28.978 
 
 32.601 
 
 1.06 
 
 11.20 
 
 14.698 
 
 18.373 
 
 22.045 
 
 25.719 
 
 29.393 
 
 33.067 
 
 1.07 
 
 11.42 
 
 14.907 
 
 18.033 
 
 22.358 
 
 26.084 
 
 29.810 
 
 33.537 
 
 1.08 
 
 11. .58 
 
 15.116 
 
 18.895 
 
 22.672 
 
 26.451 
 
 30.229 
 
 34.008 
 
 1.09 
 
 11.74 
 
 15.326 
 
 19.158 
 
 22.987 
 
 26.819 
 
 30.650 
 
 34.481 
 
 1.10 
 
 11.90 
 
 15.538 
 
 19.423 
 
 23.305 
 
 27.189 
 
 31.073 
 
 34.957 
 
 1.11 
 
 12.06 
 
 15.750 
 
 19.688 
 
 23.623 
 
 27.560 
 
 31.497 
 
 35.435 
 
 1.12 
 
 12.22 
 
 15.964 
 
 19.955 
 
 23.943 
 
 27.933 
 
 31.924 
 
 35.915 
 
 1.13 
 
 12.38 
 
 16.178 
 
 20.222 
 
 24.264 
 
 28.308 
 
 32.353 
 
 36.397 
 
 1.14 
 
 12.54 
 
 16.393 
 
 20.491 
 
 24.587 
 
 28.685 
 
 32.783 
 
 36.881 
 
 1.15 
 
 12.71 
 
 16.609 
 
 20.761 
 
 24.911 
 
 29.063 
 
 33.215 
 
 37.367 
 
 1.16 
 
 12.88 
 
 16.826 
 
 21.033 
 
 25.237 
 
 29.443 
 
 33.649 
 
 37.856 
 
 1.17 
 
 13.05 
 
 17.044 
 
 21.305 
 
 25.564 
 
 29.825 
 
 34.085 
 
 38.346 
 
 1.18 
 
 13.22 
 
 17.263 
 
 21.579 
 
 25.893 
 
 30.20S 
 
 34.523 
 
 38.839 
 
 1.19 
 
 13.39 
 
 17.483 
 
 21.854 
 
 26.222 
 
 30.593 
 
 34.963 
 
 39.333 
 
 1.20 
 
 13.56 
 
 17.704 
 
 22.1.30 
 
 26.554 
 
 30.970 
 
 35.405 
 
 39.830 
 
 1.21 
 
 13.73 
 
 17.926 
 
 22.407 
 
 26.888 
 
 31.367 
 
 35.848 
 
 40.329 
 
 1.22 
 
 13.91 
 
 18.149 
 
 22.686 
 
 27.223 
 
 31.757 
 
 36.294 
 
 40.830 
 
 1.23 
 
 14.09 
 
 18.372 
 
 22.965 
 
 27.559 
 
 32.148 
 
 36.741 
 
 41.333 
 
 1.24 
 
 14.27 
 
 18.597 
 
 23.246 
 
 27.895 
 
 32.544 
 
 37.194 
 
 41.843 
 
 1.25 
 
 14.45 
 
 18.822 
 
 23.527 
 
 28.233 
 
 32.939 
 
 37.644 
 
 42.349 
 
 1.26 
 
 14.63 
 
 19.048 
 
 23.811 
 
 2S.573 
 
 33.335 
 
 38.097 
 
 42.859 
 
 1.27 
 
 14.81 
 
 19.276 
 
 24.095 
 
 28.913 
 
 33.732 
 
 38.551 
 
 43.370 
 
 1.28 
 
 14.99 
 
 19.504 
 
 24.380 
 
 29.456 
 
 34.132 
 
 39.008 
 
 43.874 
 
 1.29 
 
 15.17 
 
 19.733 
 
 24.666 
 
 29.599 
 
 34.532 
 
 39.466 
 
 44.399 
 
 1.30 
 
 15.35 
 
 19.962 
 
 24.953 
 
 29.944 
 
 34.934 
 
 39.925 
 
 44.915 
 
 1.31 
 
 15.53 
 
 20.154 
 
 25.242 
 
 30.290 
 
 35.339 
 
 40.307 
 
 45.436 
 
 1.32 
 
 15.71 
 
 20.425 
 
 25.531 
 
 30.638 
 
 35.744 
 
 40.850 
 
 45.957 
 
 1.33 
 
 15.89 
 
 20.658 
 
 25.822 
 
 30.986 
 
 36.151 
 
 41.315 
 
 46.480 
 
 1.34 
 
 16.07 
 
 20.891 
 
 26.114 
 
 31.337 
 
 36.560 
 
 41.782 
 
 47.005 
 
 1.35 
 
 16.25 
 
 21.125 
 
 26.407 
 
 31.688 
 
 36.969 
 
 42.250 
 
 47.532 
 
 1.36 
 
 16.44 
 
 21.360 
 
 26.701 
 
 32.041 
 
 37.381 
 
 42.721 
 
 48.061 
 
 1.37 
 
 16.63 
 
 21.596 
 
 26.995 
 
 32.394 
 
 37.793 
 
 43.192 
 
 48.591 
 
 1.38 
 
 16.82 
 
 21.834 
 
 27.292 
 
 32.750 
 
 38.209 
 
 43.667 
 
 49.126 
 
 1.39 
 
 17.01 
 
 22.071 
 
 27.589 
 
 33.121 
 
 38.625 
 
 44.142 
 
 49.660 
 
 1.40 
 
 17.20 
 
 22.310 
 
 27.887 
 
 33.465 
 
 39.043 
 
 44.620 
 
 50.197 
 
 1.41 
 
 17.39 
 
 22.549 
 
 28.187 
 
 33.824 
 
 39.401 
 
 45.098 
 
 50.736 
 
 1.42 
 
 17.58 
 
 22.790 
 
 28.487 
 
 34.184 
 
 39.882 
 
 45.579 
 
 51.277 
 
 1.43 
 
 17.77 
 
 23.031 
 
 28.789 
 
 34.546 
 
 40.304 
 
 46.062 
 
 51.819 
 
 1.44 
 
 17.96 
 
 23.272 
 
 29.091 
 
 34.909 
 
 40.727 
 
 46.545 
 
 52.363 
 
 1.45 
 
 18.15 
 
 23.516 
 
 29.395 
 
 35.273 
 
 41.152 
 
 4-7.031 
 
 52.910 
 
 1.46 
 
 18.34 
 
 23.759 
 
 29.699 
 
 35.639 
 
 41.579 
 
 47.518 
 
 53.458 
 
 1.47 
 
 18.53 
 
 24.004 
 
 30.005 
 
 36.005 
 
 42.006 
 
 48.007 
 
 54.008 
 
 1.48 
 
 18.72 
 
 24.249 
 
 30.311 
 
 30.374 
 
 42.436 
 
 48.498 
 
 54.501 
 
 1.49 
 
 18.91 
 
 24.495 
 
 30.619 
 
 36.743 
 
 42.867 
 
 48.990 
 
 55.114 
 
 1.50 
 
 19.10 
 
 24.742 
 
 30.928 
 
 37.114 
 
 43.299 
 
 49.485 
 
 55.669
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 35 
 
 Table 2 — Discharge of standard Cippoletti and standard suppressed 
 rectangular weirs in cubic feet per second, computed from 
 
 the formula Q = 3.367 L //I. {See paragraphs 10, 12 
 and 19.) 
 
 1 
 1 
 
 
 Length of weir L, feet. 
 
 
 
 Head H, \ 
 
 
 
 
 
 
 
 feet 
 
 
 
 
 
 1 
 
 
 
 4.0 
 
 5.0 
 
 6.0 
 
 7.0 
 
 8.0 
 
 9.0 
 
 1.51 
 
 24.990 
 
 31.238 
 
 37.486 
 
 43.733 
 
 49.981 
 
 56.228 
 
 1.52 
 
 25.239 
 
 31.. 549 
 
 37,858 
 
 44,168 
 
 50.478 
 
 56.787 
 
 1.53 
 
 25.479 
 
 31.849 
 
 38.219 
 
 44.589 
 
 50.958 
 
 57.328 
 
 1.64 
 
 25.738 
 
 32.173 
 
 38.608 
 
 45.042 
 
 51.477 
 
 57.911 
 
 1.55 
 
 25.990 
 
 32.487 
 
 3S,9S4 
 
 45.482 
 
 51.979 
 
 58.477 
 
 1.56 
 
 26.242 
 
 32.802 
 
 39.362 
 
 45.923 
 
 52.483 
 
 58.944 
 
 1.57 
 
 26.494 
 
 33.118 
 
 39.742 
 
 46,365 
 
 52.989 
 
 59.612 
 
 1.58 
 
 26.748 
 
 33.435 
 
 40.122 
 
 46,809 
 
 53,496 
 
 60.183 
 
 1.59 
 
 27.002 
 
 33.753 
 
 40.504 
 
 47,2.54 
 
 54,005 
 
 60.755 
 
 1.60 
 
 27.253 
 
 34.066 
 
 40.879 
 
 47.692 
 
 54.506 
 
 61.319 
 
 1.61 
 
 27.513 
 
 34.391 
 
 41.270 
 
 48.148 
 
 55.025 
 
 61.906 
 
 1.62 
 
 27.770 
 
 34.713 
 
 41.655 
 
 48.597 
 
 55.. 540 
 
 62.483 
 
 1.63 
 
 28.028 
 
 35.035 
 
 42,041 
 
 49.048 
 
 56.055 
 
 63.062 
 
 1.64 
 
 28.286 
 
 35.357 
 
 42,428 
 
 49.500 
 
 56.571 
 
 63.623 
 
 1.65 
 
 28.545 
 
 35.681 
 
 42,817 
 
 49.953 
 
 57.090 
 
 64.226 
 
 1.66 
 
 28.805 
 
 36.006 
 
 43,207 
 
 50,408 
 
 57.610 
 
 64.811 
 
 1.67 
 
 29.066 
 
 36.332 
 
 43,598 
 
 50,865 
 
 58.131 
 
 65.398 
 
 1.68 
 
 29.327 
 
 36.659 
 
 43.991 
 
 51.323 
 
 58.654 
 
 65.986 
 
 1.69 
 
 29.589 
 
 36.987 
 
 44.384 
 
 51.781 
 
 59.178 
 
 66.576 
 
 1.70 
 
 29.852 
 
 37.315 
 
 44.778 
 
 52.241 
 
 59.704 
 
 67.167 
 
 1.71 
 
 30.116 
 
 37.645 
 
 45,174 
 
 52.703 
 
 60.232 
 
 67.761 
 
 1.73 
 
 30.381 
 
 37.976 
 
 45.571 
 
 53.196 
 
 60.762 
 
 6S.357 
 
 1.73 
 
 30.646 
 
 38.307 
 
 45.969 
 
 53.631 
 
 61.292 
 
 68.9.53 
 
 1.74 
 
 30.912 
 
 38.640 
 
 46.368 
 
 54.096 
 
 61.824 
 
 69.552 
 
 1.75 
 
 31.075 
 
 38.969 
 
 46.583 
 
 54.557 
 
 62.150 
 
 70.144 
 
 1.76 
 
 31.446 
 
 39.308 
 
 47.170 
 
 55.031 
 
 62.893 
 
 70.754 
 
 1.77 
 
 31.715 
 
 39.643 
 
 47.572 
 
 55..501 
 
 63,430 
 
 71.358 
 
 1.78 
 
 31.984 
 
 39.980 
 
 47.976 
 
 55,972 
 
 63,938 
 
 71.964 
 
 1.79 
 
 32.254 
 
 40.317 
 
 48.383 
 
 56,445 
 
 64,508 
 
 72.571 
 
 1.80 
 
 32.524 
 
 40.655 
 
 48.787 
 
 56,918 
 
 65.049 
 
 73. ISO 
 
 1.81 
 
 32.796 
 
 40.995 
 
 49.194 
 
 57..393 
 
 65,592 
 
 73.791 
 
 1.82 
 
 33.0G8 
 
 41.335 
 
 49.602 
 
 57,869 
 
 66.136 
 
 74-403 
 
 1.83 
 
 33.341 
 
 41.677 
 
 50,012 
 
 58,347 
 
 66.682 
 
 75.018 
 
 1.84 
 
 33.614 
 
 42.018 
 
 50,422 
 
 58,825 
 
 67.229 
 
 75.632 
 
 1.85 
 
 33.889 
 
 42.361 
 
 50.834 
 
 59,306 
 
 67.778 
 
 76.251 
 
 1.86 
 
 34.164 
 
 42.705 
 
 51.247 
 
 59.788 
 
 68.-329 
 
 76.870 
 
 1.87 
 
 34.440 
 
 43.050 
 
 51.660 
 
 60.270 
 
 68,580 
 
 77.490 
 
 1.88 
 
 34.717 
 
 43.396 
 
 52.075 
 
 60.754 
 
 69,434 
 
 78.113 
 
 1.89 
 
 34.994 
 
 43.743 
 
 52.491 
 
 61.239 
 
 69,988 
 
 78.737 
 
 1.90 
 
 35.272 
 
 44.091 
 
 52.909 
 
 61.727 
 
 70.545 
 
 79.003 
 
 1.91 
 
 35.551 
 
 44.439 
 
 53.327 
 
 62.215 
 
 71.102 
 
 79.990 
 
 1.92 
 
 35.830 
 
 44.788 
 
 53.746 
 
 62.703 
 
 71.661 
 
 80.618 
 
 1.93 
 
 36.111 
 
 45.139 
 
 54.166 
 
 63.194 
 
 72.222 
 
 81.249 
 
 1.94 
 
 36.392 
 
 45,490 
 
 54.588 
 
 63,686 
 
 72.784 
 
 81.882 
 
 1.95 
 
 36.674 
 
 45.842 
 
 55.010 
 
 64.179 
 
 72.347 
 
 82.516 
 
 1.96 
 
 36,956 
 
 46.195 
 
 55.434 
 
 64.673 
 
 73.912 
 
 83.142 
 
 1.97 
 
 37.239 
 
 46.549 
 
 55.869 
 
 65.169 
 
 74.478 
 
 83.788 
 
 1.98 
 
 37.523 
 
 46.904 
 
 56.285 
 
 65,666 
 
 75.046 
 
 84.427 
 
 1.99 
 
 37.808 
 
 47.260 
 
 56.712 
 
 66,164 
 
 75.616 
 
 85.068 
 
 2.00 
 
 38.094 
 
 47.617 
 
 57.140 
 
 66.664 
 
 76.187 
 
 85.711
 
 36 
 
 MEASUREMENT OF IRRIGATION WATER- 
 
 Table 2 — Discharge of standard Ctppoleiti and standard suppressed 
 rectangular weirs in cubic feet per second, computed from 
 
 the formula Q = 3.367 L H^. (See paragraphs 10, 12 
 and 19.) 
 
 Length of weir L, feet. 
 
 5.a 6.0 7.0 
 
 47.974157. 
 
 48.333157 
 
 48.692;5S 
 
 49.052 58 
 
 49.413'59 
 
 49.775 59 
 
 50.138 60 
 
 50.502 
 
 50.809 
 
 51.225 
 
 51.597 
 
 51.966 
 
 52.335 1 62 
 
 .52.704163 
 
 53.073; 63 
 
 53.443164 
 
 53.817164 
 
 54.185165 
 
 •54.559165 
 
 54.930 '65 
 
 .55.307i66 
 
 •55.687 1 66 
 
 .56.061 67, 
 
 •56.440:67, 
 
 56.819I6S, 
 
 57.199i68. 
 
 57.57769 
 
 57.9.57,69 
 
 .58.34170 
 
 .58.715:70 
 
 59.105 70 
 
 .59.489171 
 
 .39.873 71 
 
 60.26272. 
 
 60.647172, 
 
 61.035173 
 
 6I.425I73, 
 
 61.S15i74, 
 
 62.203174 
 
 6.2.58575, 
 
 62.98775 
 
 63.377 76 
 
 56967, 
 999:67, 
 
 63.771 
 64.165 
 64.559 
 64.953 77, 
 65.3.53 78 
 65.747 78 
 66.147 79 
 66.540 79 
 
 ,430 
 ,862 
 ,296 
 731 
 166 
 602 
 043 
 ,470 
 916 
 3.59 
 803 
 245 
 638 
 131 
 580 
 023 
 471 
 916 
 369 
 764 
 273 
 728 
 183 
 638 
 093 
 518 
 009 
 458 
 925 
 336 
 848 
 314 
 776 
 243 
 710 
 177 
 644 
 102 
 581 
 052 
 525 
 998 
 471 
 ,944 
 
 63, 
 
 63 
 
 69, 
 
 69, 
 
 70 
 
 70 
 
 71, 
 
 71, 
 
 72, 
 
 72, 
 
 73, 
 
 73, 
 
 74, 
 
 74, 
 
 75, 
 
 75, 
 
 76, 
 
 76. 
 
 77. 
 
 77. 
 
 78. 
 
 79. 
 
 79. 
 
 80 
 
 SO. 
 
 ;^1 
 
 81. 
 
 S2 
 
 si 
 
 S3. 
 
 83 
 
 84 
 
 84 
 
 85 
 
 85. 
 
 86. 
 
 87. 
 
 87. 
 
 88. 
 
 38. 
 
 89. 
 
 89, 
 
 90, 
 
 90, 
 
 424 91 
 897 92 
 37692 
 848:93 
 
 164 
 
 665 
 169 
 673 
 ,179 
 086 
 193 
 703 
 ,217 
 715 
 236 
 752 
 ,270 
 ,786 
 302 
 819 
 .343 
 860 
 383 
 902 
 431 
 982 
 485 
 016 
 
 47 
 078 
 ()09 
 
 40 
 077 
 201 
 
 46 
 284 
 822 
 
 67 
 885 
 450 
 995 
 540 
 085 
 019 
 182 
 727 
 279 
 831 
 383 
 935 
 494 
 047 
 
 8.0 
 
 9.0 
 
 Head 
 H, 
 feet 
 
 Length of weir L, feet. 
 
 6.0 
 
 76. 
 
 77. 
 
 77. 
 
 78. 
 
 79. 
 
 79. 
 
 80. 
 
 80. 
 
 81. 
 
 81. 
 
 82, 
 
 83, 
 
 83. 
 
 84. 
 
 84. 
 
 85. 
 
 86. 
 
 86. 
 
 87. 
 
 87. 
 
 88. 
 
 89. 
 
 89. 
 
 90. 
 
 90. 
 
 91. 
 
 92. 
 
 92. 
 
 93. 
 
 93. 
 
 94, 
 
 95 
 
 95, 
 
 96, 
 
 97, 
 
 97, 
 
 98, 
 
 98, 
 
 99, 
 100, 
 100. 
 101. 
 102. 
 102. 
 103. 
 103. 
 104. 
 10.5. 
 
 758 
 332 
 907 
 483 
 062 
 ,041 
 221 
 803 
 390 
 960 
 555 
 146 
 737 
 326 
 917 
 508 
 106 
 097 
 295 
 888 
 492 
 099 
 
 86.; 
 86.! 
 87.i 
 88.; 
 88.' 
 89. 
 90.; 
 90.' 
 91. 
 92.: 
 
 92.; 
 93. 
 94.: 
 94.: 
 95., 
 96. 
 98.: 
 97.. 
 98.: 
 98.; 
 
 99.. 
 
 100.: 
 
 (>9S!100.S 
 
 006 105 
 156 106 
 
 304 
 911 
 518 
 124 
 731 
 340 
 044 
 507 
 182 
 797 
 419 
 034 
 657 
 280 
 903 
 526 
 136 
 779 
 402 
 033 
 604 
 295 
 926 
 505 
 196 
 835 
 4G4 
 
 101. 
 102.: 
 102.' 
 103.' 
 104.: 
 105.1 
 105.' 
 100.: 
 107.1 
 107.' 
 108.' 
 109. 
 109.: 
 llO.i 
 111. 
 111. 
 112.1 
 113.: 
 114. 
 114. 
 115. 
 116.: 
 
 116.; 
 
 117.1 
 
 118.: 
 119.1 
 119.' 
 
 353 
 
 3.51 
 
 999 
 
 3.53 
 
 646 
 
 3.5;t 
 
 294 
 
 a.54 
 
 944 
 
 2.55 
 
 596 
 
 3.56 
 
 248 
 
 3.-57 
 
 904 
 
 3.58 
 
 564 
 
 3.59 
 
 205 
 
 3.00 
 
 875 
 
 3.01 
 
 539 
 
 3.63 
 
 204 
 
 3.63 
 
 867 
 
 3.64 
 
 531 
 
 3.65 
 
 197 
 
 3.66 
 
 870 
 
 3.67 
 
 534 
 
 8.68 
 
 207 
 
 3.69 
 
 874 
 
 3.70 
 
 553 
 
 3.71 
 
 237 
 
 3.73 
 
 910 
 
 3.73 
 
 592 
 
 3.74 
 
 275 
 
 3.75 
 
 957 
 
 3.76 
 
 639 
 
 3.77 
 
 323 
 
 3.78 
 
 014 
 
 3.79 
 
 087 
 
 2.80 
 
 38.S 
 
 3.81 
 
 079 
 
 3.83 
 
 771 
 
 3.83 
 
 472 
 
 3.84 
 
 164 
 
 3.86 
 
 864 
 
 3.86 
 
 565 
 
 3.87 
 
 260 
 
 3.88 
 
 966 
 
 3.89 
 
 653 
 
 3.90 
 
 377 
 
 3.91 
 
 078 
 
 3.93 
 
 787 
 
 3.93 
 
 497 
 
 3.94 
 
 207 
 
 3.95 
 
 910 
 
 3.96 
 
 635 
 
 3.97 
 
 345 
 
 3.98 
 
 045 
 
 3.99 
 
 772 
 
 3.00 
 
 80. 
 
 80, 
 
 81. 
 
 81. 
 
 82. 
 
 82. 
 
 83. 
 
 83. 
 
 SI. 
 
 84. 
 
 85. 
 
 85. 
 
 SO. 
 
 80. 
 
 87. 
 
 87. 
 
 88. 
 
 S3. 
 
 89, 
 
 S9, 
 
 90, 
 
 90, 
 
 91, 
 
 91, 
 
 92, 
 
 92. 
 
 93, 
 
 93, 
 
 94, 
 
 94. 
 
 95, 
 
 95, 
 
 90, 
 
 96, 
 
 97, 
 
 97, 
 
 93. 
 
 93, 
 
 99, 
 
 99, 
 
 100, 
 
 100. 
 
 101. 
 
 101. 
 
 102, 
 
 102, 
 
 103, 
 
 103, 
 
 104, 
 
 104. 
 
 335 
 814 
 299 
 
 7.0 
 
 8.0 
 
 9.0 
 
 93. 
 
 94, 
 94, 
 
 724 107, 
 
 779 95 
 264 95 
 
 74 9 j 
 2.34; 
 720 1 
 
 205 
 
 684 
 IS2I 
 6731 
 
 90. 
 97. 
 97. 
 
 98. 
 98. 
 99. 
 99. 
 
 165 100, 
 650 101. 
 093 101. 
 645; 102. 
 136 102. 
 027 103. 
 131 103. 
 616 104. 
 127 105. 
 02i 105. 
 127 106. 
 025 100. 
 123 107. 
 632 108. 
 136 108, 
 6;i9:l09, 
 148 109, 
 644 110. 
 162 111. 
 665; HI. 
 175,112. 
 691 112. 
 200 113. 
 
 107, 
 103 
 109, 
 109, 
 110 
 110 
 111 
 112 
 112 
 113 
 114, 
 
 283 
 
 849 
 
 409 
 
 975 
 
 541 
 
 107 
 
 673 
 
 239 
 
 798 
 
 379 
 
 952 
 
 5201114 
 
 099|115 
 
 609 110 
 116 
 117 
 118 
 
 na 
 
 552:119 
 1481120 
 72S 120 
 315 121 
 890 122 
 483 122 
 071 1 123 
 658' 124 
 2451 124 
 840 125 
 418 126 
 022: 120 
 6091 127 
 204! 123 
 800 1 123 
 
 253 
 820 
 393 
 930 
 
 120.502 
 
 121.221 
 
 121.949 
 
 122.008 
 
 123.396 
 
 124.123 
 
 124.852 
 
 125..580 
 
 120.308 
 
 127.026 
 
 127.773 
 
 128.610 
 
 129,247 
 
 129.984 
 
 130,039 
 
 860:131.407 
 
 516,132.205 
 
 .170 i;!2.941 
 
 .842' 133.097 
 
 4S8i 134.424 
 
 .169113,5.190 
 
 832' 13.5.930 
 
 503! 130.700 
 
 .166 137.437 
 
 838 138.192 
 
 510:138.948 
 
 18l|l39.703 
 
 852 140.459 
 
 118 
 752 
 399 
 038 
 686 
 332 
 979 
 626 
 274 
 912 
 .676 
 .231 
 886 
 554 
 .124 
 
 709 
 226 
 735 
 251 
 756 
 282 
 804 
 320 
 841 
 357 
 878 
 400 
 922 
 450 
 964 
 
 113 
 114 
 115 
 115 
 110 
 110 
 117 
 118 
 US 
 119, 
 120, 
 120 
 121 
 121 
 122 
 
 400 
 994 
 590 
 
 129 
 130 
 130 
 
 1911131 
 793' 1:^2 
 33211.33 
 990' 133 
 004 1 134 
 200 135 
 815 135 
 4171 130 
 025 137 
 03411,37 
 242 13,-J 
 S,-)8 139 
 458 139 
 
 531 
 .192 
 882 
 554 
 .233 
 921 
 000 
 279 
 967 
 .640 
 334 
 .008 
 .710 
 405 
 093 
 788 
 476 
 171 
 8(57 
 5(i2 
 260 
 952 
 
 141.223 
 141.060 
 1-12.743 
 143.498 
 144.262 
 145.036 
 145.800 
 146.564 
 147.338 
 143.102 
 143.876 
 149.034 
 1 .50.423 
 151.205 
 151.979 
 152.761 
 153.535 
 154.318 
 155.101 
 1.5,5.883 
 150.666 
 157.446
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 m 
 
 Table 2 — Discharge of standard Cippoletti and standard suppressed 
 rectangular weirs in cubic feet per second, computed from 
 
 the formula Q 
 and 19.) 
 
 3.367 L H% . {See paragraphs 10, 13 
 
 Head H, 
 
 feet 
 
 Length of weir L, feet. 
 
 7.0 
 
 8.0 
 
 9.0 
 
 Head H, 
 
 feet 
 
 Length of 
 weir L, feet. 
 
 8.0 
 
 9.0 
 
 I Length 
 of 
 
 Head//, feet, 
 feet 
 
 9.0 
 
 I 
 
 3.01 
 
 .3.02 
 
 3.03 
 
 3.0A 
 
 3.G.5 
 
 S.OC 
 
 3.07 
 
 3.«8 
 
 3.ft9 
 
 3.10 
 
 3.11 
 
 3.13 
 
 3.13 
 
 3.14 
 
 3.15 
 
 3.16 
 
 g.l7 
 
 3.18 
 
 3.19 
 
 3.30 
 
 3.;J1 
 
 3.23 
 
 3.23 
 
 3.24 
 
 3.35 
 
 3.36 
 
 3.37 
 
 3.28 
 
 3.29 
 
 3.30 
 
 3.31 
 
 3.32 
 
 3.33 
 
 3.34 
 
 3.35 
 
 3.36 
 
 3.37 
 
 3.38 
 
 3.39 
 
 8.40 
 
 3.41 
 
 3.43 
 
 3.43 
 
 3.44 
 
 8.45 
 
 3.46 
 
 3.47 
 
 3.48 
 
 3.49 
 
 3.50 
 
 123.082 
 
 12.'H.649 
 
 124.309, 
 
 124.925 
 
 125.643 
 
 126.130 
 
 126.7S0; 
 
 127.400 
 
 128.020i 
 
 128.632' 
 
 129.264 
 
 129.889 
 
 130.514 
 
 131.141 
 
 131.767 
 
 132.394 
 
 13:^.023 
 
 1.33.655 
 
 134.2851 
 
 134.9041 
 
 135.5501 
 
 13G.184; 
 
 136.8191 
 
 137.455 
 
 1.38.091' 
 
 138.729] 
 
 139.369 
 
 140.007 
 
 140.648 
 
 141.2741 
 
 141.&33! 
 
 142.576: 
 
 143.221 
 
 143.868 
 
 144.514 
 
 145.162 
 
 145.810 
 
 146.460 
 
 147.111 
 
 147.749 
 
 148.414, 
 
 149.067 
 
 149.722 
 
 150.377; 
 
 151.033 
 
 151.690 
 
 152.348 
 
 153.007 
 
 153.667 
 
 154.315 
 
 M0.G65 
 
 141.311, 
 
 142.06Si 
 
 142.771 
 
 143.478 
 
 144.183 
 
 144.891! 
 
 145.600] 
 
 146.309 
 
 147.008 
 
 147.730 
 
 148.444 
 
 149.158 
 
 149.875 
 
 150.591 
 
 151.307 
 
 152.020 
 
 152.749 
 
 153.408 
 
 1.54.176 
 
 154.914 
 
 155.G3S 
 
 156.304 
 
 157.091 
 
 157. 8]8 
 
 158.548 
 
 159.278 
 
 160.008 
 
 160.741 
 
 161.4.56 
 
 102.209 
 
 162.944 
 
 163.682 
 
 164.421 
 
 165.168 
 
 165.899 
 
 160.640 
 
 167.383 
 
 168.126 
 
 168.856 
 
 169.616 
 
 170.362 
 
 171.110 
 
 171.860 
 
 172.609 
 
 173.360 
 
 174.112 
 
 174.866 
 
 175.620 
 
 176.360 
 
 158.248 
 
 158.975 
 
 159.827 
 
 160.618 
 
 161.412 
 
 162.206 
 
 163.003 
 
 163.800 
 
 164.597 
 
 165.384 
 
 160.197 
 
 166.999 
 
 167.803 
 
 168.610 
 
 169.415' 
 
 170.221 
 
 171.030 
 
 171.842 
 
 172. G51 
 
 173.448 
 
 174.279 
 
 175.093 
 
 175.909 
 
 176.728! 
 
 177..546 
 
 178.367 
 
 179.1SS 
 
 180.009 
 
 180.833 
 
 181.638 
 
 182.485 
 
 183.312 
 
 184.142 
 
 134.973 
 
 185.803 
 
 186.637 
 
 187.470 
 
 188.306 
 
 189.142 
 
 189.963 
 
 190.818 
 
 191.658 
 
 192.499 
 
 193.343 
 
 194.185 
 
 195.0.30 
 
 195.876 
 
 196.724 
 
 197.573 
 
 198.405 
 
 3.51 
 3.53 
 3.53 
 3.54 
 3.55 
 3.56 
 3.57 
 3.58 
 3.59 
 
 s.eo 
 
 3.61 
 3.63 
 
 3.6a 
 
 3.6* 
 
 S.6S 
 
 3.6«; 
 
 3.GV 
 3.R8 
 3.C9 
 3.70 
 3.71 
 3.73 
 3>7^ 
 3.74 
 3.75 
 3.76 
 S.77 
 3.78 
 3.79 
 3.80 
 3.81 
 3.83 
 S.8S 
 3.84 
 3.85 
 3.86 
 3.87 
 3.88 
 3.89 
 3.90 
 3.91 
 3.93 
 3.93 
 3.9* 
 3.93 
 3.96 
 3.97 
 3.98 
 3.99 
 4.0« 
 
 177.1.30 
 
 177.888 
 
 178.648: 
 
 179.407i 
 
 180.1671 
 
 180.930] 
 
 181.691 
 
 182.4561 
 
 183.222, 
 
 183.968' 
 
 184.7.54 > 
 
 185.522: 
 
 186.292] 
 
 187.0G2 
 
 187.833 
 
 18S.606 
 
 189.378, 
 
 190.154 
 
 190.930 
 
 191.688' 
 
 192.485, 
 
 193.263' 
 
 194.042 
 
 194.822 
 
 195.604 
 
 190.388, 
 
 167.171 
 
 197.958 
 
 198.742 
 
 199.512 
 
 200.31S 
 
 201.106 
 
 201.8981 
 
 202.6881 
 
 203.480: 
 
 204.272 
 
 205.070, 
 
 205.864 
 
 206.662 
 
 207.440 
 
 208.256 
 
 209.298 
 
 209.856 
 
 210.658 
 
 211.462 
 
 212.264 
 
 213.070 
 
 213.874 
 
 214.C80 
 
 215.464 
 
 199.270 
 200.1241 
 200.979 
 201.833 
 202.688 
 203.546 
 204.403 
 205.263 
 206.] 24 
 206.964' 
 207.8491 
 208.712i 
 209.579 i 
 210.445] 
 211.312! 
 212.182] 
 2I3.05il 
 213.9241 
 214.797; 
 215.649! 
 216.5451 
 217.4211 
 218.297; 
 219.175' 
 220.055' 
 220.937 
 221.818 
 222.702 
 223.584 
 22^^.451 
 225.357 
 220.245 
 227.357 
 228.024 
 228.915 
 229.806 
 230.703 
 231.597 
 232.494 
 !233.370i 
 234.2881 
 235.461 
 236.088; 
 236.991 
 237.894 
 238.797 
 239.703 
 240.609 
 241.515 
 ,242.397 
 
 4.01 
 
 4.93 
 4.03 
 4.G4 
 4.95 
 4.06 
 4.07 
 4.«8 
 4.09 
 4.1« 
 4.11 
 4.13 
 4.13 
 4.1i 
 4.15 
 4.16 
 4.17 
 4.18 
 4.19 
 4.3« 
 4.31 
 4.33 
 4.'2I.1! 
 4.3i 
 4.3S 
 4.38 
 4.37 
 4.28 
 4.39 
 4.36 
 4.31 
 4.33 
 4.33 
 4.34 
 4.35 
 4.1(6 
 4.37 
 4.38 
 4.39 
 4.4« 
 4.41 
 4.43 
 4.43 
 4.44 
 4.45 
 4,4R 
 4.47 
 4.48 
 4.49 
 4.50 
 
 243.333 
 244.245 
 24 3.147 
 246.C70 
 246. OSS 
 247.900 
 248.815 
 249.733 
 250.624 
 251.. 550 
 252.444 
 253.415 
 254.340 
 255.263 
 256.183 
 2.57.115 
 2.58.043 
 '258.970 
 1259.899 
 I26O.8O2 
 261.763 
 202.697 
 263.6.30 
 264.500 
 265.503 
 266.439 
 267.370 
 268.313 
 209.2C0 
 270.171 
 271.140 
 272.0!;l 
 273.037 
 273.982 
 274.91:7 
 275.878 
 276.827 
 277.779 
 278.730 
 279.657 
 280.630 
 2^i..5t.O 
 282.. 54 9 
 2S3.5()u 
 2S4.4G3 
 285.421 
 286.382 
 287..345 
 288.306 
 289.242
 
 38 
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 Table 3 — Coefficients C to be applied to a discharge taken from 
 Table l or 2 for a head, H, to obtain the discharge of the 
 same weir zvhen a velocity of approach, v, exists; computed 
 
 Q' Dl 
 
 from the formula, C = ■ — = — - 
 
 Q H\ 
 
 and 20.) 
 
 (See paragraphs 13 
 
 
 h 
 
 h' 
 
 H 
 
 V 
 
 0.2 
 
 0.4 
 
 0.6 
 
 0.8 
 
 1.0 
 
 1.5 2.0 2.5 3.0 
 
 3.5 
 
 4.0 
 
 5.0 
 
 0.4 
 
 0.0025 
 
 0.0002 
 
 1.014 
 
 1.007 1.004 1.004 
 
 1.004 1.002 1.002 
 
 1 
 
 1.0021.001 
 
 1.001 
 
 1.001 
 
 1.001 
 
 0.5 
 
 .0039 
 
 .0003 
 
 1.027 
 
 1.013 1.009^1.006 
 
 1.006 1.004 1.003 
 
 1.002 1.002 
 
 1.002 
 
 1.001 
 
 1.001 
 
 0.6 
 
 .0056 
 
 .0005 
 
 1.037 
 
 1.019 1.013 1.009 
 
 1.008 1.005 1.004 
 
 1.003 1.003 
 
 1.002 
 
 1.002 
 
 1.C02 
 
 0.7 
 
 .0076 
 
 .0007 
 
 1.050 
 
 1.026 1.017 
 
 1.013 
 
 1.011 
 
 1.007 1.006 
 
 1.004 
 
 1.004 
 
 1.003 
 
 1.003 
 
 1.002 
 
 0.8 
 
 .0099 
 
 .0010 
 
 1.064 
 
 1.033 1.022 
 
 1.016 
 
 1.014 
 
 1.009 1.007 
 
 1.006 1.005 
 
 1.004 
 
 1.003 
 
 1.003 
 
 0.9 
 
 .0126 
 
 .0014 
 
 1.082 
 
 1.042 1.029 
 
 1.021 
 
 1.018 
 
 1.012 1.009 
 
 1.007 1.006 
 
 1.005 
 
 1.005 
 
 1.004 
 
 1.0 
 
 .0155 
 
 .0019 
 
 1.098 
 
 1.051 1.034 
 
 1.027 1.022 
 
 l.OloJl.Oll 
 
 1.009 1.007 
 
 1.006 
 
 1.005 
 
 1.005 
 
 1.1 
 
 .0188 
 
 .0025 
 
 1.122 
 
 1.062 1.041 
 
 1.031 
 
 1.02611.017 1.013 
 
 l.Olli 1.009 
 
 1.008 
 
 1.007 
 
 1.006 
 
 1.2 
 
 .0224 
 
 .0033 
 
 1.141 
 
 1.072 1.049 1.037 
 
 1 
 
 1.031 1.021 1.016 
 
 1.013 1.011 
 
 1.009 
 
 1.008 
 
 1.007 
 
 1.3 
 
 .0263 
 
 .0041 
 
 1.163 
 
 1.084 1.057| 1.043 
 
 1.036 1.024 1.018 
 
 1.015 1.012 
 
 1.011 
 
 1.009 
 
 1.008 
 
 1.4 
 
 .0305 
 
 .0051 
 
 1.1S6 
 
 1.096 1.066 l.OoO; 1.041 
 
 1.028 1.021 
 
 1.017 1.014 
 
 1.012 
 
 1.011 
 
 1.010 
 
 1.5 
 
 .0350 
 
 .0064 
 
 1.208 
 
 1.109 1.075 
 
 1.057 
 
 1.047 
 
 1.032 1.024 
 
 1.019 1.016 
 
 1.014 
 
 1.012 
 
 1.011 
 
 1.6 
 
 .0398 
 
 .0079 
 
 1.225 
 
 1.122 1.084 
 
 1.065 
 
 1.052 
 
 1.035 1.027 
 
 1.022' 1.018 
 
 1.016 
 
 1.014 
 
 1.012 
 
 1.7 
 
 .0449 
 
 .0095 
 
 1.254 
 
 1.135 1.09311.071 
 
 1.059! 1.040 1.031 
 
 1.025 1.021 
 
 1.018 
 
 1.016 
 
 1.014 
 
 1.8 
 
 .0504 
 
 .0111 
 
 1.277 
 
 1.149 1.104 
 
 l.OSO 
 
 I.O65I 1.045 1.034 
 
 1.027 1.023 
 
 1 
 
 1.020 
 
 1.017 
 
 1.016 
 
 1.9 
 
 .0561 
 
 .0132 
 
 1.308 
 
 1.165 1.115 
 
 1.089 
 
 1.072 1.049 1.038 
 
 1.030 1.026 
 
 1.022 
 
 1.019 
 
 1.017 
 
 2.0 
 
 .0622 
 
 .01.54 
 
 1.335 
 
 1.181 1.126 
 
 1.097 
 
 1.079 1.055' 1.042 
 
 1.0.34 1.028 
 
 1.025 
 
 1.021 
 
 1.019 
 
 2.1 
 
 .0686 
 
 .0179 
 
 1.363 
 
 1.197 1.137 
 
 1.106 
 
 1.087 1 1.060^ 1.046 
 
 1.037 1.031 
 
 1.027 
 
 1.024 
 
 1.021 
 
 2.2 
 
 .0752 
 
 .0206 
 
 1.391 
 
 1.213 1.149 
 
 1.118 
 
 1.094 
 
 1.065 
 
 1.050 
 
 1.039 1.034 
 
 1.029 
 
 1.026 
 
 1.023 
 
 2.3 
 
 .0822 
 
 .0235 
 
 1.420 
 
 1.231 1.161 
 
 1.124 
 
 1.102 
 
 1.071 
 
 1.054 
 
 1.044 1.037 1.032 
 
 1.02s 
 
 1.025 
 
 2.4 
 
 .0895 
 
 .0268 
 
 1.449 
 
 1.248 1.176 
 
 1.134 
 
 l.llOj 1.077 1.059 
 
 1.047 1.040 1.034 
 
 1.030 
 
 1.027 
 
 2.5 
 
 .0972 
 
 .0303 
 
 1.480 
 
 1.266 1.187 
 
 1.145 
 
 1.119 1.083 1.063 
 
 1.051 1.043 1.037 
 
 1.033 
 
 1.02!) 
 
 2.6 
 
 .1051 
 
 .0340 
 
 1.511 
 
 1.285 1.200 
 
 1.155 
 
 1.128 1.088 1.068 
 
 1.055 1.046 
 
 1.040 
 
 1.035 
 
 1.032 
 
 2.7 
 
 .1133 
 
 .0381 
 
 1.542 
 
 1.303 1.213 1.166 
 
 1.1371.095 1.073 
 
 1.059 1.050 
 
 1.043 
 
 1.038 
 
 1.034 
 
 2.8 
 
 .1219 
 
 .0426 
 
 1.573 
 
 1.322 1.228 1.178 
 
 1.1461 1.100| 1.078 
 
 I.O63' 1.053 
 
 1.046 
 
 1.041 
 
 1.036 
 
 2.9 
 
 .1307 
 
 .0472 
 
 1.606 
 
 1.341 1.242:1.189 
 
 1.153^1.108 
 
 1.083 1.067 1.057 
 
 1.049 
 
 1.043 
 
 1.039 
 
 3.0 
 
 0.1399 
 
 0.0524 
 
 1.637 
 
 1.361 1.256 1.199 
 
 1.165 1.115 
 
 1.088 1.07211.061 
 
 1.053 
 
 1.046 
 
 1.041
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 39 
 
 Table 4 — Coefficients C'' to he applied to a discharge given byTable 1 
 or 2 for a head H to give discharge of same weir submerged. 
 
 computed front the formula C = = 
 
 Q 
 
 graphs 14 and 21.) 
 
 Qi {nH)\ 
 
 H\ 
 
 {Sec para- 
 
 
 
 
 
 
 
 
 
 
 
 
 
 d-h H 
 
 
 0.00 
 
 0.01 
 
 0.03 
 
 0.03 
 
 0.04 
 
 0.05 
 
 0.06 
 
 0.07 
 
 0.08 
 
 0.09 
 
 Tenths 
 
 te 
 
 
 
 
 
 
 
 
 
 
 
 0.0 
 
 
 1.000 
 
 1.006 
 
 1.009 
 
 1.009 
 
 1.011 
 
 1.011 
 
 1.011 
 
 1.009 
 
 1.009 
 
 1.007 
 
 .1 
 
 
 1.007 
 
 l.OOo 
 
 1.003 
 
 1.000 
 
 .997 
 
 .994 
 
 .991 
 
 .988 
 
 .983 
 
 .981 
 
 .2 
 
 
 .078 
 
 .973 
 
 .970 
 
 .966 
 
 .963 
 
 .958 
 
 .955 
 
 .951 
 
 .946 
 
 .942 
 
 .3 
 
 
 .939 
 
 .9"5 
 
 .931 
 
 .926 
 
 .921 
 
 .917 
 
 .913 
 
 .909 
 
 .903 
 
 .900 
 
 .4 
 
 
 .895 
 
 .891 
 
 .885 
 
 .881 
 
 .875 
 
 .871 
 
 .865 
 
 .859 
 
 .854 
 
 .848 
 
 .5 
 
 
 .842 
 
 .837 
 
 .831 
 
 .825 
 
 .819 
 
 .812 
 
 .806 
 
 .799 
 
 .792 
 
 .785 
 
 .6 
 
 
 .778 
 
 .771 
 
 .764 
 
 .756 
 
 .748 
 
 .740 
 
 .733 
 
 .724 
 
 .715 
 
 .707 
 
 .7 
 
 
 .698 
 
 .689 
 
 .680 
 
 .670 
 
 .660 
 
 .649 
 
 .639 
 
 .626 
 
 .615 
 
 .603 
 
 .8 
 
 
 .589 
 
 .576 
 
 .562 
 
 .547 
 
 .531 
 
 .517 
 
 .501 
 
 .486 
 
 .469 
 
 .453 
 
 6.9 
 
 
 .435 
 
 .416 
 
 .396 
 
 .375 
 
 .351 
 
 .323 
 
 .293 
 
 .255 
 
 .209 
 
 .144 
 
 
 
 
 
 
 
 
 
 
 
 
 ,•
 
 40 
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 Tatle 5 — Acre-fcct equivalent to a given number of second-feet 
 flowing for a given length of time. (See paragraph 22.) 
 
 
 
 ' 
 
 
 
 
 Hours 
 
 
 
 
 Minutfs 
 
 
 Second- 
 
 
 
 
 
 
 
 
 
 
 feet 
 
 
 
 
 
 
 f 
 
 
 
 
 
 15 
 
 30 
 
 45 
 
 1 
 
 2 
 
 3 
 
 i 
 
 5 
 
 6 
 
 0.01 
 
 0.00021 
 
 0.00041 
 
 0.00062 
 
 0.00083 
 
 0.00165 
 
 0.00248 
 
 0.00,331 
 
 0.00413 
 
 0.00496 
 
 .oqi 
 
 .000! 1 
 
 .00083 
 
 .00124 
 
 .00105 
 
 .00331 
 
 .00S96 
 
 .00661 
 
 .00826 
 
 .00992 
 
 .03 
 
 .000(52 
 
 .00124 
 
 .00186 
 
 .00248 
 
 .00496 
 
 .00744 
 
 .00992 
 
 .01240 
 
 .01488 
 
 .04 
 
 .00083 
 
 .00165 
 
 .00248 
 
 .00331 
 
 .00651 
 
 .00992 
 
 .01322 
 
 .01653 
 
 .019.83 
 
 .05 
 
 .00103 
 
 .00207 
 
 .00310 
 
 .00413 
 
 .00826 
 
 .01240 
 
 .010.53 
 
 .02066 
 
 .02479 
 
 .06 
 
 .00124 
 .00145 
 
 .00248 
 .00289 
 
 .00372 
 .00434 
 
 .00496 
 
 .00992 
 
 .01488 
 .01735 
 
 .01983 
 .02314 
 
 .02179 
 .02893 
 
 .02975 
 
 .07 
 
 .00579 
 
 .01157 
 
 .03471 
 
 .08 
 
 .OOlfio 
 
 .00331 
 
 .00496 
 
 .00061 
 
 .01322 
 
 .019,83 
 
 .02045 
 
 .03306 
 
 .03967 
 
 .09 
 
 .00186 
 
 .00372 
 
 .00558 
 
 .00744 
 
 .01488 
 
 .02231 
 
 .02975 
 
 .03719 
 
 .04463 
 
 .10 
 
 .00207 
 
 .00113 
 
 .00020 
 
 .00826 
 
 .01653 
 
 .02479 
 
 .03306 
 
 .04132 
 
 .04959 
 
 .11 
 
 .00227 
 
 .00455 
 
 .00682 
 
 .00909 
 
 .01818 
 
 .02727 
 
 .03636 
 
 .04545 
 
 .05455 
 
 .li 
 
 .00248 
 
 .00496 
 
 .00744 
 
 .00992 
 
 .01983 
 
 .02975 
 
 .03967 
 
 .04959 
 
 .05950 
 
 .13 
 
 .00269 
 
 .00537 
 
 .00806 
 
 .01074 
 
 .02149 
 
 .03223 
 
 .04297 
 
 .05372 
 
 .06446 
 
 .14 
 
 .002S9 
 
 .00579 
 
 .00808 
 
 .01157 
 
 .02314 
 
 .0.3471 
 
 .04628 
 
 .05785 
 
 .06942 
 
 .15 
 
 .00310 
 
 .00'.20 
 
 .00930 
 
 .01240 
 
 .02479 
 
 .0.3719 
 
 .04959 
 
 .06198 
 
 .07438 
 
 .16 
 
 .00331 
 
 .00061 
 
 .00992 
 
 .0132? 
 
 .02545 
 
 .03967 
 
 .05289 
 
 .06611 
 
 .07934 
 
 .17 
 
 .00351 
 
 .00702 
 
 .01054 
 
 .01405 
 
 .02810 
 
 .04215 
 
 .05620 
 
 .07025 
 
 .08430 
 
 .18 
 
 .00372 
 
 .00744 
 
 .01116 
 
 .01488 
 
 .02975 
 
 .04463 
 
 .05950 
 
 .07438 
 
 .08926 
 
 .19 
 
 .00393 
 
 .00785 
 
 .01178 
 
 .01,570 
 
 .03140 
 
 .04711 
 
 .06281 
 
 .07851 
 
 .09121 
 
 .20 
 
 .001 ! 3 
 
 .0032') 
 
 .01240 
 
 .01653 
 
 .03306 
 
 .04959 
 
 .06611 
 
 .08264 
 
 .09917 
 
 .21 
 
 .00434 
 
 .00S6S 
 
 .01302 
 
 .01735 
 
 .03471 
 
 .05207 
 
 .06942 
 
 .08678 
 
 .10413 
 
 .23 
 
 .00155 
 
 .00909 
 
 .01364 
 
 .01818 
 
 .03336 
 
 .05455 
 
 .07273 
 
 .09091 
 
 .10909 
 
 .23 
 
 .00475 
 
 .009,50 
 
 .01426 
 
 .01901 
 
 .03802 
 
 .05702 
 
 .07603 
 
 .09504 
 
 .11405 
 
 .24 
 
 .00^06 
 
 .00992 
 
 .01488 
 
 .01983 
 
 .03907 
 
 .05950 
 
 .07934 
 
 .09917 
 
 .11901 
 
 .25 
 
 .00517 
 
 .01033 
 
 .015.50 
 
 .02066 
 
 .04132 
 
 .06198 
 
 .08264 
 
 .10331 
 
 .12397 
 
 .26 
 
 .00537 
 
 .01074 
 
 .01611 
 
 .02149 
 
 .04297 
 
 .06446 
 
 .08595 
 
 .10744 
 
 .12893 
 
 .27 
 
 .00558 
 
 .01116 
 
 .01673 
 
 .02231 
 
 .04403 
 
 .06694 
 
 .08926 
 
 .11157 
 
 .13388 
 
 .28 
 
 .00579 
 
 .01157 
 
 .01735 
 
 .02314 
 
 .0i628 
 
 .06942 
 
 .09256 
 
 .11570 
 
 .13884 
 
 .29 
 
 .00599 
 
 .01198 
 
 .01797 
 
 .02397 
 
 .04793 
 
 .07190 
 
 .09587 
 
 .11983 
 
 .14380 
 
 .30 
 
 .00620 
 
 .01240 
 
 .018.59 
 
 .02479 
 
 .049.59 
 
 .07438 
 
 .09917 
 
 .12397 
 
 .14876 
 
 .31 
 
 .00640 
 
 .01281 
 
 .01921 
 
 .02562 
 
 .05124 
 
 .07686 
 
 .10248 
 
 .12810 
 
 .15372 
 
 .32 
 
 .00661 
 
 .01322 
 
 .01983 
 
 .02645 
 
 .05289 
 
 .079.34 
 
 .10579 
 
 .13223 
 
 .15868 
 
 .33 
 
 .00682 
 
 .01364 
 
 .02045 
 
 .02727 
 
 .05455 
 
 .08182 
 
 .10909 
 
 .13636 
 
 .16364 
 
 .34 
 
 .00702 
 
 .01405 
 
 .02107 
 
 .02810 
 
 .05620 
 
 .08430 
 
 .11240 
 
 .14049 
 
 .16859 
 
 .35 
 
 .00723 
 
 .01446 
 
 .02169 
 
 .02893 
 
 .05785 
 
 .08678 
 
 .11670 
 
 .14403 
 
 .17355 
 
 .36 
 
 .00744 
 
 .01488 
 
 .02231 
 
 .02975 
 
 .05950 
 
 .08926 
 
 .11901 
 
 .14876 
 
 .17851 
 
 .37 
 
 .00764 
 
 .01529 
 
 .02293 
 
 .03058 
 
 .06116 
 
 .09173 
 
 .12231 
 
 .15289 
 
 .18347 
 
 .38 
 
 .00785 
 
 .01570 
 
 .02355 
 
 .03140 
 
 .06281 
 
 .09421 
 
 .12562 
 
 .15702 
 
 .18843 
 
 .39 
 
 .00806 
 
 .01611 
 
 .02417 
 
 .03223 
 
 .06446 
 
 .09669 
 
 .12893 
 
 .16116 
 
 t 19339 
 
 .40 
 
 .00S26 
 
 .01653 
 
 .02479 
 
 .03306 
 
 .06611 
 
 .09917 
 
 .13223 
 
 .16529 
 
 .19835 
 
 .41 
 
 .00847 
 
 .01694 
 
 .02541 
 
 .03388 
 
 .06777 
 
 .10165 
 
 .13554 
 
 .16942 
 
 .20331 
 
 .42 
 
 .00868 
 
 .01735 
 
 .02603 
 
 .03471 
 
 .06942 
 
 .10413 
 
 .13884 
 
 .17355 
 
 .20826 
 
 .43 
 
 .00888 
 
 .01777 
 
 .02665 
 
 .03554 
 
 .07107 
 
 .10661 
 
 .14215 
 
 .17769 
 
 .21.322 
 
 .44 
 
 .00909 
 
 .01818 
 
 .02727 
 
 .03636 
 
 .07273 
 
 .10909 
 
 .14545 
 
 .18182 
 
 .21818 
 
 .45 
 
 .00930 
 
 .01859 
 
 .02789 
 
 .03719 
 
 .07438 
 
 .11157 
 
 .14876 
 
 .18595 
 
 .22314 
 
 .46 
 
 .00950 
 
 .01901 
 
 .02851 
 
 .03802 
 
 .07003 
 
 .11405 
 
 .15207 
 
 .19008 
 
 .22810 
 
 .47 
 
 .00971 
 
 .01942 
 
 .02913 
 
 .03884 
 
 .07769 
 
 .116.53 
 
 .15537 
 
 .19421 
 
 .23306 
 
 AH 
 
 .00992 
 
 .01983 
 
 .02975 
 
 .03967 
 
 .079.34 
 
 .11901 
 
 .15868 
 
 .19835 
 
 .23802 
 
 .49 
 
 .01012 
 
 .02025 
 
 .03037 
 
 .04049 
 
 .0,8099 
 
 .12149 
 
 .16198 
 
 .20248 
 
 .24297 
 
 0.50 
 
 0.01033 
 
 0.02066 
 
 0.03099 
 
 0.04132 
 
 0.08264 
 
 0.12397 
 
 0.16529 
 
 0.20661 
 
 0.24793
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 41: 
 
 Table 5 — Acrc-fcet equivalent to a given number of second-feet 
 flowing for a given length of time. {See paragraph 22.) 
 
 Second- 
 
 Minutes 
 
 Hours 
 
 feet 
 
 
 
 
 
 
 
 
 
 
 
 15 
 
 30 
 
 45 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 0.51 
 
 0.01054 
 
 0.02107 
 
 0.03161 
 
 0.04215 
 
 0.08430 
 
 0.12645 
 
 0.16859 
 
 0.21074 
 
 0.25289 
 
 .52 
 
 .01074 
 
 .02149 
 
 .03223 
 
 .04297 
 
 .08595 
 
 .12893 
 
 .17190 
 
 .21488 
 
 .25785 
 
 .53 
 
 .01095 
 
 .02190 
 
 .03285 
 
 .04380 
 
 .08760 
 
 .13140 
 
 .17521 
 
 .21901 
 
 .26281 
 
 .54 
 
 .01116 
 
 .02231 
 
 .03347 
 
 .04463 
 
 .08926 
 
 .13388 
 
 .17851 
 
 .22314 
 
 .26777 
 
 .65 
 
 .01136 
 
 .02273 
 
 .03409 
 
 .04545 
 
 .09091 
 
 .13636 
 
 .18182 
 
 .22727 
 
 .27273 
 
 .56 
 
 .01157 
 
 .02314 
 
 .03471 
 
 .04628 
 
 .09256 
 
 .13884 
 
 .18512 
 
 .23140 
 
 .27769 
 
 .67 
 
 .01178 
 
 .02355 
 
 .03533 
 
 .04711 
 
 .09421 
 
 .14132 
 
 .18843 
 
 .23554 
 
 .28264 
 
 .58 
 
 .01108 
 
 .02397 
 
 .03595 
 
 .04793 
 
 .09587 
 
 .14380 
 
 .19173 
 
 .23967 
 
 .28760 
 
 .59 
 
 .01219 
 
 .02438 
 
 .03657 
 
 .04876 
 
 .09752 
 
 .14628 
 
 .19504 
 
 .24380 
 
 .29256 
 
 .60 
 
 .01240 
 
 .02479 
 
 .03719 
 
 .04959 
 
 .09917 
 
 .14876 
 
 .19835 
 
 .24793 
 
 .29752 
 
 .61 
 
 .01260 
 
 .02521 
 
 .03781 
 
 .05041 
 
 .10083 
 
 .15124 
 
 .20165 
 
 .25207 
 
 .30248 
 
 .68 
 
 .01281 
 
 .02562 
 
 .03843 
 
 .05124 
 
 .10248 
 
 .15372 
 
 .20496 
 
 .25620 
 
 .30744 
 
 .63 
 
 .01302 
 
 .02603 
 
 .03905 
 
 .05207 
 
 .10413 
 
 .15620 
 
 .20826 
 
 .26033 
 
 .31240 
 
 .M 
 
 .01322 
 
 .02645 
 
 .03967 
 
 .05289 
 
 .10579 
 
 .15868 
 
 .21157 
 
 .26446 
 
 ,31735 
 
 .65 
 
 .01343 
 
 .02686 
 
 .04029 
 
 .05372 
 
 .10744 
 
 .16116 
 
 .21488 
 
 .26859 
 
 .32231 
 
 .66 
 
 .01364 
 
 .02727 
 
 .04091 
 
 .05455 
 
 .10909 
 
 .10364 
 
 .21818 
 
 .27273 
 
 .32727 
 
 .67 
 
 .01384 
 
 .02769 
 
 .04153 
 
 .05537 
 
 .11074 
 
 .16611 
 
 .22149 
 
 .27686 
 
 .33223 
 
 .68 
 
 .01405 
 
 .02810 
 
 .04215 
 
 .05020 
 
 .11240 
 
 .16859 
 
 .22479 
 
 .28099 
 
 .33719 
 
 .69 
 
 .01426 
 
 .02851 
 
 .04277 
 
 .05702 
 
 .11405 
 
 .17107 
 
 .22810 
 
 .28512 
 
 .34215 
 
 .70 
 
 .01446 
 
 .02893 
 
 .04339 
 
 .05785 
 
 .11570 
 
 .17355 
 
 .23140 
 
 .28926 
 
 .34711 
 
 .71 
 
 .01467 
 
 .02934 
 
 .04401 
 
 .05S68 
 
 .11735 
 
 .17603 
 
 .23478 
 
 .29339 
 
 .35207 
 
 .72 
 
 .01488 
 
 .02975 
 
 .04463 
 
 .05950 
 
 .11901 
 
 .17851 
 
 .23802 
 
 .29752 
 
 .35702 
 
 .73 
 
 .01508 
 
 .03017 
 
 .04525 
 
 .06033 
 
 .12066 
 
 .18099 
 
 .24132 
 
 .30165 
 
 .36198 
 
 .74 
 
 .01529 
 
 .03058 
 
 .04587 
 
 .06116 
 
 .12231 
 
 .18347 
 
 .24463 
 
 .30579 
 
 .36694 
 
 .75 
 
 .01550 
 
 .03099 
 
 .04049 
 
 .06198 
 
 .12397 
 
 .18595 
 
 .24793 
 
 .30992 
 
 .37190 
 
 .76 
 
 .01570 
 
 .03140 
 
 .04711 
 
 .06281 
 
 .12562 
 
 .18843 
 
 .25124 
 
 .31405 
 
 .37685 
 
 .77 
 
 .01591 
 
 .03182 
 
 .04773 
 
 .06364 
 
 .12727 
 
 .19091 
 
 • .25455 
 
 .31818 
 
 .38182 
 
 .78 
 
 .01611 
 
 .03223 
 
 .04835 
 
 .06446 
 
 .12893 
 
 .193.39 
 
 .25785 
 
 .32231 
 
 .38678 
 
 .79 
 
 .01632 
 
 .03264 
 
 .04897 
 
 .06529 
 
 .13058 
 
 .19587 
 
 .26116 
 
 .32645 
 
 .39173 
 
 .89 
 
 .016.53 
 
 .03306 
 
 .04959 
 
 .06611 
 
 .13223 
 
 .19835 
 
 .26446 
 
 .33058 
 
 .39669 
 
 .81 
 
 .01673 
 
 .03347 
 
 .05021 
 
 .03694 
 
 .13388 
 
 .20083 
 
 .26777 
 
 .33471 
 
 .40165 
 
 .82 
 
 .01694 
 
 .03388 
 
 .05083 
 
 .06777 
 
 .13554 
 
 .20331 
 
 .27107 
 
 .33884 
 
 .40661 
 
 .83 
 
 .01715 
 
 .03430 
 
 .05145 
 
 .06359 
 
 .13719 
 
 .20579 
 
 .27438 
 
 .34297 
 
 .41157 
 
 .84 
 
 .01735 
 
 .03471 
 
 .05207 
 
 .06942 
 
 .13884 
 
 .20826 
 
 .27769 
 
 .34711 
 
 .41653 
 
 .85 
 
 .01756 
 
 .03512 
 
 .05269 
 
 .07025 
 
 .14049 
 
 .21074 
 
 .28099 
 
 .35124 
 
 .42149 
 
 .86 
 
 .01777 
 
 .03554 
 
 .05331 
 
 .07107 
 
 .14215 
 
 .21322 
 
 .28430 
 
 .35537 
 
 .42645 
 
 .87 
 
 .01797 
 
 .03595 
 
 .05393 
 
 .07190 
 
 .14380 
 
 .21570 
 
 .28760 
 
 .35950 
 
 .43140 
 
 .88 
 
 .v;l81S 
 
 .03636 
 
 .05455 
 
 .07273 
 
 .14.545 
 
 .21818 
 
 .29091 
 
 .36364 
 
 .43636 
 
 .89 
 
 .01839 
 
 .03678 
 
 .05517 
 
 .07355 
 
 .14711 
 
 .22066 
 
 .29421 
 
 .36777 
 
 .44132 
 
 .90 
 
 .01859 
 
 .03719 
 
 .05579 
 
 .07438 
 
 .14876 
 
 .22314 
 
 .29752 
 
 .37190 
 
 .44628 
 
 .91 
 
 .01880 
 
 .03760 
 
 .05640 
 
 .07521 
 
 .15041 
 
 .22562 
 
 .30083 
 
 .37603 
 
 .45124 
 
 .92 
 
 .01901 
 
 .03802 
 
 .03702 
 
 .07603 
 
 ..15207 
 
 .22810 
 
 ..30413 
 
 .38017 
 
 .45620 
 
 .93 
 
 .01921 
 
 .03843 
 
 .05764 
 
 .07686 
 
 .15.372 
 
 .23058 
 
 .30744 
 
 .38430 
 
 .46116 
 
 .94 
 
 .01942 
 
 .03884 
 
 .05826 
 
 .07769 
 
 .15537 
 
 .23306 
 
 .31074 
 
 .38843 
 
 .46611 
 
 .95 
 
 .01903 
 
 .03926 
 
 .05888 
 
 .07851 
 
 .15702 
 
 .23554 
 
 .31405 
 
 .39256 
 
 .47107 
 
 .96 
 
 .01983 
 
 .03967 
 
 .05950 
 
 .07934 
 
 .15868 
 
 .23802 
 
 .31735 
 
 .39669 
 
 .47603 
 
 .97 
 
 .02004 
 
 .04008 
 
 .06012 
 
 .08017 
 
 .16033 
 
 .24049 
 
 .32066 
 
 .40083 
 
 .48099 
 
 .98 
 
 .02025 
 
 .04049 
 
 .06074 
 
 .08099 
 
 .16198 
 
 .24297 
 
 .32397 
 
 .40496 
 
 .48515 
 
 .99 
 
 .02045 
 
 .04091 
 
 .06138 
 
 .08182 
 
 .16364 
 
 .24545 
 
 .32727 
 
 .40909 
 
 .49091 
 
 1.00 
 
 0.0206G 
 
 0.04132 
 
 0.06198 
 
 0.08264 
 
 0.16529 
 
 0.24793 
 
 0.33058 
 
 0.41322 
 
 0.49587
 
 42 
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 Table 5 — Acre-feet equivalent to a given number of cecond-feet 
 flowing for a given length of time. (See paragraph 22.) 
 
 Hours 
 
 10 
 
 11 
 
 12 
 
 13 
 
 14 
 
 15 
 
 0.00579 
 .01157 
 .01735 
 .02314 
 .02893 
 .03471 
 .04049 
 .04028 
 .nr,2()7 
 .0.3785 
 .00304 
 .00942 
 .07521 
 .080991 
 .08078 
 .09256' 
 .09835; 
 .104131 
 .10992! 
 .11570 
 .12149] 
 .12727 
 .133061 
 .138841 
 .14463 
 .15041 
 .15020 
 .16198 
 .16777! 
 .17355! 
 .17934' 
 .18512! 
 .19091! 
 .19069! 
 .202481 
 .20826 1 
 .21405 
 .219831 
 .22562! 
 .23140! 
 .23719! 
 .24297; 
 .24876! 
 .25455, 
 .26033; 
 .266111 
 .27190] 
 .27709 
 .283471 
 
 0.28926,0, 
 
 .00661 
 .01322 
 .01983 
 .02045 
 .03306 
 .03967 
 .04028 
 .05289 
 .05950 
 .00011 
 .07273 
 .07934 
 .Oj;595 
 .09256 
 .09917 
 .10579 
 .11240 
 .11901 
 .12562 
 .13223 
 .13884 
 ,14545 
 ,15207 
 ,15808 
 ,10529 
 ,17190 
 ,17851 
 .18512 
 ,19173 
 ,19835 
 .20496 
 .21157 
 ,21818 
 .22479 
 ,23140 
 ,23802 
 .24463 
 .25124 
 ,25785 
 .26446 
 .27107 
 ,27769 
 .28430 
 .29091 
 .29752 
 .30413 
 .31074 
 .31735 
 .32397 
 33058 
 
 0.00744 
 .01488 
 .02231 
 .02975 
 .03719 
 .04463 
 .05207 
 .05950 
 .06694 
 .07438 
 .08182 
 .08926 
 .09669 
 .10413 
 .11157 
 .11901 
 .12645 
 .13388 
 .14132 
 .14876 
 .15620 
 .16304 
 .17107 
 .17851 
 .18595 
 .19339 
 .20083 
 .20826 
 .21570 
 .22314 
 .2.50.58 
 .23802 
 .24545 
 .25289 
 .26033 
 .20777 
 .27521 
 .28264 
 .29008 
 .29752 
 .30496 
 .31240 
 .31983 
 .32727 
 .33471 
 .34215 
 .34959 
 .35702 
 .36446 
 .37190 
 
 0.00826 
 .01653 
 .02479 
 .03306 
 .04 132 
 .04959 
 .05785 
 .OoOll 
 .07438 
 .0S264 
 .09091 
 .09917 
 .10744 
 .11570 
 .12397 
 .13223 
 .14049 
 .14870 
 .15702 
 .16529 
 .17355 
 .18182 
 .19008 
 .19835 
 .206611 
 .21488 
 .223141 
 .23140 
 .23907 
 .24793 
 .25620 
 .26446 
 .27273 
 .28099 
 .28926 
 .29752 
 .30579 
 .31405 
 .32231 
 .33058 
 .33884 
 .34711 
 .35537 
 .36364 
 .37190 
 .38017 
 .38843 
 .39669 
 .40496 
 
 0.41322 
 
 0.00909 
 
 ■ 
 0.00992 
 
 0.01074 
 
 0.01157 
 
 .01818 
 
 .01983 
 
 .02149 
 
 .02314 
 
 .02727 
 
 .02975 
 
 .03223 
 
 .03471 
 
 .03636 
 
 .03967 
 
 .04297 
 
 .04628 
 
 .04545 
 
 .04959 
 
 .05372 
 
 .05785 
 
 .0.5455 
 
 .05950 
 
 .06446 
 
 .06942 
 
 .0ti304 
 
 .06942 
 
 .07521 
 
 .08099 
 
 .07273 
 
 .07934 
 
 .08595 
 
 .09250 
 
 .08182 
 
 .08926 
 
 .09669 
 
 .10413 
 
 .09091 
 
 .09917 
 
 .10744 
 
 .11570 
 
 .10000 
 
 .10909 
 
 .11818 
 
 .12727 
 
 .10909 
 
 .11901 
 
 .12893 
 
 .13884 
 
 .11818 
 
 .12893 
 
 .13967 
 
 .15041 
 
 .12727 
 
 .13884 
 
 .15041 
 
 .16198 
 
 .13636 
 
 .14876 
 
 .10116 
 
 .17355 
 
 .14545 
 
 .15868 
 
 .17190 
 
 .18512 
 
 .15455 
 
 .16859 
 
 .18264 
 
 .19369 
 
 .16364 
 
 .17851 
 
 .19339 
 
 .20826 
 
 .17273 
 
 .18843 
 
 .20413 
 
 .21983 
 
 .18182 
 
 .19835 
 
 .21488 
 
 .23140 
 
 .19091 
 
 .20826 
 
 .22562 
 
 .24297 
 
 .20000 
 
 .21818 
 
 .23636 
 
 .25455 
 
 .20909 
 
 .22810 
 
 .24711 
 
 .26611 
 
 .21818 
 
 .23802 
 
 .25785 
 
 .27769 
 
 .22727 
 
 .24793 
 
 .268.59 
 
 .28926 
 
 .23636 
 
 .2,5785 
 
 .27934 
 
 .30083 
 
 .24.545 
 
 .26777 
 
 .29008 
 
 .31240 
 
 .25455 
 
 .27769 
 
 .30083 
 
 .32397 
 
 .26364 
 
 .28760 
 
 .31157 
 
 .33554 
 
 .27273 
 
 .29752 
 
 .32231 
 
 .34711 
 
 .28182 
 
 . .30744 
 
 .33300 
 
 .35868 
 
 .29091 
 
 .31735 
 
 .34380 
 
 .37025 
 
 .30000 
 
 .32727 
 
 .35155 
 
 .38182 
 
 .30909 
 
 ..33719 
 
 .30529 
 
 .39339 
 
 .31818 
 
 .34711 
 
 .37003 
 
 .40496 
 
 .32727 
 
 .35702 
 
 .38678 
 
 .41653 
 
 .33636 
 
 .36694 
 
 .39752 
 
 .42810 
 
 .34545 
 
 .37686 
 
 .40826 
 
 .43967 
 
 .35455 
 
 .38678 
 
 .41901 
 
 .45124 
 
 .36304 
 
 .39669 
 
 .42975 
 
 .46281 
 
 .37273 
 
 .40661 
 
 .44049 
 
 .47438 
 
 .38182 
 
 .41653 
 
 .45124 
 
 .48595 
 
 .39091 
 
 .42645 
 
 .46198 
 
 .49752 
 
 .40000 
 
 .43636 
 
 .47273 
 
 .50909 
 
 .40909 
 
 .44628 
 
 .48347 
 
 .52006 
 
 .41818 
 
 .45020 
 
 .49421 
 
 .53223 
 
 .42727 
 
 .46011 
 
 .50496 
 
 .54380 
 
 .43636 
 
 .47603 
 
 .51570 
 
 .5.5537 
 
 .44545 
 
 .48595 
 
 .52045 
 
 .56694 
 
 0.45455 
 
 0.49587 
 
 0.53719 
 
 0.57851 
 
 0.0124C 
 .02479 
 .03719 
 .04959 
 .06198 
 .07438 
 .08678 
 .09917 
 .11157 
 .12397 
 .1363P 
 .14£76 
 .16116 
 .17355 
 .18595 
 .19835 
 .21074 
 .22314 
 .23554 
 .24793 
 .26033 
 .27273 
 .28512 
 .29752 
 .30992 
 .32231 
 .33471 
 .34711 
 .35950 
 .37190 
 .38430 
 .39669 
 .40909 
 .42149 
 .43388 
 .44628 
 .45868 
 .47107 
 .48347 
 .49587 
 .50826 
 .52066 
 .53306 
 .54545 
 .55785 
 .57025 
 .58264 
 .59504 
 .60744 
 
 0.61983
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 43 
 
 Table 5 Acre-fcct equivalent to a given number of second-feet 
 
 flowing for a given length of time. (See paragraph 22.) 
 
 
 
 Hours 
 
 
 
 
 
 Second- 
 
 
 
 
 
 
 
 feet 
 
 7 
 
 8 
 
 9 
 
 10 
 
 11 
 
 12 
 
 13 
 
 14 
 
 15 
 
 0.51 
 
 0.29504 
 
 0.33719 0.37934!0.42149 
 
 0.46304 
 
 0.50579 
 
 0.54793 
 
 0.59008 
 
 0.63223 
 
 .S2 
 
 .30083 
 
 .34380 
 
 .38678 
 
 .42975 
 
 .47273 
 
 .51570 
 
 .55868 
 
 .60165 
 
 .64463 
 
 .53 
 
 .30661 
 
 .35041 
 
 .39421 
 
 .43802 
 
 .48182 
 
 .52562 
 
 .50942 
 
 .61322 
 
 .65702 
 
 .54 
 
 .31240 
 
 .35702 
 
 .40165 
 
 .44628 
 
 .49091 
 
 .53554 
 
 .58017 
 
 .62479 
 
 .66942 
 
 .55 
 
 .31818 
 
 .30364 
 
 .40909 
 
 .45455 
 
 .50000 
 
 .54545 
 
 .59091 
 
 .63636 
 
 .68182 
 
 .56 
 
 .32397 
 
 .37025 
 
 .41653 
 
 .46281 
 
 .50909 
 
 .55537 
 
 .60165 
 
 .64793 
 
 .69421 
 
 .67 
 
 .32975 
 
 .37686 
 
 .42397 
 
 .47107 
 
 .51818 
 
 .56529 
 
 .61240 
 
 .65950 
 
 .70661 
 
 .58 
 
 .33554 
 
 .38347 
 
 .43140 
 
 .47934 
 
 .52727 
 
 .57521 
 
 .62314 
 
 .67107 
 
 .71901 
 
 .59 
 
 .34152 
 
 .39008 
 
 .43884 
 
 .48760 
 
 .53636 
 
 .58512 
 
 .63388 
 
 .68264 
 
 .73140 
 
 .GO 
 
 .34711 
 
 .39669 
 
 .44628 
 
 .49587 
 
 .54.545 
 
 .59504 
 
 .64463 
 
 .69421 
 
 .74380 
 
 .61 
 
 .35289 
 
 .40331 
 
 .45372 
 
 .50413 
 
 .55455 
 
 .60496 
 
 .65537 
 
 .70579 
 
 .75620 
 
 .62 
 
 .35868 
 
 .40992! .46116 
 
 .51240 
 
 .56364 
 
 .61488 
 
 .66611 
 
 .71735 
 
 .76859 
 
 .63 
 
 .36446 
 
 .41653 
 
 .46859 
 
 .52066 
 
 .57273 
 
 .62479 
 
 .67686 
 
 .72893 
 
 .78099 
 
 .64 
 
 .37025 
 
 .42314 
 
 .47603 
 
 .52893 
 
 .58182 
 
 .63471 
 
 .68760 
 
 .74049 
 
 .79339 
 
 .65 
 
 .37603 
 
 .42975 
 
 .48347 
 
 .53719 
 
 .59091 
 
 .64463 
 
 .69835 
 
 .75207 
 
 .80579 
 
 .66 
 
 .38182 
 
 .43636 
 
 .49091 
 
 .54545 
 
 .60000 
 
 .65455 
 
 .70909 
 
 .76364 
 
 .81818 
 
 .67 
 
 .38760 
 
 .44297 
 
 .49835 
 
 .55372 
 
 .60909 
 
 .66446 
 
 .71983 
 
 .77521 
 
 .83058 
 
 .6S 
 
 .39339 
 
 .44959 
 
 .50579 
 
 .58198 
 
 .61818 
 
 .67438 
 
 .73058 
 
 .78678 
 
 .84297 
 
 .69 
 
 .39917 
 
 .45620 
 
 .51322 
 
 .57025 
 
 .62727 
 
 .68430 
 
 .74132 
 
 .79835 
 
 .85537 
 
 .70 
 
 .40496 
 
 .46281 
 
 .52066 
 
 .57851 
 
 .63636 
 
 .69421 
 
 .75207 
 
 .80992 
 
 .86777 
 
 .71 
 
 .41074 
 
 .46942 
 
 .52810 
 
 .58678 
 
 .64.545 
 
 .70413 
 
 .76281 
 
 .82149 
 
 .88017 
 
 .72 
 
 .41653 
 
 .47603 
 
 .53554 
 
 .59504 
 
 .65455 
 
 .71405 
 
 .77355 
 
 .83306 
 
 .89256 
 
 .73 
 
 .42231 
 
 .48264 
 
 .54297 
 
 .60331 
 
 .66364 
 
 .72397 
 
 .78430 
 
 .84463 
 
 .90496 
 
 .74 
 
 .42810 
 
 .48926 
 
 .55041 
 
 .61157 
 
 .67273 
 
 .73388 
 
 .79504 
 
 .85620 
 
 .91735 
 
 .75 
 
 .43388 
 
 .49587 
 
 .55785 
 
 .61983 
 
 .68182 
 
 .74380 
 
 .80579 
 
 .86777 
 
 .92975 
 
 .76 
 
 .43967 
 
 .50248 
 
 .56529 
 
 .62810 
 
 .69091 
 
 .75372 
 
 .81653 
 
 .87934 
 
 .94215 
 
 .77 
 
 .44545 
 
 .50909 
 
 .57273 
 
 .63636 
 
 .70000 
 
 .76364 
 
 .82727 
 
 .89091 
 
 .95455 
 
 .78 
 
 .45124 
 
 .51570 
 
 .58017 
 
 .64463 
 
 .70909 
 
 .77355 
 
 .83802 
 
 .90248 
 
 .96694 
 
 .79 
 
 .45702 
 
 .52231 
 
 .58760 
 
 .65289 
 
 .71818 
 
 .78347 
 
 .84876 
 
 .91405 
 
 .97934 
 
 .80 
 
 .46281 
 
 .52893 
 
 .59504 
 
 .66116 
 
 .72727 
 
 .79339 
 
 .85950 
 
 .92562 
 
 .99173 
 
 .81 
 
 .46859 
 
 .53534 
 
 .60248 
 
 .66942 
 
 .73636 
 
 .80331 
 
 .87025 
 
 .93719 
 
 1.00413 
 
 .82 
 
 .47438 
 
 .54215 
 
 .60992 
 
 .67769 
 
 .74545 
 
 .81322 
 
 .88099 
 
 .94876 
 
 1.01653 
 
 .83 
 
 .48017 
 
 ..54876 
 
 .61735 
 
 .68595 
 
 .75455 
 
 .82314 
 
 .89173 
 
 .96033 
 
 1.02893 
 
 .84 
 
 .48595 
 
 .55537 
 
 .62479 
 
 .69421 
 
 .76364 
 
 .83306 
 
 .90248 
 
 .97190 
 
 1.04132 
 
 .85 
 
 .49173 
 
 .56198 
 
 .63223 
 
 .70248 
 
 .77273 
 
 .84297 
 
 .91322 
 
 .98347 
 
 1.05372 
 
 .86 
 
 .49752 
 
 .56859 
 
 .63967 
 
 .71074 
 
 .78182 
 
 .85289 
 
 .92397 
 
 .99504 
 
 1.060U 
 
 .87 
 
 .50331 
 
 ..57521 
 
 .64711 
 
 .71901 
 
 .79091 
 
 .86281 
 
 .93471 
 
 1.00661 
 
 1.07851 
 
 .88 
 
 .50909 
 
 .58182 
 
 .05455 
 
 .72727 
 
 .80000 
 
 .87273 
 
 .94545 
 
 1.01818 
 
 1.09091 
 
 .89 
 
 .51488 
 
 .58843 
 
 .66198 
 
 .73554 
 
 .80909 
 
 .88264 
 
 .95620 
 
 1.02975 
 
 1.10331 
 
 .90 
 
 .52066 
 
 .59504 
 
 .66942 
 
 .74380 
 
 .81818 
 
 .89256 
 
 .96694 
 
 1.04132 
 
 1.11570 
 
 .91 
 
 .52645 
 
 .60165 
 
 .67686 
 
 .75207 
 
 .82727 
 
 .90248 
 
 .97769 
 
 1.05289 
 
 1.12810 
 
 .92 
 
 .53223 
 
 .60826 
 
 .08430 
 
 .76033 
 
 .83636 
 
 .91240 
 
 .98843 
 
 1.06446 
 
 1.14049 
 
 .93 
 
 .53802 
 
 .61488 
 
 .69173 
 
 .76859 
 
 .84545 
 
 .92231 
 
 .99917 
 
 1.07603 
 
 1.15289 
 
 .94 
 
 .54380 
 
 .62149 
 
 .69917 
 
 .77686 
 
 .85455 
 
 .93223 
 
 1.00992 
 
 1.08760 
 
 1.16529 
 
 .95 
 
 .54959 
 
 .62810 
 
 .70661 
 
 .78512 
 
 .86364 
 
 .94215 
 
 1.02066 
 
 1.09917 
 
 1.17769 
 
 .96 
 
 .55537 
 
 .63471 
 
 .71405 
 
 .79339 
 
 .87273 
 
 .95207 
 
 1.03140 
 
 1.11074 
 
 1.19008 
 
 .97 
 
 .56116 
 
 .64132 
 
 .72149 
 
 .80165 
 
 .88182 
 
 .96198 
 
 1.04215 
 
 1.12231 
 
 1.20248 
 
 .98 
 
 .56694 
 
 .64793 
 
 .72893 
 
 .80992 
 
 .89091 
 
 .97190 
 
 1.0.5289 
 
 1.13388 
 
 1.21488 
 
 .99 
 
 .57273 
 
 .65455 
 
 .73636 
 
 .81818 
 
 .90000 
 
 .98182 
 
 1.06364 
 
 1.14545 
 
 1.22727 
 
 1.00 
 
 0.57851 
 
 0.66116 0.74380 
 
 0.82645 
 
 0.90900 
 
 0.99173 
 
 1.07438 
 
 1.15702 
 
 1.23967
 
 44 
 
 MEASUREMENT OP IRRIGATION WATER. 
 
 Table 5 — Acre-feet equivalent to a given number of second-feel 
 flowing for a given length of time. {See paragraph 22.) 
 
 
 
 
 
 
 Hours 
 
 
 
 
 
 Second- 
 
 
 
 
 
 
 
 
 
 
 feet 
 
 13 
 
 17 
 
 18 
 
 19 
 
 30 
 
 31 
 
 Ti 
 
 33 
 
 24 
 
 0.01 
 
 0.01322 
 
 0.01405 
 
 0.01488 
 
 0.01570 
 
 0.01053 
 
 0.01735 
 
 0.01818 
 
 0.01901 
 
 0.01983 
 
 .02 
 
 .02645 
 
 .02810 
 
 .02975 
 
 .03140 
 
 .03306 
 
 .03471 
 
 .03636 
 
 .03802 
 
 .03967 
 
 .03 
 
 .03907 
 
 .04215 
 
 .01463 
 
 .04711 
 
 .04959 
 
 .05207 
 
 .05455 
 
 .05702 
 
 .05950 
 
 .04 
 
 .05289 
 
 .05620 
 
 .05950 
 
 .00281 
 
 .00611 
 
 .06942 
 
 .07273 
 
 .07603 
 
 .07934 
 
 .03 
 
 .06611 
 
 .07025 
 
 .07438 
 
 .07851 
 
 .08264 
 
 .08678 
 
 .09091 
 
 .09504 
 
 .09917 
 
 .06 
 
 .079.34 
 
 .08430 
 
 .08926 
 
 .00421 
 
 .09917 
 
 .10413 
 
 .10909 
 
 .11405 
 
 .11901 
 
 .07 
 
 .09256 
 
 .09835 
 
 .10413 
 
 .10992 
 
 .11570 
 
 .12149 
 
 .12727 
 
 .13.306 
 
 .13884 
 
 .08 
 
 .10579 
 
 .11240 
 
 .11901 
 
 .12562 
 
 .13223 
 
 .13884 
 
 .14.545 
 
 .1.5207 
 
 .15868 
 
 .09 
 
 .11901 
 
 .12645 
 
 .13388 
 
 .14132 
 
 .14S76 
 
 .15620 
 
 .16364 
 
 .17107 
 
 .17851 
 
 .10 
 
 .13223 
 
 .14049 
 
 .14876 
 
 .1.5702 
 
 .16529 
 
 .17355 
 
 .18182 
 
 .19008 
 
 .19835 
 
 .11 
 
 .14545 
 
 .154.55 
 
 .16304 
 
 .17273 
 
 .18182 
 
 .19091 
 
 .20000 
 
 .20909 
 
 .21818 
 
 .1« 
 
 .15808 
 
 .16859 
 
 .17851 
 
 .18843 
 
 .19835 
 
 .20826 
 
 .21818 
 
 .22810 
 
 .23802 
 
 .13 
 
 .17190 
 
 .18264 
 
 .193.39 
 
 .20413 
 
 .21488 
 
 .22562 
 
 .23636 
 
 .24711 
 
 .25785 
 
 .14 
 
 .18512 
 
 .19069 
 
 .20S26 
 
 .21983 
 
 .23140 
 
 .24297 
 
 .2,5455 
 
 .26611 
 
 .27769 
 
 .16 
 
 .19835 
 
 .21074 
 
 .22314 
 
 .23554 
 
 .24793 
 
 .26033 
 
 .27273 
 
 .28512 
 
 .29752 
 
 .16 
 
 .21157 
 
 .22479 
 
 .23802 
 
 .25124 
 
 .26446 
 
 .27769 
 
 .29091 
 
 .30413 
 
 .31735 
 
 .17 
 
 .22479 
 
 .23884 
 
 .25289 
 
 .20694 
 
 .28099 
 
 .29504 
 
 .,30909 
 
 .32314 
 
 .33719 
 
 .18 
 
 .2.3802 
 
 .25289 
 
 .26777 
 
 .28264 
 
 .29752 
 
 .31240 
 
 .32727 
 
 .34215 
 
 .35702 
 
 .10 
 
 .25124 
 
 .26694 
 
 .28264 
 
 .29835 
 
 .31405 
 
 .32975 
 
 ..34545 
 
 .36116 
 
 .37686 
 
 .20 
 
 .26446 
 
 .28099 
 
 .29752 
 
 .31405 
 
 .33058 
 
 .34711 
 
 .36364 
 
 .38017 
 
 .39669 
 
 .31 
 
 .27769 
 
 .29.504 
 
 .31240 
 
 .32975 
 
 .34711 
 
 .36440 
 
 .38182 
 
 .39917 
 
 .41653 
 
 .23 
 
 .29091 
 
 .30909 
 
 .32727 
 
 .34.545 
 
 .36364 
 
 .38182 
 
 ,40000 
 
 .41818 
 
 .4.3636 
 
 .23 
 
 .30413 
 
 .32314 
 
 .34215 
 
 ..30116 
 
 .38017 
 
 .39917 
 
 .41818 
 
 .43719 
 
 .45620 
 
 .24 
 
 .31735 
 
 .33719 
 
 .35702 
 
 .37686 
 
 .39069 
 
 .41653 
 
 .43636 
 
 .45620 
 
 .47603 
 
 .25 
 
 .33058 
 
 .35124 
 
 .37190 
 
 .39256 
 
 .41322 
 
 .43388 
 
 .45455 
 
 .47521 
 
 .49587 
 
 .26 
 
 .34380 
 
 .30529 
 
 .38078 
 
 .40826 
 
 .42975 
 
 .45124 
 
 .47273 
 
 .49421 
 
 .51570 
 
 .37 
 
 .35702 
 
 .37934 
 
 .40165 
 
 .42397 
 
 .44628 
 
 .46859 
 
 .49091 
 
 .51322 
 
 .53554 
 
 .28 
 
 .37025 
 
 .39339 
 
 .41653 
 
 .43967 
 
 .40281 
 
 .48595 
 
 .50909 
 
 .53223 
 
 .55537 
 
 .2!) 
 
 .38347 
 
 .40744 
 
 .43140 
 
 .45537 
 
 .47934 
 
 .50331 
 
 .52727 
 
 .55124 
 
 .57521 
 
 .30 
 
 .39669 
 
 .42149 
 
 .44628 
 
 .47107 
 
 .49587 
 
 .52006 
 
 .54545 
 
 .57025 
 
 .59504 
 
 .31 
 
 .40992 
 
 .43554 
 
 .40116 
 
 .48078 
 
 .51240 
 
 .53802 
 
 .56364 
 
 .58926 
 
 .61488 
 
 .33 
 
 .42314 
 
 .44959 
 
 .47603 
 
 .50248 
 
 .52893 
 
 .55537 
 
 .68182 
 
 .60826 
 
 .63471 
 
 .33 
 
 .43636 
 
 .46364 
 
 .49091 
 
 .51818 
 
 .54545 
 
 .57273 
 
 .60000 
 
 .62727 
 
 .65455 
 
 .34 
 
 .44959 
 
 .47769 
 
 .50579 
 
 .53388 
 
 .56198 
 
 .59008 
 
 .61818 
 
 .04628 
 
 .67438 
 
 .35 
 
 .46281 
 
 .49173 
 
 .52006 
 
 .54959 
 
 .57851 
 
 .60744 
 
 .63636 
 
 .66529 
 
 .69421 
 
 .36 
 
 .47603 
 
 .50579 
 
 .53554 
 
 .56529 
 
 .59504 
 
 .62479 
 
 .05455 
 
 .681.30 
 
 .71405 
 
 .37 
 
 .48926 
 
 .51983 
 
 .55041 
 
 .58099 
 
 .61157 
 
 .64215 
 
 .07273 
 
 .70331 
 
 .73388 
 
 .38 
 
 .50248 
 
 .53388 
 
 .50529 
 
 .59069 
 
 .62810 
 
 .65950 
 
 .69091 
 
 .72231 
 
 .75372 
 
 .39 
 
 .51.570 
 
 .54793 
 
 .58017 
 
 .61240 
 
 .64463 
 
 .67686 
 
 .70909 
 
 .74132 
 
 .77355 
 
 .40 
 
 .52893 
 
 .56198 
 
 .59,504 
 
 .62810 
 
 .60116 
 
 .69421 
 
 .72727 
 
 .76033 
 
 .79339 
 
 .41 
 
 .54215 
 
 .57603 
 
 .00992 
 
 .64380 
 
 .67769 
 
 .71157 
 
 .74545 
 
 .77934 
 
 .81322 
 
 .43 
 
 .55537 
 
 .59008 
 
 .62479 
 
 .659.50 
 
 .69421 
 
 .72893 
 
 .76364 
 
 .79835 
 
 .83306 
 
 .43 
 
 .56859 
 
 .60413 
 
 .63967 
 
 .67.521 
 
 .71074 
 
 .74628 
 
 .78182 
 
 .81735 
 
 .85289 
 
 .44 
 
 .58182 
 
 .61818 
 
 .654.55 
 
 .60091 
 
 .72727 
 
 .76364 
 
 .80000 
 
 .83636 
 
 .87273 
 
 .45 
 
 .59504 
 
 .63223 
 
 .60942 
 
 .70061 
 
 .74380 
 
 .78099 
 
 .81818 
 
 .85537 
 
 .89256 
 
 .4« 
 
 .60826 
 
 .64628 
 
 .(58430 
 
 .72231 
 
 .70033 
 
 .79835 
 
 .83036 
 
 .874.38 
 
 .91240 
 
 .47 
 
 .02149 
 
 .60033 
 
 .09917 
 
 .73802 
 
 .77086 
 
 .81570 
 
 .S5455 
 
 .89339 
 
 .93223 
 
 .48 
 
 .>i.3471 
 
 .67438 
 
 .71405 
 
 .75372 
 
 .79339 
 
 .83306 
 
 .87273 
 
 .91240 
 
 .95207 
 
 .49 
 
 .r.4793 
 
 .68843 
 
 .72893 
 
 .70942 
 
 .80992 
 
 .8.5041 
 
 ..S9091 
 
 .93140 
 
 .97190 
 
 0.50 
 
 0.06116 
 
 0.70248 
 
 0.74380 
 
 0.78512 
 
 0.82645 
 
 0.86777 
 
 0.90909 
 
 0.95041 
 
 0.99173
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 45 
 
 Table 5 — Acre-feet equivalent to a given number of secoiid-feet 
 flowing for a given length of time. (See paragraph 32.) 
 
 
 
 
 Hours 
 
 
 
 
 Second- 
 
 
 
 
 
 
 
 feet 
 
 16 
 
 17 
 
 18 
 
 19 
 
 29 
 
 21 
 
 23 
 
 23 
 
 24 
 
 0.51 
 
 0.67438 
 
 1 1 
 0.71853 0.75868 0.800S3 
 
 0.84297 
 
 0.8S512 
 
 0.92727 
 
 0.96942 
 
 1.011.57 
 
 .53 
 
 .6S7bO 
 
 .73058 .77355 
 
 .81653 
 
 .85950 
 
 .90248 
 
 .94545 
 
 .98843 
 
 1.03140 
 
 .53 
 
 .700S3 
 
 .74463 .78843 
 
 .83223 
 
 .87603 
 
 .91983 
 
 .96364 
 
 1.00744 
 
 1.05124 
 
 .54 
 
 .71405 
 
 .75868 .80331 
 
 .84793 
 
 .89256 
 
 .93719 
 
 .98182 
 
 1.02045i 1.07107 
 
 .55 
 
 .72727 
 
 .77273 .81318 
 
 .80364 
 
 .90909 
 
 .95455 
 
 1.00000 
 
 1.04545! 1.09091 
 
 .56 
 
 .740-i9 
 
 .78078 .83306 
 
 .87934 
 
 .92562 
 
 .97190 
 
 1.01818 
 
 1.00446 1.11074 
 
 .57 
 
 .75372 
 
 .80083 
 
 .84793 
 
 .89504 
 
 .94215 
 
 .98926 
 
 1.03636 
 
 1.08347 1.13058 
 
 .58 
 
 .76694 
 
 .81487 
 
 .80281 
 
 .91074 
 
 .95868 
 
 1.00661 
 
 1.05455 
 
 1.10248 1.15041 
 
 .59 
 
 .78017 
 
 .82893 
 
 .87769 
 
 .92645 
 
 .9752! 
 
 1.02.397 
 
 1.07273 
 
 1.121491 1.17025 
 
 .60 
 
 .79339 
 
 .84297 
 
 .89256 
 
 .91215 
 
 .99173 
 
 1.04132 
 
 1.09091 
 
 1.14049 1.19908 
 
 .61 
 
 .8006 1 
 
 .85702 
 
 .93744; .95785 
 
 1.00S26 
 
 1.0586S 
 
 1.10909 
 
 1.15950 1.20992 
 
 .63 
 
 .S19S3 
 
 .87107 
 
 .922311 .97355 
 
 1.02479 
 
 1.07603 
 
 1.12727 
 
 1.178511 1.22975 
 
 .63 
 
 .83306 
 
 .83512 
 
 .937191 .9S926 
 
 1.04132 
 
 1.09339 
 
 1.14545 
 
 1.197.521 1.24959 
 
 .64 
 
 .84628 
 
 .89917 
 
 .9520711.00496 
 
 1.05785 
 
 1.11074 
 
 1.16364 
 
 1.21653! 1.26942 
 
 .65 
 
 .859o0 
 
 .91.322 .9669411.02066 
 
 1.07438 
 
 1.12810 
 
 1.18182 
 
 1.23554! 1.2S926 
 
 .66 
 
 .87273 
 
 .92727 .93 lS2i 1.03036 
 
 1.09991 
 
 1.14545 
 
 1.20000 
 
 1.25455| 1.30909 
 
 .67 
 
 .88595 
 
 .94132 .90669] 1.05207 
 
 1.10744 
 
 1.16281 
 
 1.21818 
 
 1.27355; 1.32893 
 
 .68 
 
 .89917 
 
 .9.553711.01157,1.06777 
 
 1.12397 
 
 1.18017 
 
 1.23636 
 
 1.29256 
 
 1.. 34876 
 
 .69 
 
 .91240 
 
 .96012] 1.02645J1.08347 
 
 1.14049 
 
 1.19752 
 
 1.2.5455 
 
 1.31157 
 
 1.36859 
 
 .70 
 
 .92562 
 
 .98347 1.04132 1.09917 
 
 1.15702 
 
 1.21487 
 
 1.27273 
 
 1.33058 
 
 1.38843 
 
 .71 
 
 .93834 
 
 .99752 1.05620 1.11483 
 
 1.17355 
 
 1.23223 
 
 1.29091 
 
 1.34959 
 
 1.40S26 
 
 .73 
 
 .95207 
 
 1.01157, 1.07107|1.13058 
 
 1.19008 
 
 1.24959 
 
 1.30909 
 
 1.36859 
 
 1.42810 
 
 .73 
 
 .96529 
 
 1.025671 1.08595 1.14628 
 
 1.20661 
 
 1.26694 
 
 1.32727 
 
 1.38760 
 
 1.44793 
 
 .74 
 
 .97851 
 
 1.03967il.l0083'l. 16198 
 
 1.22314 
 
 1.28430 
 
 1.34545 
 
 1.4000! 
 
 1.46777 
 
 .75 
 
 .99173 
 
 1.0537211. 11570il. 17769 
 
 1.23967 
 
 1.30165 
 
 1.3C364 
 
 1.42562! 1.48700 
 
 .76 
 
 1.00496 
 
 1.0677711. 1305811. 19339 
 
 1.25620 
 
 1.31001 
 
 1.3S1S2 
 
 1.44463 
 
 1.50744 
 
 .77 
 
 1.01818 
 
 1.08182il.l4545il.20909 
 
 1.27273 
 
 1.33636 
 
 1.40000 
 
 1.40364 
 
 1.52727 
 
 .7S 
 
 1.03140 
 
 1.095S7|l.lG033jl.22479 
 
 1.28926 
 
 1.35372 
 
 1.41818 
 
 1.48204 
 
 1.54711 
 
 .78 
 
 1.04463 
 
 1. 10902a. i7521jl.24049 
 
 1.30579 
 
 1.37107 
 
 1.43036 
 
 1.501651 1.56094 
 
 .80 
 
 1.05785 
 
 1.12397il.l9008i 1.2.5620 
 
 1.32231 
 
 1.38S43 
 
 1.45455 
 
 1.52066 
 
 1.58678 
 
 .81 
 
 1.07107 
 
 1.13892, 1.20490]!. 27190 
 
 1.33SS4 
 
 1.40579 
 
 1.47273 
 
 1.63967 
 
 1.00001 
 
 .83 
 
 1.084.30 
 
 1.15207]1.21983 1.28760 
 
 1.35537 
 
 1.42314 
 
 1.49091 
 
 1.55S6S 
 
 1.C2645 
 
 .83 
 
 1.09752 
 
 1.166U,1.23471]1.3033i 
 
 1.37190 
 
 1.44049 
 
 1.50909 
 
 1.57769 
 
 1.64028 
 
 .84 
 
 1.11074 
 
 1. 18017]!. 2495911.31901 
 
 1.38843 
 
 1.45785 
 
 1.52727 
 
 1.59670 
 
 1.666!! 
 
 .85 
 
 1.12.397 
 
 1.10421 1.20440]1.3347! 
 
 1.40496 
 
 1.47521 
 
 1.54545 
 
 1.61570 
 
 1.68595 
 
 .86 
 
 1.13719 
 
 1.20826 1.27934|1.3.W4! 
 
 1.42149 
 
 1.49256 
 
 1.56364 
 
 1.6347! 
 
 1.70579 
 
 .87 
 
 1.15041 
 
 1.22231,1.29421:1.36611 
 
 1.43302 
 
 1.50992 
 
 1.58182 
 
 1.653721 1.72502 
 
 .88 
 
 1.16364 
 
 !. 23636]!. 30909;1.3S182 
 
 1.45455 
 
 1.52727 
 
 1.60000 
 
 1.67273 1.74515 
 
 .89 
 
 1.17686 
 
 1.25041 1.32397 1.39752 
 
 1.47107 
 
 1.54463 
 
 1.61818 
 
 1.69173 1.76529 
 
 .90 
 
 1.1900S 
 
 1.264-16 1.33884,1.41322 
 
 1.48760 
 
 1.56198 
 
 1.63036 
 
 1.71074 1.78512 
 
 .91 
 
 1.20331 
 
 1.27851 1.. 3.5372 11.42893 
 
 1.50413 
 
 1.57934 
 
 1.65155 
 
 1.72975 1.80496 
 
 .93 
 
 1.21653 
 
 1.29256 1.30859,1.44463 
 
 1.52066 
 
 1.59669 
 
 1.67273 
 
 1.74870 
 
 1.82479 
 
 .93 
 
 1.22975 
 
 1..3061U 1.. 38347 1.46033 
 
 1.53719 
 
 1.61405 
 
 1.69091 
 
 1.76777 
 
 1.84463 
 
 .94 
 
 1.24297 
 
 1.32066 1.39835 1.47603 
 
 1.55372 
 
 1.63140 
 
 1.70909 
 
 1.78678 
 
 1.86446 
 
 .95 
 
 1.25620 
 
 1.3347! 1.41322 1.49173 
 
 1.57025 
 
 1.64876 
 
 1.72727 
 
 1.8057S 
 
 1.83430 
 
 .96 
 
 1.26942 
 
 1.34 376 1.42810,1.50744 
 
 1.58678 
 
 1.66011 
 
 1.74545 
 
 1.82479 
 
 1.90413 
 
 .97 
 
 1.28264 
 
 1.36281 1.44297:1.52314 
 
 1.60331 
 
 1.68347 
 
 1.76364 
 
 1.84380 
 
 1.92397 
 
 .98 
 
 1.29587 
 
 1.37686,1.45785,1.53884 
 
 1.61983 
 
 1.70083 
 
 1.78182 
 
 1.86281 
 
 1.94380 
 
 .99 
 
 1.30909 
 
 1.39091 1 1.47273 i 1.55455 
 
 1.63636 
 
 1.71818 
 
 1.80000 
 
 1.88182 
 
 1.96364 
 
 1.00 
 
 1.32231 
 
 1.40496 1.48760 
 
 1.57025 
 
 1.65289 
 
 1.73554 
 
 1.81818 
 
 1.90083 
 
 1.98347 
 
 
 

 
 46 
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 Tatle 5 — Acre-feet equivalent to a given number of second-feet 
 flowing for a given length of time. {See paragraph 22.) 
 
 i 
 
 Days of 24 Hours 
 
 Second- 
 feet 
 
 
 
 3 
 
 3 
 
 4 
 
 5 
 
 1 
 
 7 
 
 8 
 
 9 
 
 10 
 
 0.01 
 
 0.03967 
 
 1 
 0.05950 0.07934 
 
 0.09917 
 
 0.11901 
 
 0.13884' 0.1586S 
 
 0.17851 0.19835 
 
 .02 
 
 .07934 
 
 .119U1| .15868 
 
 .19835 
 
 .23S02 
 
 .27769 
 
 .31735 
 
 .35702 
 
 .39669 
 
 .63 
 
 .11901 
 
 .178511 .23802 
 
 .29752 
 
 .35702 
 
 .41653 
 
 .47603 
 
 .53554 
 
 .59504 
 
 .04 
 
 .15868 
 
 .2.3802 .31735 
 
 .39669 
 
 .47603 
 
 .55537 
 
 .63471 
 
 .71405 
 
 .793.39 
 
 .05 
 
 .19835 
 
 .29752 
 
 .39669 
 
 .49.587 
 
 .59504 
 
 .69421 
 
 .79339 
 
 .89256 
 
 .99173 
 
 .06 
 
 .23802 
 
 .35702 
 
 .47603 
 
 .59504 
 
 .71405 
 
 .833061 .95207 
 
 1.07107 
 
 1.19008 
 
 .07 
 
 .27769 
 
 .41653 
 
 .55537 
 
 .69421 
 
 .83306 
 
 .97190 >. 11074 
 
 1.24959 
 
 1.38842 
 
 .08 
 
 .31735 
 
 .47603 
 
 .63471 
 
 .79339 
 
 .95207 
 
 1.11074 1.26942 
 
 1.42810 
 
 1.58678 
 
 .09 
 
 .35702 
 
 .53554 
 
 .71405 
 
 .89256 
 
 1.07107 
 
 1.24959 1.42810 
 
 1.60661 
 
 1.78512 
 
 .10 
 
 .39669 
 
 .59504 
 
 .79339 
 
 .99173 
 
 1.19008 
 
 1.38843 1.58678 
 
 1.78512 
 
 1.98347 
 
 .11 
 
 .43636 
 
 .65455 
 
 .87273 
 
 1.09091 
 
 1.30909 
 
 1.527271 1.74.545 
 
 1.96364 
 
 2.18182 
 
 .13 
 
 .47603 
 
 .71405 
 
 .95207 1.19008 
 
 1.42810 
 
 1.68611 1.90413 
 
 2 14215 2.38016 
 
 .13 
 
 .515701 .77355 
 
 1.03140 1.28925 
 
 1.54711 
 
 1.80496 2.022811 2.32066, 2..57851 
 
 .14 
 
 .55537 .83306 
 
 1.1107411.38842 
 
 1.66611 
 
 1.94380 2.221491 2.49917, 2.77630 
 
 .15 
 
 .59504 
 
 .89256 
 
 1.19009 
 
 1.48760 
 
 1.78512 
 
 2.0S264| 2.38017 2.67769 
 
 2.97520 
 
 .16 
 
 .63471 
 
 .95207 
 
 1.26942 
 
 1.58678 
 
 1.90413 
 
 2.22149 2..53884 2.85620 
 
 3.173.55 
 
 .17 
 
 .67438 
 
 1.01157 
 
 1.34876 
 
 1.68595 
 
 2.02314 
 
 2.36033t 2.697.521 3.03471 
 
 3.37190 
 
 .18 
 
 .71405 
 
 1.07107 
 
 1.42810 
 
 1.78512 
 
 2.14215 
 
 2.49917 2.856201 3.21322 
 
 3.57025 
 
 .19 
 
 .75372 
 
 1.13058 1.50744 
 
 1.88430 
 
 2.26116 
 
 2.63802 3.01487 
 
 3..39173 
 
 3.76859 
 
 .30 
 
 .79339 
 
 1.19008' 1.58678 
 
 1.98347 
 
 2.38017 
 
 2.77686 3.17355 
 
 3.57025 
 
 3.96694 
 
 .31 
 
 .83306 
 
 1.24959 1.66611 
 
 2.08264 
 
 2.49917 
 
 2.91570 
 
 3..33223 
 
 3.74876 
 
 4.16529 
 
 .33 
 
 .87273 
 
 1.30909 1.74545 
 
 2.18182 
 
 2.61818 
 
 3.054.55 
 
 3.49091 
 
 3.92727 
 
 4.36363 
 
 .33 
 
 .91240 
 
 1.36859; 1.82479 
 
 2.28099 
 
 2.73719 
 
 3.193.39 
 
 3.64959i 4.10578 
 
 4.50193 
 
 .34 
 
 .95207 
 
 1.42810 1.90413 
 
 2..38016 
 
 2.85620 
 
 3.33223 
 
 3.80826 4.28430 
 
 4.76033 
 
 .35 
 
 .99173 
 
 1.48760 1.98347 
 
 2.47934 
 
 2.97521 
 
 3.47107 
 
 3.96694 4.462811 4.95867 
 
 .36 
 
 1.03140 1.5471li2.08281 
 
 2.57851 
 
 3.09421 
 
 3.60992 
 
 4.125621 4.64132 
 
 5.15702 
 
 .37 
 
 1.07107 1.6066112.14215 
 
 2.67768 
 
 3.21322 
 
 3.74876 
 
 4.28430 
 
 4.81983 
 
 5.35537 
 
 .38 
 
 1.11074 1.6661112.22149 
 
 2.77686 
 
 3.33223 
 
 3.88760 
 
 4.44297 
 
 4.99835 
 
 5.55372 
 
 .39 
 
 1.1.5041 1.72562' 2.30083 
 
 2.87603 
 
 3.45124 
 
 4.02645 
 
 4.60105 
 
 5.17686 
 
 5.75206 
 
 .30 
 
 1.19008 1.78512 2.38017 
 
 2.97520 
 
 3.57025 
 
 4.16529 
 
 4.76033 
 
 5.35537 
 
 5.9.5041 
 
 .31 
 
 1.22975' 1.84463 2.45950 
 
 3.07438 
 
 3.68925 
 
 4.30413 
 
 4.91901 
 
 5.53388 
 
 6.14876 
 
 .33 
 
 1.26942 1.90413 2.53884 
 
 3.17355 
 
 3.80826 
 
 4.442971 5.07769 
 
 5.712401 6.34710 
 
 .33 
 
 1.30909 
 
 1.96364 2.61818 
 
 3.27273 
 
 3.92727 
 
 4.58182 
 
 5.23636 
 
 5.89091 1 6.54545 
 
 .34 
 
 1.34876 
 
 2.0231412.69752 
 
 3.37190 
 
 4.04628 
 
 4.72066 
 
 5.39504 
 
 6.06942, 6.74380 
 
 .35 
 
 1.38843 
 
 2.0826412.77686 
 
 3.47107 
 
 4.16529 
 
 4.85950 
 
 5.55372 
 
 6.247931 6.94215 
 
 .36 
 
 1.42810 
 
 2.1421512.85620 
 
 3,57025 
 
 4.28430 
 
 4.99835 
 
 5.71240 
 
 6.42645! 7.14049 
 
 .37 
 
 1.46777 
 
 2.20165'2.93554 
 
 3.66942 
 
 4.40331 
 
 5.1.3719 
 
 5.87107 
 
 6.604961 7.33884 
 
 .38 
 
 1.50744 
 
 2.26116'3.014S7 
 
 3.76859 
 
 4.52231 
 
 5.27603 
 
 6.02975 
 
 6.78347 
 
 7.53719 
 
 .39 
 
 1.54711 
 
 2..32066'3.09421 
 
 3.86777 
 
 4.64132 
 
 5.41487 
 
 6.18843 
 
 6.96198 
 
 7.73553 
 
 .40 
 
 1.58678 
 
 2.38017 
 
 3.173.55 
 
 3.96694 
 
 4.76033 
 
 5.5.5372 
 
 6.34711 
 
 7.14049 
 
 7.93388 
 
 .41 
 
 1.62645 
 
 2.43967 
 
 3.25289 
 
 4.06611 
 
 4.87934 
 
 5.69256 
 
 6.50578 
 
 7.31901 
 
 8.13223 
 
 .42 
 
 1.66611 
 
 2.49917 
 
 3.33223 
 
 4.16529 
 
 4.99835 
 
 5.83140 
 
 6.66446 
 
 7.49752 
 
 8.33057 
 
 .43 
 
 1.70579 
 
 2.55868 
 
 3.41157 
 
 4.26446 
 
 5.11735 
 
 5.97025 
 
 6.82314 
 
 7.67603 
 
 S.52892 
 
 .44 
 
 1.74545 
 
 2.61818 3.49091 
 
 4.36363 
 
 5.23636 
 
 6.10909 
 
 6.98182 
 
 7.85455 
 
 8.72727 
 
 .45 
 
 1.78512 
 
 2.6776913.57025 
 
 4.46281 
 
 5.35537 
 
 6.24793 
 
 7.14049 
 
 8.03305 
 
 8.92561 
 
 .46 
 
 1.82479 
 
 2.73719 3.649.5914.56198 
 
 5.47438 
 
 6.38678 
 
 7.29917 
 
 8.21157 
 
 9.12396 
 
 .47 
 
 1.86446 
 
 2.7966913.72893 
 
 4.66115 
 
 5.59339 
 
 6.52562 
 
 7.45785 
 
 8.39008 
 
 9.32231 
 
 .48 
 
 1.90413 
 
 2.85620 
 
 3.80826 
 
 4.7()033 
 
 5.71240 
 
 6.66446 
 
 7.616.53 
 
 8.56859 
 
 9.52066 
 
 .49 
 
 1.94380 
 
 2.91570 
 
 3.88760 
 
 4.85950 
 
 5.83140 
 
 6.80331 
 
 7.77521 
 
 8.74711 
 
 9.71900 
 
 0.50 
 
 1.98347 
 
 2.97621 
 
 3.96694 
 
 4.95867 
 
 5.95041 
 
 6.94215 
 
 7.93388 
 
 8.92561 
 
 9.91735
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 47 
 
 Table 5 — Acre-feet equivalent to a given number of second-feet 
 flowing for a given length of time. (See paragraph 22.) 
 
 Days of $4 Hours 
 
 10 
 
 02.314 3.03471 4. 
 
 0u2Si 3. 
 
 10248'3. 
 
 1421.5;3, 
 
 18182 3. 
 
 09421 
 15372 
 21322 
 27273 4 
 221491 3.33223 1 4 
 391734 
 45124 4 
 
 261163, 
 .30083 3. 
 34049' 3. 
 3S017i3. 
 419S3[3. 
 459.50 3, 
 4991713. 
 53884:3, 
 57S5ll3, 
 618183, 
 657853, 
 69752 4, 
 737194, 
 7768614, 
 SI653I4, 
 85620 4, 
 
 S95S7 
 
 93554 
 
 97521 
 
 0148714 
 
 05455 4 
 
 09421 
 
 13388 
 
 17355 
 
 21322 
 
 25289 
 
 29256 
 
 33223 
 
 37190 
 
 41157 
 
 45124 
 
 4909115 
 
 53058|5 
 
 57025 1 5 
 
 60992 1 5 
 
 64959'5 
 
 68925,5 
 
 72893 is 
 
 3 
 3 
 3, 
 3 
 3 
 3 
 3 
 3 
 3 
 3 
 3 
 3 
 3 
 3 
 3 
 3 
 3 
 3 
 3 
 3 
 3, 
 3.927: 
 
 768.59 5 
 80826 
 84793 
 88760 
 
 92727 
 95694 
 
 51074 
 
 57025 
 
 62975 
 
 68925|4 
 
 74876 4 
 
 .80826 
 
 86777 
 
 92727 
 
 98678 
 
 04628 
 
 10578 
 
 16.529 
 
 22479 
 
 28430 
 
 34380 
 
 40331 
 
 46281 
 
 52231 
 
 58182J6 
 
 64132 6 
 
 70083 
 
 76033 
 
 81983 
 
 87934 
 
 93.SS4 
 
 99S35 
 
 05785 
 
 11735 
 
 17686 
 
 23636 
 
 29587 
 
 35.537 
 
 41487 
 
 47438 
 
 5338S 
 
 59339 
 
 65289 
 
 71240 
 
 77190 
 
 83140 
 
 89091 
 
 95041 
 
 04628 5. 
 
 12562,5. 
 
 204965, 
 
 28430!5, 
 
 36364'5, 
 
 44297J5, 
 
 52231 5, 
 
 601655, 
 
 6S099 5, 
 
 76033 5 
 
 83967! 6 
 
 9190116 
 
 99835 
 
 07769 
 
 15702 
 
 23636 
 
 31570 
 
 39504 
 
 47438 
 
 55372 
 
 63306 
 
 71240 
 
 79173 
 
 87107 
 
 95041 
 
 02975 
 
 10909 
 
 18843 
 
 26777 
 
 34711 
 
 42645 
 
 50578 
 
 58512 
 
 66446 
 
 74380 
 
 82314 
 
 90248 
 
 98182 
 
 06116 
 
 14049 
 
 21983 
 
 29917 
 
 37851 
 
 45785 
 
 53719 
 
 616.53 
 
 69587 
 
 77521 
 
 8.5455 
 
 93388 
 
 05785 
 15702 
 25619 
 35537 
 45454 
 553721 6 
 .65289 6 
 .75206 
 85124 
 95041 
 04958 
 .14876 
 24793 
 34710 
 .44628 
 54545 
 64462 
 74380 
 .84297 
 94215 
 04132 
 .14049 
 23907 
 ,33884 
 43801 
 53719 
 63636 
 73553 
 83471 
 93388 
 03305 
 13223 
 23140 
 33057 
 42975 
 52S92I10 
 62809' 10 
 72727110 
 82644! 10 
 92561110 
 02479 10 
 12396' 10 
 22313|11 
 32231111, 
 
 ,06942 
 
 ,18843 
 
 ,30744 
 
 ,42645 
 
 ,54545 
 
 ,66446 
 
 ,78347 
 
 ,90248 
 
 .02149 
 
 .14049 
 
 .25950 
 
 .37851 
 
 .49752 
 
 .61653 
 
 .73554 
 
 .8.5455 
 
 .97355 
 
 .09356 
 
 .21157 
 
 .33058 
 
 .44959 
 
 ,56859 
 
 ,68760110, 
 
 ,80661110, 
 
 ,92562110, 
 
 ,04463110. 
 
 .16364110. 
 
 ,28264 10, 
 
 ,401651 10. 
 
 ,52066111, 
 
 ,63967 11. 
 
 ,75868 11. 
 
 ,87769!ll. 
 
 ,99669!ll. 
 
 ,11570 11, 
 
 ,2.3471 11. 
 
 ,35372 12. 
 
 ,47273 12. 
 
 ,59173! 12, 
 
 ,71074! 12. 
 
 ,82975 12. 
 
 08099 
 219,83 
 35868 
 49752 
 63636 
 77521 
 91405 
 0.5289 
 19173 
 33058 
 46942 
 60826 
 74711 
 88595ilO, 
 02479 1 10 
 16364 10, 
 30248 10 
 .44132 10. 
 
 58016 
 
 71901 
 
 85785 
 
 99669111 
 
 13554 11 
 
 274381 11 
 
 41322,11 
 
 94876 
 08777 
 18678 
 
 42148 
 52066 
 619S3 
 71900 
 81818 
 91735 
 
 11.30578113. 
 
 11 
 
 11 
 
 11 
 
 11 
 
 11 
 
 .424 (y 
 .54380 
 .66281 
 .78182 
 .90083 
 
 55207 
 
 69091 
 
 82975 
 
 96859 
 
 10744 
 
 24628 
 
 38512 
 
 52397 
 
 66281 
 
 80165113 
 
 940491 13 
 
 079.34113 
 
 218181 13 
 
 35702114 
 
 495871 14, 
 
 63471 14, 
 
 77355! 14 
 
 91240 14, 
 
 05124' 14. 
 
 1900SI15 
 
 328934.5. 
 
 46777 
 60661 
 74545 
 88430 
 
 09256 
 
 25124 
 
 40992 
 
 56859 
 
 72727 
 
 88595 
 
 04463 
 
 20331 
 
 36198 
 
 52066 
 
 67934 
 
 838021 11 
 
 99669 11 
 
 15537 11 
 
 31405:11 
 
 47273 11 
 
 63140 11 
 
 79008112 
 
 94876:12 
 
 10744112 
 
 26611112 
 
 ,42479 12 
 
 58347 13 
 
 74215113 
 
 90083,13 
 
 0595013 
 
 21818,13 
 
 37686 13 
 
 53554 
 
 69421 
 
 85289 
 
 01157 
 
 17025 
 
 32893 
 
 48760 
 
 6462S 
 
 80496 
 
 96363 
 
 12231 
 
 28099 
 
 43967 
 
 59835 
 
 75702 
 
 91570 
 
 07438 
 
 23306 
 
 39173 
 
 55041 
 
 70909 
 
 86777 
 
 .10413 10 
 .28264 10, 
 .46116 la 
 .63967110 
 
 8181810 
 
 99669 
 17521 
 35372 
 53223 
 71074 
 88925 
 06777 
 24628 
 42479 
 
 60331 
 
 .78182 
 .96033 
 .138,84 
 .31735 
 .49587 
 67438 
 85289 
 03140 
 20992 14 
 38843 14 
 56694 15 
 74.545 15, 
 92397 15 
 1024815, 
 2809915 
 4595016 
 6380116 
 81653!l6 
 9950416 
 17355! 16, 
 35207il7 
 53058' 17, 
 7090917, 
 8876017, 
 0661117, 
 .24463! 18, 
 42314 18 
 60165 
 78016 
 95868 
 13719 
 31570 
 49421 
 67273 
 85124 
 
 11,570 
 .31404 
 51939 
 .71074 
 .90909 
 10743 
 .30578 
 50413 
 .70247 
 .90082 
 .09917 
 .29751 
 .49586 
 .69421 
 .892.55 
 .09090 
 28925 
 .48760 
 .68594 
 88429 
 .082t)4 
 .28098 
 47933 
 .67768 
 87603 
 07437 
 27272 
 47107 
 .66941 
 .86770 
 .06611 
 .26445 
 ,46280 
 ,66115 
 ,85919 
 ,057,?4 
 ,25619 
 ,454.54 
 ,65288 
 85123 
 04958 
 24792 
 44627 
 64462 
 84297 
 04131 
 23906 
 43801 
 63635 
 83470
 
 48 
 
 MEASUREiMKNT OF IRRIGATION WATER. 
 
 Table 6. — Discharge of standard submerged rectangular orifices in 
 cubic feet per second, computed from the formula Q =■ 
 0.61 yZgH A. (See paragraphs 28 and 34.) 
 
 Head H, 
 
 Cross-sectional area A of orifice, square feet. 
 
 feet. 
 
 0.35 
 
 0.5 
 
 0.J5 
 
 1.0 j 1.35 
 
 1.5 
 
 1.75 
 
 2.0 
 
 0.01 
 .03 
 .03 
 .04 
 .05 
 .06 
 .07 
 .08 
 .09 
 .10 
 .11 
 .12 
 .13 
 .14 
 .15 
 .16 
 .17 
 .18 
 .19 
 .■M 
 .21 
 .28 
 .23 
 .U 
 .25 
 .26 
 .27 
 .28 
 .29 
 .30 
 ..31 
 .32 
 .33 
 .34 
 .35 
 .30 
 .37 
 .38 
 .30 
 
 0.40 
 
 0.122 
 
 0.245 
 
 0.367 
 
 0.489 
 
 0.611 
 
 0.173 
 
 0.346 
 
 0.518 
 
 0.G91 
 
 0.S04 
 
 0.212 
 
 0.424 
 
 0.635 
 
 0.S47 
 
 1.059 
 
 0.245 
 
 0.489 
 
 0.734 
 
 0.97S 
 
 1.223 
 
 0.273 
 
 0.547 
 
 0.820 
 
 1.093 
 
 1.367 
 
 0.300 
 
 0.599 
 
 0.899 
 
 1.198 
 
 1.497 
 
 0.324 
 
 0.647 
 
 0.971 
 
 1.294 
 
 1.617 
 
 0.346 
 
 0.691 
 
 1.037 
 
 1.383 
 
 1.729 
 
 0.367 
 
 0.734 
 
 1.101 
 
 1.468 
 
 1.835 
 
 0.387 
 
 0.773 
 
 1.160 
 
 1.557 
 
 1.933 
 
 0.406 
 
 0.811 
 
 1.217 
 
 1.622 
 
 2.027 
 
 0.424 
 
 0.847 
 
 1.271 
 
 1.694 
 
 2.118 
 
 0.441 
 
 0.882 
 
 1.323 
 
 1.764 
 
 2.205 
 
 0.458 
 
 0.915 
 
 1.373 
 
 1.830 
 
 2.287 
 
 0.474 
 
 0.947 
 
 1.421 
 
 1.895 
 
 2.369 
 
 0.489 
 
 0:978 
 
 1.467 
 
 1.95G 
 
 2.445 
 
 0.504 
 
 1.008 
 
 1.512 
 
 2.01C 
 
 2.520 
 
 0.519 
 
 1.037 
 
 1.556 
 
 2.075 
 
 2.593 
 
 0.533 
 
 1.066 
 
 1.599 
 
 2.132 
 
 2.605 
 
 0.547 
 
 1.094 
 
 1.641 
 
 2.188 
 
 2.735 
 
 0.561 
 
 1.120 
 
 1.681 
 
 2.241 
 
 2.801 
 
 0.574 
 
 1.148 
 
 1.722 
 
 2.296 
 
 2.870 
 
 0.5S7 
 
 1.172 
 
 1.759 
 
 2.345 
 
 2.931 
 
 0.600 
 
 1.198 
 
 1.797 
 
 2.396 
 
 2.995 
 
 0.612 
 
 1.223 
 
 1.834 
 
 2.446 
 
 3.057 
 
 0.624 
 
 1.247 
 
 1.871 
 
 2.494 
 
 3.117 
 
 0.636 
 
 1.270 
 
 1.906 
 
 2.541 
 
 3.176 
 
 0.646 
 
 1.294 
 
 1.942 
 
 2.589 
 
 3.236 
 
 0.6.59 
 
 1.319 
 
 1.978 
 
 2.638 
 
 3.297 
 
 0.670 
 
 1.339 
 
 2.009 
 
 2.078 
 
 3.347 
 
 0.681 
 
 1.363 
 
 2.045 
 
 2.726 
 
 3.407 
 
 0.C92 
 
 i.3S2 
 
 2.073 
 
 2.704 
 
 3.455 
 
 0.703 
 
 1.405 
 
 2.107 
 
 2.810 
 
 3.513 
 
 0.713 
 
 1.426 
 
 2.139 
 
 2.852 
 
 3.565 
 
 0.724 
 
 1.446 
 
 2.169 
 
 2.892 
 
 3.615 
 
 0.734 
 
 1.467 
 
 2.201 
 
 2.934 
 
 3.667 
 
 0.745 
 
 1.488 
 
 2.232 
 
 2.976 
 
 3.720 
 
 0.754 
 
 1.508 
 
 2.262 
 
 3.016 
 
 3.770 
 
 0.764 
 
 1.527 
 
 2.291 
 
 3.054 
 
 3.818 
 
 0.774 
 
 1.547 
 
 2.321 
 
 3.094 
 
 3.867 
 
 0.734 
 1.037 
 1.271 
 1.468 
 1.640 
 1.797 
 1.941 
 2.074 
 2.201 
 2.320 
 2.433 
 2.542 
 2.645 
 2.745 
 2.842 
 2.934 
 3.024 
 3.112 
 3.198 
 3.282 
 3.361 
 3.464 
 3.517 
 3.599 
 3.668 
 3.741 
 3.811 
 3.883 
 3.956 
 4.017 
 4.089 
 4.146 
 4.215 
 4.278 
 4.338 
 4.401 
 4.464 
 4.524 
 4.582 
 4.641 
 
 0.856 
 1.210 
 1.483 
 1.712 
 1.913 
 2.097 
 2.265 
 2.420 
 2.638 
 2.707 
 2.839 
 2.965 
 3.086 
 3.203 
 3.316 
 3.423 
 3.528 
 3.631 
 3.731 
 3.829 
 3.921 
 4.018 
 4.103 
 4.193 
 4.280 
 4.365 
 4.446 
 4.530 
 4.616 
 4.687 
 4.771 
 4.837 
 4.917 
 4.991 
 5.061 
 5.135 
 5.208 
 5.278 
 5.345 
 5.415 
 
 0.978 
 1.382 
 1.G94 
 1.957 
 2.186 
 2.396 
 2.588 
 2.766 
 2.935 
 3.094 
 3.244 
 3.389 
 3.527 
 3.660 
 3.790 
 3.912 
 4.032 
 4.150 
 4.264 
 4.376 
 4.482 
 4.592 
 4.690 
 4.792 
 4.891 
 4.988 
 5.082 
 5.178 
 5.276 
 5.356 
 5.452 
 5.528 
 5.620 
 5.704 
 5.784 
 5.868 
 5.952 
 6.032 
 6.109 
 0.188
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 49 
 
 Table 6. — Discharge of standard submerged rectangular orfices in 
 cubic feet per second, computed from the formula Q = 0.61 
 
 V2gH A. {See paragraphs 28 and 34.) 
 
 
 
 Cross-sectional area A of orifice, 
 
 square feet. 
 
 
 Head H, 
 
 
 
 
 
 
 
 
 
 feet. 
 
 
 
 
 
 
 
 
 
 
 0.35 
 
 0.5 
 
 • 
 
 0.75 
 
 1.0 
 
 l.%5 
 
 1.5 
 
 1.75 
 
 3.0 
 
 0.41 
 
 0.783 
 
 1..567 
 
 2.350 
 
 3.133 
 
 3.917 
 
 4.700 
 
 5.483 
 
 6.2GC 
 
 .43 
 
 0.792 
 
 1.585 
 
 2.377 
 
 3.170 
 
 3.962 
 
 4.754 
 
 5.547 
 
 6.339 
 
 .43 
 
 0.802 
 
 1.604 
 
 2.406 
 
 3.208 
 
 4.010 
 
 4.812 
 
 5.614 
 
 6.416 
 
 .44 
 
 0.811 
 
 1.622 
 
 2.433 
 
 3.244 
 
 4.055 
 
 4.S66 
 
 5.677 
 
 6.488 
 
 .45 
 
 0.820 
 
 1.640 
 
 2.461 
 
 3.281 
 
 4.101 
 
 4.921 
 
 5.741 
 
 6.. 362 
 
 .46 
 
 0.829 
 
 1.659 
 
 2.4*89 
 
 3.318 
 
 4.147 
 
 4.977 
 
 5. 807 
 
 6.636 
 
 .47 
 
 0.839 
 
 1.678 
 
 2.517 
 
 3.356 
 
 4.195 
 
 5.035 
 
 5.874 
 
 6.713 
 
 .48 
 
 0.847 
 
 1.695 
 
 2.542 
 
 3.389 
 
 4.237 
 
 5.084 
 
 5.931 
 
 0.77S 
 
 .49 
 
 0.856 
 
 1.712 
 
 2.568 
 
 3.424 
 
 4.280 
 
 5.136 
 
 5.992 
 
 6.848 
 
 .69 
 
 0.865 
 
 1.729 
 
 2.594 
 
 3.458 
 
 4.323 
 
 5.188 
 
 6.052 
 
 6.917 
 
 .51 
 
 0.873 
 
 1.746 
 
 2.620 
 
 3.493 
 
 4.366 
 
 5.239 
 
 6.112 
 
 6.986 
 
 .53 
 
 0.882 
 
 1.763 
 
 2.645 
 
 3.527 
 
 4.409 
 
 5.290 
 
 6.172 
 
 7.054 
 
 .53 
 
 0.890 
 
 1.780 
 
 2.670 
 
 3.560 
 
 4.451 
 
 5.341 
 
 6.231 
 
 7.121 
 
 .54 
 
 0.898 
 
 1.797 
 
 2.995 
 
 3.593 
 
 4.491 
 
 5.390 
 
 6.288 
 
 7.1S6 
 
 .55 
 
 0.907 
 
 1.813 
 
 2.719 
 
 3.626 
 
 4.533 
 
 5.439 
 
 6.345 
 
 7.252 
 
 .56 
 
 0.915 
 
 1.830 
 
 2.745 
 
 3.660 
 
 4.575 
 
 5.490 
 
 6.405 
 
 7.320 
 
 .57 
 
 0.923 
 
 1.846 
 
 2.769 
 
 3.692 
 
 4.615 
 
 5.538 
 
 6.461 
 
 7.3S4 
 
 .58 
 
 0.931 
 
 1.862 
 
 2.794 
 
 3.723 
 
 4.6.56 
 
 5.587 
 
 6.518 
 
 7.450 
 
 .59 
 
 0.939 
 
 1.879 
 
 2.818 
 
 3.757 
 
 4.997 
 
 5.636 
 
 6.575 
 
 7.514 
 
 .60 
 
 0.947 
 
 1.895 
 
 2.843 
 
 3.790 
 
 4.737 
 
 5.6S4 
 
 6.632 
 
 7.579 
 
 .61 
 
 0.955 
 
 1.910 
 
 2.865 
 
 3.820 
 
 4.775 
 
 5.730 
 
 6.685 
 
 7.640 
 
 .69 
 
 0.963 
 
 1.925 
 
 2.887 
 
 3.850 
 
 4.812 
 
 5.775 
 
 6.737 
 
 7.700 
 
 .63 
 
 0.971 
 
 1.941 
 
 2.911 
 
 3.882 
 
 4.853 
 
 5.823 
 
 6.793 
 
 7.764 
 
 .64 
 
 0.978 
 
 1.956 
 
 2.934 
 
 3.912 
 
 4.,S90 
 
 5.S68 
 
 6.846 
 
 7.824 
 
 •D9 
 
 0.986 
 
 1.972 
 
 2.9.5S 
 
 3.944 
 
 4.930 
 
 5.916 
 
 6.902 
 
 7.888 
 
 0.993 
 
 1.987 
 
 2.980 
 
 3.974 
 
 4.967 
 
 5.960 
 
 6.954 
 
 7.947 
 
 .67 
 
 1.001 
 
 2.C02 
 
 3.003 
 
 4.004 
 
 5.005 
 
 6.006 
 
 7.007 
 
 8.008 
 
 .68 
 
 1.008 
 
 2.016 
 
 3.034 
 
 4.038 
 
 5.040 
 
 6.048 
 
 7.056 
 
 8.064 
 
 .69 
 
 1.016 
 
 2.032 
 
 3.048 
 
 4.064 
 
 5.080 
 
 6.096 
 
 7.112 
 
 8.128 
 
 .70 
 
 1.023 
 
 2.046 
 
 3.069 
 
 4.092 
 
 5.115 
 
 6.138 
 
 7.161 
 
 8.184 
 
 .71 
 
 1.031 
 
 2. 062 
 
 3.093 
 
 4.124 
 
 5.155 
 
 6.186 
 
 7.217 
 
 8.248 
 
 .72 
 
 1.038 
 
 2.076 
 
 3.114 
 
 4.152 
 
 5.190 
 
 6.228 
 
 7.266 
 
 8.304 
 
 .73 
 
 1.045 
 
 2.090 
 
 3.135 
 
 4.180 
 
 5.225 
 
 6.270 
 
 7.315 
 
 8.360 
 
 .74 
 
 1.052 
 
 2.104 
 
 3.158 
 
 4.210 
 
 5.260 
 
 6.311 
 
 7.369 
 
 8.421 
 
 .75 
 
 1.059 
 
 2.118 
 
 3.178 
 
 4.237 
 
 5.296 
 
 6.355 
 
 7.413 
 
 8.475 
 
 .76 
 
 1.066 
 
 2.132 
 
 3.198 
 
 4.264 
 
 5.330 
 
 6.396 
 
 7.462 
 
 8.528 
 
 .77 
 
 1.072 . 
 
 2.145 
 
 3.217 
 
 4.290 
 
 5.362 
 
 6.434 
 
 7.507 
 
 8.579 
 
 .78 
 
 1.080 
 
 2.160 
 
 3.240 
 
 4.320 
 
 5.400 
 
 6.480 
 
 7.560 
 
 8.640 
 
 .79 
 
 1.087 
 
 2.174 
 
 3.261 
 
 4.348 
 
 5.435 
 
 6.522 
 
 7.609 
 
 8.696 
 
 0.80 
 
 1.094 
 
 2.188 
 
 3.282 
 
 4.376 
 
 5.470 
 
 6.564 
 
 7.658 
 
 8.752
 
 50 
 
 MEASUREMENT OF IRRIGATION WATER. 
 
 Table 7 — Coefficients C to be applied to a discharge given by Table 
 6 to give the discharge of the same orifice suppressed, com- 
 puted from the formula C" = 1 + 0.15 r. 
 
 Size of orifice. 
 
 Bottom suppressed. 
 
 Bottom and ndea 
 suppressed. 
 
 d, feet. 
 
 I, feet. 
 
 A, 
 square feet. 
 
 r 
 
 c' 
 
 
 (' 
 
 
 1.0 
 
 0.25 
 
 0.40 
 
 1.06 
 
 0.60 
 
 1.09 
 
 0.35 
 
 2.0 
 
 .50 
 
 .44 
 
 1.07 
 
 .56 
 
 1.08 ' 
 
 
 3.0 
 
 .75 
 
 .46 
 
 1.07 
 
 .54 
 
 1.08 
 
 
 1.0 
 
 .50 
 
 .33 
 
 1.05 
 
 .67 
 
 1.10 
 
 
 1.5 
 
 .75 
 
 .37 
 
 1.06 
 
 .63 
 
 1.09 
 
 0.5 
 
 2.0 
 
 1.00 
 
 .40 
 
 1.06 
 
 .60 
 
 1.09 
 
 
 2.5 
 
 1.25 
 
 .42 
 
 1.06 
 
 .58 
 
 1.09 
 
 
 3.0 
 
 1.50 
 
 .43 
 
 1.06 
 
 .57 
 
 1.09 
 
 
 1.33 
 
 1.00 
 
 .32 
 
 1.05 
 
 .68 
 
 1.10 
 
 
 1.67 
 
 1.25 
 
 .34 
 
 1.05 
 
 .66 
 
 1.10 
 
 0.75 
 
 2.00 
 
 1.50 
 
 .36 
 
 1.05 
 
 .64 
 
 1.10 
 
 
 2.33 
 
 1.75 
 
 .38 
 
 1.06 
 
 .62 
 
 1.09 
 
 
 2.67 
 
 2.00 
 
 0.39 
 
 1.06 
 
 0.61 
 
 1.09
 
 MEASUREMENT QP IRRIGATION WATER. 51 
 
 Table 8. — Sample rating tabic for small Price current meter. 
 
 03 
 
 5 Revolu- 
 tions. 
 
 10 Revolu- 
 tions. 
 
 20 Revolu- 
 tions. 
 
 30 Revolu- 
 tions. 
 
 40 Revolu- 
 tions. 
 
 DO 
 
 o 
 
 Velocity, 
 
 ft. per 
 second. 
 
 Diff. 
 
 Velocity, 
 ft. per 
 second. 
 
 Diff, 
 
 Velocity, 
 ft. per 
 second. 
 
 Diff. 
 
 Velocity, 
 ft. per Diff. 
 second. 
 
 Velocity, 
 ft. per 
 second. 
 
 Diff. 
 
 O o 
 
 40 
 41 
 43 
 43 
 44 
 45 
 46 
 
 0.316 
 .310 
 .304 
 .298 
 .293 
 .288 
 .283 
 .278 
 .273 
 .268 
 .263 
 .259 
 .255 
 .251 
 .247 
 .243 
 .239 
 .235 
 .232 
 .229 
 
 0.226 
 
 .006 
 .006 
 .006 
 .005 
 .005 
 .005 
 005 
 
 0.592 
 .578 
 ..565 
 .553 
 .542 
 .531 
 .521 
 
 .014 
 .013 
 .012 
 .011 
 .011 
 .010 
 .010 
 .010 
 010 
 .009 
 .008 
 .008 
 .008 
 .008 
 .007 
 .007 
 .007 
 .007 
 .006 
 .006 
 
 1.14 
 
 1.11 
 
 1.08 
 
 1.06 
 
 1.04 
 
 1.02 
 
 1.00 
 
 0.981 
 .961 
 .942 
 .923 
 .905 
 .888 
 .872 
 .857 
 .842 
 .828 
 .814 
 .801 
 .788 
 .775 
 
 .03 
 
 .03 
 
 .02 
 
 .02 
 
 .02 
 
 .02 
 
 .02 
 
 .02 
 
 .019 
 
 .019 
 
 .018 
 
 .017 
 
 .016 
 
 .015 
 
 .015 
 
 .014 
 
 .014 
 
 .013 
 
 .013 
 
 ,013 
 
 1.69 
 1.65 
 1.61 
 1.57 
 1.54 
 1.51 
 1.48 
 1.45 
 1.42 
 1.39 
 1.36 
 1..33 
 1.30 
 1.28 
 1.26 
 1.24 
 1.22 
 1.20 
 1.18 
 1.16 
 1.14 
 
 .04 
 .04 
 .04 
 .03 
 .03 
 .03 
 .03 
 .03 
 .03 
 .03 
 .03 
 .03 
 .02 
 .02 
 .02 
 .02 
 .02 
 .02 
 .02 
 .02 
 
 2.25 
 2.20 
 2.15 
 2.10 
 2.05 
 2.00 
 1.96 
 1.92 
 1.88 
 1.84 
 l.SO 
 1.77 
 1.74 
 1.71 
 1.68 
 1.65 
 1.62 
 1.59 
 1.56 
 1.53 
 1.51 
 
 .05 
 .05 
 .05 
 .05 
 .05 
 .04 
 .04 
 .04 
 .04 
 .04 
 .03 
 .03 
 .03 
 .03 
 .03 
 .03 
 .03 
 .03 
 .03 
 .02 
 
 4e 
 
 41 
 43 
 
 43; 
 
 44 
 45 
 46 
 
 47 
 
 4S 
 49 
 50 
 61 
 53 
 53 
 64 
 65 
 56 
 67 
 68 
 59 
 60 
 
 .005 
 .005 
 .005 
 .004 
 .004 
 .004 
 .004 
 .004 
 .004 
 .004 
 .003 
 .003 
 ■-003 
 
 .511 
 .501 
 .491 
 
 .482 
 .474 
 .466 
 .458 
 .450 
 .443 
 .436 
 .429 
 .422 
 .416 
 .410 
 
 47 
 
 48 
 49 
 50 
 51 
 52 
 53 
 54 
 55 
 56 
 57 
 58 
 59 
 69 
 
 CD 
 
 50 Revolu- 
 tions. 
 
 60 Revolu- 
 tions. 
 
 SO Revolu- 
 tions. 
 
 100 Revolu- 
 tions. 
 
 150 Revolu- 
 tions. 
 
 
 o 
 .S m 
 
 Velocity, 
 ft. per 
 second. 
 
 Diff. 
 
 Velocity, 
 ft. per 
 second. 
 
 Diff. 
 
 Velocity, 
 ft. per 
 second. 
 
 Diff. 
 
 Velocity, 
 ft. per 
 second. 
 
 Diff. 
 
 Velocity, 
 ft. per 
 second. 
 
 Diff. 
 
 o 
 
 40 
 41 
 43 
 43 
 44 
 45 
 46 
 47 
 48 
 49 
 60 
 51 
 Bit 
 53 
 54 
 65 
 56 
 67 
 68 
 69 
 60 
 
 2.80 
 2.73 
 2.67 
 2.61 
 2.55 
 2.50 
 2.45 
 2.40 
 2.35 
 2.30 
 2.25 
 2.21 
 2.17 
 2.13 
 2.09 
 2.05 
 2.01 
 1.97 
 1.94 
 1.91 
 1.88 
 
 .07 
 .06 
 .06 
 .06 
 .05 
 .05 
 .05 
 .05 
 .05 
 .05 
 .04 
 .04 
 .04 
 .04 
 .04 
 .04 
 .04 
 .03 
 .03 
 .03 
 
 3.36 
 3.28 
 3.20 
 3.13 
 3.06 
 2.99 
 2.92 
 2.86 
 2.80 
 2.74 
 2.69 
 2.64 
 2.59 
 2.54 
 2.49 
 2.45 
 2.41 
 2 37 
 2.33 
 2.29 
 2.25 
 
 .08 
 .08 
 .07 
 .07 
 .07 
 .07 
 .06 
 .06 
 .06 
 .05 
 .05 
 .05 
 .05 
 .05 
 .04 
 .04 
 .04 
 .04 
 .04 
 .04 
 
 4.47 
 4.36 
 4.26 
 4.16 
 4.06 
 3.97 
 3.89 
 3.81 
 3.73 
 3.65 
 3.58 
 3.51 
 3.45 
 3.39 
 3.33 
 3.27 
 3.21 
 3.15 
 3.09 
 3.04 
 2.99 
 
 .11 
 .10 
 .10 
 .10 
 .09 
 .08 
 .08 
 .08 
 .08 
 .07 
 .07 
 .06 
 .06 
 .06 
 .06 
 .06 
 .06 
 .06 
 .05 
 .05 
 
 5.57 
 5.43 
 5.30 
 5.18 
 5.07 
 4.96 
 4.85 
 4.75 
 4.65 
 4.56 
 4.47 
 4.38 
 4.30 
 4.22 
 4.14 
 4.07 
 4.00 
 3.93 
 3.86 
 3.80 
 3.74 
 
 .14 
 .13 
 .12 
 .11 
 .11 
 .11 
 .10 
 •1.0 
 .09 
 .09 
 .09 
 .08 
 .08 
 .08 
 .07 
 .07 
 .07 
 .07 
 .06 
 .00 
 
 8.35 
 S.15 
 7.96 
 7.78 
 7.61 
 7.44 
 7.28 
 7.12 
 6.97 
 6.82 
 6.68 
 6.55 
 6.43 
 6.31 
 6.19 
 6.08 
 5.97 
 5.87 
 5.77 
 5.67 
 5..57 
 
 .20 
 .19 
 .18 
 .18 
 .17 
 .16 
 .16 
 .15 
 .14 
 .14 
 .13 
 .12 
 .12 
 .12 
 .11 
 .11 
 .10 
 .10 
 .10 
 .10 
 
 40 
 
 41 
 
 43 
 
 43 
 
 44 
 
 45 
 
 46 
 
 47 • 
 
 48 
 
 49 
 
 50 
 
 61 
 
 63 
 
 53 
 
 54 
 
 55 
 
 56 
 
 57 
 
 63 
 
 59 
 
 BO
 
 52 
 
 MEASUREMENT OP IRRIGATION WATER. 
 
 Table 9 — Sample table of current tneter notes and computations, 
 by formula (18), for U. S. Reclamation Service Power Canal 
 at Spanish Fork, Utah. 
 
 UNITED STATES RECLAMATIOlSr SERVICE 
 
 Current Meter Notes 
 
 Date, Sept. 17, 1909, 10.30 A. M.; Stream, U. S. R. S. Power Canal; 
 Party, E. S. Fuller; Locality, Spanish Fork, Utah, Meter No. 400 
 Gage height, beg. 2.80, end 3.80, mean 2.80. Total area 19.0; Mean 
 velocity, 5.66; Discharge, 107. 
 
 Observations. 
 
 
 
 Com 
 
 putatioas. 
 
 
 
 Dist. 
 
 Depth 
 
 Depth 
 of ob- 
 servat. 
 
 Time 
 in sec- 
 onds 
 
 Rev- 
 olu- 
 tions 
 
 Velocity. 
 
 Mean 
 depth 
 
 Width 
 
 Area 
 
 
 from 
 
 initial 
 
 point 
 
 At 
 point 
 
 Mean 
 in ver- 
 tical 
 
 Mean 
 in sec- 
 tion 
 
 Dis- 
 
 cliaTKc 
 
 4.2 
 
 
 
 1.4 
 
 2.8 
 
 Est. 
 
 .8 
 
 .56 
 2.24 
 
 .56 
 2.24 
 
 .56 
 2.24 
 
 .56 
 2.24 
 
 .56 
 2.24 
 
 .8 
 Est. 
 
 
 
 3.49 
 4.98 
 6.64 
 5.20 
 6.49 
 6.05 
 6.32 
 5.72 
 6.12 
 5.61 
 6.02 
 5.27 
 4.87 
 3.41 
 
 3.49 
 4.98 
 
 5.92 
 
 6.27 
 
 6.02 
 
 6.86 
 
 5.64 
 4.87 
 3.41 
 
 
 
 
 
 
 5.6 
 
 7.0 
 
 46.0 
 34.4 
 44.0 
 35.2 
 37.8 
 36.2 
 40.0 
 37.4 
 40.8 
 38.0 
 43.4 
 47.0 
 
 100 
 100 
 100 
 100 
 100 
 100 
 100 
 100 
 100 
 100 
 100 
 100 
 
 4.24 
 5.45 
 
 .7 
 2.1 
 
 1.4 
 1.4 
 
 0.98 
 2.94 
 
 4.2 
 16.0 
 
 8.0 
 
 2.8 
 
 6.10 
 
 2.8 
 
 1.0 
 
 2.80 
 
 17.1 
 
 9.0 
 
 2.8 
 
 
 
 6.14 
 
 2.8 
 
 1.0 
 
 2.80 
 
 17.2 
 
 10.0 
 
 2.8 
 
 6.94 
 
 2.8 
 
 1.0 
 
 2.80 
 
 16.6 
 
 ii.o 
 
 2.8 
 
 5.75 
 
 2.S 
 
 1.0 
 
 2.80 
 
 16.1 
 
 12.4 
 13.8 
 
 1.4 
 
 
 5.26 
 4.14 
 6.62 
 
 2.1 
 .7 
 
 1.4 
 1.4 
 
 2.94 
 0.98 
 lfl.04 
 
 16.4 
 4.1 
 
 
 
 
 100.7 
 
 
 
 
 
 
 
 
 

 
 MEASUREMENT OF IRRIGATION WATER. 
 
 53 
 
 Table 10 — Sample rating table for U. S. Reclamation Service 
 Power Canal at Spanish Fork, Utah. 
 
 Gage height. 
 
 Discharge. 
 
 Difference. 
 
 Gage height. 
 
 Discharge. 
 
 DiSereuce. 
 
 Feet. 
 
 Scc.-ft. 
 
 Sec.-ft. 
 
 Feet. 
 
 Sec.-ft. 
 
 Sec. -It. 
 
 0.0 
 
 0.0 
 
 0.2 
 
 2.1 
 
 60.1 
 
 5.9 
 
 .1 
 
 0.2 
 
 0.5 
 
 .2 
 
 66.0 
 
 6.2 
 
 .2 
 
 0.7 
 
 0.8 
 
 .3 
 
 72.2 
 
 6.5 
 
 .3 
 
 1.5 
 
 1.1 
 
 .4 
 
 78.7 
 
 6.8 
 
 .4 
 
 2.6 
 
 1.4 
 
 .5 
 
 85.5 
 
 7.0 
 
 .5 
 
 4.0 
 
 1.7 
 
 .6 
 
 92.5 
 
 7.2 
 
 .6 
 
 5.7 
 
 1.9 
 
 .7 
 
 99.7 
 
 7.3 
 
 .7 
 
 7.6 
 
 2.1 
 
 .8 
 
 107 
 
 8 
 
 .8 
 
 9.7 
 
 2.3 
 
 .9 
 
 115 
 
 S 
 
 .9 
 
 12.0 
 
 2.5 
 
 3.0 
 
 123 
 
 8 
 
 1.0 
 
 14.5 
 
 2.7 
 
 .1 
 
 131 
 
 8 
 
 .1 
 
 17.2 
 
 3.0 
 
 .2 
 
 139 
 
 9 
 
 .8 
 
 20.2 
 
 3.3 
 
 .3 
 
 148 
 
 9 
 
 .3 
 
 23.5 
 
 3.5 
 
 .4 
 
 157 
 
 9 
 
 .-1 
 
 27.0 
 
 3.8 
 
 .5 
 
 166 
 
 9 
 
 .5 
 
 30.8 
 
 4.1 
 
 .6 
 
 175 
 
 9 
 
 .6 
 
 34.9 
 
 4.4 
 
 .7 
 
 184 
 
 9 
 
 .7 
 
 39.3 
 
 4.7 
 
 .8 
 
 193 
 
 9 
 
 S 
 
 44.0 
 
 5.1 
 
 .9 
 
 202 
 
 9 
 
 .9 
 
 49.1 
 
 5.4 
 
 4.0 
 
 211 
 
 
 2.0 
 
 54.5 
 
 5.6 
 
 
 
 
 o
 
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