None
1.68 1.4 2.05 2.5s 0.0362 0.0362 0.045S 0.0651 0.449 0.479 0. 607 1.069 57.6 57-0 62.6 52.5 0253 .0268 .0249 .0206 2.31 0.500 2.263 66.4 0.0253 91-5 .0184 .0244 153 3-6 3.16 1. 150 4.950 Si. 8 .0220 3-94 0.400 3-05 76.7 .0244 3-45 4.96 3-52 5.20 5.00 0.280 0.343 0.410 0.607 2.6S6 3-510 3-6i8 5-094 5-543 86.2 92-3 103.2 109.7 100.3 .0213 .0212 .0176 .0177 .0193 65.2 64.5 64.5 5-3 4.8 4.6 4-50 4-37 4.18 4.07 0.2gi 0.297 0. 0.306 2.82 2.79 2.74 78.8  Kutter, "Die neue Theorie," etc. Solani Embankment (15th Mile, New Site). Cunningham, Roor- 197 (i)* Earth; side slopes, i-g : i ; bed quite uneven, 1880. form. One-inch tin rod floats. Solani Embankment (15th Mile, Old Site). Earth; side slopes about 2^ to i ; bed rather irregular. One-inch tin tubes. 192 (6) VIII. Rivers and Canals, more or less irregular, Ditch at Felsb-Banya, Hungary. Earth; irregular. Liitschine, near Upper Grindelwald Gla- Quoted by Kutter. Very coarse detritus. Liitschine, near Lower Grindelwald Gla- cier. Very coarse detritus. Figures in parenthesis indicate number of gaugings averaged. See Bornemanni, "Civil Ingenieur," 1869. TABLES FOR PRACTICAL USE. Creeks, and Rivers. 20: Surface Width in Feet. Greatest Depth in Feet. Mean Hydraulic Radius in Feet, Slope of Water Surface per Thousand, Mean Velocity per Second in Feet, Coefficient, in Formula Coefficient of Rough- Regular Channels, in Earth — Continued. 6.95 0.150 3.01S 93-2 .0224 11.3-2 4.0 0.800 4.264 75-5 0.247 6.5 0.410 4.166 80.7 -0253 5-14 0.29 3-414 88.4 0222 5-93 0.30 3-S30 90.8 .0220 6.48 0.31 4-152 92.6 .0219 7.12 0.32 4.418 92.6 .0222 7-52 0.33 4-753 95-4 .0218 123.0 10.8 8.09 0.34 4.920 93-8 .0224 8.28 0.34 5-053 95-3 0220 8.62 0.35 5-225 95-1 .0222 8.87 0.36 5-392 95-5 .0222 9.18 0.37 5-530 94-9 .0224 184.2 9-7 8.35 0.220 3-93 89.1 0.228 174-9 10.0 8.64 0.231 3-93 89.1 0.242 With the Dictus, Vegetation, or other Obstructions. 0.56 0.68 0.348 0.391 1.1 0.54S 0.570 28.0 27-5 0.332 0.348 0.38 53.000 2.329 16.5 0.0520 0.38 72.500 2.034 12.1 0.0670 204 GENERAL FORMULA FOR UNIFORM FLOW OF WATER. Class B. Open Channels, Location and Description of Channel. Method of Gauging. Author's No. of Series. Mirers and Canals, more or less Irregular, with Landquart, in Canton Graubunden. Very coarse detritus. Quoted by Kutter. Emme, near Emmermatt. Irregular; coarse detritus. Surface floats. Llitschine, near Eybridge. Coarse detritus. Do. Mbsa, in Misox, Canton Graubunden. Coarse detritus. Rod floats, probably. La Xicca, 1839. Grosbois Canal. Earth; some vegetation. Trapezoidal; bottom width, 6.3 feet. Grosbois Canal. Earth; some vegetation. Trapezoidal; bottom width, 3.9 feet. Grosbois Canal. Earth; bottom and sides of mud; some vegetation in spots. Trapezoidal. Grosbois Canal. Earth (stony); but little vegetation. Trapezoidal; bottom width, 4.4. Darcv and Bazin, 50—1 1865. 2 3 4 Do. 4S— I 2 3 4 Do. 37—1 2 3 4 Do. 47—1 2 3 4 Do. I 41— I 2 3 4 * See Kutter, "Die neue Theorie," etc. La Nicca's gaugings are said to have been carefully made, although, probably on account of several conversions of measures, there are some slight errors in the figures. The original publica- tion was not accessible to us. TABLES FOR PRACTICAL USE. Creeks, and Rivers, 20: Surface Width in Feet. Greatest Depth in Feet. Mean Hydraulic Radius in Feet, A' Slope of Water Surface per Thousand, 1000 J>' Mean Velocity per Second in Feet, Coefficient, in Formula Coefficient of Rough- ness, Detritus, Vegetation, or other Obstructions — Continued. 0.62 10.000 1.738 21.9 .0490 1.19 5.000 3.510 45-4 .0310 1-34 3-325 3-214 48.0 0305 0.99 1.20 1.53 11.875 3.867 35.7 5.540 46.3 7.5S7 56.1 0369 0.0308 0274 10.5 II. 4 13-8 15-5 1-5 2.1  2.7 3-0 1.04 1.38 1-57 1.71 0.445 0.450 0.455 0.441 0.96 45 1.27 Chazilly Canal. Earth (siony); little vegetation. Trapezoidal; bottom width, 3.9 feet. Do. Simme Canal, Canton Berne. Very coarse gravel and detritus. Surface floats; mean velocity from Bazin's formula. Wampfler, 1867. See Kutter, " Die neuen Formeln," etc. 3 4 2 I River Isar, Bavaria. Coarse gravel and detritus. Gaugings at low and high water. Quoted by Grebenau, 1867, in " Zusatze," etc. Plessur, near Chur. Coarse gravel and detritus. Mean velocity deduced from surface veloci- ties and also rod floats. La Nicca, 1839. I 2 3 4 5 6 Saare, near Laupen Bridge, Canton Berne. Irregular bed; coarse detritus. Quoted by Kutter. Rhine, in the Rhine Forest. Coarse gravel and detritus. Mean deduced from surface velocities and rod floats, probably. La Nicca, 1839. I 2 3 Rhine, in the Domleschger Valley. Coarse gravel and detritus. Mean deduced from surface velocities and rod floats, probably. Do. I 7 13 TABLES FOR PRACTICAL USE. Creeks, and Rivers. 207 Surface Width in Feet. Greatest Depth in Feet. Mean Hydraulic Radius in Feet, K Slope of Water Surface per Thousand, 1000 S Mean Velocity per Second in Feet, Coefficient, in Formula Coefficient of Rough- ness, DetriUis, Vegetation, or other Obstructions — Continued. 10. 1 1.07 0.420 0.890 42 .0322 12.3 2.4 1.41 0.470 1.1S 46 .0320 13.5 2.3 1.60 0.470 1.3I 47 .0320 14.7 3.1 1.76 0.450 1.39 49 .0316 10.5 1.9 1.14 0.67S 0.91 33 .0411 12.9 2.5 1.42 0.633 1.28 43 0341 14.2 2.9 1.61 0.644 1.45 45 -0337 15.2 3-2 1.74 0.622 1.65 50 0310 S.g 1.5 0.96 0.957 1.24 41 .0322 II. 0 2.0 1.15 0.993 1.80 43 0307 13.0 2.6 1.54 0.986 1.96 50 .0278 12. 1 2.4 1.41 0.993 1.80 43 0307 13.0 2.6 1.54 0.986 1.96 50 .0278 12. 1 2.4 1.41 0.993 1.80 43 0307 13.0 2.6 1.54 0.986 1.96 50 .0278 12. 1 2.4 1.41 0.993 1.80 43 0307 13.0 2.6 1.54 0.986 1.96 50 .0278 12. 1 2.4 1.41 0.993 1.80 43 0307 13.0 2. 0303 I. 82 6.500 4.920 45-1 0350 1.87 7.000 5-373 46.9 -0338 1.36 11.600 5.491 43-6 -0335 1.32 1 7. 000 5-993 39-8 .0361 153 2.0 1.86 2.500 4.021 59-0 .0271 172 6.7 6.05 2.500 7.180 58.4 0352 1.25 9.650 6.002 54-7 .0266 2-33 9.988 66.4 0255 3.48 10.194 66.4 0275 3.58 13-579 72.8 -0253 3-59 13-943 74.8 0246 4.58 13-746 65-4 0294 2.70 3-333 4-559 48.1 0.0360 0.42 14.200 2.332 30.3 0337 0.76 4.526 43-4 0292 1. 21 6.032 46.0 0309 0.25 5 1.250 32.8 .0272 1.32 7-735 4-753 47.0 .0310 2.95 7-959 7.419 48.3 .0366 20S GENERAL FORMULA FOR UNIFORM FLOW OF WATER. Class B. Open Channels. Location and Description of Channel. Method of Gauging. Authority. Author's No. of Series. Hirers and Canals more or less irregular, with Rhine, at the Tardes Bridge, Canton Grau- binden. Coarse detritus. Quoted by Kutter. Tessin, opposite Giubiasco. Reach quite irregular. Bed of gravel, with occasional boulders; shallow near shores. Current meter. Epper, 1885. Limmat, near Zurich. Irregular bed; very little detritus. Quoted by Kutter. Engstligen, near Frutigen, Canton Berne. Bed very irregular, with very coarse detritus. Do. Chesapeake and Ohio Canal Feeder. Near Georgetown, D. C. In bad order. Humphreys and Ab- bot, 1859. 18 17 Escher Canal, near Lake Walen, Canton Glarus. Coarse gravel and detritus. Road floats. Legler^ See Kutter, " Die neuen Formeln," etc. I 2 River Salzach, Bavaria. From Bergheim to Wildshut. Detritus. Current meter. Reich. 1S55. See Kutter, " Die neuen Formeln," etc.; also Grebenau, "Zu- satze," etc. 3 2 5 8 I 7 4 6 Zihl, near Gottstatt, Canton Berne. Bed very irregular. Mud or fine detritus. Current meter. Trechsel, 1825. See Kutter, " Die neue Theorie," etc. I 2 3 Kander, near Frutigen, Canton Berne. Bed irregular. Very coarse detritus. Quoted by Kutter. Scheuss Canal, near Biel. Earth, somewhat stony. Do. TABLES FOR PRACTICAL USE. Creeks, and Rivers. 209 Surface Width in Feet. Greatest Depth in Feet. Mean Hydraulic Radius in Feet, R Slope of Water Surface per Thousand, 1000 .S' Mean Velocity per Second in Feet, Coefficient, in Formula Coefficient of Rough- ness, Detritus^ Vegetat 'on, or other Obstructions — Continued 2.92 6.000 4.231 31-9 ! -0485 2.962 0-254 1.663 60.6 .0291 3. 160 2.750 5-346 57-4 -0313 3-31 22.200 8.856 32 6 .0550 23 ! 7.5 23 : 7.6 3.66 3-70 0.6985 0.69S5 2.723 3.032 53-8 59-6 .0342 .0310 3-76 4.42 3.000 3.000 6.986 8.364 65.7 72.6 .0283 .0263 3.68 3-53 4.20 7-39 3.51 4.64 3-S7 4.26 0.662 0.940 0.940 1. 120 1.550 . 1-550 1.796 1.796 3-543 3-480 4-034 5-786 4.100 4.671 4.448 5.150 71-7 60.3 63-9 63-4 55-4 67.5 53-4 58.8 .0258 .0306 .0298 •0337 -0333 .0287 •0352 .0326 3.52 5-02 5-53 0 . 400 2 . 296 0.460 3.706 0.810 4-625 61.0 77-1 69.1 .0300 •0253 .0290 4.12 9.1S0 8.692 44-7 .0430 21.3 4-35 1.850 5-445 60.8 .0314 2IO GENERAL FORMULA FOR UNIFORM FLOW OF WATER. Class B. Open Channels, Location and Description of Channel. Method of Gauging. Authority. Author's No. of Series. Bivers and Canals, more or less irregular, with Aar, near Aarberg. Detritus in small quantities. Trechsel, 1825. (See Kutter, "Die neue Theorie," etc.) Aar, at Berne. Irregular bed. Detritus in small quantities. Quoted by Kutter. Aar, near Thalgut. Irregular bed. Detritus. Trechsel. 1825. (See Kutter, "Die neue Theorie," etc.) Aar, near Buren. Irregular bed. Sand and mud. Current meter. Do. Schanzengraben, near Zurich. Earth; but little detritus. Quoted by Kutter. Ohio River, at Point Pleasant, W. Va. C. Ellet, 1858. Pannerden Canal, in Holland. Quoted by Kutter. Weser. Earth. Do., near Vlotow, at low water. Do., near Hausberg. Do., near Vlotow, at high water. Schwarz. (See Grebenau, "Zu-satze" "etc." 5 4 3 6 7 8 9 10 II Tiber at Rome. Rod floats, 5.6 to 12.5 feet long, in twelve longitudinal planes. Length for slope determination, 804 feet. Buff.m, 1821. (See Humphreys and Abbot.) See Humphreys and Abbot. TABLES FOR PRACTICAL USE. Creeks, and Rivers. 21 I Surface Width in Feet. Greatest Depth in Feet. Mean Hydraulic Radius in Feet, R. Slope of Water Surface per Thousand, 1000 6" Mean Velocity per Second in Feet, Coefficient, in Formula Coefficient of Rough- ness, Detritus, Vegetation, or other Obstructions — Coutinucd. 6.69 0.787 5.642 77.8 .0263 3-12 1.270 4.198 66.6 .0270 6.10 1.270 6.134 69.7 .0292 4.22 0.461 2.821 63.7 .0300 7.07 0.800 5-150 68.6 0305 7.73 0.993 7-511 85-3 .0250 4-58 1.776 5-445 61.0 .0320 7.06 1.776 6.77 60.5 .0348 15.9 0.120 4-23 94.1 0264 7.81 0.090 1.706 64.6 0353 1073 8 6.72 0.0933 2.515 100.4  0.257 6.31 0.3986 4-087 Si. 3 .0250 6.75 0.4107 4-950 93-6 .0216 344 6.49 0.4111 5.182 10I.O .0198 371 13-12 9.44 0.2000 4.064 93-2 0234 9.98 0.2000 4-3889 97-9 .0224 10.52 0.2167 4.756 99.2 .0222 11.06 0.2167 5.186 105.5 0207 430 12.61 0.5316 7.924 96.5 .0230 472 13-55 0.5504 7.902 91.9 0241 243 15 9.46 0.1306 3-4^3 97.1 0228 212 GENERAL FORMULA FOR UNIFORM FLOW OF WATER. Class B. Open Channels, Location and Description of Channel. Authority. Author's No. of Series. Mivers and Canals, more or less irregular, with Theiss below Szolnok. Bed irregular, sand and much vegetation, Quoted by Kutter. Elbe at Tetschen, Bohemia. Gentle curve in the river, rather steep banks; thalweg changes from centre to near concave shore; coarse gravel, with pebbles up to egg size; bed undulating; changes very slightly after freshets. Reach, 5740 feet long. Current meter. Same. Harlacher, 1877-79. Harlacher, 1881. At high water. Reach, 1663 feet long. Surface floats. Sone at Raconnay, Current meter. Slope measurements for I, 2, and 3 are reported as doubtful. Léveille, 1858-9. (See Darcy and Ba-zin.) I 2 3 4 5 6 7 8 9 10 Seine at Paris (between the bridges of Jena and Invalids). Reach fairly regular. Floats. Villevert. Experiments under the direction of M. Poiree, 1851-2. (See Darcy and Ba-zin.) I 2 3 4 5 6 7 8 9 10 II TABLES FOR PRACTICAL USE. Creeks, and Rivers. Surface Width in Feet. Greatest Depth in Feet. Mean Hydraulic Radius in Feet, R Slope of Water Surface per Thousand, 1000.i' Mean Velocity per Second in Feet, Coefficient, in Formula v-c"^ RS, Coefficient of Rough- ness, Detritus, Vegetation, or other Obstructions — Continued. 10. 10 0.017 0.685 53.6 0537 342.8 6.2 3-51 0.3S 2.49 68.2 0268 4II- 3 8.5 5.1S 0-37 3-74 85-4 0229 452.0 II. S 7-77 0.41 4-95 87.6 I 0239 580.2 25-3 17-5 0.49 8.00 86.3 027s 3.83 0.040 0.564 45.3 0425 4-77 0.814 58.9 0348 7.06 0.988 58.7 0399 8.92 1.601 84.8 0285 10.87 1.854 88.6 0286 II. 61 1.910 88.6 0293 II. 81 1.942 89-3 0292 13-27 2-254 97-8 0270 14.64 2.369 98.0 0277 15-83 2-379 94-5 0296 5.66 0.127 2.093 78.1 0263 7.0S 0.133 2.264 73-7 0294 8.43 0-135 2.41S 71-7 0315 9-48 0.140 3 -370 92. 0240 10.92 0.140 3.740 95.6 0238 12.19 0.140 3.816 92-4 0253 14-50 0.140 4.232 94.0 0255 15.02 0.140 4.682 89.5 0272 16.85 0.131 4.682 89.5 0272 16.85 0.131 4.800 102.1 0238 18.39 0.103 4.687 107.6 0233 214 GENERAL FORMULA FOR UNIFORM FLOW OF WATER. Class B. Open Channels, Location and Description of Channel. Authority. Author's No. of Series. Mivers and Canals, more or less Irregular, with Seine at Meulan, Triel, and Poissy. Floats used in all experiments, except Nos. 2 and 4, for which current meter was taken. Experiments Nos. 1 and 2 at Meulan; Nos. 3 and 4 at Triel; remainder at Poissy. Reaches fairly regular. Bonnet. Experiments under the direction of M. Emmery, 1852-3. (See Darcy and Bazin.) Rhine at Flurlingen, above the Rhine Falls. Reach slightly irregular. Bed of gravel. Channel near left bank. Water turbid at time of gauging. Current meter. Epper, 1887. Rhine at Noll, below the Rhine Falls. Reach fairly regular. Bed of gravel, with occasional boulders; shallow near shores. Water turbid at time of gauging. Current meter. Do. Rhine at Bale (near the bridge). Coarse detritus, coarse gravel. Current meter. Grebenau, 1867. Rhine at Germersheim. Fine detritus and gravel. Current meter. Do. Rhine at Neuburg. Detritus. Dated by Kutter. Rhine at Pforz. Detritus. Do. Rhine at Speyer. Fine detritus and gravel. Current meter, at a large point. Number of Strauss. (Grebenau, satze," etc.) TABLE FOR PRACTICAL USE. Creeks, and Rivers. Surface Width in Feet. Greatest Depth in Feet. Mean Hydraulic Radius in Feet, A' Slope of Water Surface per Thousand, 1000 S Mean Velocity per Second in Feet, Coefficient, Coefficient in Formula of Rough- v^c^RSA ness, Detritus, Vegetation, or other Obstructions — Continued. 7.10 7.63 11.24 13.57 14.20 15.86 1.85 0.090 0.087 0.057 0.060 0.050 0.054 0.062 0.077 0.075 2.310 2.313 2.363 2.359 2.372 2.595 2.910 3.101 3.330 91-3 89-5 93-3 86.4 91. 1 93-6 92-7 92.4 91. 1 0236 0245 0263 0295 0287 0278 0285 0288 0293 6.732 0.1573 2.965 91.8 0226 7.00 0.1613 2.834 84. 2 0.0256 6.865 0.928 1.21S 6.363 6.380 79-6 69.7 0.0259 10. 85 12. 11 17.27 0.247 0.307 0.349 5-051 5-215 6.101  2.909 88.0 -0258 216 GENERAL FORMULA FOR UNIFORM FLOW OF WATER. Class B. Open Channels, Location and Description of Channel. Method of Gauging. Author's No. of Series. Rivers and Canals, more or less Irregular, with Rhine Delta, Holland. Yssel Arm, at upper mouth. Reach about one mile. Below the Yssel. Reach over 8 miles. Waal Arm, at upper mouth. Reach nearly 12 miles. At Pannerden. Reach over 11 miles. At Byland. Reach over 11 miles. Rod floats; allowance made for resistance of bends. Slopes for Waal and Yssel are doubtful. Krayenhoff, 1812. (See Humphreys and Abbot.) 27 26 25 24 23 Rhine Delta at Nymwegen. Alluvial. Nos. 1 to 4, at ordinary water. Nos. 5 and 6 at high water. (Slopes are doubtful, not being given by Brunings. See Hulsse's Polyt. Central Bl., 1845, vol. 6, p. 308.) Brunings. (Grebenau, "Zu-satze," etc.) Danube at Ravensburg. Bed irregular; sand or fine gravel. Current meter. Matheis, 1848. (See Kutier, "Die neuen Formeln," etc.) Danube at Szob. Reach fairly regular. Sandy bed, probably. Quoted by Kutter. Danube below Sarengrad. Reach irregular. Sandy bed, probably. Do. Danube at Budapest. Bed irregular. Sand or fine gravel. Do. Bayou La Fourche (near upper mouth). Double floats. Humphreys and Abbot. 15 16 13 Bayou Plaquemine (near upper mouth). Double floats. C. Ellet, 1851. (See Humphreys and Abbot.) 12 II TABLES FOR PRACTICAL USE. Creeks, and Rivers. Surface Width in Feet. Greatest Depth in Feet. Mean Hydraulic Radius in Feet, R Slope of Water Surface per Thousand, 1000 5' Mean Velocity per Second in Feet, Coefficient, in Formula Coefficient of Rough- ness, Detritus, Vegetation, or other Obstructions — Continued. 321 abt. 9 5-96 0.11657 2.773 105. 2 .0194 700 abt. 12 7-59 0.11744 2.917 97-7 .0220 1328 abt. 17 ii.oS 0.10433 3-165 93-1 0252 557 abt. 17 11.20 0.09986 3 -277 98.0 .0237 1155 20 16.45 0.09769 3.575 89.2 .0288 8.66 0.2202 3.680 84.3 -0258 1685 11.54 0.1150 2.985 81.6 .0291 12.44 0.1 106 3.011 81.2 .0298 12.48 0.2202 4.835 92.2 .0248 1709 16.17 0.1150 4-297 99-7 .0248 16.75 0.1106 3.969 92.2 .0273 5-77 0.536 3.762 67-3 .0300 11.88 0.040 2.250 102.3 0247 14-25 0.058 2.493 86.9 .0287 15-38 0.071 2.034 61.7 -0459 223 24 12. So 0.03655 2.807 129.7 .0195 " 24 13.04 0.03731 2.843 128.8 .0195 " 23 12.47 0.04384 2.789 119-3 .0205 27 15-71 0.04468 3.076 116. 1 .0225 268 24 15-32 0.14372 3-959 84-4 .0292 292 28 18.35 0.20644 5.198 84.5 .0296 21 8 GENERAL FORMULA FOR UNIFORM FLOW OF WATER. Class B. Open Channels, Location and Description of Channel. Authority. Author's No. of Series. Rivers and Canals, more or less Irregular, with Great Nevka, near St. Petersburg, Russia. Surface floats; mean velocity from De Prony's formula. Destrem. (See Humphreys and Abbot.) Neva, in Russia. Surface floats; Prony's formula. Do. mean velocity from De Missouri River, at St. Charles, Mo. Twenty-five miles above mouth. Reach about two miles long, including a bend and a bridge with four piers. River bed is sand. Double floats. Missouri River Commission Report, 1879. TABLES FOR PRACTICAL USE. Creeks, and Rivers. Surface Width in Feet. Greatest Depth in Feet. Mean Hydraulic Radius in Feet. Slope of Water Surface per Thousand, 1000. Mean Velocity per Second in Feet. Coefficient in Formula of Detritus, Vegetation, or other Obstructions — Continued. 851 21 11.60 0.1532 3.90 92.5 0247 11.60 0.1540 3.85 91.1 0251 7.72 0.1558 3-11 89.7 0238 14.1 0.1615 4.72 93.9 0237 15-4 0.1627 5-14 102.7 0228 13.0 0.1672 4.22 90-5 0258 14.7 0.1673 4.84 97-6 0242 14-7 0.1677 5.18 104.3 0222 14.6 0.1683 4.85 97-8 0241 15.4 0.1752 5-09 98.0 0242 15.4 0.1754 4.89 93-8 0254 12.5 0.1774 4.54 96.4  0.1923 6.16 105.3 0.0224 16.7 0.2020 5.57 96.2 0.247 13-5 0.2270 5-65 102. 1 0.2270 5-65 102. 1 0.2270 5-65 98. 6 0.2280 14.5 0.2412 5-47 92.5 0.251 14.7 0.2435 5-77 96-5 0.240 13-4 0.2470 5-47 95-1 0.2480 14.9 0.2590 5-89 94. 5 -0245 220 GENERAL FORMULA FOR UNIFORM FLOW OF WATER. Class B. Open Channels, Location and Description of Channel. Authority. Author's No. of Series. Rivers and Canals, more or less Irregular, with Rawadi at Saiktha, Burmah. Bed mostly sand, With occasional shingle. The right bank rocky in places, but generally covered with sand. Straight reach, nearly five miles long. Channel and maximum depth are near the right bank, varying in the reach from ten to fifty feet below low-water stage. The values of R, S. and -' are reductions to certain gauge readings of even feet made from curves averaging the observed values. The slopes are averages from frequent readings on both sides of river while rising. For very high and very low stages, the author says they may need correction. Double floats were used, but comparative measurements made in 1S82 with electric meters show that the original velocities as recorded require about 10^ reduction. This correction has been made. Mississippi River at New Madrid, Mo. Seventy-five miles below confluence with Ohio. The upper and lower mile of a five-mile reach are comparatively straight and uni- form, but in the central three miles the chan- nel changes from one side to the other and causes a number of perturbations. River bottom is sand. The table refers only to upper and lower mile reaches. Mississippi River at Fulton, Tenn. Bed, sand; reach nearly two miles; fairly straight and regular, though forming a basin with bars near upper and lower ends of reach. Double floats. Gordon, 1873. Mississippi River Com., 1S87. (MS.) TABLES FOR PRACTICAL USE. Creeks, and Rivers. 221 Surface Width in Feet. Greatest Depth in Feet. Mean Hydraulic Radius in Feet, R Slope of Water Surface per Thousand, looo.V Mean Velocity per Second in Feet, Coefficient, in Formula Coefficient of Rough- Defrifus, Vegetation, ov other Obstructions — Co7itinued. 3395 35 16.28 0.00861 1.007 85.1 0420 3528 37 17.52 0.01291 1.459 97.0 0357 3710 39 18.49 0.01722 1.783 99.9 0336 3930 41 19.88 0.02152 2.083 100.7 0328 4208 43 19.99 0.02583 2.360 103.9 0304 4605 45 20.40 0.03013 2.620 105.7 0292 4780 47 21.13 0.03444 2.857 105.9 0286 4820 49 22.97 0.03S74 3.091 103.6 0293 4859 51 24.70 0.04304 3-321 101.9 030a 4899 53 26.42 0.04735 3-548 100.3 0306 4933 55 28.11 0.05165 3-771 99.0 0310 4970 57 29.80 0.05596 3-993 97.8 031S 4976 59 31.68 0.06026 4.213 96.4 0320 4982 61 33.57 0.06426 4-432 95-2 0325 4988 63 35.44 0.06587 4.652 94.2 0330 4994 65 37.31 0.07748 5. no 92.8 0337 5011 69 41.01 0.08178 5-382 92.9 0336 5025 71 42.82 0.08608 5-717 94.2 0327 5045 73 44.47 0.09039 6.147 97.0 0314 4970 17.90 0.142 3-380 67.0 0403 4570 18.91 0.142 3.500 67.6 040s 5100 23.66 0.124 3-681 67.4 0434 5650 29-53 0.128 4-077 66.3 0469 5545 31. 0.132 3.804 59-4 0540 3375 23.90 0.05250 3.6S9 82.7 0351 3300 24.70 0.08466 3.436 75-1 0402 4120 29.91 0.11150 4-349 75-3 .0400 4050 31.72 0.11330 4.126 68.8 0463 4130 37.96 0.12180 4-750 69.9 0460 2465 39-5 29.6 0.01444 2.20 106.2 0384 2467 40.0 30.4 0.01870 2.35 98.6 0402 2463 40.0 30.4 0.02094 2.82 107.4 0361 2569 51.0 40.1 0.04762 4.22 96.6 0359 2563 49-5 39-3 0.04950 4.04 91. 6 0381 2582 52.5 41.1 0.05131 4.49 97.8 0348 2598 69.0 53-5 0.06170 7-47 130.0 0230 2615 68.0 53-7 0.07397 7-74 122.8 0243 222 GENERAL FORMULA FOR UNIFORM FLOW OF WATER. Class B. Open Channels, Location and Description of Channel. Method of Gauging. Authority. Author's No. of Series. Rivers and Canals, more or less irregular, with Mississippi River at Columbus, Ky. Humphreys and Abbot, 1858. Mississippi River above Vicksburg, Miss. Double floats. Do. 8 9 7 10 6 Mississippi River at Carrolton, La. Bed, very fine sand; banks comparatively stable. A short, sharp bend of about 130° between two straight reaches, each about two miles in length. At the bend there was a powerful eddy. Local slopes varied greatly. The table contains the average slope over the entire distance, taken on other days from those on which the velocities were measured, but are believed to apply fairly well to the respective gaugings. The results at the mean stages of the river are considered the most trustworthy. Double floats. Miss. River Commission Report of 1882. Mississippi River at Carrolton, La. Double floats. High water, 1851. Humphreys and Abbot, 1851. TABLES FOR PRACTICAL USE. Creeks, and Rivers. Surface Widow in Feet. Greatest Depth in Feet. Mean Hydraulic Radius in Feet, R Slope of Water Surface per Thousand, looo.^" Mean Velocity per Second in Feet, Coefficient, in Formula Coefficient of Rough- ness, Detritus, Vegetation, or other Obstructions — Continued. 2214 88 65.88 0.0680 6.958 103-9 0327 2507 63 31.16 0.02227 3-523 133-8 0307 2556 83 52.12 0.03029 5 558 139-9 0253 2732 10I 64.52 0.04365 6 825 128.6 0267 25S0 90 57-37 0.04S11 6 319 120.3 0283 2729 100 64.10 0.06379 6 950 108.7 0308 2359 86 57-6 0.0097 2 95 124.8 0452 2369 86 60.7 0.0097 3 38 139-3 0400 2392 83 58.8 0.0105 3 52 141. 7 0378 2401 90 59.6 0.0112 3 58 138-6 0383 2423 89 57-7 0.0112 3 73 146.7 0354 2417 90 58.5 0.0112 3 91 152. 8 0333 2417 91 59-3 0.0112 4 05 157-2 0322 2565 90 63-4 0.0127 5 08 179.0 0261 2665 95 53. 7 0.0136 5 33 188.6 0229 2565 91 64.2 0.0137 4 54 153-I 0320 2582 92 57-2 0.0139 4 46 158.2 0290 2541 87 65.6 0.0142 5 13 168. 1 0276 2445 88 60.8 0.0143 4 39 148.9 0318 243S 90 62.5 0.0143 3 89 130. 1 0397 2636 92 62.6 0.0165 5 24 163.0 0267 2647 93 63.1 0.0165 5 90 182.9 0218 2421 131 73-53 0.00342 4 034 254.4 0295 2429 132 74-39 0.00384 3 978 235 -3 0267 2656 136 72.46 0.01713 5 8S7 167. 1 0273 2653 136 72-03 0.02051 5-929 154-3 0277 TABLE II. (English measure.) This table contains the values of For different degrees of roughness varying from 0 to 0,050, and the values of For different slopes varying from 0 to 0, so that for any given case the value may be found simply by addition. The value of x may then be readily obtained from X = ny — /. The numerical values for the constants a, /, and i from which the Table is computed are: a = 41.66; /= 1.81132; /= 0.0028075. 226 GENERAL FORMULA FOR UNLFORM FLOW OF WATER. VALUES FOR « + -. (English measure.) This table contains the values of y and x in the general formula for the coefficient c, y ='x'+ 71 for a large number of slopes and values of 7i. They were mostly obtained by converting into English measure the values computed by Mr. Chas. H. Swan, C.E., and contained in the Trans. Am. Soc. C.E., 1880. They may be used also for the purpose of plotting the slope-or grade-curves in the diagram, Plate VI 1, 7 and x representing their coordinates. 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HH 1-1 eneneno— -t-C) Cco mo -ro -rm.co O enco -to C^O enO -t-co t^enr^r^ -Tfi-i o r^C^-Tencninco ^o ^ i^eno Ococo i^i-ic/30 mencnci or^OvCO mm inwco  o 1- r^ en en — O CT v^ I ^ r^ o o Cl C» CI '- — "-' — ►- men o -fO O r^ in en 1-^ O mco 1-1 -l-t^ini-i ci Cco c^jT'-l-C^^r-^O in CI CO CO O \r> \c\ t^O N 1-1 Oi-i o^mr-^r^or^ci c^o enO r^mci O c^c^m^inr^r^ci r^eni-ivOO CO r^cooaj ineni-o Oenco -rfOO enenci ci ci r-~en— o oco i-^-+encioci>-^- en O''^ -^ d  m m ci co ^o -r •+ en w O r^-+-±0 O -to r^-t" or^menc^ r^cico en" ococo i^r^o m-t-t"*"*"*-t  — — '-'" — '-■'-'•-I""'-' — "'-''-''-''-''-''-'I-' — " inO inC inO mO mO mO mO O r^ r^co c/:)OOOcim OOOCOOO"-i-i"C»en-1-mOr^aoC7'0 OOOCOOOOOOOOOOO""" OOOCOOOOOOOOOOO OOOOOOOOOOOOOOO OOOOOOOO OOOOOOOO OOOOOOOO OOOOOOOO 0600606600006606666060006666060001-11 ^ .0000000 O O — CI TtO CO o o c ■ OOOOOOOr^oO 00000000"0 TABLES FOR PRACTICAL USE. 231 0 d II H. •. coci ir)foO r^OOO. .ovCcjOO"coOO. u-i CO ci « 0 Oco r^ i^ m 0 CO in r^ r^ O^O O^ -r<:s O OO 0^ 0 00 CO CO M r^O^— co-rcr>Lnco— Oco coO O O^ Oco 00 t  — ----WW-WW 5S. -:f « U-, rtco TJ- Tt u^ 0^ -t t-~- ^nt^-tO^O COO -tci r^Ooooo M Cl - • 0 0 CI 0^0 -t C) • • • -r CO CO Cl CI c^ CI 0 CO Cl M r^ Cl CO coco 0 -t-tcococi Cl 0 0 0^OOC>0» — 0 0 OOOOOa^O^G^O O^oo 00 CO 00 00 0 d II 8 H • • - cc -r u-1 -1- r^ c'; 0 •. Cl cooj iri -r -TO c/^ U-) CO « 0 OOD t^o CO -r Cl 0 0 10 in Cl Cl ir. 0 Cl - r-^coin- D o-rm-co 0^ O' -ri^OcoinOO-tci- o-tci- — 000 CO — C CO t^ t^O ■■O -O <:> 0 ininmminrt-t ■ -coco^ocopiac^M Cl d Cl C1C1C1--WW-WWWWWWWWWW ^ • •MOcoNi-c-r'-iO Cl IT) - -tr^C CO— I^co 0 in- CO inco rtcotoO O • -co coco xr>ci C>r-~u-> - • •i--)-cocococi cs cj Cl Cl 0 Cl inOO — or^OO inin-tcoci Cl Cl Cl ci ci — - 0 0 oooc^c^oc^oc^c^ooo^c^ 0 d II 0 d II 0 f: 0 0 II H • cc 0 Cl r^ vr, 0 C^ 0 0. CO Cl LD 0 cr. O) --C - -r. U^- CO '-' 0 ^ 1^0 0 Wi -r -r CO — Cl -r -r -r in m — in Cl — ci O Cl CO -f O mi - in. c> c^. in r i^ in CO Cl — 0 co co ci ci — — M Ceo t^OO ininininin-t-t-tTt-t-r'*  —CO ind Ceo • ir. 885 Cl in :r S " ST' ^ M^^ t-egocooooooo SSSSSSS^SC""^' ~<"^ CO 0 0 0 oooocoooooooooo — 00 OOOOOOOODOOOOOOO — o 0 0000000000 0 0 0 OOOOOOOOOOOOOOOOOw 2^2 GENERAL FORMULA FOR UNIFORM FLOW OF WATER. CO -f O O M "^ inco -1-00 oo -t- c<^ r^vO O i~^ ■+ N CO incicxi u->cnvO i-ico incOM ini-i O O O^co CO O c^O 0^c<^C^in\0 CT^cOOt^cnO 1-CJ Ncoco •-r-rc^i^ccOD-t'-)MCii-.i-.K,«ooOOOOC> C<-lcnc<^C^NOC)C<MCIMC)NMClClflriMC»M O i/%oo "-f n-co rJ*C^O "-fC^irici r^OcOvOO coco ^ to ■A H CO CO iTi r^ O O i^O -T CO r^ CO O i~^ "", u-i"^cop) M ol^incoN M w n O O CO  r^O -i-Ocoi^" "T-o C^Oco I^O in-rcocoOu-iinco C>cr) f^co O cOvCO irjir)-r~ti^coCcO J^ir-CO u"j-f"1-coco in-:tCO0) C< >— OCOO "T-O HI o O O OOOcococococococo cocOcococococoNOor^Plcjc^OHiHHt-ii-ii-ih-ii-iMi-ii-i OcooOO '^OOO o^Nco co^r^coOO Pi "*coi-i i-i r^r- -hinei -fr^O H- o coO O c^ -t-u-ir^covO O r^co r^co coooco vO coci ci coo c?cococo-r-1--t-co -r -^ Ocoo O r^OvC inir>rr  o O M o^co O CO O^ CI u-ico d o- CO rt- r^ coco ocii-coi-ii-ir^r^ . CO -t- N o r^vo -r M C) I- w >-. >-• CI CO ^ O coco T 1- O oco CO t-^ r^o tn in ui in -t -t O O O O Oco COCWCOCOOOCOCOCOCOCOCO CO -t CO c^ IT) CO " -+ O CO -1- C- (N M O C^ oco O CO O O ino ■- r^H- cor~-0 C r^" -1-coOOO  « -r o o w "^ ►-I CO r^w -rOvO r^OcoOco co-o -fci N O O COH-H- — cico-1-invor^ooOOOOOOOOO OOOOOOOOOOOOOOOOO _ oooooocoooooooooog oooooooooooooooooq dodododdododdooooooooooodoi-i O " <» •^vO CO - o o - - - o o TABLE IV. 