UNITED STATES DEPARTMENT OF THE INTERIOR 

Harold L. Ickes, Secretary

GEOLOGICAL SURVEY 

W. C. Mendenhall, Director

Water-Supply Paper 771

FLOODS IN THE UNITED STATES

MAGNITUDE AND f RgQUENCY

r*

BY

CLARENCE S. JARVItf

Prepared in collaboration with the Water "

the National Resources Board andts

the Mississippi Valley Comtoitt^e

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UNITED STATES

GOVERNMENT PRINTING OFFICE 

WASHINGTON : 1936

Forsaleby the Superintendent of Documents, Washington, D.C. .... Price $1.00 (Paper cover)

CONTENTS

Page

Foreword. .................................... 9

Authorization ....'................. .... 13

Administration and Personnel. .......................... 13

Acknowledgments ............................... 14

Cooperation ....,......... ..... . . . 15

Cooperation from American Society of Civil Engineers. ............ 15

Cooperation from American Geophysical Union ................. 16

Cooperation from other sources. ....................... 17

Descriptive, general, and historical notes. ................... 19

Methods for estimating floods .......................... 28

Historical review .............................. 28

Classification of methods .......................... 32

Extreme flood formulas. ......................... 32

Flood-frequency formulas. ........................ 33

Formulas with frequency relations Implied .............. 33

Formulas involving only drainage area .............. 35

Length and width formulas .................... 34

Formulas Involving rainfall ................... 55

Kulchling referencee. .................... 55

Grunsky formula ....................... 35

Lillie formula. ....................... 35

Eettia formula. ....................... 36

Besson formula. ....................... 37

Switzer and Miller formula. ................. 38

Total run-off formulas. ..................... 39

Formulas with frequency relation expressed. ............. 41

Fuller formula. ......................... 41

Horton formula. ......................... 43

Lane formula. .......................... 44

Mover formula .......................... 44

Creager formua. ......................... 45

Statistical (or probability) methods. .................. 47

Theoretical probability curves. ................... 47

Pear3on curves and method .................... 47

Hazen method. .......................... 48

Difference in coefficients. ................. 49

Hall method ........................... 50

Goodrich method ......................... 50

Comments on theoretical probability curves. ......... 51

The duration-curve method ...................... 53

Methods of selecting data .................... 54

Annual flood method (recommended by Hazen). ......... 54

Basic stage methods ..................... 54

Complete duration series. .................. 54

Dean formula. .......................... 55

Selection of basic etage. .................... 57

Theoretical vs. empirical duration curvee ............ 58

Curves of average Intervals between floods. ........... 58

Methods dependent on relation of rainfall to run-off. .......... 61

Miami Conservancy District study. .................. 62

Rainfall probability. ........................ 64

Unit-hydrograph method. ....................... 65

Method for estimating peak flow from 24-hour average flow ........ 66

Examples or procedure for analyzing flood flows ................. 68

Symbols ................................... 69

Fundamental methods for analyzing flood data. ................ 70

Statistical arrays. ........................... 70

Annual flood. ............................ 70

Monthly flood ............................ TO

Daily flow. ............................. 70

Flood event or partial eeries .................... 71

Average number of flood events per century (modified California

method) ............................. 71

Graphic methods for analysis of flood flow data ..... v ......... 71

Plotting procedures .................1......... 78

Annual floods ............................ 78

Table 1. Annual floods on Tennessee River at

Chattanooga, Term., 1875 to 1933. ............... 79

Interpretation of frequency curves. ................... 81

Annual flood. ............................ 81

Monthly flood _«_-...... ..................... OS

Daily flow. ............................. 84

Flood event or partial series (closely related to and

convertible Into the modified California method). ........ 85

Average number of flood events per 100 years (modified

California method). ....................... 85

General comments. ............................ 85

Illustrative examples ...........*............... 87
4 CONTENTS

	Page

Momentary flood peaks and other flow characteristics of flood rises ....... 90

Table 2. Comparison of flood flows ..................... 97

Penobscot River at West Enfleld, Maine. ................. 97

Mattawamkeag River at Mattawamkeag, Maine ................ 97

Carrabassett River near North Anson, Maine. ............... 97

Saco River at Cornish, Maine. ...................... 97

Pemlgewasset River at Plymouth, N. H. .................. 97

Wlllimantlc River near South Coventry, Conn................ 97

Hop River near Columbia, Conn.. ..................... 97

Connecticut River at North Stratford, N. H. ............... 98

Connecticut River at Montague City, Mass. ................ 98

Passumpslc River at Passumpsic, Vt. ................... 98

Swift River at West Ware, Mass. ..................... 98

Housatonlc River at Falls Village, Conn.. ................ 98

Tenmile River near Gaylordsville, Conn. ................. 98

Pomperaug River at Sou tilbury, Conn. ................... 98

Sacandaga River at Hadley, N. Y...................... 98

Batten Kill at Battenville, N. Y. .................... 99

Susquehanna River at Conklin, N. Y. ................... 99

Susquehanna River at Wilkes-Barre, Fa.. ................. 99

Susquehanna River at Harrisburg, Pa.. .................. 99

West Branch of Susquehanna River at Williamsport, Pa. .......... 99

Loyalsock Greek at Loyalsock, Fa. .................... 99

Junlata River at Newport, Fa. ...................... 99

North Branch of Patapsco River near Marriotsvllle, Md.. ......... 100

North Branch of Potomac River near Cumberland, Md............. 100

Potomac River at Shepherds-town, w. Va.. ................. 100

Potomac River near Washington, D. C.............. ...... 100

Wills Creek near Cumberland, Md...................... 100

Monocacy River at Jug Bridge near Frederick, Md.. ............ 100

Rappahannock River near Fredericksburg, Va. ............... 101

James River at Buchanan, Va.. ...................... 101

James River at Cartersville, Va.. .................... 101

North River near Lexington, Va. ..................... 101

Roanoke River at Roanoke Rapids, N. C.. ................. 101

Dan River at Leaksville, N. C....................... 101

Pee Dee River near Rocklngham, N. C.................... 101

Santee River at Ferguson, S. C. ..................... 102

Pacolet River near Fingerville, S. C. .................. 102

Saluda River at Chappells, S. C...................... 102

Oconee River at Dublin, Ga. ....................... 102

Peace Creek at Arcadia, Fla.. ...................... 102

Wlthlacoochee River near Holder, Fla. .................. 102

Suwarmee River at Ellaville, Fla. .................... 102

Chattahoochee River at West Point, Ga.. ................. 102

Apalachicola River near River Junction, Fla.. .............. 103

Little River near Jamestown, Ala. .................... 105

Allegheny River at Red House, N. Y. ................... 103

Ohio River at Paducah, Ky......................... 103

Muskingum River at Dresden, Ohio. .................... 103

Walhonding River at Pomerene, Ohio. ................... 103

New River at Eggleston, Va. ....................... 105

Kanawha River at Kanawha Falls, W. Va.. ................. 104

Greenbrier River at Alderson, W. Va.. ............... ... 104

Gauley River above Belva, '.V. Va.. .................... 104

YJilllams River at Dyer, W. Va....................... 104

Olentangy River near Delaware, Ohio ............ ... .... 104

Licking River at Catawba, Ky. ...................... 104

West Fork of Y.Tiitewater River near Alpine, Ind. ............. 104

Wabash River at Terre Haute, Ind. .......... .......... 105

Wabash River at Mt. Carmel, 111.. .................... 105

Cumberland River at Celina, Term. .................... 105

French Broad River at Ashevllle, N. C................... 105

Tennessee River at Guntersvllle, Ala. .................. 105

Little Pigeon River at Sevlerville, Term. ................ 105

Tuckasegee River at Bryson, N. C. .................... 105

Hlwassee River at Murphy, N. C. ..................... 105

Wolf River at Keshena Falls, ',Vls. .................... 106

Genesee River at St. Helena, N. Y..................... 106

Wlnooski River at Essex Junction, Vt. .................. 106

Pine Creek near Fine Creek, Mlrrn. .................... 106

Mississippi River at St. Paul, Minn.. .................. 106

Minnesota River at Kankato, Minn. .................... 106

Chippewa River at Chippewa Palls, Wls.. ................. 106

Red Cedar River near Colfax, Wls. .................... 106

Zumbro Rivor at Zumbro Palls, Klnn. ................... 107

Maquoketa River near Kaquoketa, Iowa. .................. 107

Iowa River at Iowa City, Iowa ...................... 107

Cedar River at Cedar Rapids, Iowa .................... 107

Missouri River at Boonvllle, Mo.. .................... 107

Marias River near Shelby, Mont. ..................... 107

Kansas River at Topeka, Kans. ...................... 107

Osage River near Ottawa, Kans.. ..................... 107

Osage River at Osceola, Mo. ....................... 108

Niangua River near Decaturville, Mo.. ............... ... 108

Mississippi River near Vicksburg, Miss. ................. 108

IJoosho River near lola, Kans. ...................... 108
CONTENTS 5

Momentary flood peaks and other flow characteristics of flood rises Continued Page 

Table 2. Comparison of flood flows Continued

Canadian River near Bell Ranch, N. Mex. ................. 108

Canadian River at Logan, N. Mex...................... 108

Vermejo River near Dawson, N. Mex.. ................... 108

Mora River near Shoemaker, N. Mex..................... 108

Sabine River near Ruliff, Tex....................... 109

Colorado sRiver near Tow, Tex. ...................... 109

Colorado Elver at Austin, Tex....................... 109

Guadalupe River near Spring Branch, Tex.................. 109

Sandies Creek near Westhoff, Tex. .................... 109

Prio River at Concan, Tex......................... 109

Colorado River near Grand Canyon, Ariz. ................. 109

Green River at Green River, Utah. .......... .. ........ 109

Aahley Creek near Vernal, Utah. ..................... 110

San Juan River near Bluff, Utah ...... ............... 110

Little Colorado River at Grand Palls, Ariz. ............... 110

San Francisco River at Clifton, Ariz. .................. 110

Sabino Creek near Tucson, Ariz. ..................... 110

South Pork of Ogden River near Huntsville, Utah ............. 110

San Gabriel River near Azusa, Calif.. ..... ............. 110

Kings River at Piedra, Calif. ...................... Ill

Merced River at Happy Isles Bridge near Yosemite, Calif.. ........ Ill

Sacramento River near Red Bluff, Calif. ................. Ill

Quinault River at Quinault Lake, Wash.. ................. Ill

Puyallup River at Puyallup, Wash. .................... Ill

Skagit River at Newhalem, Wash. ..................... Ill

Columbia River at Grand Coulee, Wash. .................. Ill

Kootenai River at Leonis, Idaho ..................... Ill

Boundary Creek near Port Hill, Idaho. .................. 112

Clark Pork near Plains, Mont. ...................... 112

Clark Pork at Priest River, Idaho .................... 112

Henrys Pork at Warm River, Idaho. ................... . 112

Boise River near Twin Springs, Idaho. .................. 112

Salmon River at Salmon, Idaho ...................... 112

Bear Valley Creek near Cape Horn, Idaho ................. 112

Bull Run River near Bull Run, Oreg. ................... 112

Willamette River at Springfield, Oreg........... ........ 113

Clackamas River near Cazadero, Oreg.. .................. 113

North Umpqua River above Rock Creek near Glide, Oreg. .......... 113

Rogue River above Prospect, Oreg. .............. ...... 113

Records of floods on selected rivers. ...................... 114

Table 3. Flood records ........................... 120

Part 1. North Atlantic slope basins. .................. 120

Penobscot River at West Enfield, Maine. ............... 120

East Branch of Penobscot River at Grindstone, Maine ......... 121

Mattawamkeag River at Mattawamkeag, Maine .............. 125

Piscataquis River near Poxcroft, Maine. ............... 123

Kennebec River at The Forks, Maine. ................. 124

Kennebec River at Waterville, Maine ................. 125

Dead River at The Porks, Maine. ................... 126

Androscoggin River at Rumford, Maine. ................ 127

Pemigewasset River at Plymouth, N. H. ................ 128

Merrlmack River at Franklin Junction, N. H. ............. 130

Merrlmack River at Lawrence, Mass.. ................. 131

Connecticut River at Orford, N. H., and South Newbury, Vt.. ..... 132

Connecticut River at White River Junction, Vt.. ........... 134

Hudson River at Mechanicville, N. Y................ . . 135

Passaic River at Paterson, N. J.................... 136

Delaware River at Port Jervis, N. Y.................. 137

Perkiomen Creek at Frederick, Pa. .................. 138

Susquehanna River at Towanda, Fa................... 139

Susquehanna River at Harrisburg, Pa.................. 141

Chemung River at Chemung, N. Y. ................... 142

West Branch of Susquehanna River at Williamsport, Pa. ........ 144

Juniata River at Newport, Pa. .................... 145

Potomac River at Point of Rocks, lid.. ................ 147

Monocacy River near Frederick, Md................... 148

Part 2. South Atlantic slope and Eastern Gulf of Mexico basins ..... 150

James River at Buchanan, Va.. .................... 150

James River at Cartersville, Va.. .......... ........ 151

Roanoke River at Roanoke, Va. .................... 152

Yadkin River near Salisbury, N. C................... 154

Chattahoochee River at West Point, Ga.. ............... 155

Oostanaula River at Resaca, Ga. ................... 157

Part 3. Ohio River basin ........................ 159

Allegheny River at Red House, N. Y. ................. 159

Allegheny River at Franklin, Fa.................... 160

Ohio River at Pittsburgh, Pa. .................... 161

Ohio River at Cincinnati, Ohio. ................... 164

Ohio River at IDouisville, Ky. .................... 165

Ohio River at Evansville, Ind..................... 166

Redbank Creek at St. Charles, Pa. .................. 168

Kiskiminetas River at Avonmore, Pa. ................. 169

Blacklick Creek at Blacklick, Pa. .................. 170

Tygart River at Petterman, W. Va. .................. 172

West Fork River at Butcherville, W. Va. ............... 173

Big Sandy Creek at Rockville, W. Va.................. 174
COHTEHTS

Records of floods on selected rivers Continued

Table 5. Flood records Continued Page

Part 3. Ohio River basin Continued

Youghiogheny River at Connellsville, Pa.. .............. 175

Shenango River at Sharon, Pa. .................... 176

Little Beaver Creek near East Liverpool, Ohio ............ 178

Hocking River at Athens, Ohio .................... 179

New River at Eggleston, Va. ..................... 180

Kanawha River at Kanawha Falls, W. Va.. ......... ...... 131

Greenbrier River at Alderson, W. Va.................. 185

Raccoon Creek at Adamaville, Ohio ................ .. 186

Miami River at Sidney, Ohio ..................... 187

Miami River at Dayton, Ohio ..................... 188

Mad River near Springfield, Ohio. ........... ... .... 190

Kentucky River at Lock 10 near Winchester, Ky.......... ... 191

Embarrass River at Ste. Marie, 111. ................. 192

West Fork of White River near Noblesville, Ind. ........... 195

Little Wabash River at Wilcox, 111. ................. 194

Cumberland River at Cumberland Falls, Ky. .............. 195

Cumberland River at Burnside, Ky.*~. ................. 196

Cumberland River at Nashville, Term.. ................ 198

French Broad River at Asheville, N. C.......... ... ... . 200

Tennessee River at Knoxville, Tenn. ................. 202

Tennessee River at and near Chattanooga, Tenn.. ........... 204

Tennessee River at Florence, Ala. ............ ...... 206

Tennessee River at and near Johnsonville, Tenn. ........... 208

South Fork of Holston River at Bluff City, Tenn.. .......... 210

Holston River near Rogeraville, Tenn. ................ 211

Little Tennessee River at Judaon, N. C. ............... 215

Little Tennessee River at McGhee, Tenn. ............... 214

Tuckasegee River at Bryson, N. C. ............ ...... 216

Clinch River at Clinton and near Coal Creek, Tenn.. ... ...... 217

Hiwassee River at Murphy, N. C. ................... 219

Toeeoa River near Dial, Ga. ..................... 231

Ocoee River at Emf, Tenn. ...................... 222

Part 4. St. Lawrence River basin .................... 224

Fox River at Berlin, Wis. ...................... 224

Wolf^River at New London, Wis.. ................... 225

Black River at and near Watertown, H. Y................ 226

Moose River at Moose River and McKeever, N. Y............. 228

Part 5. Hudson Bay and tipper Mississippi River basins. ......... 251

St. Mary River near Kimball, Alberta. ................ 251

Red River at Fargo, N. Dak. ..................... 252

Red River at Grand Forks, N. Dak. .................. 255

Red Lake River at Crookston, Minn.. ................. 234

Mississippi River at Elk River, Minn. ................ 236

Mississippi River at St. Paul, Minn.. ................ 237

Mississippi River at Le Claire, Iowa. .......... ...... 259

Mississippi River at Keokuk, Iowa .................. 240

Mississippi River at Hannibal, Mo.. ................. 242

Minnesota River near Montevideo, Minn.. ............... 243

Minnesota River at Mankato, Minn. .................. 245

St. Croix River at Swise, Wis.. ................... 246

St. Croix River near St. Croix Falle, Wia.. ............. 247

Apple River near Somerset, Wis. ................... 248

Chlppewa River at Chippewa Falls, Wis., ............... 248

Flambeau River near Ladysmith, Wis. ................. 250

Jump River at Sheldon, Wis. ..................... 251

Red Cedar River at Menomonie, Wis.. ................. 251

Black River at Neillsville, Wis.. .................. 252

La Crosse River near West Salem, Wis. ................ 253

Wisconsin River at Merrill, Wis.. .................. 254

Wisconsin River at Muscoda, Wis.. .................. 256

Kickapoo River at Gays Mills, Wis.. ................. 257

Maquoketa River below North Fork of Maquoketa River, near

Maquoketa, Iowa ......................... 258

Rock River at Afton, Wis. ...................... 259

Rock River at Lyndon, 111.. ..................... 260

Pecatonica River at Fpeeport, 111.. ................. 261

Sugar River near Brodhead, Wis. ................... 262

Iowa River at Iowa City, Iowa .................... 263

Iowa River at Wapello, Iowa ..................... 265

Cedar River at Cedar Rapids, Iowa .................. 266

Skunk River at Coppock, Iowa. .................... 267

Des Koines River at Keosauqua, Iowa ................. 268

Raccoon River at Van Meter, Iowa. .................. 269

Kankakee River at Homenee, 111. ................... 270

Fox River at Algonquin, 111.. .................... 271

Vermillion River at Streator, 111.. ................. 272

Sangamon River at Monticello, 111.. ................. 27|5

Sangamon River at Riverton, 111.. .................. 274

Kaskaskia River at Vandalia, 111. .................. 275

Big Muddy River at Plumfleld, 111.. ................. 276

Part 6. Missouri River basin ...................... 277

Beaverhead River at Barratts, Mont. ................. 277

Missouri River at Fort Benton. Mont.. ................ 278

Missouri River at Bismark, H. Dak.. ................. 280

Missouri River at Pierre, S. Dak. .................. 281

Missouri River at Sioux City, Iowa. ................. 282

Missouri River at Omaha, Hebr.. ............. ...... 284

Missouri River at Kansas City, Mo.. ................. 285
Records of floods on selected rivers Continued

Table 3. Flood records Continued Page

Part 6. Missouri River basin Continued

Missouri River at Herman, Mo. .................... 287

North Pork of Sun River near Augusta, Mont. ............. 289

Two Medicine River at Family, Mont. ................. 290

Marias River near Shelby, Mont. ................... 291

South Pork of Milk River at and near International boundary ..... 29S

Lodge Creek at International boundary ................ 295

Battle Creek at International boundary. ............... 296

Yellowstone River at Glendlve and Intake, Mont. ........... 297

Big Horn River at Thermopolls, Wyo. ................. 298

Nowood Creek at Bonanza, Wyo. .................... 299

North Platte River near Northgate (Plnkhampton), Colo.. ....... ZOO

North Platte River at Saratoga, Wyo.. ................ 502

North Pork of South Platte River at South Platte, Colo. ....... SOS

Clear Creek near Golden, Colo..................... 504

St. Vraln Creek at Lyons, Colo. ................... 506

Republican River at Junction City and Wakefleld, Kans.. ....... 307

Kansas River at Ogden, Kans.. .................... 309

Kansas River at Topeka, Kans. .................... 310

Kansas River at Bonner Springs, Kans. ................ 311

Smoky Hill River near Abllene and at Solomon, Kans. ......... 312

Solomon River at Niles, Kans. .................... 513

Big Blue River at Randolph, Kans. ............. ..... 315

Osage River at and near Ottawa, Kans. .... ............ 316

Part 7. Lower Mississippi River basin. . . ... ......... ... 318

Mississippi River at St. Louis, Mo. ................. 318

Mississippi River at Memphis, Term. ................. 320

Mississippi River at Vlcksburg, Miss. ................ 321

Mississippi River at Baton Rouge, La. ................ 322

Arkansas River at Granite, Colo.. ........... ....... 324

Arkansas River at Sallda, Colo. ................... 325

Arkansas River at Canon City, Colo. .......... ....... S26

Arkansas River at and near Pueblo, Colo................ 328

Purgatolre River at Trinidad, Colo. ................. 329

Neosho River at and near lola, Kans.. ................ 330

Part 8. Western Gulf of Mexico basins. ................. 555

Brazos River at Waco, Tex.. ..................... 553

Colorado River at Austin, Tex..................... 555

Rio Grande near Del Horte, Colo.. .................. 536

Rio Grande near Lobatos, Colo.. ................... 337

Rio Grande at and near San Marcial, N. Mex. ............. 339

Rio Grande near El Paso, Tex. .................... 540

Conejos River near Mogote, Colo.. .................. 542

Pecos River near Comstock, Tex. ................... 345

Part 9. Colorado River basin ...................... 545

Colorado River at Glenwood Springs, Colo. .............. 545

Colorado River at Yuma, Ariz. .......... . . ........ 346

Green River at Grean River and Little Valley near Green River, Utah . 547

Duchesne' River at Myton, Utah ..................... 348

Glla River at Kelvin, Arlz. ..................... 350

Verde River above Camp Creek near McDowell, Arlz. .......... 551

Part 10. The Great basin ........................ 352

Weber River near Oakley, Utah .... ................ 552

V/eber River at Devils Slide, Utah .................. 555

Provo River at Forks, Utah. ........... ...... .... 554

West Walker River near Colevllle, Calif.. .............. 555

Humboldt River near Oreana, Nev.................... 356

South Pork of Humboldt River near Elko, Hev». ............ 558

Fart 11. Pacific slope basins in California. ..... ......... 359

San Gabriel River and Azusa (Southern California Edison Co.'s)

canal near Azusa, Calif.. .................... 359

Arroyo Seco near Soledad, Calif.. .................. 360

Alameda Creek at Sunol, Calif.. ................... 361

Kern River near Batersfield, Calif. ................. 362

Tule River near Portervllle, Calif. ................. 363

Kaweah River near Three Rivers, Calif.. ............... 565

Kings River at Pledra, Calif. .................... 567

Mokelunne River near Clements, Calif. ................ 369

Sacramento River near Red Bluff, Calif. ............... 371

Feather River at Orovllle, Calif. .................. 572

Tuba River at Smartville, Calif.. .................. 574

American River at Fair Oaks, Calif. ................. 576

Cache Creek at Yolo, Calif. ..................... 578

Part 12. North Pacific slope basins. .................. 380

North Fork of Snoqualmie River near North Bend, Wash. ........ 380

Columbia River at The Dalles, Oreg. ................. 381

Clark Fork near1 Plains, Mont. .................... 383

Flathead River near Poison, Kont. .................. 383

Boise River near Twin Springs, Idaho. ................ 384

South Fork of Boise River near Lenox, Idaho ..... ........ 385

Clearwater River at Kamiah, Idaho .................. 386

Umatilla- River near Umatilla, Oreg. ................. 387

John Day River at McDonald Ferry, Oreg. ............... 588

Deschutes River at Moody near Biggs, Oreg.. ............. 390

Kllckltat River near Glenwood, Wash.. ................ 391

Bull Run River near Bull Run, Oreg. ................. 392

Wlllamette River at Albany, Oreg. .................. 595

Unrpqua River near Elkton, Oreg. ................... 395

Rogue River at Raygold near Central Point, Dreg.. .......... 396
8 CONTENTS

Page 

A study of methods of estimating flood flows applied to the Tennessee

River, by Thorndike Saville ......................... 398

Introduction. ................................ 398

Puller method ................................ 398

Table 4. Computation for Puller, Poster, and Hazen methods ......... 400

Table 5. Variation of C in Qave = CA°'° for different periods of

record, Tennessee River at Chattanooga, Term. .............. 403

Foster method ................................ 403

Hazen method. ................ ......... . . ..... 404

Table 6. Skew curve factors. ........................ 405

Goodrich method ............................... 406

Table 7. Tabulation of (fR) for Goodrich frequency curve, type VI,

Tennessee River at Chattanooga, Tenn. .................. 408

Table 8. Tabulation of (fR) for Goodrich frequency curve, type II

and V, Tennessee River at Chattanooga, Tenn.. .............. 409

Slade method. ................................ 411

Table 9. Calculation of constants for Slade method, Tennessee

River at Chattanooga, Tenn., 1875-1931. ................. 412

Table 10. Theoretical frequency curve, Slade method. ............ 412

Table 11. Flood estimates, Tennessee River at Chattanooga, Tenn. ...... 413

Interpretation of results ................ .......... 414

Discussion of results ............................ 416

The reliability of statistical methods in the determination of flood

frequencies, by J. J. Slade, Jr.. ...................... 421

Table 12. Coefficients of variation and skew for selected flood records. . . 428 

Independent characteristics of a population ................. 428

The frequency curve ............................. 429

Limitations of the statistical method .................... 430

Range of the statistics ........................... 430

Conclusions ................................. 431

Hydrologio conditions as affecting the results of the application of

methods of frequency analysis to flood records, by Robert E. Horton ..... 433

Table 13. Variation in frequency and magnitude of Tennessee River

floods at Chattanooga, Tenn., for 30-year periods ............ 439

Appendix.- Determination of maximum or limiting magnitude and determination

of the constants in the Horton integral frequency formula ........ 448

Note by R. W. Davenport ........... . . ....... ....... 450

Determination of flood flow by unit-hydrograph method, by Kerrill M. Bernard. . . 451 

Distribution graphs ............................. 452

Storm analysis. ............................... 452

Table 14. Seasons in which great storms have occurred on designated

river systems .............................. 453

Table 15. General data relating to drainage basins and selected storms ... 455 

Table 16. Flood coefficients as derived for Skunk River at Augusta, Iowa . . 458 

Conclusions ................................. 460

Definitions of terms as used in this report .......... . . ....... 462

Bibliography relating to flood flow, intense rainfall, and frequencies. ..... 468

Index ...................................... 489

ILLUSTRATIONS

_______ Page

Plate 1. Location of active stream-gaging stations as of September 1933 ..... 26

2. Hydrographs of flood discharge of the Delaware River at Riegelsville,N.J. 78

3. Stream-gaging stations for which flood data are compiled in this report 118

Figure 1. Frequency curves ........................... 72

2. Enlarged section of cumulative frequency curve ............ 72

3. Comparison of plotted arrays of flood flow data for Susquehanna River . 75

4. Comparison of flood-frequency trends at selected river stations, P».. . 76

5. Comparison of flood-frequency trends at selected river stations, Calif. 77

6« Illustration of selection of flood data ................ 83

7. Histogram Frequency of daily flood peaks, Tenn. River at Chattanooga 87

8. Derivation of approximate peak from record of mean daily flows .... 95

9. Graph showing relation between time and ratio of maximum flood to average 402

10. Frequency curve of annual floods (arithmetic probability paper) .... 402

11. Frequency curve of annual floods (logarithmic probability paper) ... 402

12. Goodrich type VI frequency curves for annual floods on Tennessee River 410

13. Goodrich types II and V frequency curves for annual floods ...... 410

14. Curve of annual floods, Tennessee River, drawn by Slade method .... 415

15. Comparison of flood-estimating methods, Tennessee River at Chattanooga 415

16. Standard errors of the coefficient of variation for varying number

of items ............................. 424

17. Standard errors of the coefficient of skew for varying number of items 425

18. Range of standard errors of CV and CS for a Foster type III curve ... 427

19. Flood intervals and magnitudes, Tennessee River,1874-1933 (Horton method) 440

20. Map of eastern United States showing storm indexes and geographic

position of their centers ..................... 454

21. Map of eastern United States showing location of storm areas relative

to selected drainage basins .................... 456

22. Storm of August 25-28, 1903, with relative locations of Weather Bureau

stations on Skunk River Basin, Iowa, and resulting pluvlagraph . . 459
FOREWORD

"The Ideal river, which would have a 

uniform flow, does not exist In nature." *

Prom time immemorial floods have transformed beneficent river 

waters into a menace to humanity. Man r s progress toward economic stability has been repeatedly halted or even thrown backward by the interruption 

of his efforts to make effective use of rivers and of valley lands. This 

handicap is not imposed by the destructivene-ss of large rivers alone, or 

Of rivers in widely separated areas, for there are few if any streams, 

brooks, or rivulets that are not subject to flows beyond their channel 

capacities. Yet, though man for ages has suffered seriously from recurring floods, he has not been deterred from continuing to extend his activities In areas that are virtually foredoomed to flood damage.

Today in the United States serious floods may occur in any section in any year, and even, in some regions, several times a year. Many 

of these floods leave behind them the tragedy of death and disease and of 

property irreparably damaged. The aggregate direct property damage caused 

by floods in this country has been estimated roughly to average 

$55,000,000 a year. In addition there are serious indirect and intangible 

losses of great but not precisely calculable magnitude.

The persistent recurrence of flood damages in our country, and, 

indeed, their tendency to increase, have given birth to the mistaken 

notion that floods are increasing in size and frequency. The rising 

damage totals are not attributable to greater or more frequent floods, 

however; rather they are the result of increasing occupation of river 

banks and river valleys by cities, towns, industrial plants, bridges, 

railroads, and highways and the increasing use of rivers as a source of 

water supplies for municipalities and industries and for power, irrigation, 

navigation, and recreation.

Safety of life and reduction of both direct and indirect losses 

from floods may be promoted by the adoption of measures for protection and 

control. It should be borne clearly in mind, however, that probably no 

single method of flood control will insure the protection of a large

* Mississippi Valley Committee Report, 2d ed., p. Z, 1954.
10 FLOODS IS THE UKITED STATES

drainage basin. "The improvement of natural channels; the building of 

reservoirs - sometimes well adapted for purposes of irrigation and power; 

the construction of levees, such as now exist along the lower Mississippi; 

reforestation and a change in certain areas from tilled crops to grass 

crops, may all play a part in slowing down the rush of water to the sea, 

or in keeping it away from cities, towns, and valuable lands." #

"Consideration of a national flood-control policy must necessarily recognize that the flood-control aspects of a project, be it a major 

purpose or an incidental one, must be evaluated in the light of a "broad 

study which takes into account all other purposes or possibilities involved. Among such other purposes may be power, navigation, irrigation; 

may be low-water control, water supply, sewage, or waste disposal. Wherever more than one purpose is indicated, each must be considered in its 

full relation to all the others. Only by such procedure can a wellcoordinated project be evolved." **

In planning public works for the control of floods, and in relating such works to effective utilization of river waters for the various 

purposes enumerated above, two basic requirements are (1) accurate and 

Reliable records of the stage and discharge of past floods, and (2) development of methods for the analysis of such data, to determine the frequency of floods heretofore experienced and to estimate the magnitude and 

frequency of future floods. It is the purpose of this study to present 

for certain rivers in the' United States much of the basic information of 

this sort now available. Engineers generally agree that a large part of 

the flood destruction in this country could have been prevented by control 

measures and by an adjustment of human activities on the basis of a greater knowledge of the characteristics of our waterways. For some rivers the 

characteristics relating to stages and flows of floods are compiled and 

analyzed herein for the first time.

The need for a more complete and systematic knowledge of floods 

was impressed upon the Mississippi Valley Committee early in its consideration of public works projects involving river utilization and control.

* Mississippi Valley Committee Report, 2d ed., p. 3, 1934. 

 ## Idem, p. 27.
FOREWORD II

Records now available for over 225 rivers of our country show dally flow 

for 20 years or longer - a sufficient length of time to afford reliable 

Information of flood characteristics as a basis for planning. With the 

necessity clearly apparent and the data available, this study was undertaken. It was authorized and directed by the Mississippi Valley Committee, now the Water Planning Committee of the National Resources Board, 

and the work was done by the United States Geological Survey. The Committee on Flood Protection Data of the American Society of Civil Engineers 

has rendered Invaluable service by review of procedures for flood-flow 

analyses, advice as to the conduct of studies, and suggestions regarding 

the form and contents of this report.

The objective has been to review the technique and procedure of 

estimating expected floods and to compile, In a form suited for ready 

reference, flood statistics for streams where- long-time records are available. The results of the study here presented are a substantial contribution to this end.

The Mississippi Valley Committee also found it desirable to make 

a study of the relations of rainfall, run-off, and related factors, and, 

as a project, that study was combined with the study of floods. Both investigations have been carried forward concurrently with unified control 

and supervision, yet with the requisite independence of approach to call 

forth the best efforts of the separate groups at work* The results of the 

rainfall and run-off studies are contained in another report to be published as Water-Supply Paper 772.

Harlan H. Barrows

Herbert S. Crocker

Glen E. Edgerton

Henry S. Graves

Edward M. Markham

Charles H. Paul

Sherman M. Woodward

Harlow S. Person (acting chairman)

Water Planning Committee of the National Resources Board 

formerly Mississippi Valley Committee of the 

Federal Emergency Administration of Public Works.

FLOODS IN THE UNITED STATES - MAGNITUDE AND FREQUENCY 

By Clarence S. Jarvis and others

AUTHORIZATION

The Mississippi Valley Committee, in February 1934, obtained an 

allotment of funds under the Public Worka Administration for carrying on 

in collaboration with the Geological Survey two separate but related investigations dealing (a) with rainfall and run-off and (b) with floods - 

occurrence, magnitude, and frequency. Thia work was continued after 

October 1, 1934, under the direction of the Water Planning Committee of 

the National Resources Board, successor to the Mississippi Valley Committee.

Funds were transferred to the Geological Survey for carrying on 

this work under the specific authority of the allotments, the general authority of its organic law; and the language of appropriation bills passed 

by Congress as follows:

"For gaging the streams and determining the water supply of the 

United States, and for the investigation of underground currents and artesian wells, and for the preparation of reports upon the best methods of 

utilizing the water resources."

ADMINISTRATION AND PERSONNEL

The beginning of the organization of the personnel for these 

studies was made by the United States Geological Survey in March 1934, and 

the studies have been conducted continuously since that date under the 

general administrative supervision of N. C. Grover, chief hydraulic engineer, and the direct supervision of R. W. Davenport, chief of the division 

of water utilization. Mr. Davenport's experience and familiarity with the 

hydrologic field, together with his free cooperation, have been so helpful 

and constructive as to amount practically to joint authorship of certain 

chapters, besides giving valuable suggestions in relation to all other 

parts of this report.

The persons employed on this project were drawn in part from the 

regular rolls of the Geological Survey or other governmental departments 

as occasion required. Others were appointed by the Secretary of the

13
14 FLOODS IK THE UN1TKD STATES

Interior from lists of eligible applicants under the Public Works Administration. Thorough cooperation was given by the various members and 

branches of the Geological Survey at every stage of the proceeding, so 

that the present report is in a large sense a product of the organization 

with the unnamed participants more numerous than those specifically mentioned, but nevertheless the aggregate of their occasional and timely 

contributions forms a very substantial element of this report.

Acknowledgments

Special acknowledgment should be made to H. Alden Poster, for 

his preliminary studies and report on methods for estimating floods, now 

appearing In revised and extended form as a chapter of this paper; to 

Gordon R. Williams, for directing the compilation and checking of all 

flood data listed herein; and to Merrill M. Bernard, whose assignment related largely to the development of the unlt-hydrograph method of showing 

relationship between rainfall and run-off.

Acknowledgment Is also expressed for the helpful advice, active 

participation, and cooperation of Prof. Thorndlke Saville, of New York 

University, employed originally as part-time consultant and after October 

1, 1954, as executive engineer for the Water Planning Committee of the 

National Resources Board. In the selection and testing of various methods 

of sampling flood records, plotting of the data, analysis of results, and 

interpretation and evaluation of such findings, the technical knowledge 

and experience of Professor Saville and his associate, Prof. J. J. Slade, «B*. 

of Rutgers University, were used to advantage, and their studies have 

contributed In an Important way to this report. Besides devoting much 

individual thought and effort in research dealinc di-rectly with flood 

studies, procedures, and related problems, they directed various groups 

of employees under the Federal anergency Relief Administration In Hew 

York City. These groups did much of the computing, plotting, and compiling of data used in the exploratory and later work relating to tests and 

comparison of methods widely used in analysis and interpretation of flood 

records.

In addition to his activities in an advisory capacity, as noted 

on the following page, Robert E. Horton has contributed a special chapter 

dealing with hydrologic phases of Tennessee River flood records at Chattanooga, Tennessee. His paper illustrates the application of advanced 

thought and methods in the evaluation and analysis of flood data.
AUMIHISOTOtTTOK ATTO PJJKSOHNHL 15

The responsibility for final checking of Geological Survey data 

was placed on the district engineers, because of their familiarity with 

local conditions and records for their respective districts. Many of them 

undertook extensive reviews requiring extra work far beyond first estimates, in order to make necessary revisions, to correct occasional errors 

that had long escaped detection, and to supply some data not previously 

published.

Many whose names appear only in the bibliography or in other 

reference to seme specific writing related to the text have contributed 

directly or indirectly to the plan and substance of this report. Many 

others who have contributed notably to this report In one way or another 

but whose name* do not appear herein were employed for only short periods 

or at detail computations, listing, and other processes necessary for the 

preparation of a report of this nature. The importance of these contributions is fully appreciated and acknowledged.

COOPERATION

Cooperation from American Society of Civil Engineers 

The Committee on Flood Protection Data appointed by the American Society of Civil Engineers, at the request of the Mississippi Valley 

Committee, to act in an advisory capacity, has assisted materially in defining the scope and policies of the flood studies from the beginning of 

this project and has reviewed the procedure and results. The following 

list shows the membership of this committee:

Gerard H. Hatthes (chairman), principal engineer, Mississippi 

River Commission, Vicksburg, Hiss.

Frederick H. Fowler, consulting engineer, San Francisco, 

Calif.

Robert E. Horton, consulting engineer, Voorheesvllle, H. Y.

Ivan E. Houk, senior engineer, United States Bureau of 

Reclamation, Denver, Colo.

Charles W. Sherman, consulting engineer, Boston, Mass.

C. W. Kutz, brigadier-general, U. S. Army, retired, 

Washington, D. C.

Daniel C. Walser, vice-president, Charles B. Hawley Engineering Corporation, Washington, D. C.

Considerable advantage has been realized from the earlier work 

of a similar committee, called the "Special Committee on Flood Protection 

Data," of which H. C. Grover was chairman and G. H. Matthes was secretary 

.during the period covered by Its official reports, 1922 to 1928. This
16 FLOODS IN THE UNITED STATES

committee performed very Important preliminary or explanatory work In 

selecting such records as would be of most practical use, such forms as 

would be most helpful for their presentation, and such methods of analysis 

as would elicit the desired generalized information. After reaching a 

conclusion as to the significant data to be listed regarding flood events, 

represented by either the maximum daily average flow or the corresponding 

peak discharge, and then devising convenient forms for listing these data, 

testing their usefulness by transcribing several station records, and 

adopting the simplest, most direct method of plotting and analyzing the 

Information, the special committee recognized that one phase of the work 

had been completed. It appeared inadvisable for the committee to continue 

its organized effort under the handicaps Imposed by limitations of its 

work to the spare time of members who had but scant leisure. The project 

seemed to call for full-time effort of qualified Investigators, working 

with advisory as well as cooperating agencies for collecting, compiling, 

interpreting, and publishing the desired data on flood protection. After 

it became apparent that such a project could not be financed, activities 

of the special committee were necessarily Interrupted. The foundation 

that was laid by this special committee has contributed much to -progress 

!$ the present project. For a detailed progress report by the Committee 

on Flood Protection Data which Includes a review of the work by Its predecessor, see Am. Soc. Civil Eng. Proc., vol. 61, pp. 333-340, 1935.

It is more than a coincidence that the present investigation, 

proceeding critically and impartially to review available data together 

with methods of listing, plotting, and analysis, arrived at aubstantially 

the same conclusions on all the fundamental problems, such as the selection of flood events and effective methods of treatment and presentation. 

Furthermore, this judgment has been confirmed by special mathematical and 

statistical approaches, In which Saville and Slade were associated In the 

interests of this flood study.

Cooperation from American Geophysical Union

A committee appointed by the Section of Hydrology of the American Geophysical Union in May 1934, has been acting In an advisory capacity 

for the studies of rainfall and run-off relations conducted under the same 

general supervision as the project described herein. Owing to the cloee
COOPERATION 17

relationship between the flood studies and those dealing with rainfall 

and run-off, there has been of necessity an interchange and comparison of 

ideas and material included in both studies. Such correspondence and 

conferences have extended to both groups employed on the two projects, 

and also to both advisory committees as occasion required, with resulting 

benefit to both projects. The personnel of the American Geophysical 

Union committee is as followsi

Wesley W. Horner (chairman), consulting engineer, St. Louis,

Mo.

Jacob A. Harmon, consulting engineer, Peoria, 111.

Robert E. Horton, consulting engineer, Voorheesville, N. Y. 

(appointed January 19S5).

Adolph P. Meyer, consulting engineer, Minneapolis, Minn.

G. W. Pickels, professor, University of Illinois, urbana, 111.

Leroy K. Sherman, president Randolph-Perkins Co», Chicago, 

111.

Ray Towl, mayor, Omaha, Nebr.

J. W. Woerman, senior civil engineer, U. S. Engineer 

Office, Chicago, 111.

Cooperation from other sources

In addition to those mentioned above, numerous members of the 

engineering profession,, in Federal, State, or private service, have actively contributed to the substance and tenor of this report. For 

example, the authors of certain methods for estimating floods have gone 

to considerable length to bring the descriptions of their methods into 

acceptable summarized form and have provided some of their later unpublished ideas.

Reference to the various chapters of this report, particularly 

those relating to methods for estimating floods and examples of procedure, and the extensive bibliography of technical literature dealing with 

flood phenomena, will show how widespread an Interest has been manifested 

in this subject during the greater part of the past century. The variety 

of flood events recorded and the diverse opinions regarding the best 

methods for flood protection and control have continued to the present 

day. Some progress has been made, however, toward unifying of opinions 

as to the most effective practical methods to be applied. It has been 

recognized almost universally that each river presents its own problems

478 O 88 2
18 FLOODS IN THE UNITED STATES

and that the treatment accorded to one stream or system may or may not be 

applicable to another. One of the primary considerations has to do with 

previously demonstrated habits of run-off, especially as to the volume 

and frequency of their extreme phases. With this in view, the main objective of this report has been to furnish the most reliable significant data 

for a large number of streams and, so far as practicable, to present records at two or more widely separated stations on the same stream. Thereby, the trends and variations within each drainage area may be traced, and 

estimates made for Intervening or outlying adjacent stations.

At best, in the brief period allotted the limited personnel 

could be expected to achieve only a few steps forward in a field so filled 

with problems, uncertainties, and data of various grades of reliability. 

One of the early problems' had to deal with orientation - to find the most 

profitable and logical direction of approach to various phases of the 

study. The wide range of consultants and advisory committees and supervisors provided the necessary safeguards against individual prejudices or 

preferences, and therefore the presentation may properly be said to represent the coordinated efforts of a large group rather than of a few 

individuals. Exceptions to a certain extent are provided by the four 

chapters contributed by Profs. Thorndike Saville and J. J. Slade, Jr., and 

Messrs. Robert E. Horton and Merrill M. Bernard. Inasmuch as they have 

dealt with phases of the investigation representing advanced thought and 

methods which necessarily have yet to stand the test of time and diverse 

application, it is well to regard these chapters as representative of the 

thought and expression-of specialists who have done much constructive 

work in their respective fields.
DESCRIPTIVE. GENERAL. AND HISTORICAL NOTES

The investigation of floods in the United States which has resulted in this report represents a phase of the broadening national consciousness of public interest and joint responsibility shared by the 

Federal Government in the larger problems of control, development, and 

utilization of water resources. It is appropriate to mention, as examples of the national legislative and administrative acts that express 

this concept, those early authorizations for control of the upper Mississippi River by large storage projects; the Reclamation Act and the application of the conservation policy, both initiated about 20 years later, 

during the early years of this century; the Federal Water Power Act of 

1920; and the authorization of January 1927 for the survey of some 70 

Important river systems (69th Cong., 1st sess., H. Doc. 508).

Recent notable treatments of the subject of the utilization and 

control of the country's water resources are the report of the President's 

Committee on Water Flow, entitled "Development of the rivers of the United 

States" (73d Cong., 2d sess*, H. Doc. 395); reports on some 70 river syatems by the Corps of Engineers under H. Doc. 308, 69 Cong., 1st sess.; a 

report of the Mississippi Valley Committee of the Public Works Administration, October 1, 1934; a report^ of the National Resources Board, December 1, 1934, especially part 3, the report of the Water Planning Committee, 

"National power survey interim report, Power Series no. 1," by the Federal 

Power Commission; and "Potential water power sit&s, summarized from reports by the Corps of Engineers to the Congress," March 1955. There have 

been almost numberless other evidences, of varying degrees of importance, 

of the gradually broadening national consciousness with respect to water 

resources, to which only bare reference can be made here.

The need of organized effort in the investigation of the flood 

flow of streams has long been recognized. As a consequence there have 

been organized from time to time numerous governmental and private agencies, which have proceeded in their respective ways to make such investigations of the subject as were required for the solution of their 

particular problems or as lay- within the fields selected for their activities. Throughout the United States, particularly in recent decades, 

there have been .numerous earnest and competent efforts at furthering the

19
20 FLOODS IN THE UNITED STATES

systematic knowledge of the flood characteristics of streams, for the 

solution of specific problems for certain localities and for contributing 

sounder bases of analysis for the solution of flood problems in general. 

It is not practicable to cite at this place even the more notable of such 

investigations, but references to many of the reports are included in the 

bibliography ( pp . 458 to 487).

Many of the earlier studies have involved an aggregate effort 

much in excess of that which was possible under the present project and 

have produced very notable results. The detailed and voluminous reports 

concerning some of the special investigations for flood-control districts, 

for example, and several years of preliminary and continuing study while 

the projects were developing or under construction, cannot be duplicated 

under the present authorization for studies of floods in the United 

States. The most that can be reasonably expected is a single volume, designed to be one of a possible series if activity in this field is continued.

In addition to the limitations of time and personnel available, 

the broad scope of the investigations underlying this report should be 

mentioned. Unlike studies pertaining to single districts or limited regions, the present project was intended to encompass the entire country 

and to include the compilation of correspondingly comprehensive flood data 

and the development of pertinent correlations and comparisons. As the 

work progressed it was found necessary to give priority to the compilations of data, and to defer the earlier plsn of making some sort of 

correlation of results.

It is fully realized that such merit as may be claimed for any 

part of this report should be credited largely to preceding investigations 

and assembled records. It is hoped that this report may facilitate further studies by placing observed data in convenient form for reference and 

use, by showing relative advantages and disadvantages of various methods 

and avenues of approach or treatment of data, and by recognition of the 

limitation of even the best of devices or methods of analysis in comparison with carefully observed and recorded physical data.

One of the prime objectives of the present study was to review 

in a fundamental way the existing methods and technique of estimating and 

analyzing floods. Therefore, the first steps in the investigation
DESCRIPTIVE, GENERAL, AND HISTORICAL NOTES 21

involved (1) a compilation and review of the literature treating this subject and the subject of flood occurrences in general and (2) a. review of 

methods of estimating floods and the preparation of a manual for guiding 

the application of such methods as seemed to be required. The results are 

presented in the bibliography (pp. 468 to 487) and in the chapters entitled "Methods for estimating floods" (pp. 28 to 67 ) and "Examples of procedure" (pp. 68 to 89).

In the early stages of the present flood study it was recognized 

that many phases of the selection, plotting, and interpretation of flood 

data should be reviewed before adopting a definite procedure from among 

the several that have been proposed or used to a notable extent. The 

group engaged on this project therefore considered as many different lines 

of approach as seemed promising and undertook to conduct independent tests 

of results to be derived from them.

As explained in some detail under appropriate headings elsewhere 

n this report, flood data may be collected on the basis either of maximum 

daily average discharge or of momentary peak discharge for each flood rise, 

but in practice the former is generally used, because of its uniform 

availability. Furthermore, these data may be distributed with regard to 

time as annual floods, monthly floods, daily flood peaks of flood events, 

or complete series of average daily flows above some arbitrarily adopted 

base flow, commonly coincident with the minimum annual flood for the period of record. (For definitions of terms as used in this report see pages 

462 te 467).

Floods caused primarily by ice obstructions, dam failures, high 

tides, and gales are intended to be excluded from the tabulations. Such 

flood conditions are not necessarily indicative of high natural rates of 

run-off but frequently occur at times when stream flow would normally not 

have exceeded bank-full stages. Backwater caused by ice jams and the 

movement of large masses of ice have inflicted annually much damage in 

norther sections of the United States - in some localities more damage 

than is caused by unimpeded storm run-off.

Flood data having been listed to conform with each of the several methods above mentioned, for more than 20 widely separated stations, 

the next step was to plot the data on the various types of cross-section 

charts, including arithmetic probability paper, logarithmic probability
22 FLOODS IN THE UNITED STATES

paper, log-log crosa-aection paper, aeml-log charta, and ordinary crossaection paper. After the data were plotted the lines or curvea of average trend correaponding to the plotted points were drawn and then extended 

to magnitudes and frequencies outside the range of observation. In this 

manner it waa poaaible to compare the reaulta derived for various periodicities - for example, 1 year, 10 yeara, and, by extrapolation, 100 years 

or more, as well aa for any deaired intermediate periods.

By way of comparison, solutions were made by the mathematical 

processes deviaed to fit curvea to aeries of observed data, on auch arrays 

as were strictly time series and thus amenable to auch analysis. Likewise, 

various well-known formulas for estimation of rarely exceeded floods or 

floods corresponding to designated periodicity were compared with results 

derived from graphic or1 mathematical analysis.

The results thus obtained were found to vary throughout a considerable range but not more widely than should be normally expected, in 

view of the inherent differences in methods of selection and plotting of 

records. The mathematical or statistical treatment for fitting curves to 

plotted data usually resulted in fairly close agr«ement with the curvea 

derived by strictly graphic processes* Many of the wideat divergencea, aa 

might be expected, resulted* from the uae of general formulae. One of the 

misleading aspects of the use of formulas is the close agreement occasionally attained, in contrast with the usual wide differences either above or 

below results obtained by the graphic processes.

After consideration of the availability and significance of the 

various kinds of data, the labor involved in their listing and analysis, 

the probable uses to which they may be applied, and the kind of information usually desired, it was decided that flood events or rises generally afford very satisfactory basic items for such a study - in other worda, 

for each flood riae the highest average flow for a calendar day ("daily 

flood peak") and the "momentary" flood peaks, either or both as available, 

chronologically listed as shown on pages 120 to 397 

This view was confirmed by independent research in mathematical 

and statistical fields by Prof. J. J. Slade. Quoting from his letter of 

July 25, 1954, addressed to Prof. Thorndike Saville:
DESCRIPTIVE, GENERAL, AND HISTORICAL NOTES 25

"Flood peaks present the most satisfactory statistical population in a record of stream flow. . . Daily flood flows are not independent events - that is, a high flow implies high flows preceding and 

following it."

Other pertinent tests and analyses of flood data by graphic 

means were made as described on pages 74 to 87 , by comparing trends derived from total records. In the category of investigation of fundamental 

technique and methods fall also studies and researches by Professors 

Saville and Slade. Professor Saville has contributed a study of the application of methods of estimating flood flows to records of the Tennessee 

River at Chattanooga, Tenn., which appears on pages 393 to 420. This is 

presented as an example of statistical and mathematical approach and 

treatment and a comparison of results derived from the separate methods. 

It is not intended as an endorsement or recommendation for any particular 

method of analysis, but rather as a clear exposition of the application of 

such devices. A digest of Professor Blade's studies appears on pages 421 

to 432 .

Studies by Merrill M. Bernard in the application of the unithydrograph method are described in the report on the associated study of 

relations of rainfall and run-off (Water-Supply Paper 772). A digest of 

these studies as they relate to the application of the method to the investigation of floods from excessively heavy rainfall appears on pages 451 

to 461 of this report.

The most important feature of the investigation has been the 

compilation of flood records on representative streams. The effort has 

been made to insure that these flood data should be as authentic and reliable as possible.

The desirability of procuring long-period records of rainfall 

and run-off has been recognized in many notable investigations, wherein 

many short records were combined or laid end to end, so to speak, for 

analysis as a single composite record. Thereby composite records totaling 

several hundred years or even running into thousands of years have been 

brought together for consideration and analysis. However, the question 

arises as to the comparability of composite records with those based on 

observations at single stations for like periods.
24 FLOODS IN THE UNITED STATES

Among the rivers in the United States for which most promising 

long-period records of stage are available, the Delaware, the Susquehanna, 

the Potomac, the James, and the Roanoke all cross the Pall Line marking 

the boundary between the Coastal Plain and the Piedmont belt, where there 

are durable rock dikes or other resistant ledges capable of maintaining 

the channel section with little change for hundreds of years. Fortunately, some of the river-stage records were obtained at or somewhat upstream from such permanent controls, and therefore they show the most 

notable flood occurrences on some of those rivers for 200 years or more, 

with continuous records during recent decades. Where the river channel is 

not so nearly permanent, as on the Ohio River at Pittsburgh or Wheeling 

and on the Mississippi River at St. Paul or St. Louis, and where the channel material is notably unstable, as throughout the lower Mississippi 

Valley, the records of stage are less capable of satisfactory transformation into corresponding discharge. Despite such Instability of channels, and the changes in stage-discharge relations wrought by levees, 

contraction works, channel rectification and stabilization, and drainage 

and reclamation projects, the long records of maximum annual river stages 

in the lower Mississippi Valley, for example, are still regarded as of 

considerable interest and historic value and as worthy of space in this 

i*eport. Naturally, such records are listed as gage readings only, even 

though approximations to corresponding discharges are available for recent 

years and for a few others more or less irregularly distributed. It has 

been observed at several stations along the lower Mississippi River, for 

instance, that the stage-discharge relation is affected materially by the 

phase of flood and by the manner of succession of flood rises, so that the 

usual procedures for converting gage readings into corresponding discharge 

quantities are not applicable. It is conceivable that a thorough coordination of all available data regarding stages and discharges of the main 

river and its tributaries, together with a consideration of channel md 

valley storage, may yet be accomplished, to permit estimates of river discharge for the floods of record. The labor involved in such a coordination program is clearly beyond the scope of the present investigation.
DESCRIPTIVE, GENERAL, AND HISTORICAL NOTES 25

An interesting incident of the initial exploratory studies was a 

more or less brief examination of the available long-time records of 

floods on foreign streams. It was the hope that this examination would, 

by reason of the long experience represented by such records, disclose 

some of the characteristics of floods with respect to their magnitude and 

frequency and thus furnish a desirable adjunct to this investigation. It 

has seemed inappropriate to present the detailed results in this paper, 

but a digest of some of the more important features follows:

There are no systematic records of discharge on any river in any 

country extending back more than 50 or 60 years. For many of the rivers 

of Europe there are records of flood heights for several hundred years, 

though generally they incorporate only the notably high floods of earlier 

centuries. For several French rivers the records extend back into the 

sixth and seventh centuries and therefore afford fragmentary data covering 

more than 1,000 years.

Records of greater length but with less certainty regarding 

altitude of reference points have been kept in Mesopotamia, India, and 

China. Unfortunately, little is known regarding the comparative channel 

cross sections and the tendencies of the rivers either to erode or to deposit bed loads in the vicinity of the gages. It follows that equal gage 

readings many years or centuries apart may not indicate even approximately 

equal flood discharges. By far the longest available records with fixed 

datum planes are those made in the neighborhood of the second Ilile cataract, in upper Egypt. Some of the inscriptions on canyon walls date back 

to 1800 B. C. or earlier. With allowance for the weathering and erosion 

of river banks and channel bed, these records lead to the conclusion that 

not only in magnitude but also in frequency and irregularity of occurrence 

the notably high Nile floods of those early days closely resembled those 

of recent centuries.

The longest continuous record of annual flood heights now available was made at the Roda gage, on the Nile at Cairo, at the apex of the 

delta. Although the structure containing the graduated masonry column 

used as a nilometer has every appearance of stability, it is known that 

many changes have taken place along the channel during the 15 centuries 

covered by the record and that these changes must have affected the stability of the stage-discharge relation for this point. Among them are
26 FLOODS IN THE UNITED STATES

changes in the number and position of outlet channels to the Mediterranean 

and Red Seas and in the number of branches and canals for diverting flood 

waters from the river in that vicinity; the construction of protection 

dikes and other improvements along the banks; the deposition of silt, 

which accounts for a fairly uniform aggradation of land surface within the 

flood plains amounting to a rise of 5 or 6 inches to the century; the 

opening and closing of dikes, canal headgates, and flood channels, either 

as regulatory measures or in consequence of devastating inundations; and 

attempts at barrage construction. Furthermore, considerable variations in 

magnitude and duration of flood stages were attributable to changes in the 

amount of natural and artificial storage within the drainage basin during 

the period of record.

The available records pertaining to the Roda gage, comprising 

what purport to be maximum annual flood stages for nearly 1,200 years during the last 13 centuries, have been plotted on a single chart together 

with the corresponding low-water stages for some 1,100 years within the 

same period of record. This chart, together with a somewhat detailed discussion of long-period river records with special reference to floods, is 

in process of publication* at the time of this writing. What is perhaps 

the most significant observation concerning the nilometer record at Roda 

is similar to the conclusion expressed above regarding the longer period 

of fragmentary records at the second cataract and is applicable in some 

degree to all other long-period river-stage records investigated under 

this project - namely, that the variations in river stages from year to 

year and from century to century show no well-defined or progressive 

changes from the earliest periods of record to the present day except as 

may be explained by sedimentation, erosion, or regulation. However, it is 

readily apparent by reference to the Roda gage record about 1000 A. D., 

for example, that analysis of that part of the record would result in a 

graph or curve of quite different trend from those derived from the record for other centuries, and notably for the period from 1831 to 1930, 

during which permanent barrages and storage reservoirs have been constructed and perennial irrigation for lower Egypt has been accomplished.

* Jarvis, C.S., Flood stage records of the Nile River; Am. Soc. Civil Eng. 

Proc., vol. 61, p. 803, August, 1935.
S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 771 PLATE 1

\ \ ' 

NATIONAL RESOURCES BOARD 

WATER RESOURCES SECTION

LOCATION OF

ACTIVE STREAM GAGING STATIONS

AS OF 

SEPTEMBER, 1933

Red lines indicate divisions used in the 

Nation*! Resources Board report. These 

correspond in general to Geological Survey 

divisions. (See plate 3.)

Scale xiLS7B,ooo. 

aoo __ 300
DESCRIPTIVE, GENERAL, AND HISTORICAL NOTES 27

It appears to be the consensus of opinion that there is an 

attractive field for further studies of various aspects of floods, both 

those treated in this report and others, which will give results of great 

public value and may appropriately be carried on by a governmental agency 

or agencies. For example, there is opportunity for profitable research in 

relation to great floods of the past, with a view to making available for 

guidance of present development the most authentic possible records of 

such critical events. It is believed that careful search in a variety of 

sources of record would yield information which at present is at least not 

generally or readily available. There is opportunity for a beneficial 

study of total volumes of floods as contrasted with their rates of flow, 

for consideration in projects involving limited availability of storage 

and appropriate spillway design. Studies of the flood-producing capacities of drainage basins as revealed by an analysis of meteorologic and hydrologic factors may be advanced with advantage. The list of profitable 

projects of flood investigation is long. The present and many previous 

investigations have fallen far short of covering the field in an adequate 

way.

As illustrative of recent progress and the present status of 

stream measurements in this country, which provide basic information for 

such studies as the present one and also for those mentioned in the foregoing discussion, plate 1 is presented herewith. This map was reproduced 

from page 304 of the report of the National Resources Board, dated December 

1, 1954. This map shows the locations of all the active stream-gaging 

stations reported by the United States Geological Survey on September 30, 

1933» a total of nearly 3,000. This represents approximately one-half 

the total number of stations for which records have been published by the 

Geological Survey and other agencies since the beginning of stream gaging 

in this country.
METHODS FOR ESTIMATING FLOODS

The purpose of the study embodied in this chapter is to make a 

compilation of various methods representing the principal bases of approach thus far proposed for estimating the rate of flood flow to be expected on any given stream, together with a brief analysis of the several 

methods and a comparison of their relative advantages and disadvantages. 

No particular attempt is made to select the best methods for use, except 

as advantages and limitations of particular methods are inherently 

apparent.

As different lines of reasoning have been followed in estimating floods, and engineers have not reached agreement as to which 

methods are most desirable under given conditions, it is essential that 

any study of flood problems be based on an adequate understanding of the 

various theories and of their relation to one another.

Historical Review

River stages have been regarded as important items of historical records for thousands of years along the Nile, and for more than a 

thousand years on other foreign river systems, but apparently no successful attempts were made toward translating gage heights into corresponding 

discharge quantities until the last century or so. The uncertainties or 

lack of information regarding channel roughness, changes in cross section 

and gradient, stability of reference datum, and other elements affecting 

stage-discharge relations prevent satisfactory evaluations Qf flood flows 

from most of the recorded river stages, both ancient and modern; and some 

 uncertainty extends to periods after the beginning of reliable discharge 

measurements.

Among the longest river-stage records available for American 

streams, extending intermittently over a period of about 200 years, only 

the later records are capable of satisfactory translation into discharge. 

Such later records, if they cover a period of adequate length, constitute 

by far the most reliable bases for flood estimates. A large part of this 

report is devoted to the presentation of data of flood flows that have 

been experienced at gaging stations where records of considerable length 

are available. However, the data now being collected by some governmental and private agencies are gage-height records, with no direct 

28
METHODS FOR ESTIMATING FLOODS 29

reference to stage-discharge relations. Analysis of available flood data 

must therefore include gage readings, with or without the corresponding 

rates of discharge, if the treatment is to be comprehensive in scope.

The need for determination of flood discharge where records are 

lacking, as they have been more often than not, has led to various efforts 

to express the rate of flow in terms of known or. assumed factors, or some 

function thereof. Thus, discharge measurements of different rivers may be 

compared and rates of flood discharge may be found to vary either directly 

with the size of the drainage area or with some fractional power thereof. 

The influence of intensity and manner of occurrence of rainfall, or of 

physical characteristics of the drainage basin may also be evaluated and 

related to the rates of discharge. Indeed, Hayford-* found that 23 factors 

or coefficients entered into the determination of the discharge of a 

stream.

Such efforts on the part of hydrologists and engineers during 

the past century have resulted in several formulas designed to express the 

observed relationships, some of them distinguished by their simplicity and 

others by their complexity of structure and symbols. The defect most 

commonly shared by flood-flow formulas is their restricted applicability, 

which is due to their being based on local phenomena observed during relatively short periods. It Is believed that a general review of some of the 

representative types of formulas may promote their more intelligent use 

and possibly prepare the way for other forward steps in this field of 

study. The preliminary work dealing with this subject has confirmed the 

view commonly held by modern hydrologists - that at best a general formula is only a temporary substitute for observed or logically derived flood 

information and should be superseded by or amended in accordance with authentic physical data as they become available. A general expression for 

extremes of run-off rates is comparable with pioneer equipment for bridging ravines or scaling cliffs, which provides means for preliminary reconnaissance and thus assists the later operations looking toward a 

trustworthy structure for all reasonable purposes. Any proposed formula 

should therefore be used with due precautions and restricted to fields in 

which its applicability has been tested.

* Hayford, J. P., and Folse, J. A., A new method of estimating stream 

flow: Carnegie Inst. Washington Pub. 400, 1929.
30 FLOODS IN THE UNITED STATES

The earlier efforts at estimating flood flows were In general 

rather crude, because authentic records of rates of flow on streams were 

very scanty and the attainable accuracy was below later-approved standards. Practically all such studies were based on observations of flow In 

small areas or on single streams and were commonly summarized as formulas 

giving the rate of flood flow expected as a function of the drainage area. 

Some investigators added other variables, such as length and average width 

of drainage basin, depth of rainfall, and slope of river, also factors 

taking into account the soil texture, vegetative cover, and other physical 

characteristics. As stream-flow data became more numerous, the records of 

individual floods also increased in number, and tabulations of maximum observed floods on various rivers were made, to be used as guides in estimating future flow from those or other river basins.

One of the earliest extensive Investigations In the United 

States was made by Emil Kuichling and described In the report of the New 

York State Barge Canal for 1901, which contains a table of floods on 

American and foreign streams and lists flood formulas that had been proposed by American and European engineers. Kuichling also gives flood 

formulas of his own, which recognize the two general classifications with 

respect to periodicity as "rare" and "frequent. 1*

The first comprehensive and scientific approach In the United 

States toward a study of rainfall and run-off phenomena, with floods 

necessarily representing the plotted peaks In the hydrographs, appears to 

be that of George W. Rafter*. On pages 68 and 69 of his paper are forms 

of duration curves, representing yearly depths of rainfall and evaporation 

on the Lake Cochit-uate Basin, Mass. This was followed, In 1905, by his 

883-page volume on the hydrology of the State of New York, in which the 

results of several earlier and related papers and Investigations were Incorporated, with such revisions of views as had developed during his more 

 recent studies. In this volume frequency of floods was considered briefly, 

with reference to such rivers as the Tiber and the Seine. However, the 

dearth of long-period records on American rivers at that time hindered the 

further application of periodicity investigation.

* Relation of rainfall to run-off: U. S. Geol. Survey Water-Supply and 

Irrigation Paper 80, 1905.
METHODS FOR ESTIMATING FLOODS 31

A brief paper by Robert E. Horton* discusses earlier applications of the Gausslan principles of probability to rainfall and flood 

phenomena.

The first really comprehensive study of statistical methods 

applied to floods in this country was a paper by Weston E. Fuller** presented at the meeting of the American Society of Civil Engineers in 

October 1913. Fuller was the first to publish a formula introducing the 

concept of a flood magnitude-frequency relationship into the problem, in 

this respect following a line of reasoning that was introduced into 

studies of river flow about the same time by Alien Hazen. Hazen's application of statistical methods to engineering studies and Fuller's adaptation of these methods to flood prediction have had an important 

influence on engineering developments since that time.

Further extensions and variations of Hazen's and Fuller's ideas 

have been made by several writers. In addition, various attempts have 

been made to develop empirical formulas for estimating the magnitude of 

very large floods on a more logical basis than the older formulas of this 

type. As stream-flow records have become more extensive and reliable, the 

tabulations of extreme floods have increased in value and have provided 

the basis for more comprehensive studies and approaches to general formulas covering more adequately the practical range of flood phenomena.

An entirely distinct line of study has been made in recent years 

by dealing with rainfall and its relation to run-off, by so-called 

"rational" methods, which involve attempts to determine stream run-off by 

analysis of rainfall records and corresponding hydrographs, with due consideration of the influence of ground water, evaporation, transpiration, 

shape of drainage area, et cetera. Related to such procedures are studies 

of frequency of intense rainfall and its distribution over large areas, 

the most notable of which are those published by the Miami Conservancy 

District, whose report on "Storm rainfall of eastern United States" is a 

classic in this field.

 » Frequency of recurrence of Hudson River floods: U. S. Weather Bureau, 

Bull. Z, pp. 109-112, 1913.

*» Flood flows: Am. Soc. Civil Eng. Trans., vol. 77, pp. 564-617, 1914.
32 FLOODS IN THE UNITED STATES

In the following pages the various methods, including the formulas suited for use where flow records are sparse and also the devices for 

analyzing observed flows where data are more ample, will be classified as 

to broad general types. An effort will also be made to show their distinctive features and to clarify certain points that have been confusing 

and have led some investigators into difficulties.

Classification of methods

The various methods of estimating floods may be grouped into the 

following classification:

A. Extreme-flood formulas. 

B. Flood-frequency formulas.

1. Formulas with frequency relation implied.

a. Formulas involving only drainage area.

b. Formulas Involving length or width of drainage basin.

c. Formulas involving rainfall plus other factors.

d. Formulas involving total flood run-off.

2. Formulas with frequency relation expressed, 

C. Statistical (or probability) methods.

1. Theoretical probability curves.

2. The duration-curve method. 

D. Methods dependent on relation of rainfall to run-off.

1. "Rational" methods. Under this heading would come the 

methods for determining the frequency of rainfall of 

various intensities.

2. The unit-hydrograph method. 

E. Method for estimating peak flow from 24-hour average flow.

A. Extreme-flood formulas

The fundamental relation that has been most often employed in 

extreme-flood formulas is that between rate of flow and some power or 

other function of the drainage area. The best handbooks and treatises on 

engineering hydraulics list a large number of such expressions, with the 

powers of drainage areas ranging from about 0.5 to 0.8, and some of them 

introduce other factors. Limitations of space as well as inherent restrictions in their significance preclude a complete listing and consideration of these formulas. It Is proposed, therefore, to discuss in detail
METHODS FOR ESTIMATING FLOODS 55

only such formulas as make use of the periodicity or frequency, probability, rainfall, or similar relations, which mark the later trends of 

scientific investigation in the hydrologic field. Some formulas that are 

about equally representative of extreme-flood and flood-frequency concepts 

are thus given consideration, even though such concepts were somewhat 

vague in the early attempts at developing the idea of frequency or of 

periodicity. Precautions against inexperienced or ill-considered use are 

particularly applicable to such formulas and in varying degree to all 

similar expressions.

B. Flood-frequency formulas

1. Formulas with frequency relations implied

a. Formulas involving only drainage area

The simplest type of rare-flood formula is that relating the 

maximum expected flood to the drainage area. A large group of formulas 

are of the type

Flood flow = Q = CAn

where C is a coefficient, A the drainage area, and n a constant. The 

value of n is chosen by the investigator so as best to suit the flood 

records which the formula is to represent or to envelop, and has been 

given variously, from 0.5 to 0.8 or even as high as 1.0. The coefficient, 

C, must vary to suit local conditions, combining the rainfall and run-off 

characteristics of the drainage area under consideration, the season of 

the year, and the probable frequency of occurrence.

A formula of this type is the "modified Myer formula" (Am. Soc. 

Civil Eng. Trans., vol. 89, p. 994, 1926);

Q = 10,000 p/jf

where Q is the flow in c.f.s., M the drainage area in square miles, and p 

a variable percentage coefficient expressing the ratio of the maximum 

flood for the given stream to an assumed extreme maximum of all streams.

Kuichling (op. cit., p. 844) gives several formulas of this 

type, mostly based on rivers in India. In other formulas the area enters 

as a more complicated factor. Two of Kuichling's formulas are as follows:

(1) q s 44.OOP +20 (for frequent floods) 

M + 170

(2) q = 127.000 +7.4 (for rare floods) 

M +370

where q is the maximum flood in c.s.m. (c.f.s. per square mile) and M is 

478 Q 36 »
34 FLOODS IN THE UNITED STATES

the area in square miles. To convert the units into flood discharge rate 

in c.f.s., both members of the equations must be multiplied by M. The 

first expression applies to all but exceptionally heavy spring freshets; 

the second is exceeded only in cloudbursts or under a very rare combination of favoring circumstances. YOaere M Is 1,000, the rare flood as 

thus derived is about 170 percent of the frequent flood; where M is 

10,000, the percentage is 124. Thus Kuichling made some attempt to consider the frequency of the floods. Similar formulas quoted by Kuichling 

are the Ganguillet formula (for Swiss streams), the Italian formulas, and 

the O'Connell formula (English), all apparently intended to represent the 

rate of discharge to be attained at rare intervals.

The "culvert formulas" used in railroad work (such as those of 

E. T. D. Myer, A. N. Talbot, and J. T. Fanning) and the storm-sewer formulas (such as that of R. McMatb) are also of this type. (See Merriman, 

American civil engineers 1 handbook, 5th ed., pp. 2009-2010, 1930.)

In all formulas of this type, if the numerical coefficients are 

given, the formula should be restricted in use to the region for which it 

was prepared and perhaps to comparable regions elsewhere; otherwise the 

coefficients must be newly determined to suit the stream under consideration, which will probably require considerable study of existing records, 

b. Length and width formulas

A group of rare- or high-flood formulas involves the length or 

average width of the drainage basin.

Kuichling quotes the Craig formula, based on Indian records

(Inst. Civil Eng. Proc., vol. 27, p. 217, 1868):

oT 2

Q "" = 440 nB (hyperbolic log 8L B ) 

where L = length of basin, in miles.

B - average width of basin, in miles.

n ranges from less thai? 1 to more than 2, with

rainfall and topography.

For any assumed rates of rainfall, the resulting floods should 

fall into corresponding classifications, as frequent or rare, with due 

regard to such factors as seasonal influence, soil moisture, and vegetation. The Craig formula was apparently the first to include the shape 

of drainage area as a factor.
METHODS FOR ESTIMATING FLOODS 35

The Dredge or Burge formula (based on Indian records) is

M 

72/3 = 1,300 IfInasmuch as area (M) equals average width times length (W L),

1/3 this expression is evidently reducible to the form Q ; 1,300 W L and

thus may be accorded a place among formulas based essentially on width or 

length or shape of drainage basin.

c. Formulas involving rainfall

Some formulas include a rainfall factor, together with the 

drainage area or other factors.

1. Kuichling quotes the Burkli-Ziegler, Possenti, and Cramer formulas, which are of this type. He gives the Iszkowski formula as developed 

in Austria (Am. Soc. Civil Eng. Trans., vol. 77, p. 648, 1914).

2. C. E. Grunsky (Am. Soc. Civil Eng. Trans., vol. 85, pp. 66-136, 

1922) proposed a formula based on California records, in which the 

frequency relation is expressed in the intensity-duration measure of the 

rainfall:

I --V

where t is the critical time, in minutes, during the continuance of a 

rainstorm for the area under consideration, within which the rain will 

produce the maximum rate of run-off (table is given in Military Engineer, 

May-June 1931, p. 226); I is the rainfall intensity, in inches per hour, 

throughout the entire drainage basin; and C must be determined from local 

records of rainfall. The maximum rainfall in one hour is expressed as

R (inches) I 0.129 C 

The maximum stream flow from large areas is

q - 413 al, in c.f.e. per sq. mi.

q - 3.200 a. R

i

where a ___60

- 60 +CC ranges from 0.5 for impervious areas to 250

for sandy regions.

3. G. E. Lillie (Inst. Civil Eng. Minutes of Proc., vol. 217, pp. 

295-332, 1924) proposed a formula involving both rainfall and shape of 

basin:
36 FLOODS IN THE UNITED STATES

Q - VR XZ(6L) 

where Q z peak discharge, in c.f.s., representing the potential

maximum. 

V I standard mean velocity of river in flood.

R = 2 + annual rainfall (fop areag legs than 1Q square miles> 

15

R I 4.0). 

X =1.1+ log10L'.

L1 1 length of drainage basin in miles.

L = length of the several sectors of drainage basin in miles.

6 = angle of the several sectors of the drainage basin, in

degrees.

The drainage basin is divided into a number of sectors, centering at the gaging point. The expression X(9lO is proportional to the 

width of the drainage basin, the reduction factor 57.3 being applied to 

convert degrees into units of circular measure. This formula relates to 

rivers in India. For small rivers it was proposed as giving a flood that 

may be realized only once in a "lifetime"; for larger rivers, a discharge 

only slightly greater than an ordinary heavy flood. The "standard velocity" of a river generally will not vary to any great extent from source 

to mouth, according to Lillie's assumption.

4. C. R. Pettis (A new theory of river flood flow, published 

privately, 19'27) proposed this formula;

Q r cpw1 ' 25

or, as modified in Engineering News-Record,

1 25 

June 21, 1934, p. 804, Q = C(PW) *

where Q I peak flood discharge in c.f.s. (presumably the 100-year

maximum flood). 

C I a mensuration factor, or coefficient representing the

combined influence of other factors, such as regional 

and drainage-basin characteristics.

W - average width of drainage basin : drainage area______

length of main stream

P r a rainfall coefficient.

For the recently modified expression P is the probable 100-year 

maximum 1-day rainfall, in inches. As originally proposed, it was the 

100-year pluvial index of a 6-day storm, from "Storm rainfall in eastern
METHODS FOR ESTIMATING FLOODS 37

United States," Miami Conservancy District reports, 1917, part 5. Therein it Is disclosed that, practically without exception, the 1-day pluvial 

index is more than half of the 6-day index.

For the rivers originally studied (northern United States, Ohio 

to Connecticut), when P is based on 100-year 6-day rainfall, C r 328? when 

P is based on 100-year 1-day rainfall, C - 480. For the expression as 

modified in June 1934, based on P representing 100-year 1-day rainfall, 

the numerical value of C will range in different regions from 310 in humid 

areas to 40 in desert areas, such as central Nevada.

The Pettis formula is based on several assumptions, including 

the consideration of a single storm covering the entire width of the 

drainage area, when the soil moisture content is high initially, and the 

average channel slopes and stream velocities are fairly uniform at all 

controlling cross sections. Limitations of the Pettis formula are summarized as follows:

(a) The "width formula" should be limited generally to drainage 

areas between 1>000 and 10,000 square miles, although it may be applicable 

in some areas outside these limits.

(b) There must be no extensive lakes or artificial storage in 

the drainage area.

(c) The drainage area must be of fairly uniform width throughout its length. If wider at its lower end, the formula gives too small a 

flood; if wider near its upper end, the formula gives too large a flood. 

Corrections of 10 to 13 percent may be required owing to variations in 

width.

5. F. S. Besson (Military Engineer, September-October 1933, p. 424} 

proposed a generalized formula:

Qm I ?m T Gm Ax 

where ftm Z maximum flood flow.

Pm I maximum precipitation during the period of the flood. 

T ~ factor representing dnfluence of topography. 

Om ~ factor representing influence of ground

surface conditions for maximum run-off. 

A ~ drainage area. 

x I an exponent to be determined for each drainage area.
38 FLOODS IN THE UNITED STATES

Subscript r being used to Indicate factors representing recorded flood conditions,

Qm _ Pm Om 

Qr - Pr Gr

If ground conditions for the recorded flood are the same as for 

the maximum flood,

Pr 'is obtained from the rainfall record of the given storm. Pm 

is estimated by a study of storm records.

The comparison of factors as employed by this method results in 

cancelation of such coefficients or reduction factors as are common to 

numerator and denominator, thus permitting the use of any desired units 

of drainage area, rainfall depth, and stream discharge. Besson recommends 

the use of factors of safety, selected according to local conditions, to 

be applied to the probable future maximum flood estimated as shown above. 

This method depends on the possibility of properly estimating the maximum 

expected rainfall, in which the element of probability may enter to some 

extent. Its accuracy also depends on whether the recorded flood occurred 

with ground conditions most favorable to the production of floods.

6. P. G. Switzer and H. G. Miller (Floods: Cornell tlniv. Eng. Exper. 

Sta., Bull. 15, Dec. 15, 1929), from a study of 47 rivers in different 

parts of the United States, propose the following formula;

Q = Pc CWn

where Q r 24-hour average flood discharge, in c.f.s. 

P c r rainfall factor.

W - mean width of drainage basin, in miles. 

C and n are empirical constants (average values,

C : 80, n = 1.5).

The rainfall factor, Pc , is based on the Miami Conservancy 

District chart of maximum 1-day rainfall expected to be equaled or exceeded once in 100 years, at single stations, adjusted to allow for time 

of concentration and for area of drainage basin (by methods of Hazen and 

Creager). The resulting "corrected rainfall factor" gives the total rainfall over the entire drainage area that would be expected to produce a 

maximum flood. This formula is similar to the Pettis formula, except
METHODS FOR ESTIMATING FLOODS 39

that Pettis used the Miami Conservancy District rainfall factors without 

correction for length of storm or distribution over drainage area. The 

Pettis formula gives peak flow; Switzer and Miller's formula gives the 

24-hour average flood discharge.

d. Total run-off formulas

The Boston Society of Civil Engineers proposed a formula based 

on a study of floods in New England (Report of committee on floods: 

Boston Soc. Civil Eng. Jour., September 1930, pp. 297, 376-407):

Q r CpRvT 

where Q ~ peak flow, in c.f.s.

Op r a coefficient, which is a measure of drainage-area

characteristics.

R z total flood run-off, in inches on the drainage basin. 

A r drainage area, in square miles.

Let T - total flood period in hours (base of triangle representing flood hydrograph); then C _ 1890 y A .

T 

therefore Q = lg. 90 R A.

Let q - the peak flow in c.f.s. per square mile, or c.s.m.; 

then Q - qA, and accordingly, q- lg.®.°. R.

The maximum suggested for Hew England streams is Cp ~ 1,000, 

with R - Q, equivalent to 80 percent on the Myer scale mentioned above.

Total estimated run-off depths from severe storms: for occasional floods (about 50-year frequency), 3 inches; for rare floods 

(50- to 200-year frequency), 6 inches; for maximum flood (200 years or 

more), 8 inches.

The idea of a fairly constant base for hydrographs of storm 

run-off at a given station, with the peak discharge varying with the 

magnitude of that portion of the rainfall appearing as direct surface 

run-off during a prescribed period, expressed or implied in connection 

with the presentation of this formula, is one of the fundamentals underlying some of the most valuable recent contributions to the science of 

hydrology. These have to do with the unit hydrograph and distribution 

graphs and related methods of analysis, discussed on pages 65, 451-461.

The effect of pondage is to reduce the peak flow in the direct 

ratio that the volume of pondage bears to the total flood run-off.
40 FLOODS IN THE UNITED STATES

The frequency of occurrence of a flood la involved to some extent, through selection of the magnitude of R, though on a somewhat arbitrary basis, evidently intended to represent a fair estimate of broad 

experience in this field. The principal difference between this Boston 

Society formula and most other formulas is the introduction of the term 

R, which affords a unit of measure independent of area, thus making it 

possible to compare floods on different drainage basins. A somewhat 

similar or related factor appears in the Pettis formulas as P, the rainfall coefficient or pluvial index, indicating the total precipitation 

expected to occur once in 100 years at any rain-measurement station during 

a storm of givan duration, ranging from 1 to 6 days. Prom the known relations of raiSifall to run-off, It is apparent that R should represent 

varying percentages of the average rainfall over the drainage basin, up 

to 100 percent as a limit, except in the event of released storage or 

melting snow and ice, when R might occasionally exceed the average rainfall. On an equal area of a neighboring river system the total run-off 

from a single storm might be considerably greater or less, and the coefficient for such a drainage basin might vary so as either to balance or 

to magnify such differences in rate of discharge; yet these facts or 

estimates would be readily shown by this formula.

The foregoing formulas with Implied frequency relations all give 

maximum rates of discharge for a short interval of time (except Switzer 

and Miller's formula, which is for a 24-hour flood). To summarize some of 

Hazen's comments relating to his collection of data aid the±r analysis by 

such formulas (Flood fIowa, p®, 117, 123, 1930): All the data treated 

represent peak rates of discharge; 1-day average floods are not used. 

This is a difference that is important and is greatest for small areas. 

The length of time in the record period does not enter this picture. Many 

of the floods considered are isolated occurrences on streams that are not 

ordinarily gaged. There is no basis for comparing them with the mean 

flood of the same stream. Most of the items are not very accurate. The" 

methods above described may be the best to use in regions where local data 

are meager. They also serve as a basis for roughly checking estimates by 

other methods. There is no question that there have been a few enormously 

high rates of run-off from small areas that apparently do not fall in line 

with other methods of estimating floods.
METHODS FOR ESTIMATING FLOODS 41

One of the important features of methods utilizing the maximum 

recorded discharge is the use of tabulated records of floods on numerous 

rivers, in which the length of record period provides a first approximation to the probable frequency. The most recent extensive table of 

floods hitherto published is given in Am. Soc. Civil Eng. Trans., vol. 

89, pp. 1003-1029, 1926. Other published tabulations are as follows:

Emil Kuichling, Annual report on the Barge Canal, New York, 

1901, p. 844.

Emil Kuichling, Am. Soc. Civil Eng. Trans., vol. 77, p. 650, 

1914.

Weston E. Puller, idem, p. 564.

H. P. Eddy, Am. Soc. Civil Eng. Trans., vol. 85, p. 1528, 1922.

Joel D. Justin, Am. Soc. Civil Eng. Trans., vol. 87, p. 135, 

1924.

Practically all the extreme or rare flood formulas include an 

area factor. The shape of drainage basin is involved in the Craig, Dredge, 

Lillie, Pettis, and Switzer and Miller formulas. A rainfall factor is included in the Grunsky, Lillie, Pettis, Switzer and Miller, and several 

European formulas.

The formulas discussed under this heading do not involve primary 

consideration of probable frequency of floods; such conceptions in their 

beginnings were somewhat vague and were utilized only indirectly in the 

selection of the proper values of the coefficients to be applied in any 

particular formula.

2. Formulas with frequency,relation expressed

A distinct group of methods for studying flood flows is that involving a primary consideration of the frequency with which floods of any 

given magnitude may be expected on a certain river. The following are the 

best-known formulas that have been proposed to express the direct relation 

between the intensity of flood flow and the expected frequency of its 

occurrencei

1. Weston E. Fuller (Am. Soc. Civil Eng. Trans., vol. 77, p. 

564, 1914) is credited with the first published formula involving flood 

frequency. Robert E. Horton, in his discussion of Fuller's paper, states 

that the use of probability methods in run-off studies had been suggested 

to him In 1896 by. George W. Rafter, with whom he was associated in the
42 FLOODS IN THE UNITED STATES

preparation of "Hydrology of the State of New York." Horton had made 

numerous plottings of flood-frequency records on logarithmic paper, prior 

to 1908. (See notes below on Horton's formulas.) Puller's formulas are:

Qave = CA°- 8

Q r Qava (1 + 0.8 Iog10 T) 

Qnax r Q (1 4- 2A-°- s )

where °-ave - tlie averaSe of the annual floods (24-hour), in c.f.s. 

Q - the probable greatest average rate of flow in c.f.s. 

for 24 consecutive hours during a period of years 

(T), (maximum 1-day flood).

Qmax - the maximum rate of discharge of a flood, in c.f.s. 

A ~ drainage area-, in square miles. 

T r the number of years in the period considered. 

C la coefficient, which is assumed to be constant for

the river at the point of observation.

The formula for Qmnx is an approximate relation and was based 

on. only 26 available records of the maximum flood and the 24-hour flood. 

The maximum flood does not necessarily occur on the same day as the 24- 

hour flood.

The formula for Q is intended to give the "average maximum 

flood" as compared with "the flood to be equaled or exceeded" as used in 

other methods. For a given record, Q is determined by the following procedure :

1. From each year's record, obtain the maximum daily flow. 

The average of these maxima for all the years of record is the "average 

yearly flood," or Qave .

2. List all such annual floods in order of magnitude and 

number them serially.

3. Compute ratio of each flood to the average annual flood,

Qave*

4. Sum up all the floods equal to or exceeding the flood concerned; that is, the one corresponding to any given serial number.

5. Divide item 4 by the serial number of the flood concerned 

to obtain Qave for that portion of the record.

6. Divide total number of years represented in record by the
METHODS FOR ESTIMATING FLOODS 43

serial number of the flood concerned to find the corresponding period of 

years.

Item 5 represents the average of the floods that occur In the 

period of years found by Item 6; that is, item 5 derives Q for the years 

(T) found by item 6.

The "flood to be equaled or exceeded" as used by Hazen and 

others, for any given serial number in the order of flood magnitudes, is 

given by item 3, for the period of years in item 6.

Comments on Puller's formula: Qave is the same as the "average 

1-day flood" as used by Hazen. For the whole period of record Fuller's 

Qaax is the same numerically as Hazen 1 s "maximum 1-day flood"; but Fuller 

regards It as the average maximum for the period In which such floods 

recur, whereas Hazen treated it as a- magnitude to be equaled or exceeded. 

For smaller numbers of years (T) the Fuller and Hazen methods give 

different results, those from the Hazen method usually being smaller. 

The Influence of storage, slopes, shape of drainage basin, etc., Is included in the value assigned to the coefficient, C. The proper value to 

be adopted for T depends on the chance to be taken, the hazard varying 

inversely with the length of the time Interval.

Compared with other formulas, Fuller's gives considerably 

higher rates of flood for very small and very large drainage areas. It 

was based on records of a large number of American and some foreign 

rivers. An application of the Fuller method to flood data on the Tennesee River at Chattanooga has been contributed by Thorndlke Savllle, 

pages 598 to 405.

2. Robert E. Horton* (Am. Soc. Civil Eng. Trans., vol. 77, p. 

665, 1914) gives a formula suitable for eastern Pennsylvania streams 

(records of 1885-94), which may be rendered In the following fown, to 

agree with the usual nomenclature,

q r 4021.5 T0 ' 25 

A

In which A " drainage area In square miles.

q - flood "equaled or exceeded" In an average Interval of

T years, In c.f.s. per square mile.

Horton gives the following general formula, which involves the 

assumption that there Is a certain maximum finite rate of flood discharge 

(Am. Soc. Civil Eng. Trans., vol. 89, p. 1086, 1926):

* Details regarding further development and use of the Horton formula 

may be found on p. .437.
44 FLOODS IN THE UNITED STATES

R I Rg (1- e-kt )

where R r ratio of magnitude of the event to its average magnitude, 

t r average "exceedance" interval of an event of magnitude

R.

e - base of the Naperian (01 hyperbolic) logarithms. 

Eg - true maximum or limiting value of the magnitude of

the flood or other phenomenon, 

k, n r constants. 

Values of k, n, and R_ may be determined from the lower defio

nitely located portion of the "exceedance" interval curve. For 

Connecticut River records (1843-1917), Horton gives:

o 255 t0 * 54 R = 1.82 (l-e~°*^&& * )

5. E. W. Lane (Am. Soc. Civil Eng. Trans., vol. 89, p. 1051, 

1926} derived an expression to represent the average interval between 

floods of various magnitudes for New England rivers as

Q = K(log I 4- B)

"in which Q is the discharge in second-feet per square mile, which would 

be equaled or exceeded on the average once in I years; K is a constant 

for the station in question; and B is a constant for New England streams 

and probably nearly constant for much larger area."

This expression was later shown to be capable of transformation 

to a form similar to that of Fuller,

Q = C A0 * 8 (l + 0.8 log T)

4. S. L. Moyer has proposed a method for plotting a frequency 

curve of floods, rainfall, or other hydrologic data (The rainfall hazard, 

private manuscript, about 1929. See also Am. Soc. Civil Eng. Trans., 

vol. 95, pp. 907-919, 1929). His general frequency formula is

F ~ a 

b-N

where a z T -f 2 T/A -1

, + T-l 

T J-2

era constant, to be evaluated for each problem. 

d = 5~F + P-f 59

3 ~ T +

14T 

T+ 15
METHODS FOR ESTIMATING FLOODS 45

Also Q = (c-d) e magnitude of flood, 

where oe = upper limit, when F r oo. 

(o-l) e = lower limit, when F = 1.

e = difference between upper and lower Halts.

d z - s_' u_ 35 for rainfall and similar studies. 

10 F ^ P + 46

In these formulas,

T I total number of items in the record series.

N I numerical order of any item, arranged in order of

increasing magnitude. 

J I "basis of frequency distribution, or the average interval in the count of opportunities in the sum total

of the chances, between events exceeding the maximum

of T observations." 

F ~ frequency op average Interval between events of given

or exceeding magnitude.

P ~ F 1 - ~ probability or proportion of the total events 

exceeding the magnitude of the given event.

5. W. P. Creager (Hydroelectric handbook, p. 55, 1927) proposes the following formula:

: CA°- 5 .

where Q ; peak flood flow, in c.f.s.

A - drainage area, in square miles.

e s, base of Naperian pr hyperbolic logarithms.

T = frequency in years.

C r a coefficient depending on characteristics of the

drainage basin; 6,000 for areas having characteristics most favorable to large floods.

Comments on flood-frequency formulas: The flood-frequency 

formulas are closely related to the statistical or probability methods, 

described under the next heading. The statistical methods as a rule do 

not attempt to set up general formulas of flood frequency applicable to 

any number of streams but are intended to be applied to the flow records 

of individual rivers in order to determine the probability of occurrence 

of floods of different magnitude as indicated by those particular records. 

The flood-frequency formulas, on the other hand, are attempts to
46 FLOODS IN THE UNITED STATES

generalize the probability expressions so as to cover a large group of 

streams, thereby eliminating the necessity for a detailed analysis of 

each flow record and being applicable especially to streams on which flow 

records are lacking or few in number.

Puller's formula is intended to give the "average maximum 

flood"; the others give the flood "to be equaled or exceeded,* Puller 

says on this point (Am. Soc. Civil Eng. Trans., vol. 89, p. 1O78, 1926): 

"If it were desired to find the flood for which to design, so as to be 

quite sure that the structure would fail within a given period, then the 

flood that is equaled or exceeded in the period would be the proper one 

to use. The writer's view of the matter, however, is that for the design 

of the structure it is desired to ascertain the flood for which there is 

an even chance that it will not fail during the period, and for that 

reason he used the average flood. It really matters little which method 

is used, if the computer understands what he is doing." According to 

limited tests and observations, approximately the same results will be 

obtained by either method, provided the value of T used with the 

"equaled or exceeded" method is twice that used in Puller's method.

Adolph P. Meyer (Elements of hydrology, p. 345, 1917) says: 

"When meteorological and hydrological data are entirely wanting, so that 

the cause of floods in the given stream cannot be studied, the use of 

such formulas as Puller's may be justifiable, in that they serve as a 

rough guide. 11

The Puller and Creager formulas for the flood to be expected 

contain as variables the drainage area and the time interval between 

floods. The characteristics of the drainage area are covered by the coefficient, C. Puller's formula gives the 24-hour average expected flood, 

which must be adjusted to give the momentary peak; Creager 1 s formula 

gives the momentary peak flow.

The Puller and Creager formulas do not define or make use of 

an ultimate finite maximum flood. The Horton and Moyer formulas assume 

that there is such a maximum and proceed to use it. With the Horton 

formula the flood flow must be determined from the average flood (presumably the average of the annual floods). ' The ultimate mnylnpim flood 

and the average flood must be estimated from records on the stream considered, or on similar streams. Thus the Horton and Moyer formulas involve the analysis of individual flood records to some extent.
METHODS FOR ESTIMATING FLOODS 47

See also comments under "Curves of average Intervals between 

floods" (p. 58).

C. Statistical (or probability) methods

Under "statistical methods" have been Included two general 

types of methods for estimating the probability of flood occurrence 

wherever sufficient data aae available for their application:- (1) 

"theoretical probability curves," which are plotted from equations based 

more or less on the general mathematical theory of probability; (2) the 

"duration-curve method," which Is a strictly graphic treatment of flood 

records by use of duration curves. Under some conditions the results of 

the second method may be expressed by an empirical formula. 

1. Theoretical probability curves

The theoretical probability curves are all derived from some 

type of theoretical frequency curve and are more or less closely related 

to the "normal curve of error." ^he normal curve is symmetrical, however, whereas the frequency curves used in flood studies are generally 

asymmetrical or "skew" curves. Many skew frequency curves or families 

of curves have been proposed for statistical work, but only a few have 

been applied to any extent in hydrology. The better-known methods are 

listed below.

(a) Pearson's curves are a family of curves originally proposed by Karl Pearson, of London, and have had extensive use in statistical and actuarial work. They have been subdivided into seven types, of 

which type 2 is a special case of type 1, and type 7 is the "normal 

curve." Type 1 and type 3 have been put in a form convenient for use in 

hydraulic work, by H. Ald"en Foster (Am. Soc. Civil Eng. Trans., vol. 87, 

p. 142, 1924). An extension of Foster's tables is given. In diagrammatic 

form by F. G. Swltzer and H. G. Miller (Floods: Cornell Univ., Eng. 

Exper. Sta., Bull. 13, pp. 4-6, Dec. 15, 1929).

The process involved In applying these curves to a particular 

record consists in computing a "coefficient of variation" (CV) and "coefficient of skew" (CS) from the record, and from these coefficients,by 

using suitable tabulated factors, plotting the corresponding theoretical 

duration curve. The duration curve and the original data are plotted 

generally on "probability paper" (which was originally developed by 

Alien Hazen), and the theoretical curve is extended beyond the limits of
48 FLOODS IN THE UNITED STATES

the original record to obtain estimates of floods having any given 

probability of occurrence.

(b) Alien Hazen (Flood flows, p. 188, 19SO) has developed a 

table of factors for computing a theoretical duration curve by means of 

the coefficients CV and CS. The table was obtained by empirical methods 

but gives results closely similar to the Pearson tables. Hazen used 

tables of this form in 1921 (Am. Soc. Civil Eng. Trans., vol. 84, p. 

219). Hazen 1 s and Foster's methods are practically equivalent, except 

as to the table of skew-curve factors to be used. Hazen's factors give 

somewhat higher values for the Tare floods and hence are more conservative.

The Hazen method may be outlined as follows:

(1) Find the average of the annual floods, in c.f.s., and 

compute the "flood coefficient," which expresses the relation of the 

average flood to the size of the catchment area, by the following formula, in which A ~ drainage area, in scjuare miles.

Flood coefficient = mean flood 

A0.8

Hazen's "flood coefficient" is the same as Fuller's C.

(2) Find the coefficient of variation (CV) and the coefficient

of skew (CS) of the annual floods. If d I recorded value - mean and n -

mean

number of items in record,

CV =

CS (computed) r

(n-1) (CV) 3 

The computed CS should be adjusted to allow for influence of

the length of record, by multiplying by the factor F - 1 + 8 * 5 . (In

n

using the Foster tables, F ~ 1 -f for curves of type 3 and 

F = 1 + for curves of type 1.)

(5) Using CV and the adjusted CS, the theoretical curve which 

will represent the data is obtained by a set of factors, giving variations from the mean at certain percentages of time, the factors being 

multiplied by the CV to give the desired values.
METHODS FOR ESTIMATING FLOODS 49

(4) The theoretical flood curve (duration curve) so computed 

is plotted on probability paper, a logarithmic scale being generally used 

for ordinates. The abscissas show "percent of time" or probability of 

occurrence. The CV determines the general slope of the curve, and the OS 

controls the point where it reaches the ordinate of mean flood and determines the curvature of the line. In some cases, when the "adjusted 

OS" results in a curve that does not fit the recorded data very well, 

other values of OS are tried until a satisfactory fit is obtained. The 

one finally selected is called the "graphic OS. n The latter method 

should always be used when the series of recorded values contains several zero items.

(5) In estimating floods from curves the ordinate of the flood 

duration curve at any given percent of time gives the flood magnitude corresponding to the same percent chance of its occurrence. The "1 percent 

chance flood" is a flow of water that will probably be exceeded on an 

average in 1 percent of a whole number of years - that is, once in 100 

years or 10 times in 1,000 years. The n l percent chance flood" is often 

called the "100-year flood." As discussed elsewhere in this report, the 

100-year flood will be essentially related to the data on which its determination is based - annual floods, monthly floods, flood events, or 

other selected data.

Difference, in coefficients.- There are great variations in the 

three coefficients obtained from records of several streams, even in one 

small part of the country, caused by (1) permanent conditions, depending 

on peculiarities in the various catchment areas and in their rainfall, 

climate, and storage, both natural and artificial; (2) temporary conditions, due to the shortness of the record periods and to the effect of 

chance, tending to decrease as the records become longer.

The flood coefficient is increased by mountainous areas, impervious soil, and high average rainfall and is decreased by storage, 

natural or artificial.

The CV is affected more nearly in the same degree by permanent 

and temporary conditions; the OS is affected mostly by temporary conditions.

*78O 35 4
50 FLOODS IN THE UNITED STATES

In estimating the coefficients for any given stream, the 

record of the stream itself, if available, should be considered, and 

also the records of other streams as near and as fairly comparable as 

can be found. Applications of the Puller, Hazen, Poster, and Goodrich 

methods to flood records of the Tennessee River at Chattanooga are made 

by Thorndike Saville on pages 598 to 420.

(c) L. Standish Hall (Am. Soc. Civil Eng. Trans., vol. 84, 

p. 191, 1921) proposed a method of plotting duration curves on a special 

"hydraulic probability paper," in which the probability scale was obtained graphically from a duration curve representing yearly run-off on 

55 California streams. In using this paper, any record is plotted as a 

duration curve, and a straight line is drawn through or close to the 

plotted points to give the theoretical duration curve. The paper was 

found to give satisfactory results for many streams, except that some 

having a high CV did not plot very well.

(d) R. D. Goodrich (Am. Soc. Civil Eng. Trans., vol. 91, p. 

1, 1927) proposed a graphic method of plotting theoretical duration 

curves by use of a special skew-frequency paper. The records are made 

to plot as straight or approximately straight lines by adding or subtracting an arbitrary constant from the recorded values. (For further 

applications and refinements of this method see Harris, R. M., Straight 

line treatment of hydraulic duration curves: Univ. Washington, Eng. 

Exper. Sta., Bull. 65, May 1952.) Goodrich's method is based on a 

special equation for the theoretical duration curve. The use of the 

formula, however, is optional, as the curve itself is obtained by an 

entirely graphic process, and the constants of the formula are derived 

from the plotted curve. Advantages of Goodrich's method are:

(1) It may be applied entirely by graphic processes.

(2) It is particularly useful for plotting short-term 

records.

(3) It does not require extensive calculations, particularly for long-term records.

(4) It is applicable to different types of frequency 

or duration curves.

Among the disadvantages ascribed to this method are its indefiniteness and the flexibility of the resulting curves, which permit a
METHODS FOR ESTIMATING FLOODS 51

closer fit to the plotted data than should be expected, or closer than 

is significant in view of inherent errors and uncertainties of the data.

Comments on theoretical probability curves: The methods noted 

above are those which have been specifically proposed for use In hydrologic studies. Many other types of frequency curves have been used in 

statistical work and could probably also be adapted to flood studies. 

J. J. Slade, Jr., of Rutgers University, has developed a formula that has 

interesting possibilities for engineering work; this was published in Am. 

Soc. Civil Eng. Proc., October 1954, p. 1119. Other references are:

Edgeworth, F. Y., Royal Statistical Soc. London Jour., vol. 69, 

pp. 497-530, 1906.

Saville, Thorndike, Rainfall data interpreted by laws of probability: Eng. News, vol. 76, p. 1208, 1916.

Fisher, Arne, The mathematical theory of probabilities.

Fry, T. C., Probability and-its engineering uses.

Kapteya and Van TJven, Skew-frequency curves in biology and 

statistics (two papers), Groningen, Hoitsema Bros., 1916.

Ralph R. Randell (Am. Soc. Civil Eng. Proc., January 1928, 

p. 205) gives several criticisms of the theoretical methods:

(a) The theoretical equation may not express with sufficient 

accuracy the true relationship during the period and within the range of 

the observations, as determined by the data of record.

(b) The relationship for other periods or ranges may not 

follow the same equation or laws. Complications may be caused by planetary or climatic cycles; by influence of storage, affecting one part of 

the duration curve and not another; or by the likelihood of occurrence of 

humidity and temperature conditions favoring rain, which*affects the 

whole curve.

(c) Curves drawn by eye should- give more reliable results, as 

they can be made to fit the data near the limits of the region- covered.

(d) Mathematical methods convey.false impressions of truth and 

accuracy but are practically valueless for estimates involving very long 

periods.

John Paul Dean (letter to N. C. Grover, May 4, 1927) considers 

that the best use for frequency curves is in evaluating the expectancy of 

frequent phenomena, as in design of cofferdams, roads, and structures.
52 FLOODS IN THE UNITED STATES

He questions whether the extension of any type of frequency curve made up 

solely of records at a single station will give predictions of great 

precision.

J. J. Slade, Jr. (An asymmetric probability function: Am. Soc. 

Civil Eng. Proc., vol. 60, pp. 1007-1023, 1934) shows that the normal 

probability curve has much theoretical and experimental justification 

under certain conditions and has been found very useful for scientific 

work. In most engineering problems, however, the normal curve does not 

apply* AS the relation between positive and negative variations is not 

known, various mathematical expressions must be tried out to find those 

which best fit the data. The Pearson curves are based on a general 

formula which merely says that the frequency has a maximum value and that 

it approaches the axis asymptotically as the frequency vanishes. This 

results in a variety of types and requires the computation of the fourth 

moment of the variations to permit determination of the proper type. 

When the data are meager, a fourth moment is meaningless. (In Poster's 

application of certain types of the Pearson curves, only three moments 

are used.) "The various skew functions, though no doubt including the 

general theory of frequency functions within their scope, are too general 

in character, Pearson's fundtlons remaining, in spite of all that may be 

said against them, still the most useful."

Slade does not favor the use of graphic methods. "The methods 

convey to the eye a simplicity which does not really exist. A straight 

line which seems to fit the data closely may not be a good fit at all 

when one remembers that small deviations in certain regions of the paper 

may represent quite large errors."

Apparently a prerequisite to practical use of the Slade method, 

as in those of Horton and Goodrich, is the conception and the determination of an ultimate finite limiting magnitude of flood flow, or the 

limiting flood potentialities of the drainage basin. This item is 

necessarily derived from a consideration of physical features of the area 

or of comparable areas elsewhere. One method recently used for this 

purpose with satisfactory results is the unit or distribution graph, described beyond. After this value has been determined, the Slade method 

is capable of allocating what seem to be reasonably acceptable frequency 

positions to flood events of a lesser order.
METHODS FOR ESTIMATING FLOODS 55

R. D. Goodrich (Am. Soo. Civil Eng. Trails., vol. 91, p. 93, 

1927) quotes several criticisms of the mathematical basis of Pearson's 

curves. This question is also discussed by Foster (Am. Soc. Civil Eng. 

Trans., vol. 91, p. 44, 1927).

The use of theoretical frequency curves in hydrologic studies 

will probably never be as satisfactory as in statistical work, owing in 

considerable part to the generally scanty data available. The choice of 

method must depend not so much on its mathematical development as on convenience in use and the closeness with which the theoretical curve fits 

the recorded data.

There Is some difference of opinion as to whether there is an 

ultimate limit to floods. With the Pearson curves, type 1 includes an 

upper limit, but type 3 has no upper limit. Hazen's table involves no 

upper limit. Goodrich*s method generally requires only a lower limit, 

Horton considers that there is a definite upper limiting flood on any 

given stream, as the amount of rainfall that can be produced at a given 

place in a given time interval has a natural limit. On the other hand, 

as pointed out by Hazen, a frequency study based on flood records covering a short period of years may give no indication of the ultimate possible flood, so that there Is always some possibility that any assumed rate 

of flow may be exceeded. Hence, greater safety in design is insured by 

not considering any upper limit in plotting the duration curve.

The California Department of Public Works (Flow in California 

streams: Bull. 5, ch. 5, 1923) concluded, after a study of flood flows 

In 140 streams, that the maximum flood had not occurred in any stream of 

the State since the coming of the white man and that the greatest flood 

yet observed in any of the streams may be exceeded at any time, but only 

at intervals that are increasingly long as the magnitude of the flood is 

greater.

2. The duration-curve method

"By the duration curve is meant a curve that shows on the percentage scale the proportion of time in which given limits of flow are 

exceeded. The curve is frequently drawn to cover the entire range of 

flows from the lowest to the highest. Duration curves serve a variety of 

uses in hydraulic calculations and are very commonly made aside from the 

study of flood flows." - Hazen. (For a discussion of these curves in
54 FLOODS IN THE TOITED STATES

general, see Poster, H. A., Duration curves: Am. Soc. Civil Eng. Proc., 

October 1933, p. 1223.)

The group of flood-study methods covered by this classification 

all attempt to obtain a duration curve of flood flows directly from the 

recorded data, without the use of any theoretical frequency or probability formula. The duration curve is sometimes expressed as an equation, 

which is entirely empirical and represents only the upper end of the 

duration series.

Methods of selecting data.- Three methods of selecting data for 

flood studies have been in common use:

(a) Annual flood method (recommended by Hazen): The one 

highest flood flow in each year (either 24-hour average or peak flow) Is 

recorded, and these figures are arranged in order of magnitude and plotted 

as a duration curve. This method is also suitable for analysis by theoretical probability curves,

(b) Basic stage methods: A certain rate of discharge is 

adopted as the minimum flood, or "basic stage," for the given stream. 

The floods in excess of this rate are tabulated to obtain the duration 

curve. Two methods of selecting the floods from the record have been 

used - (1) the complete duration series, in which all daily flows equal 

to or exceeding the basic stage are included; (2) the partial duration 

series (individual floods), in which the greatest daily flow (or peak 

flow) occurring in each flood is listed, only one flood being used for 

each more or less arbitrarily selected storm period,

(c) The complete duration series (recommended by Hazen, Flood 

flows, p. 107) is really a detailed analysis of the upper end of a complete daily-fl6w duration curve for the entire period of record. The 

"tail end" of the duration or frequency curve, above a basic stage, is 

plotted in such a way as to magnify the probability (or percent of time) 

scale, so that the separate flood items can be shown. All the 1-day 

flows above the basic stage are plotted in order of magnitude, the 

percent of time being computed with reference to the whole number of days 

in the record period. After the few highest terms are plotted, the 

others may be treated as averages of groups of convenient size. The 

lowest of the four curves in figure 3, page 75, illustrates the use of a 

daily flow duration series above a given basic stage. Figure 7, page 87, 

illustrates the use of a complete daily flow duration series of flood data.
METHODS FOR ESTIMATING FLOODS 55

If n r number of years In record-period, 365n r number of days 

in record period, and m r relative position of any given day's flow in

the duration series, then 100 x o ggb' ~ percent of time at which the jdXGwOn

given flood is plotted in the complete daily-flow duration curve.

The "10-year flood" or "10 percent chance flood" will be found 

at the decimal position corresponding to the reciprocal of the number of 

days in 10 years, or at 100 x VA 1 gge - 0.0274 percent. The "100-year

flood" or "1 percent chance flood" will be at 0.00274 percent, etc.

The data may be plotted on logarithmic, semilogarithmic, logarithmic-probability, or arithmetic-probability paper. Plotting will best 

be made by showing the flood quantity in c.f.s. "All these methods of 

plotting should check closely for the 10 percent chance flood and with 

records of 20 years and over will give results that do not differ widely 

for the 1 percent chance flood. For less frequent floods the estimates 

will diverge according to the method followed." Logarithmic paper will 

usually give higher results, and semilogarithmic paper lower results, 

than the logarithmic-probability paper.

The series of floods selected by this method should not be 

treated as a full duration series, as it is only one end of such a series. 

Therefore the theoretical probability methods cannot be used in the 

analysis. The duration curve must be obtained by graphic means, or as an 

empirical curve to fit the actual data.

John Paul Dean (Captain, Corps of Engineers, D. S. Army) has 

propose'd a formula to represent this basic-stage duration curve (letter 

to N. C. Grover, May 4, 1927):

Q - A (1-R log (2n-l) -f R log 2T) 

where Q ~ magnitude of flood, in units of flow.

A - the "average annual flood" or the flood which is

exceeded once a year on the average in a long record; 

or it is that value of Q which corresponds to the 

abscissa (2n-l r 2T).

T - number of years in the observed record. 

n I total number of floods above the basic stage.

rt

R - s . (C = the increase in Q in one logarithmic cycle 

of the abscissa, as between the 1-year and the 10- 

year floods.)
56 FLOODS IK THE UNITED STATES

Dean's formula plots as a wtraight line on semi logarithmic 

paper, the uniform scale being used for Q and the logarithmic scale for 

f - " pm"*"1 » tlie number of floods per year that exceed Q.

The partial duration series (plotting individual floods) has 

been rather commonly used for presenting flood records. It was used by 

the research committee of the American Society of Civil Engineers on 

flood-protection data. Other examples of this method are:

Plow in California streams: California Dept. Public Works 

Bull. 5, ch. 5, 1923; The control of floods by reservoirs: Bull. 14, 

1928.

P. G. Switzej? (Probability of flood flows: Am. Soc. Civil Eng. 

Proc., April 1927, p. 563): "A list was made containing the maximum 24- 

hour flood for every storm that caused a peak flow in excess of an arbitrary value. These data were arranged to obtain a frequency curve, from 

which a probability curve was obtained. For plotting the probability 

curves, the coefficients as given by Mr. Poster were used."

W. P. Creager (Hydroelectric handbook, ch. 5, 1927): "A single 

flood, for use in frequency studies, may be defined as an increase in 

flow above an assumed basic stage, irrespective of the number of days 

above that stage or the number of peaks and valleys in the flow before 

the discharge again receded below the basic stage. The choice of basic 

stage influences the number of floods to be considered. In general, a 

basic stage equal to or slightly lower than the lowest maximum yearly 

flood is recommended." Creager treats this flood series like a complete 

duration series, from zero to 100 percent of time, and applies the theoretical probability methods to his basic-stage tabulation.

The partial duration series is not a true probability or 

frequency series. The items do not furnish a proper "sample" of the 

higher flows, as they occur at irregular intervals of time. They have no 

real average frequency of occurrence. In contrast, the yearly floods, or 

the monthly floods (one in each month of record), furnish a true frequency series, as they are selected at uniform intervals of time.

The complete duration series is part of a true frequency series 

and can be plotted to show one end of a true duration curve. The partial 

duration series, though resembling the complete series in form, can only 

give an approximation to a true duration curve.
METHODS FOR ESTIMATING FLOODS 57

It is. theoretically incorrect to subject either the partial or 

the complete duration series to the mathematical processes involved in 

the theoretical probability methods. Hazen (Flood flows, p. 108) says: 

"These (probability) methods should not be applied to such data, because 

the numbers selected do not form a proper series. When floods are 

selected with reference to their size and without regard to the time of 

their recurrence, the numbers representing, them do not form a series to 

which probability methods can be expected to apply. Such data should be 

subjected to graphic methods and graphic methods only." (See also discussion of this point by Sigurd Eliassen, Am. Soc. Civil Eng. Proc., 

August 1927, p. 1305.)

Switzer (Floods: Cornell Univ., Eng. Exper. Sta. f Bull. 13, 

p. 3, 1929) claims that "the results from the use of all dally flows 

are substantially the same as those obtained f,rom the use of peak flows 

only, so long as the exclusion of smaller floods does not reduce the 

number of data too much to permit of curve definition." Switzer treated 

each of his flood tabulations as a complete duration series, distributed 

from 0 to 100 percent of time.

The partial duration series may be considered a listing of all 

individual flood events, without reference to limitations of time, as, 

for example, by selecting the highest flood in the month or year. This 

method is actractive in that it requires less work in tabulating the data 

and has already been considerably used by the engineering profession and 

for those reasons was adopted in compiling the records of floods published 

in this report.

Selection of basic stage: If the complete duration series is 

used, the choice of a basic stage Is entirely arbitrary. Enough items 

should be included to enable plotting of the end of the duration curve 

with sufficient accuracy. If too low a basic stage is used, the work 

will be increased unnecessarily, with no corresponding increase of accuracy In defining the curve. One or two hundred terms should ordinarily 

be reasonably sufficient for this purpose. If all flows in excess of the 

minimum annual flood are included, the same tabulation may be used to 

list the "annual floods." But for a long record, the minimum annual 

flood may be too small to use as basic stage. The basic stage for each 

gaging station as adopted for chronological listings of flood data in 

table 3 was determined with reference to the foregoing considerations.
58 FLOODS IN THE UNITED STATES

Theoretical vs. empirical duration curves.- There Is some 

difference of opinion as to whether better results are obtained by Use of 

theoretical probability curves and factors or by the empirical duration 

curve - that Is, as to which of the two general statistical methods Is to 

be preferred. According to Hazen, "There Is no reason why results obtained by It (the empirical duration curve) should not be as accurate as 

those obtained by the procedure previously described (probability method). 

Divergences will commence as the lines are carried by extrapolation away 

from the actual data and. therefore become less certain."

Creager (Hydroelectric handbook, p. 43) states: "In the yearlyflood method, many floods that should be considered In a true probability study are excluded. The method Involves considerably less work 

than the true or basic-stage method but should only be used for approximate calculations."

The objection to the annual-flood method as not giving enough 

Items to define a satisfactory curve may be partly overcome by using 

monthly floods instead.

Some engineers prefer strictly graphic methods, as permitting 

an opportunity to adjust the curve more readily to the recorded data. 

Others consider that the theoretical probability methods or formulas can 

be used as guides In constructing the duration curve, thereby eliminating 

errors due to personal judgment.

Curves of average Intervals between floods.- This method of 

showing the probability of occurrence of floods has had considerable use. 

It may be called the ^California method," as It was used by the California State Department of Public Works (Plow In California streams: 

Boll. 5, eh. 5, 1923). It Is closely related to the duration-curve 

methods, except that instead of plotting the floods against the percent 

of time or probability of their occurrence, they are plotted against 

their probable frequency of occurrence In 100 years. Sometimes the average interval (in years) between floods of a given value is used. These 

two methods are equivalent, as the flood that may be expected once every 

20 years Is the flood that occurs with an average frequency of five times 

In 100 years.

However, there is an Important difference between the duration 

curve as usually plotted and the frequency curve as used in the 

"California method.
METHODS FOR ESTIMATING FLOODS 59

Let m I relative position pf any flood Item, when the floods

are listed In decreasing order of magnitude. 

n ; total number of Items In the record. 

y r number of years in the record. 

g ~ number of flood items In any group, when the floods

are grouped for convenience In plotting.

Then, in the usual duration-curve method, the percent of time 

at which any flood, or group of floods, is plotted, Is found by the 

formula

100 - °' 5

This is equivalent to plotting each flood (or group of floods) at the 

midpoint of the division of the percent of time axis that represents that 

group. If there are 200 items in the series, each Item represents ^22 or 

0.5 percent of time; and the first item Is plotted at the midpoint of 0.5 

percent of time, or at 0.25 percent of time. The curve shows the floods 

that are "equaled or exceeded," with a given probability of occurrence in 

a long-term record.

The theoretical basis for this method of plotting Is the assumption that a given record covering a few years Is a true sample of a 

much longer record. In a 10-year record, the largest item will represent 

10 percent of time. If the record covered 100 years, It would be expected 

that of the 10 highest items some would be greater and some smaller than 

the original 10-year maximum, which would come approximately in the middle 

of the group of 10 Items. In other words, the maximum Item of the 10- 

year record should be plotted at 5 percent instead of 10 percent of time', 

in order to obtain a smooth duration curve typical of a long-term record. 

(See Poster, H. A., Duration curves: Am. Soc. Civil Eng. Proc., October 

1933, p. 1223.)

In the "California method" as generally used the frequency of 

occurrence (In 100 years) of any flood in the record Is taken as 100 x 

 £_ . The maximum flood thus occurs 1°° times In 100 years; the second

y y

Item occurs 100 x -JL_ times In 100 years, etc. If there are 30 floods In 

10 years, the maximum flood will be plotted at a frequency of 10 times In 

100 years, and the smallest flood at 300 times In 100 years. These are 

the floods which, tinder this method, are assumed to be "equaled or 

exceeded, " as shown by the given record.
60 PZ.OODS IN THE UNITED STATES

If, now, this 10-year curve is extended to cover 100 years, it 

Is assumed to represent ZOO Instead of 30 items. The first 9 items (as 

scaled from the extended curve) all have a frequency of occurrence (per 

10O years) of less than 10, and they are all shown as being greater in 

value than the tenth item, which is the maximum of the original 10-year 

record. In other words, this method of plotting assumes that in a 10Oyear record the 9 largest items are all greater than the maximum in a 

single 10-year record. Obviously, this is not in accord with the basic 

assumptions of the duration-curve method.

The distinction may be expressed in another way. The durationcurve method shows the flood that is expected to be "equaled or exceeded" 

with any given probability over a long term of years. The "California 

method" as originally published shows a flood of sueh magnitude that 

there is an even chance that in any given period of years the maximum 

flood will be greater or less than the flood shown - that is, it shows 

the most probable flood magnitude.

To place the "California method" on a basis equivalent to the 

duration curve method, the data should first be plotted at mid-interval, 

as above indicated for the latter method, and the percent of time used

for plotting any given item should be multiplied by - - . That is,

y

instead of plotting percent of time with a base of 100 percent = n items, 

the floods are plotted as occurrences per 100 years, with a base of y 

years. Hence, the position for plotting any given item will be 100 x 

m." °« 5 & , as frequency of occurrence per 100 years.

Jr

The 5-year flood will have a frequency of 20 per 100 years. 

10-year flood will have a frequency of 10 per 100 years. 

100-year flood will have a frequency of 1 per 100 years. 

1000-year flood will have a frequency of 0.1 per 100 years. 

This "modified California method" should give practically the 

same results as the duration-curve method. It may be applied to either 

the annual floods, partial flood series, or complete flood series.

The discrepancy between the original "California method" and 

the duration-curve method has frequently been a source of confusion to 

engineers who have attempted to apply both methods to analysis of flood 

records. It seems quite likely that a similar discrepancy may exist 

respecting some of the flood-frequency formulas. Puller's formula was
METHODS FOR ESTIMATING FLOODS 61

definitely based on the plotting of average maximum floods, instead of 

floods "equaled or exceeded," which would tend to increase the flood 

rates, in addition to the discrepancy noted above. Puller's formula, 

therefore, should give appreciably higher values than the duration-curve 

method. If the other flood-frequency formulas were obtained by a method 

of plotting similar to that used in the "California method," they should 

be considered as giving the "most probable flood." rather than the flood 

"equaled or exceeded."

D. Methods dependent on relation of rainfall to run-off

An important group of methods for estimating flood flows is 

presented by the so-called "rational" or synthetic methods of computing 

stream flow from rainfall records. A detailed comparison of these 

methods is outside the scope of the present study. In brief, their purpose is to take a given or assumed rainfall record and from it construct 

a hydrograph of river flow.

The relation of these methods to the study of flood frequency 

depends on a determination of the frequency of occurrence of storms of 

various magnitudes and durations. The most instructive study of this 

nature was that of the Miami Conservancy District (Storm rainfall of 

eastern United States: Tech. Repts., pt. 5, 1917). The "rational" method, so called, is based on the assumption that the maximum rate of flow 

from a certain average rainfall intensity on tha drainage basin is produced by that rainfall which is maintained for a time equal to the period 

of concentration of flow at the measuring station. This, as usually accepted, is the time required for the surface run-off from the most remote 

part of the drainage area to reach the point of observation. Considerations of frequency of occurrence enter into the selection of the rainfall intensity to be applied. This depends on the further assumption 

that the greater intensities, which may prevail for shorter periods, and 

likewise lower intensities, corresponding to longer periods, would be incapable of producing a flood crest as great as the one for the critical 

period as above defined. For the shorter periods of more intense rainfall only a portion of the drainage basin would be contributing to the 

flood crest, and for the longer periods of less intense rainfall earlier 

components would have passed the point of observation.
62 FLOODS IN THE UNITED STATES

The formula used in connection with this method is one of the 

most convenient yet devised for showing the relation of rainfall to maximum expected run-off from areas within the range of its proper use, as 

follows:

Q r C i A 

where Q z maximum run-off, in c.f.s.

C = the percentage of average rainfall appearing as run-off 

at the end of the prescribed period at the point of 

observation, 

i = average rainfall intensity prevailing during the period,

in inches per hour. 

A r drainage area in acres.

TJils formula is simplified by the coincidence that 1 acre-inch is very 

closely equivalent .to 1 c.f.s. for 1 hour.

Miami Conservancy District study

All United States rainfall records prior to January 1, 1915, 

were scanned for storms in which the average precipitation equaled or exceeded 1 inch per 24 hours. The United States east of the 103d meridian 

was divided into 2° quadrangles. The number of stations per quadrangle 

varied from 75 to 5, with an average of 25.

The frequency of excessive precipitation is the average length 

of period, in years, during which the phenomenon has happened only once; 

or, as dealt with in the Miami Conservancy District reports, the length 

of time within which the rainfall of a given intensity is reached or exceeded once, on the average. Each quadrangle was treated as a unit; the 

records at all stations within the quadrangle were averaged, each station 

being weighted according to the number of years of its record. "Thus the 

records at all the stations are combined and treated in some respects as 

equivalent to a record at a single station extending over a period as 

long as the aggregate of all the years of record at the separate 

stations."

The "pluvial index" for any quadrangle equals the depth of rainfall that will probably be equaled or exceeded at any point in the quadrangle once in a given number of years. Pluvial indexes for each 

quadrangle for rains lasting 1 to 6 days were computed for periods of 

100, 50, 25, and 15 years. These are shown on maps, with isopluvial
METHODS FOR ESTIMATING FLOODS 65

lines for successive 1-inch depths of rainfall* (The map for 100-year 1- 

day rainfall has been extended by F. G. Switzer to cover the entire 

United States. See Cornell Univ., Eng. Exper. Sta., Bull. 15, p. 10, 

1929.)

The study of great storms included all storms with 5-day precipitation records equaling or exceeding 6 inches at not less than five 

stations and included 160 storms, between 1892 and 1916. They were arranged in order of size, on the basis of the fifth highest 5-day precipitation record. The storms were also plotted by months, to show the 

season of occurrence of each storm. The geographic distribution was 

shown by plotting 6-inch isohyetals for the maximum 5-day period of each 

storm, grouped on maps by quarters of the year. The maps show a marked 

variation in storm types with reference to location and season.

Curves showing the time-area-depth relations of 55 storms were 

computed by the following process:

(1) Rainfall data were assembled.

(2) Dates of greatest 1-day, 2-day, etc., rainfall were

determined. 

(5) Rainfall figures were plotted on large-scale map.

(4) Isohyetals were drawn.

(5) Areas within isohyetals were measured.

(6) Average depth within each isohyetal was computed.

(7) Time-area-depth curves were drawn on coordinate 

paper (area in square miles vs. average depth 

of rainfall).

These curves show that almost invariably more than half of the 

total storm rainfall occurs on the day of maximum fall. Tables are included giving average depth of precipitation for areas of 1, 500, 1,000, 

2,000, 4,000, and 6,000 square miles for each of the storms during the 

maximum consecutive periods of 1 to 5 days.

For each month and year, 1888 to 1916, the average rainfall 

over the eastern United States was plotted. A similar study was made for 

Illinois, Indiana, Ohio, Kentucky, and West Virginia. Very little evidence of any cyclic nature of rainfall was noted. Variations in total 

annual rainfall depend chiefly upon the occurrence of great storms.
64 FLOODS IN THE UNITED STATES

Prom records of floods In the Danube at Vienna (900 years), In 

the Seine at Paris (300 years), and in the Tiber at Rome (1,500 years), 

it appears that the greatest flood of 1,000 years is not much in excess 

of the greatest in 100 years.

Comments on the Miami Conservancy District studies: The 

"pluvial index" gives the rate of rainfall that may be expected to be 

"equaled or exceeded" at a given station once in the given number of 

years. The method of combining the records in a given quadrangle to obtain an equivalent long-term record has been criticized by certain 

writers as not -giving a true indication of the influence of length of 

record.

The "pluvial index" is based on rainfall records of single stations. As average rates of rainfall tend to decrease as the area affected 

increases, some writers have claimed that these indexes should be adjusted 

when used to indicate rainfall rates over extensive drainage areas. 

Examples of such corrections may be found in the following papers:

Hazen, Alien, The frequency of high rates of rainfall: 

Eng. News-Record, vol. 87, p. 858, 1981.

Creager, W. P., Hydroelectric handbook, p. 14, 1927.

Switzer, F. G., and Miller, H. G., Floods: Cornell Univ., 

Eng. Exper. Sta., Bull. IS, 1929.

Rainfall probability

The theoretical or graphic probability methods have been used 

to some extent for analysis of rainfall, particularly annual rainfall 

records. Outside of the work of the Miami Conservancy District, the 

application of probability methods to storm records has been relatively 

slight.

Factors to be used in the general equation for average rainfall

intensity, i - -K ^.. , for the eastern United States have been developed 

tn

by Merrill M. Bernard (Am. Soc. Civil Eng. Trans., vol. 96, p. 592, 1952) 

and are presented in the form of isohyetal charts having application to 

rainfall duration periods ranging from 2 hours to 4 days. This work combines the researches of the Miami Conservancy District with those of 

Adolph F. Meyer.
METHODS FOR ESTIMATING FLOODS 65

Unit-hydrograph method

The unit-hydrograph method is a procedure for determining the 

rates of surface run-off from a particular basin, by analogy, from observed rainfalls and the corresponding observed hydrographs of surface 

run-off from the same basin. The hypothesis upon which the method is 

based is that in a given drainage basin surface run-off from rainfall 

occurring in a unit of time will produce hydrographs of approximately 

equal bases and with ordinates varying with the quantity of rainfall 

minus infiltration and other subtractions. The method is comparatively 

new, having been originated by L. K. Sherman in 1932 and amplified by 

Merrill M. Bernard in 1954. In its present state of development it is 

found to be particularly valuable in the study of floods, especially 

those produced by storms of unusual magnitude.

It is hoped that ultimately procedure will b'e developed that 

will make it possible to estimate more accurately the run-off coefficient, or deduction for infiltration, etc., necessary to the utilization 

of the method, the objective being to produce the hydrograph of surface 

run-off from a knowledge of rainfall and antecedent surface soil conditions. This method and its developments appear to be among the most 

valuable recent contributions to the science and practical application 

of hydrology«

Among the drainage basins on which this method of analysis has 

been applied, particularly with reference to run-off from severe storms, 

are those of the French Broad River at Dandridge, Term.; the Muskingum 

River at Dresden, Ohio; the Red River near Denison, Tex.; the Wabash 

River at Logansport, Ind.; the Skunk River at Augusta, Iowa; the Kansas 

River at Kansas City, Mo.; the Delaware River at Port Jervis, N» Y.; and 

±he Susquehanna River at Towanda, Pa.

The investigation of the unit hydrograph has been conducted as 

part of the study of relations between rainfall and run-off, and the detailed description of such investigation is presented in the report of 

that study-:!-. A digest of the method and its application to estimates of 

flood flow, as prepared by Mr. Bernard, appears on pages 451 to 461 of 

this report.

-* (U. S. Geol. Survey Water-Supply Paper 772). 

478 O 38 5
66 FLOODS IN THE UNITED STATES

E. Method for- estimating peak flow from 24-hour average flow

Although engineers are in general particularly interested in 

determining what the maximum rate of flood run-off will be at a given location, the records of floods as usually published do not give the instantaneous peak flow (except for isolated days), but rather each daily 

average flow throughout the flood event. In recent years the installation of automatic recording gages at numerqus stations has made it 

possible to determine the crest rate of any flood flow covered by the 

record. The scarcity of published records of momentary flood peaks has 

hitherto made it necessary in any general study of floods to base the investigation on daily average flows. It is therefore important to establish, if possible, some relation between daily average flood rates and 

instantaneous flood peaks. This would obviously assist in the reverse 

process of estimating the daily average flows from momentary flood peaks, 

if occasion should arise.

On any stream the maximum average daily flow will not necessarily occur on the same day as the maximum instantaneous peak flow. As 

a flood study will be concerned largely with maximum discharge rates, as 

well as with average daily flows, it will not always suffice to determine 

the relation between the peak and the average of the same day, but rather 

it may be necessary to consider the relation between the maximum discharge rate and the maximum daily average for any flood event, or year, 

or period of years, regardless of the day on which the peak occurs. 

Rarely, if ever, is the momentary peak flow farther removed from the 

maximum average daily flow than 1 or 2 days, on streams thus far investigated.

The most important study of this question hitherto published 

was made by Weston E. Puller (Am. Soc. Civil Eng. Trans., vol. 77, pp. 

564-694, 1914). Hewas able to find only 26 flow records from which the 

comparison could be made, on the basis of which he derived the formula

CW = Q (1 + 2 A'0 ' 3 )

giving the relation between crest flow and daily average flow (Q) in 

terms of the drainage area (A).
METHODS FOR ESTIMATING FLOODS 67

Puller's formula has been rather widely used but is at best 

admittedly approximate, and furthermore is baaed on meager data. Further 

study of this question is greatly needed, to utilize the extensive data 

which later became available. As a step in this'direction, a special 

study was initiated under this project, aa described elsewhere in this 

report and particularly under the heading of "Momentary flood peaks and 

other flow characteristics of flood rises," pages 90 to 113.
EXAMPLES OF PROCEDURE FOR ANALYZING FLOOD FLOWS

The special study of floods reported in this volume has included 

a review not only of the available data on flood flow but also of several 

methods ordinarily employed in their analysis and interpretation. Among 

the first undertakings of this project were lists of references to related 

literature and a brief description of methods for estimating floods. Both 

of these compilations were distributed to members of advisory committees, 

to notable technical writers in this field, and to several other engineers 

and consultants. In this manner fairly representative cross sections of 

technical literature and of current trends and practices were obtained, 

which brought prominently into view the divergences of concepts and procedures relating to flood-flow statistics and their analysis.

In an effort to evaluate the various methods of approach, many 

test stations were selected, representing both a wide geographic distribution and a wide diversity of run-off and flood-flow characteristics.

Various significant elements of the available records were 

treated by different empirical flood formulas, and the results were plotted on cross-section charts of various types for comparison. Some of the 

arrays of flood data were subjected to statistical and mathematical treatment, and also to graphic methods, in order to develop and compare the 

probable trends of the data for extension to magnitudes and frequencies 

beyond the limits shown by the record period.

In the review of technical literature and methods relating to 

estimation and analysis of flood flows it became apparent that usages and 

viewpoints are not as nearly uniform as would seem to be attainable and 

desirable. A special effort was therefore made to select such methods and 

procedures as conform to approved practice among some of the investigators 

who are well equipped and experienced in this particular field. Moreover, 

it was made a primary requirement that the assumptions and procedures 

adopted should be consistent with one another and capable of justification 

either upon logical grounds or upon the basis of broad observation and 

experience.

Of necessity the various steps in the procedures and methods 

described herein coincide for the most part with well-established practice; the slight innovations or departures in minor details, the order of 

68
EXAMPLES OP PROCEDURE FOR ANALYZING FLOOD FLOWS 69

arrangement as adopted in the following pages, and the elementary treatment of the different subjects are the only new contributions. This chapter is mainly a brief discussion of various methods and their use in the 

analysis of floods, particularly as related to their periodicities and 

corresponding magnitudes, the selection and weighting of representative 

data, and the interpretation of results. Furthermore, it is intended as 

an exposition of processes and methods that have become more or less widely used, rather than an indicator of relative merit among such methods.

Symbols

The following symbols are used in statistical investigations. 

Definitions of the terms are given on pages 461 to 466.

m = Serial number, or summation of all items from the beginning of a series, arranged in decreasing order 

of magnitude, 

n r Total number of items included for consideration; the

maximum limiting value of m.

y = Number of years included for analysis of records, 

g r Number of items (such as floods) in a group, where

data are grouped for convenience in plotting, 

v - Variation (or deviation). 

SV r Standard variation (or deviation). 

CV - Coefficient of variation (or deviation). 

CS r Coefficient of skew. 

CS0 omp - Computed coefficient of skew. 

csadj - Adjusted coefficient of skew, to compensate for the

varying number of terms, 

p.e. r Probable error.
70 FLOODS IN THE UNITED STATES

Fundamental methods for analyzing flood data*

Statistical arrays

1. Annual flood. The maximum daily flows for every year during 

the period of record are arranged in descending order of magnitude and 

plotted as a cumulative frequency curve (discussed on p. 73) - that is, 

the flood flows are plotted against the cumulative percentages of time. 

The percentage of time for each item is 100 times the ratio of one year to 

the total number of years in the record. However, the plotting occurs at 

mid-intervals, as more fully explained below, under "Plotting procedures."

The percentage for plotting is 100 (m - O.Sg) , where n = y = number of

n

items (years) in the record. If the data are not grouped, g r 1 and the

expression reduces to 100 (m - 0.5). By multiplying both numerator and

n

denominator by 2, the expression becomes 100 (2m-l) which is the form used

by Hazen and Poster.

2. Monthly flood. The maximum daily flows for each month during the record period are arranged in descending order of magnitude and 

plotted as a cumulative frequency curve. The percentage of time for each 

item is the ratio of one month to the total number of months in the period

of record. The percentage for plotting = 100 (m - O.Sg) , where n = 12 y.

n

If the inclusion of all monthly maxima encumbers the array with many flows 

of little or no significance respecting flood occurrence, the list may be 

limited to flows above some basic stage or magnitude. Such a partial list 

would not, of course, represent a complete time series.

3. Daily flow. The daily flows above some stated magnitude 

(all daily flows might be used if desired) are arranged in descending 

order of magnitude and plotted as a cumulative frequency curve. The percentage of time for each item is the ratio of one day to the total number 

of days in the record (not the number of days in the series used, which 

represent only flows above the stated magnitude). The resulting graph i6 

only the upper end of a complete daily duration curve. The percentage for

plotting is 100 (m - O.Sg) , where n - 365 y plus the number of leap years 

n

in the record.

* For definitions of terms see pp. 462-467.
EXAMPLES OP PROCEDURE FOR ANALYZING FLOOD FLOWS 71

4. Flood event or partial series. The maximum daily flows occurring In all flood events during the period of record are arranged in 

descending order of magnitude and plotted as a cumulative frequency curve. 

The percentage for each item is 100 times the ratio of one to the total . 

number of items. The percentage for plotting (percentage of flood peaks,

representing flood events, not percentage of time) is 100 (m - 0.5g) ,

n

where n 2 number of flood events in the array. Ordinarily some limit of 

stage or flow can be fixed below which flood peaks have very little significance. The more significant items of the partial series can be considered by omitting flood peaks below a selected base and treating the 

remaining series by the procedure outlined in the next paragraph.

5. Average number of flood events per century (modified California method). An array identical with that of the method based on flood 

events or partial series is formed, except that only flood peaks above 

some selected base need be considered. The number of flood events per

century as obtained by the formula 100 (m - 0.5e) is plotted against the

7

discharge corresponding to the flood, peak having serial number m. This is 

similar to the formula given by Hazen* for plotting arrays of this type, 

but his formula is based on the number of flood events per year, instead 

of per century.

Graphic methods for analysis of flood flow data 

Among the graphic devices that have been widely used in the 

study of stream-flow data is the hydrograph of discharge, which depicts 

the average flows by days, weeks, months, years, or other time intervals 

as ordinates, plotted chronologically against such time units. An example 

of such a hydrograph based on daily average flow is shown on figure 6, 

with distinctive marks for the various classes of flood data, such as 

annual floods, monthly floods, and flood events.

One of the ways of utilizing the data portrayed by the hydrograph, particularly as related to flood events, is by the frequency curve, 

which shows the number of flood occurrences (g) in the successive groups 

within prescribed limits of magnitude of discharge. Figure 1 includes 

some of the types of graphic representation relating to frequency curves.

* Eazen, Alien, Flood flows, p. 107, New York, 19SO.
72 FLOODS IN THE UNITED STATES

Observed range

Increasing magnitudes of discharge

Increasing magnitudes of discharge

Increasing magnitudes of discharge

Histogram 

of flood frequencie

ttrt

Frequency curve of flood discharge

Crosshatohed area f represents the frequency 

of floods with magnitudes lying in interval I.

If I is a unit interval (g), the frequency 

is approximately equal to the mid-ordinate f.

Cumulative frequency curve 

of flood discharge

Figure 1.

g i

4

I

as

1

| .^

Bange of fluctuation. 

in class 6 * L-,^

Percen

j

1

1

_ -

-

_^,

- -

L695 -

Ptq

hr

[« 9.322 

« 10.170 

t of time

 »

 »

Snlarged section of cumulative frequency curve for

Tennessee Elver at Chattanooga,

Tenn., 59-year record, 1874

to 1933.

-?Q ^
EXAMPLES -OP PROCEDURE FOR ANALYZING FLOOD FLOWS 73

The subdivisions of the abscissa scale are so determined as to 

give a convenient number of classes Into which the observed data may be 

grouped, In order to reduce the labor of plotting Individual Items. 

Figure 1, a, is a frequency distribution histogram or block diagram on 

which the ordinates show the number of observed events for each designated 

interval on the scale of discharge magnitude.

From the frequency distribution histogram above described, a 

smooth frequency curve (fig. 1, b) may be derived by any one of various 

statistical and mathematical methods, such as those of Pearson, Hazen, 

Foster, Goodrich, and Slade, or by sketching in a curve by eye and then 

smoothing or adjusting it to suit the personal judgment respecting satisfactory fit. One of the properties of the frequency curve is that the 

area between the curve and the axis of abscissas within any magnitude 

interval is proportional to the number of occurrences within that range of 

magnitude. It therefore' follows that the mld-ordinate of each magnitude 

interval is proportional to the frequency or number of observed occurrences within those limits except for the effect of curvature, usually of 

small amount and readily taken into account If desired. If the data are 

numerous or the magnitude Interval is sufficiently large, the ordinates of 

the frequency curve ordinarily Increase continuously from the Initial 

point on the abscissa axis to a maximum called the "mode," representing 

the magnitude where occurrence is most frequent. Beyond the mode the 

slope is downward to the intersection with the axis at some point indicating the limit of magnitude and generally impracticable to determine 

with close accuracy.

If the successive values of frequency curve ordinates corresponding to the successive intervals on the magnitude scale are added progressively and plotted, a cumulative frequency curve is obtained, as in 

figure 1, c. This curve shows the total number of items which are smaller 

(or larger) than any given amount. A cumulative frequency curve that 

indicates the length of time or the percentage of time during which an 

event of a given magnitude (a daily flow, for example) has been equaled or 

exceeded is known as a "duration curve." Figures 5 to 5 illustrate 

the use of a curve closely related to and derivable from the cumulative 

frequency curve, showing the number of flood occurrences per century with 

daily average discharges equal to or greater than each successive flood 

magnitude.
74 FLOODS IN THE UNITED STATES

Figure 5 shows for the Susquehanna River at Harrisburg, Pa., 

the plotted points and the resulting curves from flood data of four different types, described in the foregoing pages and referred to later as 

annual, monthly, and partial series, or flood events, and complete daily 

flow duration series. These curves occupy so nearly the same positions 

for the higher magnitudes as to make it impracticable to show them all on 

a single cross-section chart. The divergences of the curves are more or 

less pronounced among the lower magnitudes, in the left half of the figure, the curves based on the more numerous data being in the higher positions.

Figure 4 shows the relation between flood frequency and magnitude as observed at selected stations of the Susquehanna River system, 

(a) expressed in second-feet and (b) expressed as second-feet per square 

mile.

Figure 5 shows the relation between flood frequency and magnitude for selected stations on the Sacramento River system, (a) expressed 

in second-feet and (b) expressed in second-feet per square mile. On both 

figures 4, b, and 5, b, the curves shown in figures 4, a, and 5, a, are 

merely displaced to other positions on the scale of ordinates, for the 

purpose of transforming from second-feet to second-feet per square mile.

The ease with which these transformations of units may be accomplished on a logarithmic scale of ordina'tes suggests the possibility 

of drawing parallel curves at suitable distances either above or below 

those shown on figure 5, to express the quantities in any desired units, 

as acre-feet per day, million gallons per day, cubic meters per square 

mile or per square kilometer, depth on the drainage area in either inches 

or centimeters per day, or million cubic feet per day.

Plate 2 is a graphic presentation of all notable flood rises 

within the period of record for the Delaware River at or near Riegelsville, N. J., from 1897 to 1933, except for the time from January 1904, to 

June 1906. Four flood rises (with roughly estimated daily flood peaks 

ranging from 78,000 to 150,000 second-feet) were thereby omitted from 

this drawing, because of uncertainties relating to the record during the 

period of their occurrence.

To avoid superposition of many flood hydrographs within the 

months of most frequent flood occurrence, the record period was divided 

into four segments of 8 to 10 years each, thus providing a comparison 

among such periods of years as well as among the separate months with 

respect to flood frequency and magnitude.
EXAMPLES OF PROCEDURE FOR ANALYZING FLOOD FLOWS 75

OCMPABI80V 0? PLOTTED JBBATS 0? MOOD KLOW DAIA 

JOB SUSQUEHiBHi BIVKB AI HAKBISBURt}, Pi.

Average Interral of occurrence la years

MO

600 

500 

t 400 

8 300 & 3"°

o

!

fc 100

i 80°

| 600 

5 goo

400

I 300

g 

800

100, 

g

1

___ ^

^

t

^

^

^ ^

t. -^

/

^*

*>

*»

*f

-<

t»*

-* 

^B

l**"**^

»ntn:

^£

r**^

y floo

o

**^~*~

*^ "r

is

^ a

 1 

i 

J

 __

^ 

a :

M 

 * 

lood

 re

 

!

. 

i _______ *

- =

- -=:

 1 

 -

 

Dlsobarge values are estimated to be equaled or exceeded at frequencies shown at 

jottom or at ayerage Intervals shown at top. 

Observed flood events are plotted on basis 

that period of record represents the longtime flood characteristics of the stream. 

For method see pp. 58-60.

> Q OOOOOO O O <D UJ 1O * 1O 01 ri O> * 

IQ O <D <O IO 4> n N rH 

Frequency of occurrence per 100 years

ATerags Interval of occurrence In years

800

600

500

40°

Dally peaks of flood events

!

800 

600

a daily flood durat: on series

Discharge values are estimated to be equaled or exceeded at frequencies shown at 

bottom or at average Intervals shown at top 

Observed flood events are plotted on basis 

that period of record represents the longtime flood characteristics of the stream. 

For method see pp. 58-60.

2 ° 

o to

Frequency of occurrence per 100 years

(b) 

Figaro 9.
76 FLOODS IN THE UNITED STATES

COMPARISON OF FLOOD-IBEQDEHCY IBEKD3 AT SELECTED EIVER SIAIIOHS OB THE BASIS 

OF CUBIC fSEC PEE SEOOHD AHD CUBIC FEET PEE SECOND EBB SQOABE HUE

Average Interval of ooourreuoe in years

800

600 

500 

400

§300

Lo

I

0

i»

VI

- 80 

1 60 

I 50

4*

a *°

S 20

TO

^

S

^

^^'

^

, _

^f^

^^*

*"

,-e

,*

-e

-

,-<

,J*

^-l rs

»-j

ioooo

_^»-

-^^

^-f1

i

^ ^

^-* '

-S is

 -

[U«

-S

a 

Ha

-^

\ 

. 

ma

a

-8-

Uve

est 

t Wi

i ? !

 '

> at Ha

 

iranoh 

.llama

o

 

rrisburg, :

3-

a

-S

of Susquehaniia Biver 

x>rt. Fa.

Discharge values are estimated to be equaled or exceeded at frequencies shown at 

bottom or at average intervals shown at top. 

Observed flood events are plotted on basis 

that period of record represents the longtime, flood characteristics of the stream. 

For method see pp. 58-60.

|

§ o o o » * 0 

Frequency of occurrence per 100 years 

(a)

100

80

60

50

I 40

I 20

1

8

Average interval of occurrence in yean

*

6 3 Discharge values are estimated to be equaled or exceeded at frequencies shown at 

bottom or at average intervals shown at top, 

Observed flood events are plotted on basis 

that period of record represents the longtime flood characteristics of the stream. 

For method see pp. 58-60.

Frequency of occurrence per 100 years

(b) 

Figure 4.
EXAMPLES OP PROCE0UHE FOR ANALYZING FLOOD FLOWS 77

COMP1BI30E OF KUJOD-JBEQOKHCr TBBBD3 AT 8KIJKTK1) BIVEB SEAIIOHS OS 1KB BASIS 

OF CUBIC ffiBT PEE dBCOHD AHD CUBIC ffiET PER SECOKD HE SQU&RB IdlLE

Average Interral of occurrence In years =1= J

Elver near Bed Bluff. Calif

 American Elver r Oaks, Calif,

«<=- <*

Discharge valuee are estimated to be equaled or exceeded at frequencies shown at 

bottom or at average intervals shown at top. 

Observed flood events are plotted on basis 

that period of record represents the longtime flood characteristics of the stream. 

For method see pp. 58-60.

O O O OCO<£l0^i

Frequency of occurrence per 100 years 

(a)

CO lO IO

Average Interral of occurrence In years

Discharge values are estimated to be equaled or exceeded at frequencies shown at 

bottom or at average intervals shown at top. 

Observed flood events are plotted on basis 

that period of record represents the longtime flood characteristics cf the stream. 

For method see pp. 58-60._____________

§8 o ocooio-* 

Frequency of occurrence per 100 years

«o in

Figure 5.
78 FLOODS IN THE UNITED STATES

Plotting procedures

Annual floods

The formula for determining percentage of time or percentage of 

the total number of floods for plotting flood-flow data, as given in the 

foregoing paragraphs, Is

100 (m - 0.5g)

n

This formula requires that the points be plotted at mid-group Intervals. 

The following explanations are offered In justification of this practice.

in a 10-year record of annual floods, for example, the maximum 

represents the highest discharge of a period covering 10 percent of the 

years of tha* record. In a longer record - say 100 years, or, In other 

words, ten consecutive 10-year periods - the ten highest items represent 

the first 10 percent of time on the cumulative frequency curve. These 

will Include some of the highest figures from the several 10-year records 

but probably not all of them. It Is reasonable to assume that some Items 

are likely to be higher and some lower than the highest of the first 10- 

year record. Although this 10-year maximum may ultimately prove to be of 

any magnitude from somewhat below the minimum to the maximum of the ten 

highest Items In the longer record, It Is much more likely to be Intermediate. As In general It Is as likely to be in the upper as in the lower 

half of the group of ten maxima It may logically be assumed to represent 

the median. Thus, if It represents the median of a class of flows ranging 

In frequency from 0 to 10 percent of the time, It should be plotted at the 

mid-Interval of.the class, or 5 percent of the time.

This Is not likely to be the magnitude of the 10-year flood (the 

flood equaled or exceeded, on the average, once in 10 years). The 10-year 

flood Is not the median of the class extending from 0 to 10 percent of the 

time, but the minimum within this range - that Is, the discharge quantity 

on the frequency curve corresponding to the ordinate for 10 percent of the 

time.

In applying a more detailed method of reasoning with respect to 

an actual record, the annual floods of the Tennessee River at Chattanooga, 

Term., for a 59-year period were arranged in descending order of magnitude 

In table 1, column 1. Columns 2 and 3 show respectively the date of 

occurrence and corresponding gage height; column 4 shows the magnitude of 

the flood. The total of this column divided by the number of annual
03

H. . «»

po fL "«d 8 5

*B!SI- O O «f- <D

^I H0 3

^

28

April 0 20

30

Hay

31

t 20

20

771

2

O

-1926*1983

^& itaf ^»» W ~\* ** 

O O O O

Discharge in thousands of second-feet 

 4- 1906-1915 -1897-1905-

EXAMPLES OP PROCEDURE FOR ANALYZING FLOOD FLOWS

(1)

Table 1 

ANNUAL FLOODS ON TENNESSEE RIVER AT CHATTANOOGA, TENN., 1875 to 1933

(2) (3) (4) (5) (6)

Serial

no. of 

flood

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

5S

56

57

58

59

Date of flood

Mar. 1, 1875

Apr. 3, 1886

Mar. 8, 1917

Mar. 10, 1884

Mar. 2, 1890

Apr. 5, 1920

Jan. 2, 1902

Apr. 5, 1896

Jan. 19, 1882

Mar. 22, 1899

Feb. 2, 1918

Jan. 1, 1933

Mar. 11, 1891

Mar. 18, 1880

Jan. 23, 1883

Jan. 15, 1879

Jan. 17, 1892

Mar. 14-15,

1897

Dee. 29, 1926

Mar. 26, 1929

Jan. 23, 1922

Dec. 31, 1875

Feb. 20, 1893

Nov< 22, 1906

Aug. 17, 1901

Jan. 12, 1895

Apr. 11, 1903

Feb. 12, 1921

Mar. 30, 1913

Feb. 18, 1889

Apr. 9, 1911

Mar. 31, 1912

Apr. 11, 1877

Jan. 5, 1919

Feb. 7, 1923

Feb. 2, 1932

Dec. 28, 1914

Dec. 20, 1915

July 2, 1928

Feb. 28,

Mar. 1, 1887

Mar. 31, 1888

Dec. 3, 1880

Jan. 18, 1885

Feb. 6, 1894

Nov. 19, 1929

Sept. 5, 1898

June 6, 1909

Feb. 17, 1908

Feb. 15, 1900

Feb. 11, 1905

Jan. 5, 1924

Mar. 25, 1904

Jan. 26, 1906

Dec. 10, 1924

Feb. 25, 1878

Apr. 8, 1931

Apr. 3, 1914

Apr. 16, 1926

Feb. 20, 1910

Total of Column 4

Gage

height 

(feet)

54.0

52.2

47.4

42.8

42.5

43.5

40.8

40.5

40.2

40.0

42.5

38.9

38.3

38.2

38.0

37.9

37.9

38.35

38.22

34.3

34.2

33.4

33.3

32.8

32.1

31.8

34.1

33.1

29.6

29.9

31.3

28.7

32.0

32.1

33.1

32.8

30.36

27.3

27.0

26.5

26.5

25.5

28.67

24.6

25.3

24.7

24.3

22.4

26.9

21.8

21.4

22.1

19.2

21.4

20.65

13.9

Daily average

discharge 

(c.f.s. 7

361,000

349,000

310,000

285,000

283,000

275,000

271,000

269,000

267,000

266,000

266,000

261,000

259,000

254,000

254,000

252,000

252,000

252,000

248,000

246,000

229,000

227,000

221,000

220,000

217,000

212,000

210,000

210,000

202,000

195,000

195,000

190,000

189,000

189,000

188,000

188,000

183,000

183,000

181,000

180,000

178,000

174,000

174,000

167,000

167,000

164,000

163,000

162,000

157,000

146,000

143,000

142,000

140,000

138,000

125,000

123,000

102,000

92,900

85,900

12,232,800

Ratio to average annual 

flood

1.741

1.684

1.495

1.375

1.365

1.326

1.307

1.297

1.287

1.283

1.283

1.259

1.249

1.225

1.225

1.215

1.215

1.215

1.196

1.186

1.104

1.095

1.066

1.061

1.046

1.022

1.013

1.013

.974

.940

.940

.916

.911

.911

.906

.906

.882

.882

.873

.868

.858

.839

.839

.803

.803

.791

.786

.781

.757

.704

.690

.685

.675

.665

.603

.593

.492

.448

.414

Percent of time

in years 

for plotting

0.847

2.542

4.237

5.932

7.627

9.322

11.017

12.712

14.407

16.102

17.797

19.492

21.186

22.881

24.576

26.271

27.966

29.661

31.356

33.051

34.746

36.441

38.136

39.831

41.525

43.220

45.915

46.610

48.305

50.000

51.695

53.390

55.085

56.780

58.475

60.169

61.864

63.559

65.254

66.949

68.644

70.339

72.034

73.729

75.424

77.119

78.814

80.508

82.203

83.898

85.593

87.288

88.983

90.678

92.373

94.068

95.763

97.458

99.153

Number of annual floods .. 59

207,366 c.f.s., the 

average annual flood
80 FLOODS IN THE UNITED STATES

floods (59) gives the average annual flood, ishich is 207,336 cubic feet 

per second. As the data are accurate only to three significant figures, 

207,000 represents the average in round numbers. Column 5 gives the ratio 

of each flood to the average annual floodj column 6, plotting position.

As each flood represents 1 item out of 59, it is equivalent to 

100 (1) or 1.695 percent of the total number of annual floods in the

record. If 59 years is regarded as 100 percent of the record period, each 

flood represents an event occurring 1»695 percent of the time in years. 

The largest flood was equaled 1.695 percent of the time. The second largest flood was equaled or exceeded twice in 59 years, or 2 x 1.695 ~ 3.390 

percent of the time; the third, 3 x 1.695 : 4.985 percent of the time; 

etc. However, these figures do not represent the points on the percentage 

scale at which the respective magnitudes of the floods (or ratios to the 

average flood) are plotted, for the reasons presented above and further 

discussed below in relation to this specific example.

The method of investigating flood flows by the statistical 

processes described herein is based on the "theory of sampling." This 

theory assumes, in the example just used, that the available 59-year record constitutes a representative sample of what would be obtained if a 

record at the same point for a very long period (say 1,000 years) were 

available and a considerable number of samples, each containing 59 consecutive annual floods, were picked at random from it. In some of these 

samples the largest floods would probably be greater than the maximum 

(361,000 second-feet) in the 59-year record here used for an example, and 

in others the largest floods would be smaller. If this particular record 

were approximately representative of all the 59-year samples, then its 

maximum (361,000 second-feet) would of course be about the average of the 

maxima in all the samples.

To illustrate, select at random ten samples of 59 years each. 

Call the largest floods in each sample the floods of class 1, the second 

largest the floods of class 2, etc. Each flood in any particular sample 

represents the frequency of occurrence of the class in which it falls - 

that is, 100 (1) I 1.695 percent of the time. In figure 2 are shown the

classes thus formed, arranged in order of magnitude in the form of a cumulative frequenc:,r distribution. On the assumption that any flood in a particular sample represents either the average or the median of the floods
EXAMPLES OF PROCEDURE FOR ANALYZING FLOOD FLOWS 81

In that class, nearly 50 percent of these floods will be larger than this 

one, and nearly 50 percent will be smaller. Therefore, this flood magnitude Is plotted at the middle of the block representing 1.695 percent of 

the time for Its class, or at 0.847 percent. For instance, if the flood

of sixth rank in a particular sample has been equaled QT exceeded 100 (6)

59

r 10.170 percent of the time, this is taken as the frequency with which 

the floods of class 6, as a whole, are equaled of exceeded. As the flood 

Of class 6 in this particular sample is assumed to be exceeded on the 

average by nearly 50 percent of all the floods of class 6 in the several 

samples, a flood frequency corresponding to 10.170 - (0.5 x 1.695) ~ 9.322 

percent of the time is plotted for class 6 (actually its mid-point). By

formula, the percentage for plotting : 100 (6 - 0.5 (1) ) r 9.322. The

55

positions for successive plotting points can be more easily determined by 

merely taking one-half of 1.695 I 0.847 percent for the class representing 

the highest flood magnitude and adding 1.695 for each successive class, if 

the data are not treated in groups.

Interpretation of frequency curves

1. Annual flood. The discharge ordinate at any point on the 

frequency curve shows the magnitude of the annual flood flow which, on the 

average, is estimated to be equaled or exceeded in the percentage of time 

in years represented by the corresponding frequency coordinate. For 

example:

The 5-year annual flood - flood equaled or exceeded 20 times in

100 years. This is the ordinate at 100 r 20 percent of time on scale.

5

The 10-year annual flood I flood equaled or exceeded 10 times in

100 years. This is the ordinate at 100 z 10 percent of time on scale. TO'

The 100-year annual flood - flood equaled or exceeded 1 time in

100 years. This is the ordinate at 100 - 1 percent of time on scale. T&"0"

The 1,000-year annual flood - flood equaled or exceeded 0.1 time

in 100 years. This is the ordinate at 100 - 0.1 percent of time on

1,666

scale.

478 O «5 6
82 FLOODS IN THE UNITED STATES

The 5-year, 10-year, 100-year, 1,000-year annual flood is that 

record-day average rate of flow which in a long period of years satisfies 

two conditions - It will be a maximum for a record year, and it will be 

equaled or exceeded, on the average, once in every 5, 10, 100, 1,000 years, 

respectively. As these two conditions must both be satisfied, the 5-year, 

10-year, lOCfc-year, etc., annual flood is not simply the record-day average 

rate of flow likely to be equaled or exceeded on the average once in 5, 10, 

10O years, etc. This can be readily seen from the hydrograph in figure 6, 

where items A, A are annual floods. One of these annual floods was exceeded by one or more daily flows (C), which would not appear in the tabulation and plotting of annual floods, because they were not the largest 

daily flows during the record years in which they occurred.

If the annual floods for 100 years (100 items) are arranged in 

descending order of magnitude, the 5-year annual flood for the period of 

record will lie on the frequency curve between the 20th and 21st items on 

the frequency scale, as plotted at mid-intervals as described above under 

"Plotting procedures." Similarly, the 10-year annual flood will lie on 

the frequency curve between the 10th and llth items, and the 100-year 

annual flood will lie between the 1st and 2d items.

2. Monthly flood. The discharge ordinate at any point on 

the frequency curve shows the magnitude of the monthly flood flow which, 

on the average, is estimated to be equaled or exceeded in the percentage 

of time In months represented by the corresponding frequency coordinate. 

As there are 12 months In a year, the 5-year and other floods as defined 

above will be found as follows:

5-year flood - 100 - 1.667 percent of time on scale. 

" IS x 5 ~

10-year flood - 10O - 0.833 percent of time on scale. 

~ 15 x 16 "

100-year flood ;; 100 = 0.0833 percent of time on scale.

1,000-year flood - 100 - 0.00833 percent of time on scale. 

~ 12 x 1,000

The 5-year, 10-year, 100-year, 1,000-year monthly flood is that 

record-day average rate of flow which in a long period of years satisfies 

two conditions - It will be a maximum for a calendar month, and It will be 

equaled or exceeded, on the average, once in every 5, 10, 100, 1,000 years, 

respectively.
35

30

25

20

§15 

S

to*

1

10 2P 30 10 gO 31 10 20 30 10 20 31 10 20 31 10 20 28 10 20 31 10 30 30 IP 

-Change of eoale

, 7,3*0 «,

a

J

tf\

10 20 30 10 20 31 10 20 30 10 20 31 10 20 31 10 20 28 10 20 31 10 20 30 10 

September October Hovember December January Tobruarjr March April Ihy 

Ftgore 6.
84 FLOODS IN THE UNITED STATES

If the monthly floods for 100 years or 1,200 months are arranged 

in descending order of magnitude, the 5-year monthly flood for the period 

of record will lie on the frequency curve between the 20th and 21st items 

on the frequency scale, as plotted at mid-intervals. Similarly, the 10- 

year monthly flood will lie between the 10th and llth items, and the 100- 

year monthly flood will lie between the 1st and 2d items* By the same 

reasoning as developed previously, the 5-year, 10-year, 100-year, etc., 

monthly flood is not simply the record-day average rate of flow likely to 

be equaled or exceeded on the average once in 5, 10, 100, etc., years, respectively. It can be determined only by data on the daily flow.

5. Daily flow. The discharge ordinate at any point on the frequency curve shows the magnitude of record-day flows which, on the average, 

is estimated to be equaled or exceeded in the percentage of time in days 

represented by the corresponding frequency coordinate. As there are 565 

days in a year, the floods as defined will be found as follows:

5-year flood - 100 - 0.0548 percent of time on scale. 

~ 5 x 365

10-year flood = 100 = 0.0274 percent of time on scale.

100-year flood - 100 - 0,00274 percent of time on scale. 

~ 100 x 365

1,000-year flood - 100 - 0.000274 percent of time on 

~ 1,000 x 365 "

scale.

The 5-year, 10-year, 100-year, 1,000-year daily flood is that 

record-day average rate of flow which in a long period of years will be 

equaled or exceeded, on the average, once in 5, 10, 100, 1,000 years respectively.

The dadLly, monthly, and annual flood flows equaled or exceeded 

in like periods, such as 5, 10, or 100 years, may closely approach one 

another, even though the significance of each is distinctly different. 

This is explained by the fact that many of the items in the upper range of 

magnitude in the selected data appear in each array, and the maximum daily 

flow in the record will be the first term in each array. However, owing 

to their inherent differences in character, they should over a very long 

period of time give at least slightly differing, rather than actually concordant trends and results.
EXAMPLES OP PROCEDURE FOR ANALYZING FLOOD FLOWS 85

4. Flood event or partial series (closely related to and convertible Into the modified California method). Any point on the frequency 

curve shows the magnitude of the flood event which is estimated to be 

equaled or exceeded, on the average, in the percentage of daily flood 

peaks .(not percent of time) shown by the corresponding point on the frequency scale. That is, the discharge corresponding to 1 percent on the 

frequency scale is the daily flood peak estimated to be equaled or exceeded an average of once out of 100 occurrenc'es.

5. Average number of flood events per 100 years (modified 

California method). Any point on the frequency curve shows the magnitude 

of the daily flood peak which is estimated to be equaled or exceeded, on 

the average, such number of times per 100 years as is indicated by the 

corresponding point on the frequency scale. A flood event equaled or exceeded on the average five times in 100 years may also be interpreted as 

being equaled or exceeded on the average once in 20 years, or, by definition, as a 20-year flood. Similarly, a flood peak equaled or exceeded 

on the average 10 times in 100 years may be interpreted as being equaled 

or exceeded on the average once in 10 years, or as a 10-year flood. Thus 

in this method two frequency scales may be used - the average number of 

flood events per 100 years and the average interval of occurrence in years.

General comments

Five different methods for analyzing flood frequencies have been 

outlined in the foregoing pages. Each of the first four is based on a 

different array; the fifth is essentially identical with the fourth. Each 

of the five methods give a different type of result or interpretation. 

The first three methods are or may be based on complete series made up of 

equal time intervals (years, months, and days) covering the period of record but differing in the number of terms. The fundamentally correct procedure to determine the daily flow likely to be equaled or exceeded once 

on the average in a given period of time, as distinguished from a flood 

event, is method 5, based on daily-flow data. The first three methods are 

all susceptible of mathematical analysis by fitting frequency curves to 

the plotted points by the methods developed by Hazen, Foster, Slade, and 

others.
86 FLOODS IN THE UNITED STATES

The fourth and fifth methods, using a partial series array, 

though not representing complete time series, give results in a form that 

may be more nearly what is desired In certain practical problems than 

those derived by methods 1 to 3. The frequency of flood events is a quite 

different matter from the frequency of daily floods above a given magnitude. No theoretical frequency curve of the Poster-Hazen type can be 

passed through the points representing flood events above a basic stage or 

flow which exceeds the lower magnitudes. Where the data representing 

daily peaks of flood events are found to plot so that a smooth curve fits 

the points representing the higher flows, the result may be what is actually desired for purposes of design more often than a knowledge of the 

frequency of daily flows as derived from the complete daily duration 

series.

Figure 7 presents an example of the application of the Slade 

method of mathematical and statistical treatment to flood peaks as representatives of flood events for all such items throughout the record period 

under consideration. On this figure the daily average discharges representing peaks of flood rises that would appear on hydrographs of daily 

flow of the Tennessee River at Chattanooga were found to number 2,440, or 

an average of 45 per year for the 57-year record, 1875 to 1931 inclusive. 

These were classified in steps of 5,000 second-feet, beginning with zero, 

so that the mid-point of the first class falls somewhat below the minimum 

observed daily discharge of 3,360 c.f.s., and extending, to 365,000 c.f.s. 

in order to include the maximum observed discharge of 361,000 c.f.s. For 

mathematical treatment the total number of occurrences within any class is 

regarded as if it applies to the mid-point of the group or class; thus 

ranging from 2,500, 7,500, 12,500, etc., to 362,500 second-feet, but each 

class is here plotted as a bar ordinate covering the corresponding magnitude interval. The resulting histogram provides an example of an array of 

hydrographic data showing pronounced skewness as regards frequency of 

occurrence. It also illustrates how a theoretical curve may smooth out 

the somewhat irregular ordinates representing observed frequencies within 

successive steps or ranges of discharge. The extensive area under the 

curve up to the discharge magnitude of 112,000 second-feet, as compared 

with that which lies beyond this limit, is a measure of the number of 

items (2,206, or 90 percent of the total 2,440) added below the base flow
EXAMPLES OF PROCEDURE FOR ANALYZING FLOOD PLOWS

-osi 2

 O

puooes iod
88 FLOODS IN THE UNITED STATES

as adopted for -the chronologic listing of flood data on page 204. For 

most purposes in connection with flood analysis, these 2,206 items of 

lower discharge peaks have apparently only slight significance and may 

therefore be omitted.

Any attempt to analyze flood data for a specific problem involving flood economics should take into account the purpose to be served 

or the nature of the damage to be guarded against, as well as the kind of 

data on which the analysis is to be based. The inherent limitations of 

various methods of analysis, types of data, and practical means of interpreting and applying the results have been referred to in various parts of 

this report, and particularly on pages 29 and 33, as well as in the progress report of the Committee on Flood Protection Data* appointed by the 

American Society of Civil Engineers. Thua, the determining feature may be 

the river stage, as affecting levees or bridges, the frequency of moderate 

rises as affecting cofferdam design and construction, seasonal occurrence 

and duration of overflow as affecting agriculture and other industries, or 

possibly any one of several other aspects of flood occurrence significant 

in relation to a special problem.

Illustrative examples

Examples of flood statistics as listed, arranged, and plotted by 

various methods during this investigation are shown in figures 3 to 5 and 9 to 

15. Consideration of the results obtained for many stations by these and 

similar processes has led to the following generalizations.

Annual floods: The given flow will be equaled or exceeded as an 

annual flood maximum on the average once in a certain number of years 

(as X). Theoretically, however, it will have been reached as a daily flow 

or as a peak of an individual flood with a frequency somewhat greater than 

once in X years.

Daily duration series: The given flow will be equaled or exceeded as a daily flow on the average once in a certain number of years (as Y). 

The frequency of occurrence of such flow, either as an annual flood or as a 

flood peak, is likely to be less than once in Y years.

« Am. Soc. Civil Eng. Proc., vol. 61, no. 3, pp. 336-338, March 1935.
EXAMPLES OP PROCEDURE FOR ANALYZING FLOOD FLOWS 89

Flood events or peaks: The given flow will be equaled or exceeded as a peak flow on the average once in a certain number of years . 

(as Z). It will, however, probably have been reached as a daily flow with 

greater frequency than once in Z years and as an annual peak with less 

frequency than once in Z years.

It follows that for a given frequency, such as once in N years, 

the daily duration curve will probably show the largest result, the peak 

flows the next largest, and the annual floods the smallest. This means 

that theoretically the magnitude of results for any frequency from 5 years 

to 1,000 years, or outside these limits, should vary in this order.

If the three series of data above mentioned are plotted by the 

modified California method, as illustrated in figures 3 to 5 theoretically the curves could not cross but would approach coincidence at the 

maximum possible daily flow, the point toward which all the graphs are 

directed, each in its own way. These characteristics should be given 

appropriate weight in the extrapolation of frequency curves beyond the 

limits of observed data.
MOMENTARY FLOOD PEAKS AND OTHER FLOW CHARACTERISTICS OP FLOOD RISES

Rates of flow during periods of flood rises, as during other 

periods covered by stream-flow records, are commonly published and treated 

in the computations of monthly and annual flow as mean rates of flow for 

calendar daya. The average flow for the calendar day is the basic rate of 

flow adopted in the listings of flood data in thia report, and the recorded flow is %hat for the day on Tshich this average reached a maximum 

during a given flood - here called the "recorded day." The average flow 

for that day is here called the "daily peak."

Such records, though marking significant flood events in the recorded history of a stream, may fall short of giving the detailed information that Is required for an adequate knowledge of flood characteriatica 

or that may be desired In inveatigatlona of some special types. In the 

deaign of engineering works for flood protection and control, the need for 

details of rates and volumea of flow throughout the flood riae may be very 

great. On a stream where the peak stage or flow varies materially from 

the average flow for the day and eapecially where life and property may be 

jeopardized by even a short peak that exceeds a given stage and corresponding flow, consideration of such a peak may be a critical factor in 

some problems. Indeed, users of flood data should be particularly cautioned to remember that the maximum daily average does not show the maximum flow or stage attained in a flood rise. The procedure followed in 

estimating so-called "momentary" peak flows is discussed In the chapter 

"Methods for estimating floods."

Under some circumstances the volumes of flow to be expected in 

short Intervals of time, beyond the degree of detail afforded by the usual 

records of flow for calendar days, may be of critical Importance. For example, need for such Information may arise in the study of pondage and 

spillway provisions where storage capacity is limited.

It Is not practicable in this report to do more than present 

certain basic observations and suggestions for the information of the investigator in reaching sound conclusions. Upon those who determine the 

design of works for flood control and protection must, of course, rest the 

responsibility for exercising due caution and wise judgment.

90
MOMENTARY FLOOD PEAKS AHD OTHER PLOW CHARACTERISTICS OP FLOOD RISES 91

In the listings of flood data in this report it has fortunately 

been practicable to include many of the momentary peaks attained in flood 

rises along with the corresponding daily peaks, thus furnishing essential 

information for guiding the judgment of the investigator in such matters. 

The increasing use of continuous water-stage recorders has not only facilitated the determination of the momentary peak of a flood rise but has 

also provided a continuous hydrograph of stage and flow throughout such a 

rise, for use where information of that kind is needed.

In the early days of stream gaging the rates of flow as published by the Geological Survey were determined very largely or exclusively from readings of staff or chain gages, often with only one or two 

observations a day. Where a single gage reading is taken in early morning 

or late evening, or at any other time far removed from midday, it is not 

entirely clear that the calendar day is logically the basic unit of time 

reckoning, even though it is so used. The individual descriptions of stations accompanying the compilations of flood data elsewhere in this report 

show the basis of flow determinations with respect to the type of gage and 

the number of observations per day. The use of such observations to the 

extent that they are available affords the best means for a detailed study 

of the hydrograph of the flood rise. Moreover, a fair approximation of 

the hydrograph of flow throughout a flood rise, and also of the momentary 

peaks, may be obtained by plotting the mean daily flows for each day 

through the flood rise as bar ordinates of a width equal to the day interval on the graph, connecting the mid-points of the upward and downward 

limbs of the rise, and extending them to such intersection on the day of 

peak flow as will give results for that day consistent with the known 

average daily flow. Available time and space do not permit the inclusion 

in this report of the detailed information to suit such special needs, and 

therefore such information must generally be obtained by reference to the 

published or original records of stage and flow.

The limitations upon flood investigations presented by the publication of the flow for a calendar day are sufficiently noted in the prei 

ceding paragraphs. It was believed that significant and valuable

information would be developed by investigating the magnitude of the maximum 24-hour flows, regardless of coincidence with a calendar day, and the 

momentary flood peaks associated with the peak flows as recorded for
92 FLOODS IN THE UNITED STATES

calendar days, and that the collection of such data for representative 

gaging stations throughout the country that are equipped with continuous 

recorders would aid In the understanding of flood characteristics and in 

the wiser use of available flood records.

The cooperation of all district engineers of the water-resources 

branch of the Geological Survey was enlisted in this project. Each district organization was requested to select several gaging stations 

equipped with automatic recording gages on streams from representative 

drainage areas, including those of small, medium, and large size. The 

momentary peak discharges were determined from the records of automatic 

stage recorders and compared with the corresponding average flows for both 

maximum calendar days and maximum 24-hour periods. Thus, from more than 

SO districts, comparisons were afforded among these items for some 124 

gaging stations. As each of these stations usually affords several items, 

the total represented comparisons of data relating to 690 flood events. 

The selections were made more or less at random, with an effort to cover 

various conditions and without consideration of possibly more significant 

aspects, such as might be developed by further study of the subject. Some 

of the discharge qwmtitiefe represent the latest revisions of hitherto 

published figures. No distinction has been made between floods resulting 

entirely from rainfall and those affected by melting ice or snow. For 

stations in the areas of colder climate flood rises during the winter and 

early spring would be expected to reflect some Influence of melting snow 

and ice.

The accompanying tabulation of this information shows the date 

of the record day for each selected flood event, the corresponding average 

discharge for that day, the maximum 24-hour flow, and the momentary peak 

stage with corresponding discharge. The two final columns show the percentages by which the record-day average flows are exceeded by the maximum 

24-hour averages and the corresponding momentary peak flows.

The maximum 24-hour average flow always Includes a considerable 

portion of the record day and usually extends over into a preceding or 

following day. The peak flow usually occurs on the record day but occasionally occurs on an adjacent day. The minus and asterisk signs preceding dates in the first column of the table Indicate, respectively, 

preceding or following days for the momentary peaks.
MOMENTARY FLOOD PEAKS AND OTHER PLOW CHARACTERISTICS OP FLOOD RISES 95

The results varied widely, particularly on streams having flashy 

habits of discharge. Such flashlness may result from a variety of causes, 

such as steepness of drainage slopes, Impervlousness of surface, and shape 

of drainage basin, especially wherever It approaches a segment of a circle, 

or where length and width are nearly equal. Furthermore, the flashy 

habits may be related to peculiarities of rainfall distribution, the short 

intense rainfalls of the cloudburst type being capable of causing unusually 

high and destructive run-offs from relatively small drainage areas. 

Whatever may be the factors accounting for the flashiness of flow in a 

given stream, the normal accompanying and related behavior will probably 

include corresponding periods of low discharge. The outstanding extremes 

of irregular flow may thus be expected in regions subject to great variations in rainfall habits - as, for instance, in semiarid country, in 

steep, rugged, either rock-surfaced or frozen areas of humid regions, and 

in general wherever opportunities for infiltration, absorption, detention, 

and regulation are notably lacking.

In contrast with, the foregoing, there may be relatively small 

differences between the momentary and daily average flood peaks wherever 

regulation is sufficiently effective. This close agreement may result 

from soil infiltration and absorption, or from storage or retention in 

natural or artificial basins or in the channels of the larger river systems, such effect usually being associated either with gentle surface 

slopes or with extensive drainage basins. Occasionally there is no measurable difference between the momentary flood peak and the record-day 

average or the maximum 24-hour average. The record-day average depends on 

a maximum crest extending continuously throughout the record day; the 

maximum 24-hour average depends on the slightly different requirement, 

thac the maximum crest continues for at least 24 hours, whether or not 

confined to one calendar day.

The difference between the maximum 24-hour discharge and that of 

the record day may be too small to measure, or in extreme cases it may 

amount to as much as one-half of the maximum 24-hour discharge - in other 

words, the record-day flow cannot be less than one-half the maximum 24- 

hour flow, for otherwise that day could not be the record day. The average flow during a record day will therefore be equaled or exceeded (the
94 FLOODS IN THE UNITED STATES

possible difference being not more than 100 percent) by the maximum 24- 

hour average flow; and this in turn will be either equaled or else exceeded in widely varying amounts by the momentary peak discharge.

Although the data and .comparisons afforded by the 690 flood 

events above mentioned and by other tabulated records of some 200 stations, published herewith, seem to represent a great mass of useful Information, It has not yet responded to efforts at generalized analysis. 

Not only the seasonal influences but also the wide variety In soil moisture, directions of storm movement, duration and distribution of rainfall 

on a given river system, influence of thaws, and shape of drainage basin 

may be reflected in the relative values of the three run-off rates Included in the comparisons, above described.

On some rivers the momentary peaks may be visualized as due to 

some peculiarly fortuitous occurrence of Intense rainfall, such as a 

cloudburst, at a critically effective position in the drainage basin. On 

other rivers the momentary peaks may be visualized as due to intense precipitation or melting snow embracing the entire drainage area and continuing over the period of concentration for that basin. .Where the 

drainage basin has a dumb-bell form, or two compact areas connected by a 

narrow strip, there is ample opportunity for a split peak, or double 

crest. There is opportunity for Infinite variety In the combination of 

these causative factors. Where sufficient data are available and the 

application can be appropriately made, momentary peaks are well suited, of 

course, to analysis by statistical methods.

It has been suggested that an extended application of the principle of the unit hydrograph and distribution graph, described elsewhere 

in this report, migh affort a means for estimating peak flows that may be 

expected. The use of continuous recording rain gages as well as waterstage recorders on a given drainage area would supply the data on distribution by hours or any other short periods, which would be essential for 

such application, at least to the smaller basins.

Figure 8 illustrates the derivation of the approximate peak 

from a record of mean daily flows, in accordance with the method referred 

to on page 91. These daily flows were plotted as bar ordinates, and 

approximately the mid-points of their summits, except for the daily peaks 

and valleys, were connected by lines to represent the continuous hydrograph
MOMENTARY FLOOD PEAKS AHD OTHEB FLOW CHARACTERISTICS OP FLOOD RISES 95

pnooes jed

I

o^qno jo
96 FLOODS IH THIS TJKITED STATES

of discharge, with due regard to the requirement that the nearly triangular areas above and below each bar ordlnate must be equal, in order to 

conform to the value of the mean flow. For the days of maximum (or minimum) discharge, the intersection of the ascending and descending lines of 

trend, modified to make a suitably rounded summit (or valley), determines 

the approximate maximum (or minimum).

Where all available sources of information are appropriately 

utilized in plotting the data and drawing the lines, the resulting curve 

should approximate the hydrograph of discharge, including the momentary 

peak. In this example the original observations were utilized in the determination of the hydrograph.

The increasing number of gaging stations equipped with continuous water-stage recorders makes it possible to derive the desired details 

more readily from official records and not only to reduce the number of 

estimates necessary but to furnish better bases for such estimates whenever they are required.

Precautions are necessary in the use and interpretation of the 

tabulated data and their comparisons. For instance, the peak characteristics of small, flashy streams are not generally applicable to larger or 

better-watered drainage basins. Moreover, the ratios derived from medium 

floods would often be quite unrep'rdsentative for high stages. Run-off 

from general storms of long duration, for example, although perhaps producing greater total discharge on a certain stream, may not normally 

afford the wide excess over the record-day discharge produced by floods on 

that stream resulting from cloudbursts.

Prom the following tabulation undoubtedly many interesting and 

valuable facts could be deduced, for which time is insufficient within the 

limits of the present project. It is hoped that the basic data here given 

may afford material on which further studies may be made as special needs 

and opportunities may occur, and that the range of differences illustrated 

in the comparisons of peak and daily average flows may receive due consideration.
MOMENTARY FLOOD PEAKS AND OTHER FLOW CHARACTERISTICS OP FLOOD RISES

Table 2 

COMPARISON OP FLOOD PLOWS

Maximum calendar-day average (daily flood peak), maximum 24-hour average, and 

momentary flood peak

May

May

Nov.

May

May

Apr.

Sept.

Apr.

Apr.

May

Apr.

Apr.

May

Oct.

Apr.

-May

-Nov.

-Nov.

May

-Apr.

Apr.

Sept.

-Apr.

Apr.

May

May

Apr.

Apr.

Apr.

Apr.

*Apr.

May

Apr.

Apr.

Nov.

Apr.

Maximum

Date (a)

1,1923

5,1926

6,1927

28,1928

4,1929

13,1932

18,19B2

19,1933

21,1929

5,1929

15,1930

14,1931

5,1932

31,1932

13,1933

4,1926

20,1926

5,1927

3,1929

8,1930

11,1931

17,1932

19,1933

14,1922

2,1923

4,1924

1,1925

11,1928

15,1932

21,1933

8,1929

3,1929

8,1930

13,1932

20,1932

18,1933

Percentage in 

Maximum Momentary excess of max. 

calendar-day average 24-hr. av. flood peak calendar-day av.

Gage Dis- Dis- Gage Disheight(b) charge charge height charge 

(ft.) (c.f.s.) (c.f.s.) (ft.) (c.f.s.)

Penobscot River at West Enfield, Maine 

(Drainage area 6,600 square miles)

24.95

15.00

13.88

13.01

14.84

14.90

14.54

13.45

8.85

9.75

8.92

8.99

7.74

6.96

9.17

10.00

S

S

S

10.72

7.73

S

S

12.07

14.60

9.58

11.10

9.96

10.17

12.83

9.55

S

S

S

S

S

152,000 152,000 25.15 153,000

66,400 67,100 15.15 67,500

58,700 59,400 14.20 60,800

52,400 52,400 13.10 53,100

65,000 66,400 15.28 68,700

65,700 67,900 15.40 69,500

62,900 63,600 15.20 67,900

55,200 55,900 13.56 56,600

Mattawamkeag River at Mattawamkeag, Maine

(Drainage area 1,500 square miles)

13,400 13,400 8.88 13,600

16,100 16,100 9.75 16,100

13,600 13,600 8.94 13,600

IS, 900 13,900 9.00 13,900

10,500 .10,700 7.77 10,700

8,680 8,680 7.00 8,680

14,400 14,400 9.20 14,400

Carrabassett River near North Anson, Maine

(Drainage area 351 square miles)

7,680 7,870 10.57 8,590

5,640 7,330 10.99 9,280

9,590 13,800 17.83 18,600

8,480 10,500 13.88 12,900

8,290 10,000 13.11 11,800

4,030 4,580 8.47 5,140

13,000 13,900 18.91 20,100

6,860 7,610 10.83 8,440

Saco River at Cornish, Maine

(Drainage area 1,300 square miles)

17,800 17,800 12.20 18,000

22,800 22,800 14.72 23,000

12,800 12,800 9.63 12,900

15,800 15,800 11.16 15,900

13,600 13,600 10.00 13,600

13,800 13,800 10.22 13,800

19,300 19,300 12.90 19,500

Pemigewasset River at Plymouth, N. H.

(Drainage area 622 square miles)

12,700 12,950 9.9 13,400

16,100 ' 18,690 14.14 23,200

14,500 18,200 13.14 20,700

13,100 15,600 12.10 18,200

12,600 13,100 11.20 16,200

18,200 19,300 12.77 19,900

Max. 

24-hr, 

av.

0

1.1

1.2

0

2.2

3.3

1.1

1.3

0

0

0

0

1.9

0

0

2.5

30.0

43.9

23.8

20.6

13.6

6.9

10.9

0

0

0

0

0

0

0

2.0

16.1

25.5

19.1

4.0

6.0

Flooa 

peak

0.7

1.7

3.6

1.3

5.7

5.8

8.0

2.5

1.5

0

0

0

1.9

0

0

11.9

64.6

93.9

52.1

42.3

27.5

54.6

23.0

1.1

.9

.8

.6

0

0

1.0

5.5

44.1

42.8

38.9

28.6

9.3

Willimantic River near South Coventry, Conn.

-Nov.

-Mar.

-Apr.

Apr.

Sept.

Nov.

Feb.

Mar.

Apr.

Apr.

11,1932

22,1933

5,1933

19,1933

17,1933

10,1932

21,1933

22,1933

5,1933

14,1933

(a)

(b)

5.94

6.14

6.25

5.69

6.19

8.18

6.05

7.28

6.49

6.29

(Drainage area 122 square miles)

868 1,060 6.83 1,180

939 967 6.4 1,030

977 1,020 6.62 1,170

787 787 5.85 838

956 956 6.51 1,070

Hop River near Columbia, Conn.

(Drainage area 76.5 square miles)

1,070 1,350 10.7 1,900

531 544 6.55 648

830 868 8.03 1,030

632 716 7.20 810

582 603 6.58 653

22.1

3.0

4.4

0

0

26.2

2.4

4.6

13.3

3.6

35.9

9.7

19.8

6.5

11.9

77.6

22.0

24.1

28.2

12.2

Momentary flood peak occurred on preceding day.

* Momentary flood peak occurred on following day.

S Discharge obtained by subdivision of the hydro-graph.

478 O Si 7
98 FLOODS IN THE UNITED STATES

COMPARISON OF FLOOD FLOWS Continued

Maximum

Maximum Momentary

calendar-day average 24-hr. av. flood . peak

Gage Dis- Dis- Gage Dishelght(b) charge charge height charge Date(a) '~ % ... . - . ...

Apr. 12,1931

-Apr. 11,1932

-Sept. 17,1932

-Apr. 19,1933

May 4,1933

Apr 9,1930

Apr 12,1931

Apr 13,1932

Nov 20,1932

Apr 19,1933

*May 3,1929

Apr. 8,1930

Apr. 11,1951

Apr. 15,1952

Apr. 18,1933

Apr. 7,1923

#Nov. 5,1927

Apr. 2,1932

Apr. 20,1933

Sept. 18,1933

Nov. 20,1932

Apr. 5,1933

Apr. 9,1933

Apr. 19,1933

Sept. 18,1933

Nov. 20,1932

Mar. 22,1933

Apr. 2,1933

Apr. 18,1933

Sept. 17,1933

Nov. 10,1932

Mar. 8,1933

Mar. 21,1933

Apr. 18,1933

Sept. 16,1933

Mar 28,1913

Apr 21,1914

Apr 13,1922

Apr 26,1926

Apr 9,1928

(ft.)

S

8.65

S

11.80

10.67

21.26

25.98

29.93

S

37.01

9.80

8.57

S

S

14.01

9.05

8.43

7.91

8.87

8.96

9.69

9.65

9.6

9.8

12.4

6.71

4.51

4.19

4.98

4.75

6.95

5.36

5.77

5.46

5.15

S

S

S

S

S

(c.f.s.) (c.f.s.) (ft.) (c.f.s.)

Connecticut River at North Stratford, N. H.

(Drainage area 797 square miles)

11,300 11,800 9.62 12,300

9,670 9,930 8.84 10,200

7,350 7,850 8.15 8,410

19,200 20,300 12.39 21,500

15,400 15,400 10.80 15,800

Connecticut River at Montague City, Mass.

(Drainage area 7,950 square miles)

47,400 47,800 21.80 49,500

68,600 68,600 26.74 72,100

89,600 90,600 30.32 91,900

64,400 68,500 26.52 71,100

133,000 135,500 37.56 137,000

Passumpsic River at Passumpsic, Vt.

(Drainage area 423 square miles)

5,570 5,900 10.80 6,370

4,610 4,850 9.38 5,250

3,600 4,020 8.28 4,370

4,700 5,240 10.13 5,810

9,180 9,360 14.36 9,540

Swift River at West Ware, Mass.

(Drainage area 186 square miles)

2,380 2,380 9.08 2,390

2,140 2,180 8.60 2,230

1,880 1,930 8.13 1,980

2,130 2,130 8.95 2,160

2,160 2,160 9.07 2,200

Houaatonio River at Falls Village, Conn.

(Drainage area 644 square miles)

5,370 5,450 10.2 5,830

5,340 5,360 9.75 5,420

5,290 5,290 9.73 5,390

5,470 5,470 9.86 5,520

7,950 7,950 12.65 8,160

Tenmile River near Gaylordsville, Conn.

(Drainage area 204 square miles)

2,770 2,900 7.1 3,090

1,260 1,260 4.56 1,290

1,080 1,100 4.29 1,140

1,540 1,540 5.1 1,610

1,400 1,430 4.87 1,470

Pomperaug River at Southbury, Conn.

(Drainage area 75.8 square miles)

1,620 1,720 8.3 3,010

600 657 6.0 935

802 1,050 7.04 1,700

658 660 5.80 820

508 508 5.72 776

Sacandaga River at Hadley, N. Y.

(Drainage area 1,057 square miles)

34,150 34,300 12.36 35,500

19,500 20,380 10.22 20,800

22,430 22,480 10.68 23,000

21,970 22,080 10.60 22,500

20,220 20,220 10.20 20,400

Percentage in 

excess of max.

calendar-daj av.

Max.

24-hr.

av.

4.4

2.7

6.8

5.7

0

0.8

0

1.1

6.4

1.9

5.9

5.2

11.7

11.5

2.0

0

1.9

2.7

0

0

1.5

.4

0

0

0

4.7

0

1.8 "0

2.1

6.2

9.5

30.9

.3

0

0.4

4.5

.2

.5

0

Flood

peak

8.8

5.5

14.4

12.0

2.6

4.4

5.1

2.6

10.4

3.0

14.4

13.9

21.4

23.6

3.9

0.4

4.2

5.3

1.4

1.8

8.6

1.5

1.9

.9

2.6

11.6

2.4

5.6

4.5

5.0

85.8

55.8

112

24.6

52.8

4.0

6.7

2.5

2.4

.9

(a) - Momentary flood peak occurred on preceding day.

-» Momentary flood peak occurred on following day.

(b) S Discharge obtained by subdivision of the hydrograph.
MOMENTARY FLOOD PEAKS AND OTHER FLOW CHARACTERISTICS OP FLOOD RISES

COMPARISON OP FLOOD FLOWS Continued

Percentage in 

Maximum Momentary excess of max. 

Maximum calendar-day average 24-hr. av. flood peak calendar-day av.

Gage Dis- wis- Gage Dishelght(b) charge charge height charge 

Date(a) (ft.) (c.f.s.) (c.f.s.) (ft.) (c.f.s,)

Batten Kill at Battenville, N. Y.

Apr.

Dec.

Nov.

July

Apr.

Nov.

Sept.

Feb.

Oct.

Mar.

Mar.

Mar.

Apr.

Apr.

Aug.

Mar.

Apr.

Apr.

May

Apr.

Mar.

Aug.

 Mar.

Feb.

May

Apr.

May

Mar.

Nov.

Mar.

Dec.

June

June

May

Apr.

Aug.

Oct.

May

Apr.

Mar.

Mar.

May

7,1923

1,1923

4,192V

22,1931

19,1933

29,1921

30,1924

12,1925

19,1927

17,1929

9,1930

30,1931

2,1932

12,1932

25,1933

17,1929

18,1929

23,1929

4,1929

2,1932

22,1933

25,1933

16,1929

2V, 1930

24,1931

1,1932

12,1932

16,1933

16,1926

14,192V

8,1927

6,1928

30,1928

3,1929

1,1932

24,1933

23,1929

24,1931

1,1932

16,1933

21,1933

11,1933

(a) -

(b) S

(Drainage area 394 square miles)

S 4,V2V 5,504 8.13 5,650

S 5,VV3 5,8V5 8.60 6,240

S 17,940 18,210 17. VO 21,500

S 7,414 8,811 11. 0V 9,710

S 5,550 5,545 8.28 5,560

Susquehanna River at Conklin, N. Y.

(Drainage area 2,240 square miles)

S 39,260 39,280 16.03 39,900

S 25,OVO 42,610 16.86 44,200

S 42,560 42,560 IV. 04 44,900

S 56,240 59,170 16.88 43,500

S 44,160 46,030 IV. 60 4V, 000

Susquehanna River at Wilkes-Barre, Pa.

(Drainage area 9,960 square miles)

16.22 63,800 65,400 16. V 6V, 600

17.58 V2,100 72,100 IV. 64 V4,700

20.16 104,000 104,000 20.54 10V,000

15.13 65,500 64,000 15.26 64,VOO

18.62 90,400 95,800 19. V2 99,800

Susquehanna River at Harrisburg, Pa.

(Drainage area 24,100 square miles)

12.47 233,000 233,000 12.55 255,000

10.96 196,000 196,000 11.19 201,000

S 222,000 225,000 12.29 228,000

S 1V2.000 1V2.000 10.26 1V9,000

12.80 240,000 242,000 15.02 245,000

9.82 16V, 000 167,000 9.88 1VO,000

S 249,000 249,000 14.04 269,000

West Branch of Susquehanna River at Willlamsport, Pa.

(Drainage area 5,682 square miles)

15.75 86,400 91,500 16.62 94,500

11.90 51,700 52,400 12.29 54,700

12.4V 56,200 5V, 000 12. V6 58,600

S 66,800 72,800 14.68 75,600

S 62,100 64,600 15.94 68,200

S 6V, 800 68,200 14.50 71,800

Loyalsock Creek at Loyalsock, Pa.

(Drainage area 445 square miles)

8.16 12,000 22,000 12.5 54,000

7.26 8,400 8,400 V.45 8,790

7.58 8,V90 9,590 8.51 15,200

7.49 9,190 9,590 8.74 14,500

V.80 10,400 10,400 9.00 15,800

8.36 12,800 13,500 10.50 23,600

S 8,290 8, WO 8.06 12,000

S 22,100 22.VOO 12.20 55,900

Juniata River at Newport, Pa.

(Drainage area 3,354 square miles)

S 43,200 51,800 IV. 26 5V, 500

S 33,200 33,800 12.94 35,800

13.44 38,000 39,500 15.99 40,600

S 34,900 36,200 13.35 38,000

12.45 55,600 55,600 12.64 54,400

S 51,500 51,700 12.28 55,100

Momentary flood peak occurred on preceding day.

Discharge obtained by subdivision of the hydrograph.

Max. 

24-hr, 

av.

16.4

1.7

1.5

18.8

.5

0.1

70.0

0

8.1

4.2

2.5

0

0

1.1

5.8

0

0

1.4

0

.8

0

0

5.9

1.4

1.4

9.0

4.0

.6

85.5

0

9.1

4.4

0

5.5

5.8

2.V

19.9

1.8

5.4

5.V

0

.6

Flood, 

peak

19.1

8.1

18.7

51.0

4.3

1.6

V6.3

6.0

20.0

6.4

6.0

3.6

2.9

2.2

10.4

0.9

2.6

2.V

4.1

2.1

1.8

8.0

9.4

5.8

4.3

15.2

9.8

5.9

185

4.6

50.2

5V. 8

51.9

84.4

44.8

55.4

55.1

7.8

6.8

8.9

2.4

5.1
100 FLOODS IN THE UNITED STATES

COMPARISON OF FLOOD FLOWS Continued

Oct

Nov

Jan

Mar

Apr

-Apr

July

Aug.

Nov.

Mar.

Mar.

Apr.

May

Aug.

Mar.

Aj>r.

Oct.

May

Feb.

May

-Nov.

Jan.

Mar.

Mar.

Apr.

May

Aug.

-Oct

Hov

Jan

Mar

Apr

Apr

May

Aug.

Nov

Jan

Mar

Mar

Apr

May

-Oct.

Nov.

Mar.

Apr.

Aug.

Aug.

Sept.

Maximum

Date(a)

6,1952

1,1952

26,1955

21,1955

17,1955

20,1953

5,1953

24,1955

20,1952

14,1955

20,1955

20,1933

10,1933

24,1935

1,1929

17,1929

25,1929

24,1931

6,1932

14,1932

11,1952

27,1935

15,1953

21,1955

21,1933

11,1933

25,1935

20,1932

11,1952

28,1953

22,1955

19,1935

22,1955

11,1935

25,1955

10,1952

26,1955

14,1933

20,1955

20,1935

10,1955

19,1952

10,1932

21,1955

17,1955

11,1955

24,1955

17,1953

Maximum Momentary

calendar-day average 24-hr. av. flood peak

Gage » Dis- Dis- Gage Dlsheight(b) charge charge height charge

(ft.) (c.f.s.) (c.f.s.) (ft.) (c.f.s.)

North Branch of Patapsco River near Marriotsville, Md.

(Drainage area 165 square miles)

S 906 925 6.96 1,850

S 1,200 1,510 8.25 2,650

S 949 949 6.65 1,600

S 885 885 5.62 1,050

S 1,430 1,450 7.56 2,160

S 1,240 1,410 6.98 1,820

S 946 1,050 6.31 1,440

S 6,850 10,300 20.8 19,500

North Branch of Potomac River near Cumberland, Md.

(Drainage area 875 square miles)

7.60 4,710 4,850 8.25 5,590

S 17,300 17,500 17.8 25,400

11.48 11,000 11,400 12.09 12,100

14.0 15,700 15,700 14.92 17,400

S 9,160 9,180 11.00 10,100

S 3,920 5,020 9.68 7,950

Potomac River at Shepherdstown, W. Va.

(Drainage area 5,940 square miles)

13.10 42,800 43,700 13.46 44,600

S 108,000 119,000 25.53 124,000

S 68,400 69,800 19.83 82,400

10.54 30,400 31,500 10.90 52,200

S 52,700 55,000 16.48 61,400

S 96,600 112,000 24.75 119,000

10.88 32,200 34,100 11.69 56,000

S 56,500 36,600 12.80 41,500

12.74 40,800 40,800 15.27 45,800

14.11 47,900 47,900 14.54 49,000

S 69,600 73,900 19.1 77,800

11.52 55,000 35,500 11.84 56,400

S 37,200 59,400 15.47 44,800

Potomao River near Washington, D. C.

(Drainage area 11,560 square miles)

6.60 59,500 45,100 7.50 49,600

9.20 72,500 72,300 9.59 75,100

8.59 65,900 69,500 9.57 75,100

9.10 70,900 75,100 9.42 75,100

9.62 77,900 80,700 10.11 85,200

12.55 121,000 125,000 12.78 127,000

7.45 48,400 48,400 7.54 49,600

10.24 86,700 86,700 10.57 92,700

Wills Creek near Cumberland, Md.

(Drainage area 247 square miles)

5.15 1,520 1,320 5.40 1,540

4.88 1,120 1,120 5.08 1,280

7.60 5,800 6,390 8.8 9,680

6.48 3,040 3,240 6.70 3,450

7.21 4,690 4,960 7.55 5,660

7.11 4,430 4,560 7.53 5,660

Monocacy River at Jug Bridge near Frederick, Md.

(Drainage area 817 square miles)

S 9,820 12,700 12.85 13,500

S 10,300 11,600 12.6 13,100

10.40 9,280 9,280 10.9 10,100

S 10,000 11,900 12.9 13,700

S 15,600 15,900 16.1 20,300

S 42,100 44,000 28.1 51,000

S 12,600 15,800 16.7 21,600

Percentag<

excess of

oalendar-di

Max.

24-hr.

av.

1.9

9.2

0

0

1.4

13.7

11.0

50.4

3.0

0

3.6

0

.2

28.1

2.1

10.2

2.0

3.0

4.4

15.9

5.9

.3

0

0

6.2

1.4

5.9

14.2

0

8.8

5.9

3.6

1.7

0

0

0

0

10.2

6.6

5.8

2.9

29.3

12.6

0

19.0

1.9

4.5

25.4

5 In

max.

17 av.

Flood

peak

104

121

68.6

18.9

51.0

46.8

52.2

185

18.7

35.2

10.0

10.8

10.3

102

4.2

14.8

20.5

5.9

16.5

23.2

11.8

13.2

7.4

2.3

11.8

4.0

20.4

25.6

3.9

17.5

5.9

9.4

5.0

2.5

6.9

16.7

14.3

66.9

13.5

20.7

27.8

37.5

27.2

8.8

37.0

30.1

21.1

71.4

(a) - Momentary flood peak occurred on preceding day.

(b) S Discharge obtained by subdivision of the hydrograph.
MOMENTARY FLOOD PEAKS AND OTHER PLOW CHARACTERISTICS OP FLOOD RISES 101

COMPARISON OP FLOOD PLOWS Continued

Maximum Momentary 

Maximum calendar-day average 24-hr. av. flood peak

Date (a)

June

May

Apr.

Apr.

Oct.

Nov.

Apr.

*Sept.

Sept.

Apr.

Nov.

Mar.

Feb.

Dec.

Feb.

Mar.

Apr.

Apr.

-Mar.

Oct.

Dec.

Apr.

-Mar.

Mar.

Jan.

-Mar.

Apr.

Mar.

Feb.

Oct.

Mar.

Mar.

-Jan.

Mar.

Oct.

Dec.

Apr.

Oct.

Jan.

Mar.

Oct.

Mar.

Sept.

Apr.

-Sept.

Mar.

Oct.

Jan.

5,

9,

22,

28,

23,

10,

18,

17

20

IV,

19,

8,

5,

29,

21,

28,

28,

IV,

9,

18,

29,

18,

6,

30,

19,

6,

16,

8,

5,

18,

20,

28,

11.

9,

21,

31,

11.

2,

9,

7,

18,

4,

17

28,

20

1,

3,

10,

1922

1924

1927

1928

1929

1932

1933

,1934

,1928

1929

1929

1930

1932

1932

1933

1934

1928

1929

1930

1932

1932

1933

1934

1934

1926

1929

1929

1930

1932

1932

1933

1934

1932

1932

1932

1932

1934

1929

1932

1932

1932

1934

,1934

1928

,1928

1929

1929

1932

Gage Dis- Dis- Gage 

height(b) charge charge height 

ft (ft.) (c.f.s.) (c.f.s.) (ft.)

Rappahannock River near Fredericksburg,

7

7

6

8

11

10

B

.

.

.

.

.

8.

10

11

10

13

8

12

11

9

11

14

17

13

19

15

19

15

12

8

8

8

8

8

8

7

7

14

18

15

12

21

9

.

.

.

.

.

.

.

.

.

.

.

.

.

a

.

.

.

.

.

.

^

.

S

.

S

S

.

S

S

S

S

S

.

S

S

S

11

78

76

48

29

46

70

15

09

79

24

18

79

16

65

80

21

41

53

85

97

83

13

90

20

20

44

15

33

99

90

93

65

06

50

80

90

(Drainage area 1,590 square miles)

17,700 19,900 9.30

19,600 20,500 8.36

14,400 16,600 7.85

22,400 22,900 8.98

37,100 41,900 12.67

32,600 35,400 11.84

23,500 26,200 9.52

30,800 33,600 11.08

James River at Buchanan, Va<

(Drainage area 2,080 square miles)

21,300 22,600 12.63

20,200 20,400 11.77

28,200 33,800 16.50

12,200 12,900 9.03

26,800 27,100 15.30

21,600 22,200 12.00

16,800 17,000 10.37

23,700 27,400 14.36

James River at Carter sville, Va.

(Drainage area 6,240 square miles)

41,500 45,400 15.97

55,200 55,200 17.58

38,500 42,300 15.44

67,600 72,900 21.54

49,400 50,400 16.70

67,500 68,300 20.48

45,300 47,600 15.93

35,600 40,400 14.63

North River near Lexington, Va.

(Drainage area 487 square miles 1

4,760 5,740 9.75

4,780 6,170 9.97

5,590 7,950 11.95

4,830 5,520 9.99

5,020 6,110 11.05

5,960 8,210 12.63

4,430 5,060 9.25

4,420 4,420 8.61

Roanoke River at Roanoke Rapids, N. C

(Drainage area 8,410 square miles)

52,200 53,300 14.88

73,300 73,900 18.43

86,300 86,800 20.84

57,500 57,500 15.78

58,600 65,400 17.52

Dan River at Leaksville, N. C.

(Drainage area 1,150 square miles)

17,300 18,200 21.3

12,000 12,000 13.37

12,700 14,400 16.75

21,000 21,200 25.0

14,000 14,000 15.7

10,700 13,300 15.3

Pee Dee River near Rockingham, N. C.

(Drainage area 6,910 square miles)

74,600 79,600 13.70

182,000 196,000 24.38

144,000 148,000 19.70

159,000 162,000 20.53

76,000 80,200 13.90

Discharge 

(c.f.s.)

Va.

27,

22,

18,

24,

44,

39,

27,

36,

26,

23,

39,

14,

35,

24,

19,

32,

48,

56,

46,

75,

52,

70,

49,

43,

6,

7,

10,

7,

8,

11,

6,

5,

B

53,

75,

90,

59,

69,

18,

12,

15,

22,

14,

14,

90,

212,

155,

165,

82,

200

600

800

800

800

900

400

000

100

500

000

600

000

300

200

000

900

100

200

400

800

600

000

000

870

150

000

250

650

100

080

290

900

200

400

300

600

500

500

000

800

300

000

700

000

000

000

800

Percentage in 

excess of max. 

calendar-day av.

Max. 

24-hr, 

av.

12.

4.

15.

2.

12.

8.

11.

9.

6.

1.

19.

5.

1.

2.

1.

15.

9.

0

9.

7.

2.

1.

5.

13.

20.

29.

42.

14.

21.

37.

14.

0

2.

.

.

0

11.

5.

0

13.

1.

0

24.

6.

7.

2.

1.

5.

4

6

3

2

9

6

5

1

1

0

9

7

1

8

2

6

4

9

8

0

2

1

5

6

1

2

3

7

8

2

1

8

6

6

2

4

0

3

7

7

8

9

5

Flood 

peak

53.7

15.3

30.6

10.7

20.8

22.4

16.6

16.9

22.5

16.3

38.3

19.7

30.6

12.5

14.3

35.0

17.8

1.6

20.0

11.5

6.9

4.6

8.2

20.8

44.3

49.6

78.9

50.1

72.3

86.2

37.2

19.7

3.3

2.6

4.8

3.1

18.8

6.9

4.2

18.1

8.6

2.1

30.7

21.6

16.5

7.6

3.8

8.9

(a) * Momentary flood peak occurred on following day. 

Momentary flood peak occurred on preceding day.

(b) S Discharge obtained by subdivision of the hydrograph.
102 FLOODS IN THE TOITED STATES

COMPARISON OP FLOOD FLOWS--Continued

Maximum Momentary

Jan.

-

Aug.

Mar.

Mar.

Oct.

Dec.

Oct.

HOT.

Mar.

Mar.

Aug.

Mar.

Mar.

Sept

-Oct.

Jan.

Feb.

Mar.

June

Apr.

Sept

Sept

June

Oct.

-Aug.

Sept

July

Oct.

Oct.

Aug.

Sept

Feb.

Apr.

Maximum

Date (a)

23 and

24,1925

22,1928

5,1929

10,1929

7,1929

15,1951

17,1932

1,1932

4,1934

28,1954

17,1928

1,1929

6,1929

. 28,1929

5,1929

4,1933

24,1933

9,1934

12,1934

20,1931

. 16,1932

. 9,1933

23,1934

16,1929

21,1935

. 25 and

26,1933

9 and

10,1934

5,1928

12,1929

30,J932

. 27,1932

26,1933

19,1935

calendar-day average 24-hr. av. flood peak

Gage

height (b)

(ft.)

17.05

20.48

16.78

17.45

20.94

S

S

S

S

S

29.64

23.40

24.30

30.00

30.10

14.40

14.92

16.07

13.26

9.66

9.97

17.65

12.70

11.26

6.18

11.16

11.62

31.57

26.90

12.29

15.65

24.01

18.59

Dis- Dis- Gage

charge charge height

(c.f.s. {c.f.s.) (ft.)

Santee River at Ferguson, S. C.

(Drainage area 14,800 square miles)

143,000 146,000 17.13

248,000 248,000 20.60

137,000 140,000 16.91

155,000 158,000 17.55

260,000 263,000 21.04

Pacolet River near Fingerville, S. C

(Drainage area 212 square miles)

2,710 3,260 6.45

8,260 8,270 13.31

3,830 3,890 7.52

3,280 5,290 6.40

2,580 2,610 6.01

Saluda River at Chappells, S. C.

(Drainage area 1,290 square miles)

54,200 54,700 29.97

26,600 27,300 23.77

30,200 30,600 24.54

56,200 58,700 30.9

56,700 61,200 31.5

Oconee River at Dublin, Ba.

(Drainage area 4,350 square miles)

19,400 19,400 14.45

20,500 20,700 15.07

23,500 23,500 16.15

17,300 17,300 13.35

Peace Creek at Arcadia, Fla.

(Drainage 1,330 square miles)

5,930 5,930 9.70

6,230 6,230 9.99

34,700 36,200 17.69

10,300 10,300 12.80

Withlacoochee River near Holder^ Fla

(Drainage area 1,660 square miles)

5,830 5,830 11.26

1,800 1,800 6.19

5,860 5,860 11.16

6,740 6,740 11.63

Suwannee River at Ellaville, Fla.

(Drainage area 6,580 square miles)

43,500 43,500 31.40

34,000 34,000 26.92

11,200 11,300 12.33

15,300 15,500 15.67

26,400 26,400 24.03

18,300 18,300 18.41

Discharge

(c.f.s.)

146,000

251,000

140,000

160,000

263,000

.

3,810

11,000

4,910

3,810

3,450

56,200

28,100

31,000

60,700

63,700

19,500

21,000

23,700

17,500

5,930

6,230

36,200

10,400

.

5,830

1,800

5,860

6,740

43,500

34,000

11,300

15,500

26,400

18,300

Percentage in 

excess of max.

calendar-day av.

Max.

24-hr.

av.

2.1

0

2.2

1.9

1.2

20.3

.1

1.6

.5

1.2

0.9

2.6

1.3

4.4

7.9

0

1.0

0

0

0

0

4.3

0

0

0

0

0

0

0

.9

1.3

0

0

Flood

peak

2.1

1.2

2.2

3.2

1.2

40.6

33.2

28.2

16.2

33.7

3.7

5.6

2.6

8.0

12.3

0.5

2.4

.9

1.2

0

0

4.3

1.0

0

0

0

0

0

0

.9

1.3

0

0

Chattahoochee River at West Point, Ga.

Mar.

Mar.

NOT.

Feb.

Dec.

Mar.

5,1929

15,1929

17,1930

22,1932

30,1932

5,1934

22.00

23.85

13.99

13.32

21.58

16.05

(Drainage area 3,550 square miles)

63,900 66,300 22.75

75,500 84,400 25.45

29,500 29,500 14.35

26,400 28,200 14.24

58,000 58,000 21.74

32,900 34,000 16.52

68,700

87,600.

30,900

29,200

58,600

34,700

3.8

11.8

0

6.8

0

3.3

7.5

16.0

4.7

10.6

1.0

5.5

(a) - Momentary flood peak occurred on preceding day.

(b) S Discharge Obtained by subdivision of the hydrograph.
MOMENTARY FLOOD PEAKS AND OTHER PLOW CHARACTERISTICS OP FLOOD RISES 103

COMPARISON OF FLOOD FLOWS--Continued

Percentage in

Mar.

Oct.

Mar.

Nov.

Feb.

Jan.

Mar.

Mar.

Mar

Nov

Mar

Dec

Jan

Oct.

Mar.

Mar.

Nov.

Dec.

liar.

Apr.

Jan.

Mar.

Dec.

Feb.

Jan.

Mar.

May

Feb.

Jan.

Dec.

Jan.

Feb.

Jan.

Mar.

May

Apr.

Aug.

Sept

Oct.

 Oct.

Aug.

Dec.

Mar.

Maximum

Date (a)

20,1929

5,1929

11,1930

21,1930

25,1932

3,1933

24,1933

8,1934

14,1929

14,1929

7,1930

14,1931

30,1932

30,1917

15,1918

15,1920

18,1927

1,1927

15,1934

3,1934

23,1927

23,1927

17,1927

28,1929

15,1930

18,1933

15,1933

26,1926

20,1927

1,1927

19,1929

26,1929

18,1932

15,1953

14,1933

22,1927

17,1928

. 7,1928

2,1929

23,1929

23,1931

29,1932

28,1934

(a)

(b)

Maximum Momentary

calendar-day average 24-hr. av. flood peak

Gage Dia- Dia- Gage Disheight(b) charge charge height charge

(ft.) (c.f.s.) (c.f.s.) (ft.) (c.f.3.)

Apalacnicola River near River Junction, Fla.

(Drainage area 17,100 square miles)

34.60 291,000 291,000 34.70 293,000

20.92 86,800 86,800 21.00 87,700

16.06 53,200 53,200 16.16 53,700

18.96 70,700 70,700 19.10 71,500

14.13 44,900 44,900 14.24 45,300

18.51 67,200 67,200 18.56 67,900

19.33 73,100 73,900 19.43 73,900

17.48 62,800 62,800 17.57 63,400

Little River near Jamestown, Ala.

(Drainage area 121 square miles)

S 6,180 6,230 10.40 9,430

7.20 5,400 6,000 9.38 8,130

6.00 4,010 4,120 7.20 5,400

5.64 3,570 3,570 6.60 4,680

6.60 4,680 5,400 8.65 7,090

Allegheny River at Red House, N. Y.

(Drainage area 1,640 square miles)

S 23,890 24,450 10.84 25,300

S 28,120 28,790 11.70 30,000

S 30,680 50,750 11.95 31,500

S 26,100 26,120 10.95 26,800

S 34,720 35,550 12,6 36,600

Ohio River at Paducah, Ky.

(Drainage area 202,700 square miles)

39.24 771,000 771,000 39.27 771,000

35.29 642,000 642,000 35.34 642,000

Muskingum River at Dresden, Ohio

(Drainage area 5,980 square miles)

24.5 50,600 §2,900 25.4 53,500

25.7 54,500 54,800 26.0 55,500

24.0 49,000 49,600 24.3 51,200

S 52,200 52,200 25.3 53,200

24.0 49,000 49,600 24.3 50,000

25.8 54,100 54,500 24.0 54,900

21.8 46,000 46,800 22.2 47,600

Walhondlng River at Pomerene, Ohio

(Drainage area 1,490 square miles)

S 15,600 16,000 11.4 17,100

11.8 18,000 18,700 13.0 20,900

13.2 21,400 21,600 14.0 23,400

S 17,500 19,500 13.2 21,400

S 20,500 25,000 15.5 27,400

S 14,800 14,800 11.4 17,100

12.0 19,000 19,300 12.2 19,500

12.8 21,000 21,000 13.2 22,000

New River at Eggleston, Va.

(Drainage area 2,920 square miles)

10.26 22,100 26,200 11.95 28,900

16.54 47,600 47,600 18.04 53,800

11.40 26,500 31,300 13.98 37,100

14.95 42,100 59,100 22.44 72,300

11.83 28,300 35,200 15.32 42,500

8.74 15,800 16,100 9.15 17,600

9.90 20,300 20,600 10.28 22,000

11.57 26,200 27,800 12.71 30,700

- Momentary flood peak occurred on preceding day.

S Discharge obtained by subdivision of the hydrograph.

excess of max-.

calendar-day av.

Max.

24-hr.

av.

0

0

0

0

0

0

1.1

0

0.8

11.1

2.7

C

15.4

2.3

2.4

.2

.1

2.4

0

0

4.5

.6

1.2

0

1.2

.7

1.7

2.6

3.9

.9

11.4

21.9

0

1.6

0

18.6

0

18.1

40.4

24.4

1.9

1.5

6.1

Flood

peak

0.7

1.0

.9

1.1

.9

1.0

1.1 1.0-

52.6

50.6

34.7

31.1

51.5

5.9

6.7

2.7

2.7

5.4

0

0

5.7

1.8

4.5

1.9

2.0

1.5

3.5

9.6

16.1

9.3

22.3

33.7

15.5

2.6

4.8

30.8

13.0

40.0

71.7

50.2

11.4

8.4

17.2
104 FLOODS IN THE UNITED STATES

COMPARISON OP FLOOD PLOWS--Continued

Maximum

Date (a)

Oct. 3,1929

Nov. 19,1929

Feb. 5,1932

July 5,1932

Mar. 5,1934

Nov. 18,1929

Feb. 5,1932

-Mar. 29,1932

Mar. 5,1934

Mar. 23,1924

Dec. 1,1928

-Oct. 3,1929

Nov. 18,1929

Feb. 5,1932

July 5,1932

Mar. 5,1934

Feb. 4,1932

Mar. 17,1932

Mar. 28,1932

Mar. 4,1934

Aug. 16,1934

Jan. 22,1927

Mar. 21,1927

-July 20,1927

Dec. 1,1927

Jan. 19,1929

Feb. 26,1929

-Jan. 9,1930

Dec. 31,1932

Mar. 14,1933

May 13,1933

Feb. 27,1929

Apr. 4,1931

Jan. 30,1932

*Feb. 5,1932

Jan. 22,1933

Feb. 26,1929

July 1,1929

Jan. 13,1930

Dec. 31,1932

May 14,1933

(a)

(b)

Maximum Momentary

calendar-day average 24-hr. av. flood peak

Gage Dis- Dis- Gage Disheight(b) charge charge height charge

(ft.) (c.f.s.) (c.f.s.y (ft.) (c.f.s.)

Kanawha River at Kanawha Falls, W. Va.

(Drainage area 8,367 square miles)

18.30 139,000 141,000 21.35 168,000

16.0 110,000 126,000 18.20 133,000

15.15 101,000 102,000 16.08 111,000

S 64,700 65,900 16.30 113,000

20.07 153,000 153,000 21.43 168,000

Greenbrier River at Alderson, W. Va.

(Drainage area 1,340 square miles)

S 26,600 31,600 14.20 56,300

14.42 57,100 30,100 16.96 46,400

S 19,300 26,200 13.02 32,000

12.79 31,300 31,600 13.23 32,700

10.87 24,500 24,800 12.15 29,100

Gauley River above Belva, W. Va.

(Drainage area 1,340 square miles)

S 29,700 32,500 16.25 41,400

S 36,900 45,300 20.32 59,900

S 29,500 32,700 16.22 41,400

S 28,000 33,100 16.9 44,600

S 60,900 67,200 28.6 105,000

S 37,500 3V, 500 17.3 46,400

Williams River at Dyer, \'l. Va.

(Drainage area 128 square miles)

S 4,250 4,450 10.53 8,500

S 3,110 3,660 8.60 5,740

S 3,960 3,960 10.30 8,200

S 4,340 5,080 9.90 7,600

S 1,460 1,580 8.45 5,470

Olentangy River near Delaware, Ohio

(Drainage area 387 square miles)

10.8 5,980 5,980 11.6 6,860

15.7 12,200 12,400 16.9 14,100

11.6 6,860 9,280 15.4 11,800

14.4 10,400 10,600 15.5 12,000

11.4 6,640 6,750 11.7 6,970

S 10,200 11,800 16.3 13,200

13.2 8,760 9,150 13.9 9,670

S 8,280 8,500 13.4 9,020

S 6,560 6,970 12.1 7,420

S 6,240 10,400 15.8 12,400

Licking River at catawba, Ky.

(Drainage area 3,300 square miles)

S 41,500 42,100 29.-90 43,200

S 31,000 31,500 26.20 35,400

27.22 37,500 39,800 28.56 40,500

27.29 37,700 39,400 28.48 40,200

34.20 52,400 54,000 35.22 54,600

West Fork of White-water River near Alpine, Ind.

(Drainage area 528 square miles)

14.11 18,800 19,100 14.80 20,900

S 14,600 16,000 14.77 20,900

S 13,200 13,500 12.89 15,200

12.78 13,600 13,900 13. SI 15,000

S 13,400 16,400 14.76 19,200

Momentary flood peak occurred on preceding day.

-:.- Momentary flood peak occurred on following day.

S Discharge obtained by subdivision of the hydrograph.

Percentage in 

excess of max.

calendar-day av.

Max.

24-hr.

av.

1.4

14.6

1.0

1.9

0

18.8

2.7

35.7

1,0

1.2

9.4

22.8

10.8

18.2

10.3

0

4.7

17.1

0

17.1

8.2

0

1.6

35.2

1.9

1.7

15.7

4.4

2.7

6.2

66.7

1.4

1.6

6.1

4.5

3.1

1.6

9.6

2.3

2.2

22.4

Flood

peak

20.9

20.9

9.9

74.7

9.8

36.5

25.1

65.8

4.5

18.8

39.4

62.3

40.3

59.3

72.4

23.7

100

84.5

107

75.0

275

14.7

15.6

72.0

15.4

5.0

29.4

10.4

8.9

13.1

98.8

4.1

14.2

8.0

6.6

4.2

11.2

43.1

15.2

10.3

43.3
MOMENTARY FLOOD PEAKS AMD OTHER FLOW CHARACTERISTICS OF FLOOD RISES 105

COMPARISON OF FLOOD FLOWS Continued

Maximum Momentary 

Maximum calendar-day average 24-hr. av. flood peak

May

Jan.

Jan.

Mar.

May

Jan.

Apr.

 ifMay

Dee.

Jan.

Jan.

Jan.

Mar.

Apr.

May

Feb.

-Jan.

Jan.

Mar.

May

Aug.

Oct.

Dee.

Mar.

Mar.

Apr.

Feb.

Jan.

Feb.

Mar.

Mar.

Apr.

Jan.

Dec.

Feb.

Mar.

Mar.

Jan.

Dec.

-Mar.

Mar.

Sept.

Dec.

Dee.

Mar.

Date (a)

20,1929

16,1950

25,1932

25,1955

15,1955

30,1929

17,1929

25,1929

26,1929

17,1950

26,1952

8,1955

29,1935

25,1955

21,1953

5,1952

2,1955

24,1933

21,1935

15,1955

16,1928

16,1952

28,1932

4,1934

28,1954

9,1951

4,1952

5,1933

20,1933

23,1955

23,1929

4,1931

30,1952

28,1932

15,1933

5,1929

14,1929

30,1952

28,1932

4,1934

30,1928

26,1929

14,1931

28,1932

3,1934

Gage Dis- Dis- Gage Disheight(b) charge charge height charge 

(ft.) (e.f.s.) (e.f.s.) (ft.) (c.f.s.)

T/abash River at Terre Haute, Ind.

21.5?

25.61

19.98

22.26

26.32

22.9

21.06

23.61

19.35

27.05

23.77

21.49

23.67

20.69

26.06

47.26

32.22

35.65

34.15

36.08

S

6.85

5.76

S

S

22.43

50.71

34.58

30.98

23.88

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

(Drainage area 12,200 square miles)

58,000 58,800 21.63 58,800

104,000 104,000 25.63 104,000

46,500 46,500 20.08 47,200

64,000 64,000 22.30 64,000

103,000 106,000 26.55 106,000

Wabash River at Mt. Carmel, 111.

(Drainage area 28,600 square miles)

148,000 148,000 22.9 148,000

112,000 112,000 21.09 112,000

155,000 155,000 23.68 155,000

106,000 106,000 19.39 106,000

277,000 278,000 27.06 279,000

156,000 156,000 23.79 156,000

116,000 116,000 21.52 116,000

152,000 152,000 23.70 152,000

102,000 102,000 20.71 102,000

232,000 232,000 26.08 232,000

Cumberland River at Celina, Term.

(Drainage area 7,320 square miles)

108,000 109,000 47.34 109,000

65,100 65,400 32.36 65,500

68,900 68,900 33.81 69,400

70,300 70,500 34.28 70,700

75,700 76,700 36.58 77,100

French Broad Rivor at Asheville, N. C.

(Drainage area 949 square miles)

34,600 36,900 13.27 42,700

14,000 14,800 7.33 15,800

10,900 11,500 6.18 12,100

10,300 10,600 5.92 11,200

6,660 6,780 4.34 7,010

Tennessee River at Guntersville, Ala.

(Drainage area 24,200 square miles)

136,000 137,000 22.54 137,000

216,000 216,000 30.82 217,000

254>, 000 254,000 34.43 255,000

219,000 219,000 31.06 220,000

149,000 150,000 23.97 150,000

Little Pigeon River at Sevierville, Term.

(Drainage area 346 square miles)

11,500 12,600 13.45 26,300

7,950 8,350 9.50 13,500

11,000 11,000 11.00 18,200

12,100 12,200 10.86 17,900

15,100 15,200 12.54 23,200

Tuckasegee River at Bryson, N. C.

(Drainage area 673 square miles)

9,290 9,380 6.55 11,300

9,050 9,180 6.85 12,000

7,010 7,090 5.90 9,760

15,600 15,700 9.25 18,300

10,300 11,900 8.15 15,300

Hiwassee River at Murphy, H. C.

(Drainage area 410 square miles)

10,400 10,800 11.72 17,400

12,300 12,500 10.31 14,300

7,200 7,220 8.26 10,1OO

16,500 16,500 12.20 18,700

9,020 10,900 10.67 15,200

Percentage in 

excess of max. 

calendar-day av.

Max. 

24 -hr. 

av.

1.4

0

0

0

2.9

0

0

0

0

.4

0

0

0

0

0

0.9

.5

0

.3

1.3

6.6

5.7

5.5

2.9

1.8

0.7

0

0

0

.7

9.6

5.0

0

.8

.7

1.0

1.4

1.1

.6

15.5

3.8

1.6

.3

0

20.8

Flood 

peak

1.4

0

1.5

0

2.9

0

0

0

0

.7

0

0

0

0

0

0.9

.6

.7

.6

1.8

23.4

12.9

11.0

8.7

5.3

0.7

.5

.4

.5

.7

129

69.8

65.4

47.9

53.6

21.6

32.6

39.2

17.3

48.5

67.3

16.5

40.3

13.3

68.5

(a) -» Momentary flood peak occurred on follov/ing day.

- Momentary flood pea>r occurred on preceding day.

(b) S Discharge obtained by subdivision of the hydrograph.
106 FLOODS IN THE UNITED STATES

COMPARISON OP FLOOD PLOWS Continued

Maximum Momentary

Maximum

Date(a)

May 6,1928

Aug. 22,1928

-Sept. 16,1928

Oct. 19,1928

Nov. 25,1931

May 2,1933

May 17,1916

May 22,1919

Mar. 13,1920

Dec. 1,1927

Apr. 21,1929

Mar. 17,1929

Jan. 9,1930

Apr. 11,1931

Apr. 13,1932

Apr. 19,1933

May 13,1930

May 25,1933

*Ma#. 29,1928

Mar. 22 to

f 24,1929

May 19,1930

«Mar. 14,1927

Mar. 18,1929

-Apr. 4,1933

calendar-day average 24-hr. av. flood peak

Gage

height (b)

(ft.)

7.45

6.88

7.95

7.41

6.67

7.00

S

S

S

S

S

10.67

S

S

S

S

8.75

8.94

11.3

12.9

8.78

14.30

18.85

14.80

Dis- Dls- Gage

charge charge height

(c.f.s.) (c.f.s.) (ft.)

Wolf River at Keshena Falls, Wis.

(Drainage area 812 square miles)

2,120 2,120 7.48

1,530 1,530 6.90

2,660 2,780 8.10

2,070 2,070 7.42

1,320 1,320 6.67

1,660 1,710 7.04

Genesee River at St. Helena, N. Y.

(Drainage area 1,017 square miles)

31,270 32,590 11.84

23,810 25,940 11.40

28,750 32,800 12.29

32,420 32,790 12.80

22,200 22,200 10.70

Winooski River at Essex Junction, Vt

(Drainage area 1,070 square miles)

17,400 18,200 11.64

17,800 19,400 12.60

17,400 20,100 13.22

18,500 20,700 15.68

28,300 32,400 18.60

Pine Creek near Pine Creek, Minn.

(Drainage area 76 square miles)

433 449 8.83

476 500 9.03

Mississippi River at St. Paul, Minn.

(Drainage area 36,800 square miles)

33,000 33,000 11.4

45,000 45,400 13.0

22,000 22,000 8.80

Minnesota River at Mankato, Minn.

(Drainage area 14,600 square miles)

11,400 11,500 14.50

21,100 21,100 19.0

13,100 15,300 15.05

Discharge

(c.f.s.)

2,170

1,530

2,830

2,070

1,320

1,710

44,400

31,600

39,600

42,700

25,900

^

19,200

21,300

22,700

25,600

34,600

460

515

33,600

45,800

22,000

11,700

21,400

13,500

Percentage in 

excess of max.

calendar-day av.

Max.

24-hr.

av.

0

0

4.5

0

0

3.0

4.2

8.9

14.1

1.1

0

4.6

9.0

15.5

11.9

14.5

3.7

5.0

0

.9

0

0.9

0

1.5

Flood

peak

2.4

0

6.4

0

0

3.0

42.0

32.7

37.8

31.7

16.7

10.3

19.7

30.5

27.6

22.3

6.2

8.2

1.8

1.8

0

2.6

1.4

3.1

Chippewa River at Chippewa Falls, Wis.

Apr. 23,1916

Mar. 27,1920

Sept. 20,1926

Mar. 16,1927

-Apr. 8,1929

June 15,1930

Apr. 7,1934

Mar. 14,1927

May 23,1927

«Mar. 23,1928

June 14,1930

Apr. 3,1934

13.40

15.41

11.40

12.42

10.92

10.80

12.34

5.75

3.65

5.06

3.43

9.87

(Drainage area 5,600 square miles)

52,100 52,200 13.45

66,200 74,800 17.0

39,000 39,300 12.55

45,400 46,400 13.40

36,200 38,400 12.50

35,600 35,600 11.6

26,500 26,800 13.44

Red Cedar River near Coif ax, Wis.

(Drainage area 1,100 square miles)

5,750 5,750 6.00

2,580 2,700 4.04

4,260 4,260 5.34

2,040 2,150 3.67

17,600 21,500 12.00

52,400

78,000

46,400

52,100

44,000

40,200

30,500

6,100

3,080

4,550

2,370

24,200

0.2

13.0

.8

2.2

6.1

0

1.1

0

4.6

0

5.4

22.2

0.6

17.8

19.0

14.8

21.5

12*9

15.1

6.1

19.4

6.8

16.2

57.5

(a) - Momentary flood peak occurred on prece'ding day. 

« Momentary flood peak occurred on following day. 

f Momentary flood peak occurred on same day. 

(b) S Discharge obtained by subdivision of the hydrograph.
MOMENTARY FLOOD PEAKS AHD OTHER FLOW CHARACTERISTICS OF FLOOD RISES 107

COMPARISON OF FLOOD FLOWS Continued

Percentage In 

Maximum Momentary excess of max. 

Maximum calendar-day average 24-hr. av. flood peak calendar-day av.

Date (a)

Apr. 4,1934

-Sept. 26,1934

-Aug. 21,1924

June 17,1925

May 24,1927

Mar. 13,1928

Mar. 14,1929

Mar. 26,1932

«tey 20,1933

July 1,1924

Sept. 23,1926

May 24,1927

Mar. 16,1929

June 15,1930

Feb. 26 and

27,1922

Aug. 22,1924

Aug. 29,1928

Mar. 19,1929

Apr. 30,1929

Apr. 4,1933

NOT. 28,1931

June 7,1932

June 24,1932

July 8.1932

May 28,1933

June 2,1933

May 24,1928

June 10,1933

June 8,1934

May 10,1921

June 18,1921

July 3,1921

June 10,1923

July 5,1923

-June 5,1925

Apr. 2,1927

Apr. 9,1927

Apr. 21,1927

Oct. 2,1927

-Nov. 18,1928

Oage Dls- Dls- Gage Dlsheight(b) charge charge height charge 

(ft.) (c.f.s.) (c.f.8.) (ft.) (c.f.s.)

Zumbro River at Zumbro Falls, Mlnn.

S

S

18.63

19.1

S

S

20.2

S

S

15.00

14.94

S

16.47

S

10.9

10.1

10.88

19.1

9.00

18.26

21.5

17.3

18.2

17.9

13.9

14.6

7.00

6.12

10.15

14.60

14.15

13.20

20.90

14.20

11.40

22.60

17.54

30.85

24.37

36.96

(Drainage area 1,120 square miles)

18,300 19,300 26.26 22,000

4,110 4,310 17.48 9,620

* Maquoketa River near Maquoketa, Iowa

(Drainage ar.ea 1,550 square miles)

17,000 18,200 19.8 19,300

18,000 18,400 19.7 19,100

10,400 11,900 15.9 12,900

11,100 11,700 15.40 12,100

21,000 21,300 20.62 21,800

7,040 9,760 15.0 11,400

7,580 8,450 13.5 9,130

Iowa River at Iowa City, Iowa

(Drainage area 3,230 square miles)

19,100 19,400 15.34 19,900

17,400 17,600 15.05 17,800

9,310 9,650 11.80 10,900

21,900 21,900 16.53 22,000

11,300 11,.300 13.3 13,600

Cedar River at Cedar Rapids, Iowa

(Drainage area 6,640 square miles'}

28,300 31,600 12.15 33,300

24,500 24,500 10.54 26,300

28,500 28,500 11.05 29,200

67,200 70,100 20.1 72,000

20,300 20,700 9.30 21,500

63,300 63,300 18.6 64,800

Missouri River at Boonville, Mo.

(Drainage area 505,710 square miles)

221,000 221,000 21.5 221,000

151,000 153,000 17.4 153,000

174,000 177,000 18.4 177,000

154,000 154,000 18.0 156,000

93,000 95,000 14.3 97,000

102,000 103,000 14.9- 105,000

Marias River nefar Shelby, Mont.

(Drainage area 2,610 square miles)

6,240 5,240 7.10 6,450

5,070 5,280 6.30 5,500

14,000 15,500 11.05 16,200

Kansas River at Topeka, Kans-

( Drainage area 56,400 square miles)

33,000 35,050 16.47 44,300

31,150 31,850 14.85 34,300

26,500 27,050 14.10 30,500

69,800 70,060 21.50 73,700

30,700 30,700 15.10 35,100

18,500 22,900 13.59 26,800

Osage River near Ottawa, Sans.

(Drainage area 1,250 square miles)

9,540 9,620 23.30 9,880

6,740 7,180 19. 56 7,840

17,500 18,300 31.38 18,800

10,560 10,620 24.92 10,880

46,300 53,830 38.65 58,400

max.

24-hr, 

av.

5.5

4.9

7.1

2.2

14.4

5.4

1.4

38.6

11.5

1.6

1.1

3.7

0

0

11.7

0

0

4.3

2.0

0

0

1.3

1.7

0

2.2

1.0

0

4.1

10.7

6.2

2.2

2.1

.4

0

23.S

0.8

6.5

5.8

.6

16.5

Flood 

peak

20.2

134

13.5

6.1

24.0

9.0

3.8

61.9

20.4

4.2

2.3

17,1

.5

20.4

17.7

7.8

2.6

7.1

5.9

2.4

0

1.3

1.7

1.3

4.3

2.9

3.4

8.5

15.7

34.2

10.1

15.1

5.6

14.3

44.9

3.6

16. S

8.7

3.0

26.1

(a) - - Momentary flood peak occurred two days earlier.

Momentary flood peak occurred on preceding day.

* Momentary flood peak occurred on following day.

(b) S. Discharge obtained by subdivision of the hydrograph.
108 FLOODS IN THE UNITED STATES

COMPARISON OP FLOOD PLOWS--Continued

Maximum

Maximum Momentary

calendar-day average 24-hr. av. flood peak

Gage Dis- Dis- Gage Disheight (b) charge charge height charge

Date(a)

May 21,1931

Aug. 9,1931

June 30,1932

Dec. 26,1932

May 16 , 1933

May 30,1933

Aug. 7,1931

June 29,1932

July 9,1932

Dec. 25,1932

Apr. 17,1933

May 15,1933

Feb. 26,1932

Jan. 19,1933

June 10,1933

Jan. 21,1934

Mar. 24,1934

Apr. 13,1934

Sept. 13,1926

Apr. 19,1927

June 18,1928

Nov. 20,1928

July 18,1929

Oct. 5,1930

June 24,1932

Aug. 4,1933

June 11,1930

Oct. 1,1930

June 23,1932

June 25,1932

Sept. 26,1932

Aug. 23,1931

June 30,1934

July 27,1934

June 12,1933

June 19,1933

-May 27,1934

Sept. 1,1934

(ft.)

16.83

13.90

15.3

19.60

21.08

14.75

S

S

S

s

s

s

50.07

37.56

47.47

21.80

31.56

34.51

32.75

S

21.42

50.00

20.45

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S

(c.f.s.) (c.f.s.) (ft.) (c.f.s.)

Osage River at Oseeola, Mo.

(Drainage area. 8,220 square miles)

26,300 26,600 17.35 27,700

19,400 20,100 14.50 20,800

22,400 24,200 16.40 25,300

33,200 34,700 20.65 35,800

36,900 37,000 21.16 37,600

21,300 21,600 15.20 22,400

Niangua River near Decaturville, Mo.

(Drainage area 627 square miles)

6,450 7,580 12.60 8,070

9,110 15,000 17.00 22,000

4,720 4,720 10.90 6,770

12,700 13,200 15.62 17,100

9,000 9,160 13.70 11,300

12,800 16,500 16.30 19,400

Mississippi River near Vicksburg, Miss.

(Drainage area 1,140,000 square miles)

1,410,000 1,410,000 50.3 1,410,000

947,000 947,000 37.58 947,000

1,560,000 1,560,000 47.50 1,360,000

540,000 540,000 21.85 540,000

843,000 843,000 31.58 843,000

876,000 876,000 34.55 877,000

Neosho River near lola, Kans.

(Drainage area 3,800 square miles)

43,800 43,800 33.20 46,000

31,740 32,890 29.8 34,040

20,700 20,860 21.80 21,220

34,400 34,840 30.42 35,200

19,300 19,350 20.60 19,540

Canadian River near Bell Ranch, N» Mex.

(Drainage area 6,400 square miles)

2,570 4,340 8.30 19,600

853 917 4.50 3,080

6j740 6,750 7.90 17,200

Canadian Hiver at Logan, N. Mex.

(Drainage area 11,200 square miles)

2,840 2,840 8.10 10,000

8,420 13,200 12.02 39,000

936 1,040 6.20 3,160

11,100 11,400 10.02 23,100

1,530 1,530 6.55 4,040

Vermejo River near Dawson, N. Mex.

(Drainage area 250 square miles)

71 81 4.63 641

62 78 5.60 1,090

71 74 5.39 782

Mora River near Shoemaker, N. Mex.

(Drainage area 1,160 square miles)

290 349 5.49 2,830

228 228 3.06 620

200 270 4.30 1,570

238 248 3.48 906

Percentage

excess of

calendar-da

Max.

24-hr.

av.

1.1

3.6

8.0 4*J5

.3"

1.4

17.5

64.6

0

3.9

1.8

28.9

0

0

0

0

0

0

0

3.6

.8

1.3

.3

68.9

7.5

.1

0

56.8

11.1

2.7

0

14.1

25.8 1,

4.2 1,

20.3

0

35.0

4.2

in

max.

 I av *

Flood

peak

5.3

7.2

12.9

7.8

1.9

5.2

25.1

142

43.4

34.7

31.1

51.6

0

0

0

0

0

.1

5.0

7.2

2.5

2.3

1.2

662

261

155

252

363

238

108

164

803

660

000

876

172

685

281

(a) - Momentary flood peak occurred on preceding day.

(b) S Discharge obtained by subdivision of the hydrograph.
MOMENTARY FLOOD PEAKS AND OTHER PLOW CHARACTERISTICS OP FLOOD RISES 109

COMPARISON OP FLOOD PLOWS--Continued

Maximum Momentary 

Maximum calendar-day average 24-hr. av. flood peak

Date (a)

Nov.

Jan.

June

Mar.

Aug.

Oct.

Oct.

May

May

Apr.

Apr.

 May

May

Oct.

Sept.

12,

4,

1.

5!

8,

17,

12,

26,

7,

28,

3,

29,

7,

5,

1925

1927

1929

1952

1955

1950

1950

1952

1955

1954

1922

1922

1929

1950

1952

Gage Dis- Dls- Gage 

height(b) charge charge height 

(ft.) (c.f.s.) (c.f.s.) (ft.)

Sabine River near Ruliff, Tex.

15

14

14

15

15

19

22

17

.84

.03

.35

.10

.55

.60

.07

.70

S

S

20.94

s

s

s

s

(Drainage area 9,450 square miles)

47,700 50,000 15.90

52,200 52,200 14.14

59,000 59,000 14.40

62,800 62,800 15.10

67,000 67,000 15.55

Colorado River near Tow, Tex.

(Drainage area 51,100 square miles)

47,200 47,900 19.97

66,500 67,200 22.50

55,400 56,800 18.20

21,900 24,200 15.83

37,700 58,600 18.75

Colorado River at Austin, Tex.

(Drainage area 58,200 square miles)

105,000 104,000 21.67

100,000 108 ,'000 22.60

96,400 115,000 27.55

79,500 88,100 22.50

61,800 67,700 19.00

Discharge 

(c.f.s.)

50,

54,

61,

62,

68,

50,

69,

38,

25,

42,

110,

120,

152,

97,

77,

000

400

200

300

600

000

900

400

300

000

000

000

000

600

500

Percentage in 

excess of max. 

calendar-day av.

Max. 

24-hr, 

av.

4

0

0

0

0

1

1

4

10

2

1

8

17

10

9

.8

.5

.4

.0

.5

.4

.0

.0

.2

.8

.5

Flood 

peak

4

4

3

0

2

5

5

.8

.2

.7

.4

.9

.4

8.5

15

11

6

20

36

22

25

.5

.4

.8

.0

.9

.8

.4

Guadalupe River near Spring Branch, Tex.

Apr.

May

 June

Oct.

July

Jan.

Apr.

Aug.

Mar.

July

Oct.

July

July

Sept.

21,

29,

13,

7,

5*

6,

30,

1,

5,

28,

6,

19,

1,

1,

1926

1929

1950

1950

1952

1952

1952

1933

1934

1934

1930

1931

1932

1932

s

s

s

s

s

s

s

s

s

s

s

s

s

s

(Drainage area 1,450 square miles)

11,000 11,500 20.72

17,600 17,700 19.82

5,540 5,250 15.80

15,000 15,300 24.57

62,800 78,000 42.10

Sandies Creek near Westhoff , Tex.

(Drainage area 493 square miles)

4,700 4,740 21.29

4,900 5,290 21.79

4,680 4,780 21.50

3,520 3,540 20.15

1,880 1,880 17.58

Prio River at Concan, Tex.

(Drainage area 485 square miles)

7,350 7,460 22.50

5,570 5,770 14.60

41,200 42,000 34.44

6,420 6,580 20.50

19,

18,

15,

24,

121,

5,

5,

5,

5,

2,

47,

18,

162,

26,

800

600

500

000

000

040

780

520

640

030

000

200

000

600

2

56

2

24

0

8

2

0

1

3

1

2

.7

.6

.6

.0

.2

.9

.0

.1

.6

.8

.6

.9

.5

80

5

298

60

92

7

18

15

5

8

541

227

295

314

.0

.7

.0

.7

.2

.0

.7

.4

.0

Colorado River near Grand Canyon, Ariz.

Sept.

July

Sept.

June

May

May

June

June

June

June

Sept.

May

:-May

tMay

19

2,

15

5,

29,

26,

27,

17,

12,

29,

14

51,

29,

26,

,1923

1927

,1927

1928

1929

1932

1917

1921

1922

1927

,1927

1928

]929

1932

26

28

27

27

27

25

14

14

10

11

10

13

12

12

.45

.15

.72

.75

.18

.91

.5

.07

.75

.23

.85

.05

.90

.15

(Drainage area 158,700 square miles)

98,500 101,900 28.5

117,200 122,900 29.25

115,600 113,700 28.95

113,900 114,000 27.85

108,200 108,800 27.5

112,

126,

124,

114,

110,

101,000 107,100 26.1 102,

Green River at Green River, Utah

(Drainage area 40,600 square miles)

66,700 67,200 14.53

64,100 64,200 14.12

45,800 45,800 10.80

30,500 35,400 13.20

27,500 27,500 11.75

44,500 44,500 13.1

41,900 42,000 13.0

36,600 36,600 12.40

68,

65,

46,

46,

54,

44,

42,

38,

000

600

000

700

900

400

100

500

200

300

700

700

300

200

5

4

0

0

9

0

0

.5

.9

.1

.1

.6

.1

.7

.2

.5

.5

.2

13

8

9

2

1

2

2

51

26

1

4

.7

.0

.2

.7

.5

.4

.1

.2

.9

.8

.2

.9

.0

.4

(a) - - Momentary flood peak occurred two days earlier.

Momentary flood peak occurred or. preceding day.

 ::- Momentary flood peak occurred on following day.

(b) S Discharge obtained by subdivision of the hydrograph.
FLOODS IN THE UNITED STATES

COMPARISON OP FLOOD FLOWS Continued

Maxljnuni

Date(a)

-May 29,1920

-May 30,1921

-June 9,1922

-Ifey 26,1923

May 21,1932

June 1,1933

Sept. 10,1927

Sept. 14,1927

Aug. 6,1929

Aug. 12,1929

Aug. 9,1930

Aug. 11,193.0

Aug. 29,1932

Sept. 27,1926

 June 29,1927

Apr. 5,1929

July 29,1929

 Feb. 11,1932

Aug. 8,1929

Sept. 23,1929

Feb. 15,1931

Sept. 19,1931

Feb. 10,1932

Mar. 1,1932

Feb. 26,1933

 July 16,1932

July 26,1932

July 30,1932

Sept. 10,1933

Sept. 22,1934

 May 17,1921

May 6,1922

May 10,1923

 May 1,1927

 Apr. 29,1928

May 14,1932

Jan. 18,1916

Mar. 7,1918

Dec. 19,1921

Feb. 16,1927

Feb. 9,1932

Jan. 19,1933

(a)

(b)

Maximum Momentary

calendar-day average 24-hr. av. flood peak

Gage Dis- Dis- Gage Disheight(b) charge charge height charge

(ft.) (c.f.s.) (c.f.s.) (ft.) (c.f.s.)

Ashley Creek near Vernal, Utah

(Drainage area 101 square miles)

6.54 1,100 1,120 7.05 1,360

7.80 1,750 1,810 8.23 2,050

8.27 1,480 1,480 8.67 1,700

8.07 1,010 1,030 8.47 1,250

8.10 990 1,040 8.55 1,340

7.99 913 913 8.45 1,260

San Juan River near Bluff, Utah

(Drainage area 24,000 square miles)

19.8 32,900 34,200 32.0 70,000

21.1 36,400 36,700 23.6 43,400

15.9 18,800 19,800 19.4 27,600

23.2 38,300 40,300 27.8 56,000

13.1 13,900 15,600 18.8 28,500

13.8 15,800 16,600 15.9 21,100

14.8 16,500 16,900 17.2 21,300

Little Colorado River at Grand Falls, Ariz.

(Drainage area 22,140 square miles)

17.88 17,200 18,200 22.5 27,800

15.98 12,700 15,500 22.9 28,800

20.76 27,100 34,900 30.0 50,500

15.43 13,200 17,400 21.0 23,900

19.42 19,800 23,900 23.8 31,300

San Francisco River at Clifton, Ariz.

(Drainage area 2,787 square miles)

6.22 1,730 2,190 9.2 5,400

6.16 1,910 2,250 10.1 7,060

7.70 2,630 2,690 8.5 3,240

7.13 2,230 2,380 8.1 2,920

10.24 5,630 6,900 12.0 8,090

8.02 2,860 2,960 8.45 3,200

7.08 2,170 2,350 8.1 2,920

Sabino Creek near Tucson, Ariz.

(Drainage area 35.0 square miles)

2.62 108 183 5.40 700

1.85 63 92 5.00 582

3.08 176 186 4.83 535

2.33 99 129 4.73 508

1.76 63 107 4.65 487

South Fork of Ogden River near Huntsvllle, Utah

(Drainage area 148 square miles)

4.32 1,210 1,250 4.57 1,300

4.43 1,220 1,220 4.82 1,380

4.95 1,270 1,290 5.40 1,450

4.45 1,080 1,100 4.80 1,220

4.30 1,020 1,060 4.70 1,180

5.10 1,360 1,370 5.35 1,480

San Gabriel River near Azusa, Calif.

(Drainage area 214 square miles)

S 22,300 25,400 12.0 40,000

S 4,120 4,820 9.45 8,680

S 16,900 19,700 15.0 22,300

S 11,400 11,600 10.2 18,200

6.87 5,830 6,440 7.25 7,500

S 1,630 2,020 6.90 5,820

Momentary flood peak occurred on preceding day.

S Discharge obtained by subdivision of the hydrograph.

Percentage in 

excess of max.

calendar-day av.

Max.

24-hr.

av.

1.8

3.4

0

2.0

5.1

0

4.0

.8

5.3

5.2

12.2

5.1

2.4

5.8

22.1

28.8

31.8

20.7

26.6

17.8

2.3

6.7

22.6

3.5

8.3

69.5

46.0

5.7

30,3

69.8

3.3

0

1.6

1.9

3.9

.7

13.9

17.0

16.6

1.8

10.5

23.9

Flood

peak

23.6

17.1

14.9

23.8

35.4

38.0

113

19.2

46.8

46.2

105

33.5

29.1

61.6

127

86.3

81.1

58.1

212

270

23.2

31.0

43.7

11.9

34.6

548

824

204

413

673

7.4

13.1

14.2

13.0

15.7

8.8

79.4

111

32.0

59.7

28.7

257
MOMENTARY FLOOD PEAKS AND OTHER PLOW CHARACTERISTICS OP FLOOD RISES 111

COMPARISON OF FLOOD FLOWS -Continued

Percentage in

Maximum

Date(a)

May 20,1920

June 12,1921

June 5,1922

Dec. 28,1931

-Feb. 7,1932

-May 29,1919

«June 4 and

5,1922

Hay 16,1927

Mar. 25,1928

June 22,1932

Jan. 30,1921

-Feb. 12,1925

Feb. 5,1926

Feb. 21,1927

Mar. 27,1928

Dec. 18,1917

Dec. 29,1917

Dec. 14,1918

Oct. 29,1921

Dec. 12,1921

Feb. 27,1932

Dec. 18,1917

Jan. 23,1919

*Dec. 12,1921

-Feb. 27,1932

Nov. 13,1932

Dec. 10,1933

Dec. 22,1933

Feb. 12,1924

-May 22,1928

Feb. 27,1932

June 14,1931

June 19 and

20,1932

June 23,1933

June 3,1934

May 23,1932

June 5, 1932

June 16,1932

*June 6,1933

June 18,1933

Maximum Momentary

calendar-day average 24-hr. av. flood peak

Gage Dis- Dis- Gage Disheight(b) charge charge height charge

(ft.) (c.f.s.) (c.f.s.) (ft.) (c.f.s.)

Kings River at Piedra, Calif.

(Drainage area 1,700 square miles)

12.40 14,900 14,900 12.95 17,000

11.8 12,400 12,400 12.7 15,600

13.30 17,100 17,100 14.02 19,900

S 11,300 11,300 12.12 20,100

S 10,300 12,100 11.46 18,000

Merced River at Happy Isles Bridge near Yo Semite, Calif,

(Drainage area 181 square miles)

6.36 3,020 3,240 7.1 3,800

6.22 2,820 2,920 6.55 3,240

5.84 2,470 2,570 6.20 2,820

S 1,310 1,310 4.69 1,460

5.64 2,280 2,330 5.96 2,570

Sacramento River near Red Bluff, Calif.

(Drainage area 9,300 square miles)

18.75 96,000 97,600 22.36 127,000

21.02 115,000 138,000 25.18 156,000

S 82,900 94,400 20.52 110,000

S 137,000 142,000 26.00 164,000

C 140,000 140.000 26.1 166,000

Quinault River at Quinault Lake, Wash.

(Drainage area 264 square miles)

S 27,800 29,100 14.8 32,300

S 27,800 28,200 14.2 30,300

S 21,400 22,000 12.1 23,800

S 32,300 33,200 15.4 34,200

S 31,500 33,200 16.3 37,000

13.2 27,200 27,500 13.5 28,100

Puyallup River at Puyallup, Wash.

(Drainage area 914 square miles)

S 35,600 36,400 34.15 40,500

S 32,600 33,400 32.03 36,500

15.78 32,400 33,700 17.05 35,60O

S 24,500 27,800 16.0 33,000

13.6 28,000 31,000 17.1 37,800

20.2 53,300 54,800 21.5 57,000

17.35 44,400 44,800 17.9 46,000-

Skaglt River at Newhalem, Wash.

(Drainage area 1,160 square miles)

10.0 26,700 26,700 10.85 31,400

489.35 24,800 25,400 489.75 27,200

492.56 43,300 43,300 493.14 47,400

Columbia Rivei at Grand Coulee, Wash.

(Drainage area 74,1OO square miles)

962.60 242>000 242,000 962.7 243,000

973.03 360,000 361,000 973.2 363,000

979.80 467,000 467,000 979.88 469;000

973. 3S 378,000 378,000 973.44 378, OOO

Kootenai River at Leonis, Idaho

(Drainage area 11,470 square miles)

14.84 68,500 68,800 14.96 69,100

14.95 69,000 69,100 15.04 69,600

14.91 70,400 70,400 15.01 71,100

15.35 72,000 72,600 15.50 73,200

18.07 95,SOO 95,300 18.11 95,600

excess of max.

calendar-day av.

Max.

-24-hr.

av.

0

0

0

0

17.5

»

7.3

3.5

4.0

0

2.3

1.7

20.0

13.9

3.6

0

4.7

1.4

2.8

2.8

5.4

1.1

2.2

2.5

4.0

13.5

10.7

2.8

.9

0

2.4

0

0

.3

0

0

0.7

.1

0

.8

0

Flood

peak

14.1

25.8

16.4

77.8

74.8

25.8

14.9

14.2

11.4

12.7

32.3

35.6

32.7

19.7

18.6

16.2

9.0

11.2

5.9

17.5

3.3

13.8

12.0

9.9

34.7

35.0

6.9

3.6

17.6

9.7

9.5

0.4

.8

.4

0

1.2

.9

1.0

1.7

.3

(a) - Momentary flood peak occurred on preceding day.

* Momentary flood peak occurred on following day.

(b) S Discharge obtained by subdivision of the hydrograph.
112 FLOODS IN THE UNITED STATES

COMPARISON OP FLOOD FLOWS--Continued

Maximum Momentary 

Maximum calendar-day average 24-hr. av. flood peak

Date (a|

May 31,1929

May 14,1931

May 20,1932

May 26,1933

June 15,1933

June 5,1913

June 9,1922

June 14,1927

May 28,1928

June 16 to

19,1929

May 26 and

# 27,1932

June 19 to

# 21,1933

#May 12 to

14,1934

«Apr. 11,1930

Apr. 19,1931

May 12,1932

Apr. 29,1933

Apr. 9,1934

May 29,1919

May 17,1921

June 12,1921

May 20,1925

-May -11,1928

May "14,1932

June 12,1930

May 22,1932

June 17,1932

June 4,1933

-June 15,1933

May 26,1923

June 16,1925

May 26,1928

«May 24,1929

June 16,1932

-Jan 26,1920

Jan 2,1921

Nov 20,1921

NOT 25,1927

Dec 22,1933

(a)

Gage Dls- Dis- Gage Disheight(b) charge charge height charge 

(ft.) (c.f.s.) (c.f.s.) (ft.) (c.f.s.)

Boundary Creek near Port Hill, Idaho

3.04

3.75

4.23

4.36

4.86

17.9

17.1

17.6

18.35

15.3

18.7

24.1

18.2

5.59

4.77

6.48

5.49

4.56

'7.08

7.38

7.37

6.59

7.68

6.70

4.77

5.35

6.17

5.91

6.35

4. 2O

3.19

5.09

3.61

4.36

S

8.90

S

S

9.94

- Moments

(Drainage area 97 square miles)

689 778 3.50 955

1,120 1,120 4.03 1,310

1,490 1,540 4.44 1,670

1,620 1,620 4.44 1,690

2,070 2,080 5.22 2,400

Clark Fork near Plains, Mont.

(Drainage area 19,900 square miles)

115,000 115,000 17.94 115,000

113,000 114,000 17.25 114,000

117,000 117,000 17.6 117,000

126,000 126,000 18.41 126,000

Clark Fork at Priest River, Idaho

(Drainage area 24,200 square miles)

72,400 72,400 15.36 73,200

97,200 97,200 18.77 98,000

155,000 136,000 24.18 136,000

91,200 91,200 18.24 91,200

Henrys Fork at Warm River, Idaho

(Drainage area 666 square miles)

1,860 1,870 5.77 £,000

1,200 1,200 4. S3 1,280

2;560 2,560 6.59 2,660

1,790 1,800 5.57 1,860

1,010 1,020 4.67 1,080

Boise River near Twin Springs, Idaho

(Drainage area 830 square miles)

7,950 8,030 7.50 8,790

8,560 8,600 7.50 8,800

8,540 8,620 7.67 9,150

6,840 6,840 6.69 7,040

8,940 9,020 7.93 9,460

7,060 7,060 6.87 7,400

Salmon River at Salmon, Idaho

(Drainage area 3,600 square miles)

5,820 5,850 4.86 6,060

7,330 7,360 5.43 7,540

9,560 9,580 6.22 9,700

8,220 8,220 5.97 8,380

9,980 9,990 6.42 10,100

Bear Valley Creek near Cape Horn, Idaho

(Drainage area 180 square miles)

2,000 2,030 4.48 2,280

1,060 1,070 3.33 1,170

2,880 2,890 5.30 3;120

1,410 1,420 3.73 1,520

2,120 2,120 4.56 2,340

Bull Run River near Bull Run, Oreg.

(Drainage area 102 square miles)

9,&90 12,500 10.72 16,000

11,400 11,400 10.70 15,000

14,500 15,700 13,06 20,200

10,600 13,100 10.58 15,000

11,600 11,600 11.30 14,800

iry flood peak occurred on preceding day.

Percentage in 

excess of max. 

calendar-day av.

Max. 

24-hr, 

av.

12.9 0*

3.4

0

.5

0

.9

0

0

0

0

.7

0

0.5

0

0

.6

1.0

1.0

.5

.9

0

.9

0

0.5

.4

.2

0

.1

1.5

.9

.3

.7

0

26.4

0

8.3

23.6

0

Flood 

peak

38.6

17.0

12.1

4.3

15.9

0

.9

0

0

1.1

.S

.7

0

7.5

6.7

3.9

3.9

6.9

10.6

2.8

7.1

2.9

5.8

4.8

4.1

2.9

1.5

1.9

1.2

14.0

10.4

8.3

7.8

10.4

61.9

31.6

39.3

41.5

27.6

# Momentary flood peak occurred on same day.

Momentary flood peak occurred on following day. 

(b) S Discharge obtained by subdivision of the hydrograph.
MOMENTARY FLOOD PEAKS AND OTHER PLOW CHARACTERISTICS OP FLOOD RISES

COMPARISON OP FLOOD FLOWS--Continued

Maximum

Date(a)

calendar-day

Maximum 

average 24-hr. av.

Momentary 

flood peak

Percentage in 

excess of max. 

calendar-day av.

Gage Dis- Dis- Gage Disheight(b) charge charge height charge 

(ft.) (c.f.s.) (c.f.s.) (ft.) (c.f.s.)

Willamette River at Springfield. Oreg.

(Drainage area 2,050 square miles)

Dec.

Apr.

Mar.

 Jan.

-Jan.

19,

1,

19,

3,

24,

1929

1951

1952

1955

1954

14.5

14.25

17.46

S

11.26

45,200 45,200

43,700 46,200

60,700 61,200

37,700 47,700

51,400 55,000

16.5

15.75

18.1

16.4

12.9

55

51

64

55

58

,400

,800

,000

,600

,600

Max. 

24-hr, 

av.

0

5.7

.

26.

11.

8

5

5

Flood 

peak

22.

18.

5.

47.

22.

6

5

4

5

9

Clackamas River near Cazadero, Oreg.

-Nov.

Jan.

Nov.

Mar.

Dec.

21,

6,

25,

31,

22,

1921

1925

1927

1951

1935

S

S

S

50.20

49.39

(Drainage area 665 square

51,700 41,400

49,700 52,500

24,700 24,700

57,900 50,500

55,200 55,200

North Umpqua River above Rock Creek

Dec.

Feb.

Feb.

Nov.

 Mar.

30,

4,

20,

28,

19,

1924

1925

1927

1927

1952

S

12.36

S

11.77

S

(Drainage area 886 square

27,400 50,900

24,700 25,200

42,400 48,600

22,200 25,400

52,200 57,200

miles)

46.0

56.2

47.85

56.5

50.65

52

60

29

60

59

near Glide,

miles)

15.45

15.69

19.95

15.45

16.04

58

30

60

29

40

,100

,000

,900

,800

,400

Oreg.

,100

,200

,000

,200

,600

30.

5.

0

55.

0

12.

2.

14.

5.

15.

6

2

2

8

0

6

4

5

64.

20.

21.

60.

11.

39.

22.

41.

51.

26.

4

7

1

4

9

1

5

5

5

1

Rogue River above Prospect, Oreg.

Dec.

 Feb.

Nov.

Mar.

June

30,

21,

28,

19,

9,

1924

1927

1927

1952

1955

(a)

(b)

5.51

5.42

5.50

6.20

6.04

- Momentary

S Discharge

(Drainage area 552 square

5,060 5,500

5,590 6,980

5,180 5,700

6,470 6,850

6,080 6,080

miles)

6.20

6.97

5.96

6.68

6.50

flood peak occurred on preceding

7

8

6

7

6

day.

,220

,960

,610

,490

,680

4.

29.

10.

5.

0

7

5

0

6

42.

66.

27.

15.

9.

7

2

6

8

9

obtained by subdivision of the hydrograph.
RECORDS OF FLOODS ON SELECTED RIVERS

It Is Important to emphasize strongly that the soundest basis 

for the study of floods as a guide for protective works and measures Is 

the available authentic information regarding floods that have occurred. 

This Information may pertain either directly to the stream under Investigation or to other streams having comparable physical characteristics. 

Though flood formulas have a definite and valuable place In the recording 

of experience and In the analysis and Interpretation of flood flows, they 

have such limitations of use that the individual Investigator Is safest if 

he bases his analysis to the fullest degree possible on original flood 

data and relate^ hydrologic Information.

The opinion stated above has been especially emphasized by both 

the former Special Committee on Flood Protection Data and the present Committee, similarly designated, of the American Society of Civil Engineers. 

In Its progress report of December 26, 1934 (Am. Soc. Civil Eng. Proc., 

March 1935, p. 335) the present committee has stated:

"The greatest good to the user of flood data will 

result from placing before him just as complete an 

array of flood events as historical and engineering records can be made to yield. This relieves him of the necessity of undertaking research work ... at a time when 

his energies usually are fully occupied."

In appreciation of these conditions the chief objective of the 

activities described in this report has been the compilation of reliable 

records of flood stages and flows As complete and generally representative 

as It has been possible to make them by the use of the available resources.

In the early stages of the flood study, Investigation was made 

to assure selection of data which with due consideration of practical 

limitations would best satisfy the needs of users. It was impracticable, 

of course, to meet all possible future needs, Inasmuch as they may Involve details regarding the characteristics of flood rises which if supplied In this report would have materially reduced the number of streams 

that could be Included in the compilation. It Is fully realized that in 

any detailed study of floods there may be need to go back of the records 

in this report to the published records of dally flow In the water-supply 

114
RECORDS OP FLOODS ON SELECTED RIVERS 115

papers of the Geological Survey or other publications or even to the 

original sources (graphs, cards, or notebook records) of such published 

data.

As a result of a comprehensive review of the applications of 

different methods of analyzing and interpreting flood records, described 

elsewhere in this report, it was decided that the daily (average) flood 

peaks above some selected base afforded the most practicable and useful 

basis of recording flood data. It was also decided to show all annual 

(maximum) floods for the period of record based on both the calendar year 

and the record year (October to September), even though a few might be 

below the adopted base, in order to permit study of annual floods where 

desired. Momentary flood peaks are also shown so far as they are available. As readily identified by the descriptive notes, the nearest available approximation to the flood peak may correspond to the highest of several daily gage readings or to the higher of two daily readings.

In the selection of records to be compiled the chief criteria 

have been (a) the length of time covered by the records, (b) representative geographic distribution of the records, and (c), so far as practicable, comparative freedom of the records from major effects of storage 

and release and of diversion within the drainage basin or to and from adjacent basins.

In general, floods have been listed only for measurement stations 

with records of 20 years or longer which were reasonably continuous - that 

is, which did not contain numerous segments of short records considerably 

scattered as to time. The paucity of flood records in certain regions has 

led to the listing of some records shorter than 20 years. In regions 

where available records were more plentiful the records that were believed 

to furnish the most useful information were selected. The location of the 

gaging stations covered by the published records is shown on plate 3. 

On plate 1, facing page 26, are shown the locations of nearly 3,000 

active stream-gaging stations listed by the United States Geological 

Survey as of September 1933.

As explained on page 21, flood occurrences resulting primarily 

from either ice or log jams, failures of storage dams, or the action of 

tidal waves and gales along the coast are not included.
116 FLOODS IN THE UNITED STATES

It is becoming rare to find a stream whose flow has not been 

more or less affected by regulation by storage or retarding basins, or by 

diversions. Numerous records have been eliminated from inclusion in the 

present report because the effect of such factors has so greatly modified 

the stream flow that any consideration of flood characteristics would involve an appraisal of many other data relative to diversion and storage. 

An effort has been made .in the descriptions accompanying the listings for 

the gaging stations to show sufficient information regarding the influence 

of these factors during the period of the record to guard the investigator 

against uses to which the data are unsuited. The main source of flood 

records has been the water-supply papers of the Geological Survey, but 

valuable records have been obtained from numerous other sources, particularly in the records of historic floods generally antedating systematic 

stream gaging. The sources of data are cited for each station.

The descriptive matter also contains much other essential information concerning the records shown in the tables, such as location of 

stations, drainage areas, records available, and methods of observation. 

In general, the listed da1?a include the daily flood peaks, with both 

stages and discharges, and, where available, the momentary flood peaks.

The base discharge or the lower limit of selection of discharges 

was ordinarily the minimum annual flood. Many exceptions have been made 

to this general rule, however, because on some streams the minimum annual 

flood is so low as to have little significance, and its use as a base 

would burden the record with a mass of data that would be comparatively 

useless. However, all the annual floods have been recorded, even though 

some of them were below the chosen base discharge.

The primary objective in the selection of daily flood peaks was 

to obtain an adequate number of such data to show the flood characteristics of the given stream. Generally, it was required that for a daily 

flood maximum to qualify as a flood peak, it should be at least 10 percent higher than the preceding and following lower discharges - in other 

words, a peak at least 10 percent higher than the adjacent troughs. Where 

only gage-height records were available, the criterion for a flood peak 

was a difference between peak and troughs of a certain amount on the 

gage - for example, 1.0 foot, determined for each station with a view to 

approaching as nearly as practicable the discharge criterion just stated.
RECORDS OP FLOODS OK SELECTED RIVERS 117

Relatively smaller humps on the hydrographs of either daily discharge or 

daily gage heights were disregarded. It is obvious that other methods of 

selecting flood data for the tabulations In this paper would have given 

somewhat different arrays and results from analysis; but it does not seem 

probable that they would be more applicable or significant for general 

use. It was found that on some streams, through peculiarity of flow 

characteristics, strict compliance with these rules introduced so many 

flood events as to be considerably out of proportion with the normal data 

of other streams and as probably to include data of relatively little 

significance. The length of the record was also a factor to be considered 

in determining the number of items that should be included in the tabulation. The recourse has been to eliminate the lesser flows by adopting a 

higher base flow. Generally the list for each gaging station includes 

an average of three to five items a year (not including momentary peaks) 

for the period or periods where daily records were available. It is quite 

evident, however, that fragmentary and early historical data relating to 

maximum periodic or notably destructive floods cannot be listed in this 

way, as there is ordinarily only one outstanding flood occurrence noted 

in such records for each group of years, often a decade or longer period. 

Usually 100 to 200 items have been included for each station.

For most records both gage readings and the corresponding discharges are listed, but for some entire records as above Indicated and 

parts of other records gage readings are missing. There are various reasons for these omissions. For example, gage readings do not appear where 

there have beon several locations of the gage with no related datums, 

where gages were destroyed by floods and discharges were estimated from 

run-off on adjacent areas, where discharges were determined by graphic or 

mechanical integration of the gage height graph with no mean gage height 

designated for the record day, where there was no stage-discharge relation, 

as at powerhouses or diversion canals, or where discharges were the sum of 

the flows over dams, through turbine wheels and venturi meters, or as determined by other devices.

At some important gaging stations, as on the Mississippi, 

Missouri, and Ohio Rivers, where records of stages of flood rises have 

been made but reliable long-time determinations of flow are not available, 

appropriate notes have been inserted as to the Impermanence of the stage-
118 FLOODS IN THE UNITED STATES

discharge relation due to river-channel regulation or stabilization, the 

Irregularity of water-surface slope, and other pertinent conditions. 

Under such conditions the criterion by which a separate flood was defined 

was made to correspond as nearly as- practicable to the criterion indicated 

above for stations where the discharges were known.

The information here given has been compiled from reliable 

sources, and in connection with the data originating in the Geological 

Survey station descriptions and tables have been checked in the district 

offices of the Survey to assure the best possible accuracy. Some former 

determinations of rates of flood flow have been revised to conform to 

latest information. Appropriate note is made where the rate of flow given 

here differs from the record previously published.

Those familiar with methods of determining stream flow understand that these methods depend fundamentally upon the rating of the 

stage-discharge relation by actual measurements of flow. The practical 

difficulties involved in making an adequate number of measurements for 

close definition of the rating in the highest ranges of stage result often 

in materially less accuracy in estimates of flood flows than in the estimates of ordinary flows. Although the accuracy of the determinations is 

the best that can be practicably attained and very satisfactory for many 

purposes, the user of the data should have their limitations in mind, so 

that the records may not be applied 111-advisedly nor carried into refinements of calculation beyond the significance of the basic information.

The flood data compiled in this paper necessarily present a compromise between satisfaction of needs for complete information and limitations of time and space. It is hoped that the data may suffice for many 

needs and may serve as helpful guides or clues to deeper research by the 

investigator in the more complete sources of the data and elsewhere. For 

instance, the data listed herein may serve to identify the outstanding 

storm and flood occurrences for a given region and thus directly point the 

way to more detailed information in original records dealing with that 

region.

The records are presented in accordance with the regular arrangement adopted by the Geological Survey in its water-supply papers. 

The main drainage-basin subdivisions are as listed below. Plate 3 shows 

these areal subdivisions and also the locations of the 207 gaging stations where the following flood data were observed.
RECORDS OF FLOODS OH SELECTED RIVERS 119

Part 1. North Atlantic slope basins (St. John River to York River).

2. South Atlantic slope and eastern Gulf of Mexico basins 

(James River to Mississippi River).

3. Ohio River Basin.

4. St. Lawrence River Basin.

5. Hudson Bay and upper Mississippi River Basins.

6. Missouri River Basin.

7. Lower Mississippi River Basin.

8. Western Gulf of Mexico basins.

9. Colorado River Basin.

10. The Great Basin.

11. Pacific slope basins in California.

12. North Pacific slope basins, in three parts:

A, Pacific slope basins in Washington and upper 

Columbia River Basin.

B, Snake River Basin.

C, Pacific slope basins in Oregon and lower 

Columbia River Basin.

Under these subdivisions, stations on the main stem of a stream 

are treated first in downstream order and then stations on tributaries in 

similar order, beginning with the uppermost. The table of contents presents the stations In the order in which they appear herein; the Index 

shows the stations alphabetically according to stream names and place 

names.

Studies of floods more often than not may involve streams not 

listed herein and require a general analysis of all available records of 

the particular streams considered or of neighboring streams. However, as 

discussed on page 18 of this report, it should not be inferred that 

neighboring drainage areas necessarily have similar flood characteristics. 

Communication with the district office of the Geological Survey having 

charge of stream gaging in the drainage basins under study will elicit 

latest Information as to all available and pertinent records. The Geological Survey has compiled and has made available for distribution, for 

the several drainage subdivisions, indexes of river-measurement stations 

up to September 30, 1933, for which records had been published or were in 

course of publication at that time. Locations of these stations are 

shown on plate 1, facing page 26.
GEOLOGICAL SURVEY

WATER-SUPPLY PAPER 778 PLATE 1

'//l/.y. -x <% £ x< /^ / /£r%/. '/,// < >/ '/s,////, "x^y //// 4.

'%^%''f%& '/'/'. "//,///(, //^

 &W'//.

T^/^^//^^^^/^ 

«b 

KX ^WMt^A ^/^//////9^^//>//////////^'

z&'t t;/"'/jrW'/'/faf "/'%$''

It^/"//^^^ / ', s *?&////////I .SK/ '. ''/. // '////, //'/J/ /

'W» ' s * / s s *

 Z'/'W,

>7 's s ' ''/''. 

/#"/////£// ';/'/,, ' "/ 

''/'" ""/'/,

'//"//*,

* m^-

&W& / '. / /fj^t**

** "^^^ j /

 t&'j.t.

s 'x ' ' '

'/",&?, tmt-

 fM*#:

^//»^

»/ s f ' y

J///x//^ l" X /. x / '. f.

EXPLANATION

Outcrop of San Pedro and

(Isolated patches confuting of gravel, conglomerate.

sand, and caliche are jrreient on high terrace*

viestofthe Bordas escarpment but are not

Outcrop of fossiliferous stratum w//

(£iut of Bordas escarpment, reddish sands, caliche, 

and conglomerate with minor amounts of clay. 

In places sands and conglomerates indurated to 

tptartzite. Yields variable quantities of water of 

variable quality at shallow depths in southeastern part of county)

Siliceous dike

(In norttetut port of map) 

u

D

Fault

(U, upthrow; D, downthrow)

xX/V /x> ^^ ^

(Predominantly pvroclastic rocks tvffaceous sandstone and conglomerate, whitish tuff, grayish and 

 pinkish sMdified tuff, purplish and greenish bentonitic clay. Minor amounts of nonvolcanic 

sandstone and clay. In outcrop areas yields very 

little water, generally highly mineralized. Down 

the dip in southeastern parts of the county yields 

considerable quantities of water, some of which is 

suitable for domestic use and irrigation, to wells 

150 to too feet deep)

/^^

>^//<{.

\G-reenitth and grayish clan and sandy clay. Not

known to yield water in Webb County) <W%*1

Land irrigated from wells

(Grayish, green, and buff clay, gray to buff 

clay, buff to light-grayish sandstone, liahi Contour lines showing 

approximate depth 

to Carrizo sand

white *v,un~ .ashy -'v w.i^c.fcvy^j, sandstone, uybu and uirnb-irruy light-gray w to'viK'n

eanw oj*. Ashy beds contain plant fossils.

Common ranch or farm well

Gray to yeUovnsh and chocolate-brown clay, sandy Well with pumping plant clay, thin beds of sandstone, secondary gypsum. for irrigation

of salty water, some of which can be used for

W#%&><W!i 

tyjms%&£&t%&

9 175-176

Flowing well equipped with Cook Mountain formation pumping plant for irriga- 

(Sanattane, glauconitic sandstone, glaitconitif marl tion or industrial use

and clay, minor beds of limestone.

upper half dominantly clay. Sandstones in lower

part of formation are an important source of

able quantities of water of variable ouality)

Mount Selman formation

(Dominantly clay with minor beds of sandstone

Coal beds common, Santo Tomas cannel coal;

Mount Selman formation

(Dark-brown to buff and gray gypsiferous clay, thin- o if Engineei"s,U.5.Army ngneers,U. 

bedded to massive varicolored sandstone, concre- tactical maps

tionary limestone, lignite, and Son Pedro cannel

coat. Sparingly fossiliferous. Sandstone members supply moderate quantities of water t 

generally too salty for arty use except stock) ^yy>^^x/v>i.^H

yx^xx/xxxyyvJ

-vyyx^xxxx/^i.

Fansler's ownership map -Vvyyxx/.^-vx/.i

%A/_l-l_ Webb /*- ---L -» ^ r

County, Texas

(Gray to buff to brown medium to coarse sandstons

with minor lenses of claiu and shale. Generally

yields large Quantities of good water)

(Thin sandstone, laminated carbonaceous clay and 

shale, and lignite. Yields small quantities of 

highly mineralized water suitable for stock)

/ s / s ' ' ~\ ' I *, 

<>&<'',&"/*''

/"/////*, ''I'''*'/

^4^rrr

/',//'"'

AREAL GEOLOGIC AND HYDROLOGIC
120 FLOODS IN THE UNITED STATES

Table 3.- Flood Records 

Part 1. North Atlantic slope basins

Penobscot River at West Enfield, Maine

Location.- At highway bridge 1,000 feet below mouth of Piscataquis River and 1 mile

southwest of West Ehfield, Penobscot County. 

Drainage area.- 6,600 square miles.

Records available.- November 1901 to September 1933. 

Sources of data.- Gage-height record and results of many discharge measurements furnished by Thomas W. Clark, hydraulic engineer, Old Town, subsequent to 1912; all other

records from U. S. Geological Survey. 

Gages.- Nonrecording gage read to tenths twice daily except during ice periods, when it

was read three times a week prior to Dec. 11, 1912; recording gage thereafter. 

Stage-discharge relation.- Affected by ice and occasionally by logging operations. Control practically permanent. 

Storage and regulation.- Flow regulated for log driving, power and recently for flood

control at lakes having a combined storage capacity of about 1,800,000 acre-feet

and combined drainage area of 1,900 square miles.

Flood stages and discharges 

(Base discharge 34,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

1901 Dec.

1902 Mar. 

Apr. 

May 

June

1903 Mar.

Apr.

1904 Apr. 

May

1905 Apr.

1906 Apr. 

May

1907 May 

Nov. 

Dec.

1908 May

June

1909 Apr. 

May

Sept.

1910 Apr.

1911 May

1912 Apr.

June 

Oct. 

Nov.

1913 Mar. 

Apr.

1914 Apr. 

May

1915 Apr. 

May

1916 Apr.

Dec.

1917 Apr.

May 

June

Nov.

1918 Apr. 

May

Nov.

1919 Mar.

* Estimated 

t Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

17

31

14

2

10

12

25

10

12

1

13

21

12

18

4

11

2

8

12

2

13

2

17

12

17

30

8

20

2

11

24

2

27

9

26

20

30

22

10

13

2

19

19

2

9

:4

16

13

19

19

1

25

2

2

21

25

30

14.5

15.00

10.70

10.65

12.20

17.55

13.50

12.05

11.20

12.30

11.80

12.00

9.S

12.15

12.5

13.4

17.1

11.2

10.6

14.4

19.2

10.95

15.2

12.4

ia.35

16.6

10.6

10.3

10.9

10.25

11.05

13.55

12.55

14.65

13.30

11.25

12.05

13.00

14.80

10.2

12.75

10.30

10. '0

10.10

13.15

13.15

10.15

13.10

17.50

17.7

10.10

10.60

10.85

11.2

11.15

10.75

11.45

69,700

73,400

40,200

39,900

51,400

93,400

61,600

50,800

43,800

52,200

48,200

49,800

34,100

50,900

53,600

60,800

91,400

43,800

39,600

68,900

51,300

42,000

62,000

48,600

48,300

76,300

37,400

38,600

39,200

35,400

59,200

56,000

49,500

63,200

52,400

41,400

46,400

54,500

67,300

35,400

52,700

36,100

P 36,700

34,700

* 41,400

55,600

35,100

55,200

86,400

P 87,900

34,100

37,100

38,600

P 40,700

40,400

* 37 , 700

42,200

1920

1921

1922

1923

1924

1925

1926

1927

1928

1929

1930

1931

1932

1933

Date

Apr.

May

Apr.

May

Oct.

Mar.

Apr.

Apr.

June

May

May

Apr.

Nov.

May

Nov.

Apr.

Oct.

Nov.

Dec.

Apr.

May

Apr.

May

Mar.

Apr.

Apr.

June

Apr.

Sept.

Apr.

May

14

26

27

4

24

28

9

15

15

30

10

Z

29

29

2

26

13

23

23

30

1

1

3

3

4-5

17

5

5

20

20

25

21

6

6

30

10

8

28

IS

30

4

4

14

9

9

4

12

10

10

13

13

18

9-11

19

19

27

4

height

(feet)

31.25

11.91

11.65

11.70

10.25

10.95

15.45

15.60

15.75

13.65

13.50

11. 3P

19.65

12.95

11.9

3.0.55

12.35

13.95

'I 4 . ijs

11. 3h

^4.95

25. IS

12.8

33.20

10.0

12.1

15.0

15.15

10.6

11. ?6

10.9

11.37

13.88

14.2

10.23

12.32

11.00

13. C3

12.03

13.05

14. 04

15.^8

12.14

12.43

12.68

10.35

10.73

11.40

11.78

14.90

15.40

14.54

11.25

13.45

13.56

11.35

10.48

Discharge

(second-fee

P

P

P

P

P

P

t

P

p

P

P

*

P

P

P

P

41,000

45,000

43,400

43,700

35,000

39,200

48 , 600

71,100

72,300

57,000

55,900

41,600

50,000

51,400

44.900

37,400

47,800

59,000

60,400

41,600

152,000

153,000

51,000

53,800

33,500

46,100

66,400

67,500

37,100

41,800

38,900

41,900

58,700

60,800

34,700

47,500

39,500

52 , 400

45,500

53,100

65,000

68,700

34,900

48,200

50,300

35,900

37,700

41,900

44,300

65,700

69,500

62,900

40,700

55,200

56,600

40,700

36,500
FLOOD RECORDS - NORTH ATLANTIC SLOPE BASINS

East Branch of Penobscot River at Grindstone, Maine

Location.- Prior to June 30, 1929, at Bangor & Aroostook Railroad bridge half a mile 

south of Grindstone, Penobscot County, and 9§ miles above confluence with West 

Branch of Penobscot River; thereafter 500 feet downstream.

Drainage area.- 1,070 square miles; includes about 240 square miles of Chamberlain Lake 

drainage area through Telos Canal.

Records available.- October 1902 to September 1933.

Source of data.- U. S. Geological Survey.

gages.- Nonreoording gage read as follows: Prior to Oct. 1, 1917, to tenths twice daily, 

three readings a week in ice periods; Oct. 1, 1917, to Feb. 3, 1919, to half-tenths 

once daily, three readings a week in ice periods; Feb. 4, 1919, to Sept. 30, 1920, 

to hundredths once daily, three readings a week in ice periods; Oct. 1, 1920, to 

June 30, 1929, to hundredths twice daily, one reading daily during ice periods; 

thereafter recording gage. All gages set to same datum.

Stage-discharge relation.- Affected by ice and occasionally by log jams. Control practically permanent.

Regulation.- Plow regulated for log driving at lakes having a combined storage capacity 

of 211,000 acre-feet. Gates generally left open after log driving season.

Flood stages and discharges 

(Base discharge 6,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

he ight Di scharge 

(feet) (second-feet)

1903 Mar.

Apr.

May

1904 May

1906 Apr.

1906 Apr,

May

June

1907 May

July

Nov.

Dec.

1908 Apr.

May

June

1909 Apr.

May

June

Sept.

1910 Apr.

June

1911 May

1912 Apr.

25-26

10-11

18

2

13

17

21

29

7

21-23

8

22

25

8

2

1

9

12

29

2

10

28

1

16

22

11

24

19

29

7

24-26

4

3

24

May 31 -June 1

Oct.

Nov.

1913 Apr.

June

Oct.

1914 Apr.

May

1915 Apr.

May

1916 Apr.

July

1917 Apr.

May

June

Oct.

1918 Apr.

May

26

9

3

25

1

21

20

30

10

14

5

5

19

5

5

8

24

15-16

13

19

19

31

24

2

10.00

8.40

8.4

10.8

9.5

8.7

9.0

8.9

8.95

8.7

10.4

9.3

8.9

8.7

12.15

9.00

9.45

9.4

10.05

11.05

9.35

8.45

9.75

10.5

10.4

11.4

8.4

9.1

13.4

9.25

8.80

9.30

9.82

10.75

10.05

11,45

10.55

10.40

9.38

9.30

9.10

9.15

9.70

11.85

8.65

9.95

10.0 P

8.55

8.6

8.7 P

9.7

10.0

8.6

9.2

12.5 *

12.6 P*

9.2

8.8

9.1

10,800

6,110

6,110

13,200

9,280

6,910

7,780

7,480

7,630

6,910

12,000

8,680

7,480

6,910

17,400

7,780

9,130

8,980

10,900

14,000

8,830

6,240

10,000

12,300

12,000

15,100

6,110

8,080

21,400

8,170

7,120

8,290

9,550

11,900

10,100

13,800

11,400

11,000

8,530

8,290

7,810

6,890

9,250

14,900

6,780

9,880

10,000

6,540

6,660

6,890

7,350

10,000

6,660

8,050

16,700

17,000

8,400

7,210

8,100

July

1919 Mar.

Apr.

May

1920 Mar.

Apr.

Apr.

May

Oet.

1921 Mar.

Apr.

1922 Apr.

June

1923 Apr.

May

1924 May

1925 Apr.

Nov.

1926 May

Nov.

1927 Apr.

Ma3

June

Nov.

Dec.

1928 Apr.

May

1929 Apr.

May

1930 Apr.

9

9

13

16

31

14

26

3

14

19

27

28

8

15

30-May 1

10

10

2

29

1

10

17

26

12-13

19

23

23

30

30

30

10

2

14

16

3

3

17

4-5

4

20

24

24

29-30

6

5

5

19

9

10

16

7

27

\8-19

30

4

4

9

14-15

21

10.6

10.7 P

9.4

9.5

8.9

9.5

9.9

9.4

8.9

9.1

8.6

10.5

9.4

10.9

11.08 P

9.7

10.6

9.2

8.4

8.7

9.0

8.5

9.1

11.1

11.2 P

8.6

16.2

16.5 P

9.2

11.2

9.2

9.4

8.4

8.45 P

10.4

11.0

11.16 P

8.7

9.9

10.0 P

8.6

8. 4

12.47

13.29 P

8.69

9.06

10.24

9.42

9.56

9.57

8.81

10.13

11.29

11.40 P

8.67

8.61

8.31

12,600

12,900

9,000

9,300

7,500

9,300

10,500

9,000

6,300

7,500

8,100

6,930

6,650

12,300

9,000

13,500

14,000

9,900

12,600

8,400

6,110

6,950

7,800

6,380

8,100

14,100

14,400

e,650

33,700

35,100

7,990

13,900

7,990

8,520

6,020

6,140

11,400

13,200

13,700

6,730

9,910

10,200

6,490

6,020

18,300

21,300

6,730

7,730

10,800

8,520

9,060

9,060

6,970

10,500

14,200

14,500

7,GlO

7,tJO

6,730

* Estimated
122 FLOODS IN THE UNITED STATES

1930 May

1931 Apr. 

June

1932 Apr.

Flood stages and discharges of 

East Branch of Penobscot River at Grindstone, Maine-Continued

Gage

height Discharge 

(fe«st) (second-feet)

height Discharge 

(feet) (second-feet)

4

4

28

12

10

10

13

9.20

9.33

8.58

8.58

8.59

8.77

10.62

9,360

9,670

7,550

7,550

7,550

8,130

13,900

Apr.

May

Sept.

1933 Apr. 

May

23

3

17

18

18

19

4

9.31

8.50

11.37

11.44

10.31

9.35

9,670

7,270

16,600

12,300

16,600

12,900

9,980

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Mattawamkeag River at Mattawamkeag, Maine

Location.- Prior to Feb. 21, 1929, at Maine Central Railroad bridge at Mattawamkeag, 

Penobscot County, half a mile above mouth of river; thereafter at Gordon Falls, 

3 miles upstream from Mattawamkeag and first location.

Drainage area.- 1,500 square miles.

Records available.- August 1902 to September 1933.

Source of data.- U. S. Geological Survey.

Gages.- Nonrecordlng gage read to tenth3 twice daily prior to Oct. 1, 1919; to

quarter tenths twice daily Oct. 1, 1919, to Feb. 21, 1929; recording gage thereafter. Prior to Feb. 21, 1929, gage read once daily when river was frozen over.

Stage-discharge relation.- Affected by ice and occasionally by backwater from log Jams 

and from a fish weir during years 1925-28. Ice has been the only disturbing 

factor subsequent to change of location in 1929. Control practically permanent.

Regulation.- Plow is regulated for logging purposes at three lakes with combined

storage capacity of 89,000 aore-feet. After log running is completed, sluioes 

are usually left open for remainder of season.

Remarks.- Flood of May 1, 1923, which is among the highest known, was due to a heavy

rain falling on snow, the melting of which is supposed to have supplied half 

the run-off.

Flood stages and discharges 

(Base discharge 10,000 second-feet)

Date

1903 Mar.

Apr.

1904 Apr.

May

1905 Apr.

1906 Jan.

Apr.

May

1907 May

1908 Apr.

May

1909 Apr.

May

Sept.

1910 Apr.

1911 Apr.

May

1912 Apr.

June

Nov.

1913 Mar,

Apr.

Oct.

1914 May

1915 Apr.

May

1916 Apr.

1917 Apr.

May

13

25-26

11

14

3

15

2

9-10

25

25

6-8

2

9

2

20-21

7

13-16

30

10

25

20

2

22

3-4

10

28

29

29

10-11

17

6-7

6

6

9

25

13

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

12.9

11.25

10.1

10.05

11.1

11.7

11.4

10.0

11.6

10.8

11.1

13.9

9.2

11.55

12.80

9.60

10.20

10.15

9.2

9.35

9.15

9.55

9.8

12.15

10.75

12.1

12.6

9.4

12.55

9.15

11.2

9.05

9.1

10.0

11.S

9.1

21,300

16,300

12,800

12,700

15,900

17,700

16,800

12,500

17,400

14,900

15,900

24,400

10,300

17,200

21,100

11,400

13,100

13,000

10,300

10,700

10,100

11,200

18,200

19,500

15,000

19,300

21,000

11,000

20,800

10,400

16,400

10,100

10,200

12,700

17,700

10,200

June

1918 Apr. 

May 

Nov,

1919 Apr.

May

1920 Apr.

May

1921 Apr.

1922 Apr. 

June

1923 Apr. 

May

1924 May

1925 Apr.

Nov.

1926 May

1927 Apr. 

Nov.

1928 Apr. 

May

1929 Apr. 

May

1930 Apr.

1931 Apr.

1932 Apr.

20

26

3

22-23

1-2

15-18

26

3-4

28

18

18

12

2

2

14-15 

24 

24

18

1

1

2-3

4-5

5

19

5-6

6 

25

6 

15

3 

21-22

5 

11

7

14

15

13.3

9.9

9.2

9.9

10.1

9.9

9.6

9.4

9.3

13.9

14.0 P

10.5

10.8

10.85 P

10.2

11.4

11.5 P

9.8

19.2

19.55 P

10.5

9.2

9.25 P

9.3

13.1

13.15 P

10.4

11.20

10.50

9.62

8.85

9.75

8.86

8.54

8.99

*

23,300

12,400

10,500

11,600

13,000

12,400

11,600

11,000

10,800

25,300

25,600

14,200

15,100

15,300

13,300

17,000

17,400

10,000

4g,800

43,900

14,200

10,500

10,600

10,800

23,900

24,100

14,100

16,900

14,400

11,600

13,400

16,100

13,600

12,600

13,900

21,600

* Estimated
FLOOD RECORDS - NORTH ATLANTIC SLOPE BASINS 1 

Flood atagea and discharges of Mattawamkeag River at Mattawamkeag, Maine Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1932 Apr. 

May

1933 Apr.

15

5

13

11.7 P 

7.74 

9.17

21,700

10,500

14,400

Apr. 20

20 10.3

* 17,500 

P 17,600

* Estimated

Note.- All discharge quantities are average daily flows except-as designated by "P" 

(momentary peak).

Piacataquia River near Foxcroft, Maine

Location.- At Lowa Bridge, three quarters of a mile above mouth of Black Stream and 4^-

milea above Foxcroft, Piacataquia County. 

Drainage area.- 286 aquare miles.

Records available.- Auguat 1902 to September 1933. 

Source of data.- U. S. Geological Survey. 

Gages.- Nonre'cording gage read twice daily prior to July 1, 1920; to half tenths July 1,

1920, to Sept. 30, 1923; to quarter tenths Oct. 1, 1923, to Sept. 30, 1926; to

hundredtha Oct. 1, 1926, to July 20, 1930; recording gage thereafter. 

Stage-discharge relation.- Affected by ice and occasionally by backwater owing to log

Jama.Control practically permanent.

Regulation.- Low water flow regulated by power plants upstream. 

Historical data.- Floods of 1909, 1917, and 1923 are regarded as having been as high as

any known.

Flood atagea and discharges 

(Base discharge 4,000 second-feet)

1902 Oct.

1903 Mar.

June

1904 Apr.

May

1905 Apr.

1906 Apr.

May

1907 Apr.

May

Oct.

Nov.

Dec.

1908 Apr.

May

1909 Apr.

May

Sept.

1910 Apr.

1911 Apr.

1912 Apr.

May

Oct.

Nov.

1913 Mar.

Apr.

Oct.

Nov.

1914 Apr.

May

*

t

29

12

18

21

24

14

11

1

12

17

1

7

17

2

10

25

1

30

7

11

29

1

9

15

20

13

29

29

2

16

29

19

23

31

26

8

22

26

1

21

21

10

21

21

29

6

Estimated

Below baas

6.25

10.9

6.1

6.75

7.25

6.95

10.2

7.0

8.2

6.6

8.3

8.2

10.0

6.2

8.1

8.4

9.4

6.2

9.3

9.1

8.6

8.6

6.05

9.65

7.15

6.4

12.75

14.3

6.25

7.6

6.45

6.6

9.1

6.8

8.05

7.6

8.2

8.15

8.7

a. 25

8.7

6.15

8. 45

8.7

6.8

7.05

Gage

height Diacharge 

(feet) (aecond-feet)

4,340

13,800

4,150

5,460

6,230

5,840

12,400

5,840

8,210

5,080

8,410

8,210

12,000

4,340

8,010

8,610

10,700

4,340

10,500

10,100

9,040

9,040

4,060

11,200

6,130

4,700

18,100

21,700

4,430

7,010

4,800

5,080

10,100

5,460

7,910

7,010

8,220

8,120

9,240

8,320

9,240

4,240

8,730

9,240

5,460

5,940

Gage

height Discharge 

(feet) (second-feet)

May

1915 Feb.

Apr. 

May

1916 Apr.

May

Dec.

1917 Mar. 

Apr.

July 

Oct.

1918 May

1919 Mar.

1920 Apr.

May 

Oct. 

Dec.

1921 Mar.

1922 Apr. 

June

1923 Apr.

1924 May

1925 Apr. 

Nov.

10

10

26

26

13

1

2

19

24

18

18

1

29

7

23

12

18

18

31

31

31

2

29

29

7

14

14

29

9

1

15

15

26

12

19

22

30

30

22

29

30

2

2

1

14

16

8.35

8.7

8.0

8.8

7.65

7.85

7.10

6.70

6.05

7.90

8.0

7.5

8.5

9.6

7.4

7.6

12.5

13.5

8.0

7.4

7.3

6.8

6.9

7.0

9.8

9.4

9.7

6.0

7.6

7.3

7.4

9.0

7.1

8.0

6.8

6.9

8.3

9.5

7.4

17.5

16.1

8.9

10.0

6.4

6.8

7.6

8,530

P 9,240

7,810

P 9,500

7,110

7,510

6,040

5,270

4,060

7,610

P 7,810

6,820

* 7,210

* 9,040

6,620

7,010

17,500

P 19,800

7,810

4,830

P 5,310

4,110

4,230

P 4,350

* 5,600

7,430

P 7,600

4,230

5,070

4,710

4,830

P 6,750

4,470

5,550

4,110

4,230

5,910

P 7,350

4,830

P 21,200

18,600

6,870

P 8,300

t 3,720

4,200

5,200
124 FLOODS IN THE UNITED STATES

Flood stages and discharges of Piscataquis River near Foxcroft, Maine Continued

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1925 Nov.

1926 May 

Nov.

1927 May 

Oct.

Nov. 

Dec.

1928 Apr. 

May

1929 Apr.

16

4

20

20

28

20

20

5

9

8

25

18

29-30

9.30

8.2

8.2

9.0

6.8

10.50

11.20

7.7

6.80

8.81

9.35

7.35

7.58

7,390

5,960

5,960

7,000

4,200

8,950

9,860

5,320

4,200

6,740

7,520

4,950

5,200

May

1930 Apr.

1931 June

1932 Apr. 

Sept.

Nov.

1933 Apr.

9-10 

10 

13

17

20

19

19

10.7

9.2

8.85

9.40

7.98

8.93

9.16

7.56

8.15

9,210

7,260

6,740

7,520

5,570

6,870

7,260

8,850

12,900

5,160

5,200

5,960

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Kennebec River at The Forks, Maine

Location.- Prior to Oct. 18, 1919, at highway bridge at The Forks, Somerset County, half 

a mile above mouth of Dead River; thereafter half a mile upstream.

Drainage area.- 1,570 square miles.

Records available.- September 1901 to September 1933.

Source of data.-~U. S. Geological Survey.

Gages.- Nonrecording gage read to half-tenths generally twice daily prior to June 21, 

1912; recording gage for use in open water season thereafter. Prior to June 21, 

1912, nonrecording gage read once a week when river was frozen over; thereafter 

read daily throughout ice periods. Recording gage on left bank and nonrecording 

gage at center of bridge span at first location set to read same at low water but 

at high water recording gage read lower owing to influence of bend in river.

Stage-discharge relation.- Affected by ice and by backwater from Dead River and by logging operations at Indian Pond. Control practically permanent.

Storage and regulation.- Flow regulated throughout record by storage in Moosehead Lake 

(capacity, 542,000 acre-feet) and subsequent to 1927 in Brassua Lake (capacity, 

206,000 acre-feet). Controlled area of Moosehead Lake, 1,240 square miles. Large 

diurnal fluctuation usually during May, June, and July due to log sluicing operations at Indian Pond. Regulation recently for flood control.

Remarks.- Discharge record for 1905-10 revised in 1920 but not published previous to 

'this report.

Flood stages and discharges 

(Base discharge 8,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1901 Dec.

1902 Apr.

May

July

Aug.

1903 Apr.

1904 May 

June

1905 June

1906 May

June 

1907 May

15

1

22 

3-4

9

14

26-27 

6

15

19-20 

25

2

13

3

6

18

19

25

3

7

14

20

26

18

22

24

7

2

14

19

t Below base

9.0

8.6

6.25

8.2

6.7

7.1

6.5

7.S

7.3

5.9

6.1

6.15

5.8

5.65

7.05

7.05

5.65

5.6

6.25

6.4

6.9

7.5

6.9

6.7

6.75

6.2

6.05

7.0

7.1

19,900

18,300

10,100

16,800

11,500

12,900

10,900

15,300

13,600

9,020

9,630

9,780

8,720

8,280

12,700

12,700

8,220

8,100

8,330

8,930

3,240

8,860

8,330

9,980

9,520

9,640

8,410

8,080

10,200

10,400

May

Nov.

1908 May

June

1909 May

1910 Apr.

May

1911 June

1912 May

May

1913 Apr.

1914 May

1915 May

1916 May

1917 June

21

30

9

2

6

8

10

18

21

4

11

18

23

27

28

2

11

3

2

13

26

31 -June 1

17

22

27-28

12

12

20

20

12

7.3

6.2

8.5

6.2

8.3

8.25

8.25

6.65

6.7

7.2

8.65

8.1

7.0

6.45

6.5

8.70

6.40

6.80

8.30

9.75

7.2

10,900

8,410

13,900

8,410

13,400

13,100

13,100

9,300

9,520

10,700

14,100

12,900

10,200

8,850

9,070

8,040

9,810

t 6,830

14,400

8,850

9,750

13,400

8,960

9,150

12,400

17,000

t 5,080

8,080

P 10,700

14,700
FLOOD RECORDS - NORTH ATLANTIC SLOPE BASIUS 125

Flood stages and discharges of Kennebec River at The Porks, Maine Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1917 June

July 

Aug.

1918 May 

Nov.

1919 Apr. 

May

1920 May

1921 Apr.

1922 June

1923 Apr.

May

1924 May

18

19

30

31

U

22

21

22

26

4-5

g

19

19

27

12

13

20

18

18

22

22

26

30

30

30

12

14

10.1

8.0

8.0

8.50

8.4

6.2

6.36

7.4

7.75

6.9

7.0

9.7

10.05

6.80

5.5

23,700 1925 July 1

18,000 1

9,400 Nov. 17

11,000 17

9,800 Dec. 7

5,000 1926 June 16

15,000 1927 May 29

15,400 30

14,600 Nov. 19

11,500 Dec. 9

9,300 1928 May 6

11,400 10

15,400 28

8,600 June 5-6

16,000 9

15,300 1929 May 6

8,980 6

8,600 June 2

9,440 1930 May 30

12,600 31

13,700 Dec. 13

11,000 13

11,300 1931 Jan. 14

19,900 1932 May 5

21,100 1933 May 14

10,700 14

7,010 29

7.09

8.2

8.30

6.4

7.10

6.9

6.03

6.46

6.36

6.24

8.57

6.44

6.77

9.06

9.44

6.1

6.06

6.08

6.19

4.63

5.03

6.59

6.60

6.37

P

P

P

P

P

P

t

P

9,200

11,600

15,100

15,500

9,560

8,900

11,600

11,000

8,400

9,850

9,560

8,980

16,400

9,560

10,700

18,200

19,100

8,210

8,690

8,690

8,690

8,980

4,250

5,810

10,100

10,100

9,560

t Below Base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Kennebec River at Waterville, Maine

Location.- At dam and mill of Hollingsworth & Whitney Co., at Waterville, Kennebec

County, 2 miles above Sebasticook River and 3^ miles above Messalonskee Stream.

Drainage area.- 4,270 square miles.

Records available.- March 1892 to September 1933.

Source of data.- Records furnished by Hollingsworth & Wnitney Co.

Pages.- Nonrecording gage In pond above dam and in tailrace of mill, both read once 

daily prior to about 1918; recording gage used in pond thereafter.

Stage-discharge relation.- Discharge computed from flow over dam and through logway, 

waste gates, and wheels of mill.

Storage and regulation.- Regulation at numerous power-plant dams and storage In lakes 

above station, Moosehead and Brassua Lakes alone having a combined capacity of 

748,000 acre-feet. Flow regulated in interest of power users and recently for 

flood control.

Historical data.- Flood of Dec. 16, 1901, was greatest in period of at least 100 years 

and was caused by a warm rain falling on a heavy snow cover. Gates at Moosehead 

Lake dams were closeu throughout time of this flood. Flood of May 22, 1832, had an 

estimated discharge of 140,000 second-feet (71st Gong., 3 seas., H. Doc. 658, p. 15)i 

Heights of Important floods at a landmark known as "freshet oak", In Winslow, Maine, 

referred to Hollingsworth & Whitney Co. datum, are as follows: May 22, 1832, 

104.8 feet; October 1854, 102.8 feet; October 1869, 102.7 feet; Apr. 30, 1887, 

102.2 feet; Dec. 16, 1901, 105.14 feet.

Flood discharges 

(Base discharge 27,500 second-feet)

1892 Apr. 

June 

July

1893 May

1894 Apr.

1895 Apr.

1896 Mar. 

Apr.

May

NOV.

1897 Apr.

Discharge 

(second-feet)

7

29

4

3

5

14

18

23

10

15

2

17

21

24

6

6

17

28,200

30,000

30,000

27,600

60,500

54,500

83,500

35,300

54,200

86,200

111,000

64,700

74,500

46,700

30,900

29,900

34,800

Date

Apr. 

May

July

1898 Apr.

May

1899 Apr.

1900 Apr. 

May

Discharge 

(second-feet)

) 32,800

) 66,900

i 40,700

! 41,200

t 41,300

> 55,600

> 50,400

i 52,100

! 39,400

I 34,300

i 38,800

) 41,600

t 45,700

L 62,300

t 52,300

) 28,600

) 48,500

1901 Apr.

Dec.

1902 Mar.

May

June

1903 Mar.

June

1904 Apr.

Discharge 

(second-feet)

6

9

24

16

16 P

4

18

23

30

1

29

27

12

20

14

11

30

58,000

76,600

66,000

151,000

157,000

54,300

46,600

46,700

58,000

34,400

29,200

33,900

31,300

35,700

30,000

33,500

36,100
Date

1904 May

1905 Apr.

1906 Apr.

May

1907 Apr.

May

June

Nov.

Dec.

1908 Apr. 

June

1909 Apr.

May

June 

Sept. 

1910 Mar.

Apr.

1911 Apr.

1912 Apr.

May 

June

1913 Mar. 

Apr.

FLOODS IN THE TTNITED STATES

Flood discharges of Kennebec River at Waterville, Maine Continued

Date

Dec.

1921 Mar.

1922 Apr-. 

June

July

1923 Apr. 

May

1924 May

1925 Mar. 

Nov.

1926 Apr. 

May 

Nov.

1927 Oct. 

Nov. 

Dec.

1928 Apr.

May

1929 Apr.

May

1930 Apr.

1931 June

1932 Apr.

Sept. 

Nov.

1933 Apr.

12

17

1

14

16

23

11

25

27

2

2

4

8

12

29

1

16

19

9

11

18

3

29

27

3

7

9

28

16

19

24

3

1

25

2

18

Discharge 

(second-feet)

57,800

37,600

32,100

30,000

39,400

32,900

34,400

41,400

29,600

44,000

47,300

27,900

71,200

41,200

29,200

27,900

44, SCO

29,900

27,600

38,500

30,000

30,200

34,300

30,600

34,700

36,000

33,500

28,700

27,BOO

40,500

45,500

28,900

36,300

43,400

33,100

28,200

Apr.

1914 Apr.

May

1915 Feb.

Apr.

May

July

1916 Apr.

May

1917 Apr.

June

Aug.

1918 Apr.

May

Nov.

1919 Mar.

Apr.

May

1920 Apr.

May

Oct.

27

10

13

21

6

10

27

12

2

10

3

19

24

19

7

24

13

18

1

3

2

22

22

24

29

14

26

3

19

24

7

15

24

29

10

2

d

27

10

13

21

6

10

27

12

2

10

3

19

24

19

7

24

13

18

1

3

2

22

22

24

29

14

26

3

19

24

7

15

24

29

10

2

Discharge 

second-feet)

31,900

39,100

28,200

57,000

33,200

54,300

31,600

41,700

44,200

39,700

29,000

32,800

35,400

44,500

40,900

30,000

76,500

88,500

34,000

52,900

33,900

39,800

28,500

39,800

36,000

31,000

27 , 300

30,800

28,700

30,700

27,500

54,300

36,800

36,800

37,100

29,600

7

16

27

30

13

20

20

24

2

24

1

2

14

29

17

26

5

20

22

5

9

9

16

7

25

18

30

4

8

10

13

23

17

20

19

4

Discharge

(second-feet)

28,700

34,200

37,900

29,600

60,600

39,100

30,000

30,000

34,300

39,500

134,000

36,200

28,500

32,500

42,000

27,500

36,200

41,2CO

70,000

76,800

31,900

87,200

28,200

38,800

79,200

33,500

38,300

66,400

36,700

29,400

59,600

33,200

47,600

35,800

38,900

33,000

Note.- All discharge quantities are average daily flows except as designated try 

(momentary peak).

Dead River at The Forks, Maine

Location.- One-eighth of a mile above farmhouse of Jeremiah Durgin and lj miles west of

The Forks, Somerset County; moved 300 feet upstream on Sept. 29, 1923. 

Drainage area.- 878 square miles. 

Records available.- September 1901 to August 1907, March 1910 to September 1933, except

winters 1901-7.

Source of data.- U. S. Geological Survey. 

Sages.- Honrecordlng gage read to half-tenths twice daily prior to Oct. 1, 1920, and to

hundredths twice daily Oct. 1, 1920, to Sept. 29, 1923; recording gage thereafter.

C-sge read three times a week during winters 1911-20 and once dally during winters

1921-23. Recording gage set to same datum but in different pool from nonrecording

gage. 

Stage-discharge relation.- Affected by ice. Control practically permanent. Banks not

subject to overflow. 

Regulation.- Dams on Isk es at headwaters regulate flow for power and for log driving

during April, May, and June.

Flood stages and discharges 

(Baso discharge 6,500 second-feet)

Sage

heIght Dis charge 

(feet) (second-feet)

Sage

height Discharge 

(feet) (second-feet)

1902 June

1903 June

1904 Apr.

Apr. 

May

26 

29

29

13

5

29 

5 

5 

11 

15 

19

4.55 

4.15

4.3

4.8

4.95

6.05 

6.85 

8.0 

5.15 

5.6 

6.15

8,240 

6,900 

P 7,390

9,140

9,700

14,300 

18,000 

P 23,100 

10,500 

12,400 

14,800

May 

June

1905 Mar. 

Apr. 

May

27 

29 

3 

6 

9

28 

23 

2 

4 

4 

8 

11 

16

5.4 

4.85 

4.15 

4.65 

4.75

4.85 

4.95 

4.15 

5.85 

7.4 

4.25 

4.55 

5.7

11,500

9,330

6,900

8,600

8,960

9)336

9,700

6,900

13,400

20,100

7,230

8,240

12,800
FLOOD RECORDS - NORTH ATLANTIC SLOPE BASINS 127

Flood stages and discharges of Dead River at The Forks, Ilaine Continued

Gage 

Date height Discharge

(feet) (second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

Oct.

Nov.

1918 Apr.

1919 Apr. 

May

1920 Apr. 

May

June

1921 Mar.

1922 Apr.

1925 Apr.

May 

1924 May

Kcv.

1925 Apr.

Kcv.

1926 May

1927 Apr. 

Oct. 

Nov.

1928 Apr. 

May

1929 Apr. 

May

1930 Apr. 

May

1951 Apr.

1952 Apr.

May

1933 Apr.

May

# Estimated

t Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Breaks in record: Dec. 9, 1901, to June 24, 1902; Dec. 27, 1902, to 

June 5, 1905; Jan. 1 to Apr. 4, 1904 and Apr. 6-10, 1904; Dec. 11, 1904, to Mar.27, 1905} 

Dec. 17, 1905, to Apr. 9, 1906; Dec. 14, 1906, to Mar. 16, 1907; Feb. 12, to Apr. 16, 1911.

Androscoggin River at Rumford, Maine

1905 May

1906 Apr.

May

1907 May

1910 Apr.

May

1911 May

1912 Apr.

May

1913 Mar.

Apr.

May

1914 Apr.

May

1915 Apr.

May

1916 Apr.

May

1917 Apr.

May

June

July

20

26

23

2

6-7

12

12

18

2

2

11

17

21-22

2

6

7

8

23

25

30

26

31

2

9

10

19

24

26

1

14

14

28

29

5

5

8

23

5

10

10

18

13

2

26

18

19

24

14

13

18

21

21

31

5.2

5.15

4.65

4.4

4.35

4.75

7.6

4.35

6.9

7.1

4.55

4.6

4.45

4.7

5.35

6.2

5.7

4.6

4.6

4.45

3.9

4.55

5.4

4.5

6.6

4.95

5.30

5.00

4.25

V.75

8.0

4.90

4.90

5.60

7.0

4.25

4.55

5.45

6.55

6.8

4.65

4.3

4.3

4.20

5.1

4.45

5.2

4.3

5.2

7.9

10,700

10,500

8,600

7,730

7,560

8,960

P 21,100

7,560

18,300

P 18,700

8,240

8,420

7,900

8,780

11,300

P 14,600

12,800

8,420

8,420

9,270

7,830

8,250

11,300

7,840

P 16,400

9,510

10,900

9,700

6,960

21,900

P 23,100

9,320

9,320

12,100

P 18,200

6,960

8,020

11,500

16,200

P 17,400

8,380

7,130

7,130

6,790

P 10,100

7,660

10,500

7,130

10,500

13,800

17,800

P 22,600

14,600

31

3

2

26

30

13

 15-16

19

1

4

20

30

30

24-25

24

9

12

8

27

14

19

23-24

SO

30

8

2-5

10

11

14

25

1

28

17

4

4

21

21

5

9

7

25

10-11

50

3

4

15

3

28

12

13

23

4

22

28

4

4

4.2

4.2

4.3

4.2

4.2

4.2

4.4

4.2

4.4

4.4

4.4

4.6

5.0

4.8

4.P

4.2

4.4

4.5

4.7

5.8

5.4

5.0

8.1

8.15

4.4

6.4

8. 25

5.4

5.7

7.1

7.40

6.42

7.76

7.03

3.67

5.92

8.93

5.33

5.04

6.26

5.87

6.57

5.38

8.10

8.38

6,790

6,790

7,130

6,790

6,790

6,790

7,480

6,790

7,480

7,480

7,480

8,200

P 9,700

8,940

r 9,320

6,790

7,480

7,840

8,570

12,900

11,300

9,700

23,600

P 23,800

7,480

9,690

7,370

P 15,500

9,450

* 7,900

6,720

6,560

7,5BO

ll,80t

P 12,8'Xi

7,200

9,690

14,100

11,800

7,820

10,600

8,180

9,490

P 17,600

15,800

6,580

11,400

6,550

t 5,780

9,580

8,180

6,940

11,300

7,190

17,000

P 18,200

Location.- Above each of two dams and in tailrace of power station of Rumford Falls

Power Co. at Rumford, Oxford County. 

Drainage area.- 2,090 square miles. 

Records available.- May 1892 to September 1933. 

Source of data.- R"eeords furnished by Rumford Falls Power Co. 

Sage.- Nonreeordlng.

Stage-discharge relation.- Discharge computed from flow over dams and through wheels. 

Regulation.- Storage aggregating about 680,000 acre-feet in Rangeley system of lakes,

controlled in the interest of water-power users above and below station. 

Historical data.- Flood of April 1895 is greatest on record at Rumford Falls.
1892 June

July

Nov.

1893 May

1894 Apr.

May

1895 Apr.

May

Nov.

1896 Jan.

Mar.

Apr.

1897 Apr.

May

June

July

1898 Apr.

May

1899 Apr.

May

1900 Apr,

May

1901 Apr.

May

29

5

17

19

5

15

18

21

28

3

30

9

15

22

13

27

1

2

17

21

26

1

4

14

11

15

25

13

27

2

20

1

4

20

9

15

22

1

12

FLOODS IN THE UNITED STATES

Flood discharges of Androscoggin Rivsr at Rumford, Maine 

(Base discharge 14,000 second-feet)

Discharge 

(second-feet)

29

5

17

19

5

15

18

21

28

3

30

9

15

22

13

27

1

2

17

21

26

1

4

14

11

15

25

13

27

2

20

1

4

20

9

15

22

1

12

19,900

17,500

24,500

16,300

25,500

28,500

38,100

22,200

15,900

14,200

19,200

15,000

55,200

16,500

17,100

15,600

23,500

39,000

27,400

25,300

19,000

16,400

19,300

19,200

14,800

22,900

16,700

15,600

23,300

24,100

22,000

16,200

17,100

24,500

17,100

14,300

32,700

16,100

16,500

Date

May

Dee.

1902 Mar.

May

1903 Mar.

June

1904 May

1905 July

1906 May

1907 May

Oct.

Nov.

Dec.

1908 Apr.

May

1909 Apr.

May

1910 Jaii.

Apr.

1911 May

1912 Apr.

1913 Mar.

Apr.

Nov.

1914 Apr.

May

1915 July

1916 Apr.

May

20

15

3

30

1

28

21

25

13

10

17

31

28

1

29

3

7

11

29

1

15

20

11

17

23

27

2

17

22

26

28

1

10

21

10

9

24

18

Discharge

(second-feet)

16,800

27,800

17,200

18,500

14,t'00

17,500

19,000

19,800

26,800

34,400

14,900

17,500

15,400

23,800

14,000

23,000

22,800

14,900

15,900

18,700

23,600

20,000

14,600

16,100

14,200

14,300

15,000

17,000

15,900

19,100

16,900

14,700

22,000

23,900

16,100

17,100

li,900

19,500

Date

June

1917 June

Oct.

1918 Apr.

1919 May

1920 Apr.

1921 Mar.

1922 Apr.

June

1923 Apr.

1924 May

Sept

Nov.

1925 Feb.

Mar.

1926 May

1927 Apr.

Nov.

1928 Apr.

May

1929 Apr.

May

1930 Apr.

May

1931 May

June

1932 Apr.

Sept

Nov.

1933 Apr.

May

10

12

18

31

3

23

14

22

12

19

19

23

30

22-23

30

1

13

. 11

24

13

29

4

23

5

8

25

9

29

4

8

27

24

10

13

. 17

20

19

26

4

Discharge

(second-feet)

15,900

21,700

30,300

lf>,200

t 12,400

14,600

1£,500

16,800

21,900

13,100

16,000

17,200

16,000

18,500

33,800

19,900

17,200

26,200

23,400

14,200

21,400

20,400

t 11,600

39,100

21,600

19,000

14,300

14,700

22,000

20,600

14,600

14,100

20,200

18,700

24,000

14,100

24,500

16,300

22,200

t Below base 

Note.- All discharge quantities are average daily flows.

Pemigewasset River at Plymouth, II. H.

Location.- Prior to Sept. 30, 1926, at highway bridge in Flynouth, Grafton County, threequarters of a mile below mouth of Bakers River; thereafter 500 feet downstream.

Drainage area.- 622 square miles.

 Records 1886-1907. available.- January 1886 to September 1933. Gage-height records only in winter

Sources of data.- U. S. Geological Survey records, except gage-height records prior to 

Sept. 4, 1903, "nd July 1, 1907, to Mar. 21, 1919, which were furnished by Proprietors of Locks and Canals, Lowell, Mass.

Gage.- Nonrecording gage read twice daily prior to July 1, 1907; read to half inches once 

daily July 1, 1907, to Dec. 31, 1914; to half inches twice daily Jan. 1, 1915, to 

June 11, 1925; to half inches three times daily June 12, 1925, to Sept. 30, 1926; 

recording gage thereafter. Gage used 1903-10 set to datum 1.11 feet lower than 

gages used before and since, but relation between simultaneous gage readings at 

different stages varied between 0.99 and 1.11 feet. In this report all gage-height 

records prior to 1910 have been corrected by minus 1.10 feet in order to make them 

approximately comparable with readings on present gage.

Stage-discharge relation.- Affected by ice. High-water control probably permanent.

Regulation.- From mill upstream at extreme low water.

Remarks.- When only one or two daily readings were taken, average daily gage-height and 

dTscharge records were subject to considerable error because rapid changes in sta.je 

usually occur during high water. Discharge records prior to 1932 have been revised 

from previously published figures.
FLOOD RECORDS - HORTH ATLANTIC SLOPE BASIN 129

Flood stages and discharges of Pemigeirasset River at Plymouth, K. H. 

(Base discharge 10,000 second-feet)

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1886 Jan.

Feb.

Apr.

1887 Apr.

May

June

1888 Apr.

May

1889 June

1890 May

Aug.

Sept.

1891 Apr.

1892 June

1893 May

1894 Apr.

May

1895 Apr.

1896 Mar

Apr

Oct

Hov

1897 Apr

May

June

July

1898 Apr.

May

1899 Apr.

May

1900 Feb.

Apr.

May

1901 Apr.

May

Dec.

1902 Mar.

May

Oct.

1903 June

1904 Apr.

May

1905 Mar.

1906 Apr.

May

1907 Mar.

May

Oct.

Nov.

Dec.

1908 Feb.

Apr.

May

*

 *#

t

6

14

2

16

19

24-25

30

5

9

24

30

10

13

2

7

21

28

14

17

20

24

28

5

13

17

17

22

29

15

16

1

17

22

6

16

26

14

10

10

15

25

13

24

27

2

14

20

20

23

20

16

3

1

28

29

13

10

30

17

20

28

31

16

28

30

1

29

3

7

11

16

16

17

28-29

28

16

-:t» 14.17

** 15.25

** 16.00

8.17

9.50

9.00

10.67

11.00

8.75

12.92

14.00

10.58

12.75

8.50

11.50

11.00

8.25

10.50

9.58

10.50

9.58

8.00

11.33

9.58

9.87

12.50

12.00

10.17

** 24.00

9.71

*# 20.00

12.00

8.50

12.50

8.50

9.75

13.75

9.54

11.33

17.75

8.58

10.00

9.50

10.25

10.83

«* 18.00

12.50

9.33

9.25

9.00

*» 14.50

*# 17.00

9.00

9.00

12.00

8.33

8.30

8.58

8.80

8.40

«* 12.00

S.15

11.25

10.35

8.30

10.05

11.15

11.75

9.15

12.5

13.35

12.65

8.35

9.9

11.0

9.4

10,300

12,600

11,700

15,100

15,800

11,300

20,200

22,800

14,900

19,900

10,800

16,900

15,800

10,300

14,700

12,800

14,700

12,300

t 9,920

16,500

12,800

13,400

P 19,200

18,000

14,000

13,000

18,000

10,800

19,200

10,800

13,200

22,300

12,600

P 16,500

32,800

11,000

13,600

12,600

14,000

15,400

19,200

12,200

12,000

11,700

11,700

11,700

18,000

10,400

10,400

11,000

11,300

10,600

10,300

16,200

14,500

10,400

13,600

16,200

17,600

12,000

19,200

19,000

P 19,400

10,400

13,400

P 15 , 800

12,400

1909 Apr.

1910 Jan.

1911 Apr.

May

1912 Apr.

Oct.

Nov.

1913 Mar.

Apr.

Hov.

1914 Mar.

Apr.

1915 Feb.

Mar.

Apr.

July

1916 Apr.

May

1917 Mar.

Apr.

June

Oct.

1918 Apr.

Sept.

1912 Mar.

May

1920 Mar.

Apr.

Oct.

Dec.

1921 Mar.

Apr.

1922 Apr.

June

1923 Apr.

Hov.

Dec.

1924 May

Sept.

Oct.

Nov.

1925 Feb.

Mar.

1926 Apr.

May

Hov.

1927 Nov.

1928 Mar.

Apr.

1929 Apr.

May

Estimated

Ice gorge

Below base

8

15

20

22

15

29

2

8

17

23

25

8

16

22

26

28

1

10

3

21

26

2

12

9

1

18

29

23

12

18

31

3

27

29

23

23

28

14

14

22

1

1

6

15

10

22

26

1

12

12

4

30

9

23

29

29

25

1

1

10

10

1

23

12

12

29

25

4

4

17

4

4

28

8

8

3

9.35

13.35 11. e

8.5

9.1

8.5

8.9

10.6

9.12

9.08

8.62

8.58

14.5

13.75

12.33

15.42

9.25

9.75

10.67

15.17

16.54

8.54

9.50

11.06

9.60

9.80

8.81

8.58

10.1

11.5

9.8

8.54

8.92

10.82

11.71

12

11.08

12.54

13.5

9.50

10.90

11.5

9.17

10.46

10.18

9.88

8.62

9.71

13.50

14.0

8.34

8.92

11.42

11.50

16.08

18.17

8.33

9.92

9.54

9.17

11.7

9.92

8.25

12.25

15.8

13.12

9.54

10.77

11.50

7.90

27.4

8.2

11.98

9.55

*

*

*

p

P

P

«

P

P

P

P

P

t

P

12,400

22,300

16,900

10,800

11,900

10,800

11,500

14,900

11,900

11,900

11,000

11,000

12,100

16,500

18,700

26,400

12,000

13,200

15,100

25,900

16,200

10,800

12,600

16,000

12,800

13,200

11,300

11,000

13,800

16,900

13,200

10,800

11,500

15,400

17,300

18,000

16,000

19,200

21,600

12,600

15,600

16,900

12,000

14,700

10,400

13,400

11,000

13,000

21,600

22,800

10,400

11,500

16,700

16,900

28,300

33,800

10,400

13,400

12,600

12,000

17,300

13,400

10,300

18,500

27,500

20,600

12,600

15,400

16,900

9,750

40,100

60,000

10,300

18,000

12,700

16,100

478 O 35 9
FLOODS IN THE UNITED STATES

Flood stages and discharges of Pemigewasset River at Plymouth, N. H. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1929 May

1930 Apr.

1931 June

1932 Apr.

3

8

8

10

13

P 14.14

13.14

7.31

23,200

14,500

20,700

8,730

13,100

Apr.

Oct.

Nov.

1933 Apr.

13

7

20

18

18

12.10

12.77

18,200

12,200

12,600

18,200

19,900

t Below base , 

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

Merrinack River at Franklin Junction, N. H.

Location.- Prior to Sept. 12, 1923, at railroad bridge at Franklin Junction, Merrimack

County, 1 mile below confluence of Pemigewasset and Winnepesaukee Rivers; thereafte"

350 feet upstream.

Drainage area.- 1,507 square miles. 

Records available.- July 1903 to September 1933. 

Sources of data.- TJ. S. Geological Survey records, except gage-height records July

1907 to September 1923, which were furnished by Proprietors of Locks and Canals,

Lowell, Mass.

Gage.- Nonrecording gage read to half tenths twice daily prior to Sept. 12, 1923; recording gage thereafter. Both gages set to same datum. Zero of gages is 250.4

feet above mean sea level. 

Stage-discharge relation.- Affected by ice during periods of extremely cold weather.

Control permanent. Rating curve defined to about 30,000 second-feet. 

Storage and regulation.- Storage in Winnepesaukee, Squam, and Newfound Lakes. Low-water

regulation from mills upstream. 

Remarks.- Rating curves indicate that nonrecording gage read 3 or 4 tenths of a foot

Tower than recording gage for same discharge. Discharge for flood of Nov. 5, 1927,

has been revised from previously published figures.

Flood stages and discharges 

(Base discharge 11,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1904 Apr.

.May

1905 Mar.

Sept.

1906 Apr.

May

1907 Mar.

Apr.

May

Oct.

Nov.

Dec.

1908 Feb.

Apr.

May

1909 Apr.

1910 Jan.

liar.

Apr.

1911 Apr.

May

1912 Apr.

Oct.

10

30

17

20

30

4

19

16

28

31

25

27

1

29

4

7

10

11

16

29

4

8

15

20

23

26

30

27

15

2

8

17

25

11.50

13.45

11.40

12.50

13.0

11.05

11.85

16.2

14.7

12.15

10.35

9.9

11.9

12.6

12.55

11.3

10.15

13.05

9.90

12.25

10.25

12.85

17.60

13.45

11.10

10.00

9.58

10.50

10.25

11.05

12.6

12.4

16,100

21,000

15,800

18,600

19,800

15,000

17,000

24,700

21,500

16,200

12,400

11,500

15,700

17,200

17,100

34,400

12,000

18,100

11,500

16,400

12,200

17,900

27,900

19,200

14,200

11,900

11,000

13,000

12,400

14,100

17,400

17,000

* 16,000

1913 Mar.

Apr.

1914 Mar. 

Apr.

1915 Feb. 

Apr. 

July

1916 Apr.

May

1917 Apr. 

June

Oct.

1918 Apr. 

Sept.

1919 Apr. 

May

Nov.

1920 Mar. 

Apr.

May 

Oct.

22

26

28

1

3

21

21

30

26

12

9

3

24

18

18

23

13

18

18

31

31

5

27

12

23

23

14

28

6

14

14

23-24

29

10

23

1

16.2

15.4

17.6

11.1

13.6

19.0

19.5

10.7

17.8

12.0

13.6

9.9

10.8

14.4

14.4

12.0

14.2

13. S

15.1

13.0

13.0

11.9

11.2

15.2

16.2

10.6

13.6

10.8

16.8

17.5

13.0

13.8

10.0

10.0

11.2

P

P

P

P

P

P

25,000

23,300

28,100

13,900

19,300

31,200

32,300

13,100

28,600

15,300

19,300

11,400

13,300

20,100

20,800

15,700

20,500

19,200

22,600

17,900

18,000

15,500

14,000

14,000

22,700

24,900

12,700

19,200

13,100

26,400

27,800

17,900

19,700

11,400

11,400

14,000

* Estimated
FLOOD RECORDS - NORTH ATLANTIC SLOPE BASINS

Flood stages and discharges of Merrimack River at Franklin Junction, N. H. Continued

1920

1921

1922

1923

1924

1925

Dec.

Mar.

Apr.

Mar.

Apr.

May

June

Apr.

Nov.

Apr.

May

Sept.

Nov.

Feb.

6

15

15

10

22

26

29

1

9

30

12

12

19

6

4

19

24

30

9

23

30

30

25

20

2

5

11

11

24

13

13.0

14.3

15.0

10.8

14.4

13.2

10.0

11.4

10.3

11.8

17.5

18.4

12.3

12.7

9.8

11.6

13.2

13.8

11.4

13.6

22.4

23.5

14. 5C

Gage

height Discharge 

(feet) (second-feet)

17,900

20,800

22,300

13,100

21,000

18,3.00

11,500

14,400

12,100

15,300

27,800

29,000

17,400

17,200

11,000

14,800

18,300

19,700

Gage

height Discharge 

(feet) (second-feet)

14,400 

19,200 

38,600 

41,000 

11,200 

14,200 

15,800 

11,1' 10 

15,900 

19,300 

14,100 

28,000

Feb. 

Mar.

1926 Apr.

May

1927 Mar. 

Nov.

Dec.

1928 Apr.

1929 Apr.

May

1930 Apr.

1931 June

1932 Apr.

Oct.

Hov.

1933 Apr.

May

13

30

26

26

4

19

5

6

19

9

8

9

27

30

4

4

10

10

9

13

13

7

20

8

19

19

26

4

22.8

14.50

15.12

13,70

10.48

30.85

11.17

13.22

15.33

17.67

14.10

16.14

14.24

10.67

16.76

17.73

11.39

19.99

Il!o4

11.78

P 37,400

28,300

19,400

P 20,600

17,700

11,200

42,100

P 55,600

12,500

17,400

22,400

16,700

12,800

13,200

21,400

P 27,300

18,700

P 23,300

16,000

P 18,900

11,500

25,100

P 27,300

12,800

15,900

12,900

28,700

P 30,700

12,100

13,600

* Estimated

Note,- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Breaks in record: Jan. 4 to Mar. 14, 1904; Oct. 23-31, 1904; Dec. 

18-31, 1904; Jan. 30 to Mar. 9, 1905; Feb. 11-28, 1907; Feb. 1 to Mar. 12, 1912; Jan. 6 

to Mar. 28, 1923.

Merrimack River at Lawrence, Mass.

Location.- At dam of Essex Co., Lawrence, Essex County, about 10 miles below mouth of 

Concord River.

Drainage area.- Total, 4,674 square miles; net, excluding diverted areas, 4,463 square 

miles^

Records available.- October 1879 to September 1933.

Source of data.- Essex Co., Lawrence; records computed from flow over dam and through 

wheels and gates.

Storage, regulation, and diversions.- Some storage in Winnepesaukee, Squam, and Newfound 

Lakes.Low-water regulation for power at Lowell, about 10 miles upstream. Practically entire flow from 211 square miles of South Branch of Nashua River, Sudbury 

River, and Lake Cochituate diverted for use by Metropolitan Water Supply District 

of Boston. Waste water from these areas directed back into Merrimack River. Diverted drainage areas have been as follows: 97 square miles prior to Jan. 1, 1881; 

94 square miles Jan. 1, 1881, to Mar. 6, 1898; 212 square miles Mar. 7, 1898, to 

June 30, 1909; 211 square miles thereafter.

Remarks.- Flood flows above base flow can be considered as coming from net area, as

wasted water is usually a small percent of flood flow. Water surface estimated to 

be 3.5 percent of entire drainage area.

Flood discharges 

(Base discharge 24,700 second-feet)

Date

1880 Jan.

Apr.

1881 Mar.

May

Dec.

1882 Mar.

1883 Apr.

1884 Mar.

Apr.

1885 Apr.

Nov.

30

6

12

18

31

4

15

29

19

6

11

Discharge

(second-feet)

25, 000

27,700

29,400

28,300

29,300

35,000

30,500

46,600

41,100

24,700

24,700

1886 Jan. 

Feb. 

Apr.

1887 Jan. 

Apr.

June 

1888 Mar.

7

15

3

8

17

31

13

26

1

25

24

Discharge 

(second-feet)

38,400

46,100

40,700

31,100

25,500

33,600

40,700

26,800

33,900

25,600

25,600

Apr. 

May

Nov. 

Dec.

1889 Nov.

1890 Mar. 

Oct.

1891 Jan. 

Feb.

1

14

29 

 19

30

24

21

25

28

Discharge 

(second-feet)

28,200

33,200

38,800

37,400

29,800

35,000

23,800

25,200

31,400

32,200

29,800

t Below base
132 FLOODS IH THE UNITED STATES

Flood discharges of Merrimack River at Lawrence, Mass. Continued

Date

1891 Mar.

Apr.

1892 May

1893 Mar.

May

1894 Mar.

1895 Apr.

1896 Feb.

Mar.

Apr.

1897 June

July

Dec.

1898 Mar.

Apr.

1899 Apr.

1900 Feb.

Mar.

Apr.

1901 Mar.

Apr.

May

Dec.

1902 Jan.

Mar.

Apr.

May

(£

15

25

14

21

24

16

6

19

9

11

16

9

3

22

18

11

16

17

15

22

26

11

17

25

15

26

3

21

28

9

26

21

17

1

4

15

18

31

11

2

Discharge 

second -feet)

32,500

41,200

31,700

27,500

24,800

25,800

44,800

32,600

27,900

39,200

65,300

27,000

82,200

27,000

30,100

40,900

41,500

36,800

36,000

30,200

30,400

29,400

38,200

31,700

53,000

27,600

37, 700

34,900

26,400

62,500

31,800

28,200

41,500

26,500

61,200

34,200

35,000

31,800

39,200

25,500

Date

1903

1904

1905

1906

1907

1908

1909

1910

1911

1912

1913

1914

1915

1916

1917

1918

Mar.

Apr.

June

Mar.

Apr.

May

Mar.

Apr.

Apr.

May

Apr.

Hov.

Feb.

Apr.

Mar.

Mar.

Mar.

Apr.

Mar.

Mar.

Apr.

Feb.

July

Apr.

May

Mar.

June

Apr.

2

13

25

2

23

28

11

1

21

30

7

17

30

1

8

17

17

3

31

18

31

9

17

23

29

4

30

3

11

22

29

27

10

3

25

19

29

14

19

4

Discharge 

(second-feet)

30

45

39

25

35

36

37

46

27

45

25

35

36

27

32

t 22

34

28

t 20

26

26

30

27

27

37

32

27

31

24

37

27

39

29

32

26

32

31

25

31

26

,000

,500

,000

,700

,600

,200

,000

,300

,300

,900

,500

,400

,900

,300

,300

,900

,900

,400

,900

,100

,500

,700

,300

,500

,000

,600

,700

,100

,900

,100

,300

,200

,900

,800

,500

,900

,100

,200

,500

,900

Date

1919

1920

1921

1922

1923

1924

1925

1926

1927

1928

1929

1930

1931

1932

1933

Mar.

May

Mar.

Apr.

Dec.

Mar.

Mar.

Apr.

May

June

Apr.

May

Hov.

Apr.

Feb.

Mar.

Apr.

Mar.

Hov.

Dec.

Apr.

Mar.

Apr.

May

Apr.

Apr.

June

Apr.

Apr.

Discharge 

(second-feet)

30

24

19

29

7

15

25

30

7

16

11

10

30

13

7

23

8

24

1

26

9

21

14

31

27

17

6

10

9

17

24

23

5

9

13

11

3

14

9

20

38,200

33,100

27,100

51,600

34,100

38,100

34,300

38,300

29,900

40,400

28,400

25,200

33,800

42,900

34,800

32,900

42,400

26,200

55,100

26,400

47,700

31,500

29,300

49,700

33,700

30,200

66,600

27,400

28,600

25,400

29,700

26,000

32,500

25,100

26,100

31,000

28,700

43,200

41,100

66,500

t Below base 

Hote.- All discharge quantities are average dally flows.

Connecticut River at Orford, H. H., and South Hewbury, Vt.

Location.- Aug. 6, 1900, to July 21, 1918, at highway bridge between Orford, Grafton

County, H. H., and Falrlee, Orange County, Vt., about 8 miles below mouth of Walts 

River; July 22, 1918, to Sept. 16, 1930, at highway bridge between South Hewbury, 

Orange County, Vt., and Haverhlll, Grafton County, H. H., about 4 miles above mouth 

of Walts River; thereafter about 200 feet downstream from second location.

Drainage area.- Aug. 6, 1900, to July 21, 1918, 3,100 square miles; thereafter 2,825 

square miles.

Records available.- August 1900 to December 1921, August 1922 to September 1933.

Source of data.- TJ. S. Geological Survey.

Gage.- Honrecording gage read to tenths once dally prior to 1915; to tenths twice dally 

1915 to July 21, 1918; to half tenths twice dally July 22, 1918, to Sept. 30, 1923; 

to hundredths four times dally Oct 1, 1923, to Sept. 30, 1925, and Oct. 1, 1928, to 

Sept. 16, 1930; to hundredths twice dally Oct. 1, 1925, to Sept. 30, 1928; recordIng gage thereafter. Datum of gage at South Hewbury 8.8 feet higher than that at 

Orford.

Stage-discharge relation.- Affected by Ice. Control probably permanent.

Storage and regulation.- Storage In Connecticut Lakes (capacity, 88,200 acre-feet);

storage and regulation at Plfteenmlle Falls Dam (capacity, 33,100 acre-feet) subsequent to August 1930.

Remarks.- Discharge records July 22, 1918, to Sept. 30, 1931, have been revised from 

previously published figures.

Historical data.- Flood of Hov. 5, 1927, was probably largest and that of Mar. 28, 1913, 

second largest since October 1869.
FLOOD RECORDS - NORTH ATLANTIC SLOPE BASINS 133

Flood stages and discharges of

Connecticut River at Orford, N. H., and South Newbury, Vt. 

(Base discharge 19,100 second-feet)

Gage

he i gfa.t Dis char ge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1901 Mar.

Apr.

Dec.

1902 Mar.

Apr.

May

Oct.

1903 Mar.

Apr.

1904 Mar.

Apr.

Kay

190S Mar.

1906 Jan.

Apr.

May

1907 Mar.

May

Dec.

1908 Mar.

Apr.

1909 Apr.

May

1910 Mar.

Apr.

1911 Apr.

May

1912 Apr.

June

1913 Mar.

Apr.

3914 Apr.

Apr.

May

1915 Feb.

Apr.

July

1916 Apr.

May

28

9

25

16

3

1

29

29

12

24

5

29

11

2

19

29-30

25

17

18

29

31

3

12

30

30

9

16

12

19

3

27

2

9

8

16

3

8

19

25

2

16-17

22

28

28

6

3

22

22

30 -May 1

7

26

13

10

3

20

25

19

17.4

22.4

22.7

21.7

27.5

18.3

22.4

16.6

23.1

26.1

18.2

17.6

17.6

18.2

18.5

24.8

20.2

21.6

16.6

20.4

19.95

26.1

19.7

21.9

24.7

21.6

30.3

18.4

16.8

17.5

16.85

18.95

18.35

17.7

39.6

23.6

24.6

24.4

19.8

21.8

20.4

21.8

38.9

33.4

17.2

17.fi

27.9

28.2

18.8

17.1

23,2

18.6

17.7

23.2

16.8

17.8

16.4

21,300

31,900

32,600

30,400

43,400

23,200

31,900

19,700

33,400

40,100

22,900

21,700

21,700

22,900

23,600

37,200

27,100

30,200

19,700

27,600

27,000

40,600

26,500

30,600

36,700

29,900

49,700

23,200

19,900

21,500

20,200

24,500

23,300

21,900

25,900

34,500

36,700

36,300

26,300

30,600

27,600

30,600

56,000

P 57,300

20,900

20,100

44,300

P 45,000

24,200

20,700

33,700

23,800

21,900

31,700

20,100

22,100

19,300

1917 Mar.

Apr.

June

Nov.

1918 Apr.

May

Oct.

Nov.

1919 Mar.

Apr.

1920 Mar.

Apr.

1921 Mar.

1923 Apr.

May

1924 Apr.

May

Sept.

Nov.

1925 Feb.

Mar.

Nov.

1926 Apr.

May

1927 Mar.

Nov.

Dec.

1928 Apr.

May

1929 Apr.

May

1930 Apr.

1931 Apr.

1932 Apr.

Nov.

1933 Apr.

May

29

3

7

24

13

19

1

3

2-3

7

1

29

14

29

6

14

24

29

11

22-23

29

7

24

1

20

2

12-13

24

13

30

17

26

5

19

19

5

5

9

9

26

11

30

5-6

8

9

15

13

14

9

13

13

30

8

20

20

5

19.9

26.7

16.8

21.3

23.4

20.2

19.2

21.3

17.0

20.6

21.1

20.0

21.1

23.8

17.6

20.8

22.5

19.9

19.0

20.2

18.8

21.4

23.6

30.6

17.2

21.5

23.5

18.3

21.4

23.9

18.05

25.62

26.67

19.28

19. 48

33.93

35.4

18.82

30.74

16.83

22.81

20.20

22.10

19.68

18.98

16.76

16.34

16.73

17.96

24.10

24.40

18.72

30.07

30.30

23.43

26,500

26,700

20,100

29,500

23,400

27,100

24,300

28,900

20,500

26,100

27,000

25,100

27,000

32,000

21,100

26,400

29,500

24,900

* 23,400

25,400

23,100

27,500

31,600

51,100

20,500

27,700

31,400

22,300

* 22,500

32,200

21,800

35,700

38,400

23,900

P 24,200

64,300

P 70,300

23,100

51,500

19,900

30,000

25,400

28,800

P 24,600

23,400

19,900

19,100

P 19,700

21,800

32,600

33,200

20,600

22,900

49,100

P 49,900

31,200

* Estimated

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOODS IN THE UNITED STATES

Connecticut River at White River Junction, Vt.

Location.- At railroad bridge at White River Junction, Windsor County, just below mouth

of White River and about 1 mile above Mascoma River. 

Drainage area.- 4,068 square miles. 

Records available.- November 1902 to September 1933. Records for 1902-11 only for flood

season November to April. 

Sources of data.- Gage-height records by U. S. Weather Bureau November 1902 to April

1911, and" by Weather Bureau in cooperation with New England Power Co. November 1911

to November 1930. Discharge records by U. S. Geological Survey. 

Gage.- Nonrecording gage read to tenths once daily Nov. 1, 1902, to Nov. 27, 1919; to

tenths twice daily Nov. 28, 1919, to Nov. 3, 1930; recording gage thereafter. Zero

of gage is 321.59 feet above mean sea level. 

Stage-discharge relation.- Affected by ice. Control practically permanent; flood in

1927 caused only known shift. Banks not subject to overflow. 

Storage and regulation.- Storage in Connecticut Lakes (capacity, 88,200 acre-feet);

storage and regulation at Fifteenmile Palls Reservoir (capacity, 33,100 acre-feet)

subsequent to August 1930. 

Remarks.- Discharge records have been revised from previously published figures; those

for 1901-11 are estimates. 

Historical data.- Flood of Nov. 4, 1927, was largest and that of Mar. 27-28, 1913, was

second largest since Oct. 3-4, 1869.

Flood stages and discharges 

(Base discharge 30,000 second-feet)

1902 Dec.

1903 Mar.

1904 Apr.

1905 Mar.

1906 Jan. 

Apr.

1907 Apr.

Nov. 

Dec.

1908 Feb. 

Mar. 

Apr.

1909 Apr.

1910 Mar. 

Apr.

1911 Apr.

1912 Apr.

June

1913 Mar.

1914 Apr.

1915 Feb. 

Apr.

1916 Apr.

1917 Apr. 

June

Nov.

1918 Apr. 

Oct. 

Nov.

1919 Mar. 

Apr.

1920 Mar. 

Apr.

Gage

height Discharge 

(feet) (second-feet)

35,300

31,600

52,100

64,000

30,400

32,400

31,200

56,400

31,200

43,100

34,000

51,300

31,200

31,200

32,400

33,200

41,800

54,600

67,900

30,800

31,600

39,200

37,400

69,800

48,400

39,200

38,300

104,000

84,500

67,400

38,700

42,700

32,800

40,500

31,600

32,000

39,200

30,400

31,600

32,000

45,800

31,200

31,600

40,900

35,300

39,200

43,600

Gage

height Discharge 

(feet) (second-feet)

23

1

12

24

11

30

26

31

24

16

1

27

7

12

16

29

30

8

16

26

1-2

16

30

8

19

1

23

27

28

21

30

26

12

2

24

4

23

13

19

1

3

8

1

29

14

28

14

15.5

14.6

19.3

21.8

14.3

14.8

14.5

20.2

14.5

17.3

15.2

19.2

14.5

14.5

14.8

15.0

17.0

19.8

22.6

14.4

14.6

16.4

16.0

23.0

18.5

16.4

16.2

30.0

26.0

22.5

16.3

17.2

14.9

16.7

14.6

14.7

16.4

14.3

14.6

14.7

17.9

14.5

14.6

16.8

15.5

16.4

17.4

24

24

30

15

37

22

22

29

29

12

12

30

9

12

24

1

1

20

2

2

13

12

29

29

25

5-6

20

20

4

4

9

10

10

29-30

6

29

8

12

9

12

13

20

8

19

19

5

18.2

18.4

15.8

14.3

14.7

16.3

16.5

15.5

17.5

26.1

26.8

14.8

17.4

14. *

17.0

21.3

22.0

15.5

16.6

16.8

15.9

16.7

21.4

2?. 5

20.4

18.8

15.2

15.3

52 . 3

35.0

16.0

21.8

16.35

15. S

16.6

16.7

15.60

14.20

16.63

20.60

19.53

15.45

16.47

23.87

24.20

16.75

P

P

P

P

*

P

P

P

P

t

P

P

47,100

48,000

36,600

30,400

32,000

38,700

39,600

35,300

44,000

85,000

88,500

32,400

43,600

30,800

41,300

64,000

65,000

35,300

40.000

40,900

37,000

36,100

62,100

67,400

57,300

49,700

34,000

34,500

116,000

131,000

32,500

57,200

34,100

31,800

34,900

35,300

31,100

26,000

34,900

51,900

47,100

30,300

34,500

67,200

68,700

35,700

* Estimated 

t Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOOD RECORDS - NORTH ATLANTIC SLOPE BASINS

Hudson River at Mechanicville, N. Y.

Location.- At dam of West Virginia Pulp & Paper Co. in Mechanicville, Saratoga County.

Drainage area.- 4,500 square miles.

Records available.- October 1887 to September 1933.

Source of data.- West Virginia Pulp & Paper Co. (formerly the Duncan Co.).

Gages.- Nonrecording gage read twice daily prior to 1910; recording gage thereafter.

Stage-discharge relation.- Discharge computed from flow over spillway and through wheels. 

Control riot permanent, owing to damage and removal of flashboards on dam. Crest of 

dam raised about 3 feet in 1904.

Storage, regulation, and diversions.- Storage of 109,000 acre-feet in Indian Lake Reservoir since 1898, 689,000 acre-feet in Sacandaga Reservoir since 1929, and undetermined storage in several other small reservoirs. Considerable regulation of flood 

flows since 1929. Diversions out of drainage area for navigation in Champlain 

Canal, about 100 second-feet from May to November inclusive prior to December 1915 

and about 25 second-feet thereafter. Since Oct. 1, 1916, discharge records include 

diversions at dam but not diversions into Glen Falls feeder of canal.

Historical data.- A flood estimated at 70,000 second-feet occurred in April 1869.

Date

1888 Apr.

May

Dec.

1889 May

1890 May

Sept.

1891 Feb.

Mar.

Apr.

1892 Jan.

ADr.

May

1893 Apr.

May

Aug.

1894 Mar.

1895 Apr.

Nov.

1896 Mar.

Apr.

Hov.

1897 Apr.

June

July

Dec.

1898 Mar.

1899 Apr.

1900 Feb.

Apr.

1901 Apr.

Dec.

1902 Mar.

Apr.

1903 Mar.

Flood 

(Base discharj

Discharge Date

2

7

2

12

15

18

1

7

18

26

26

20

4

15

19

7

25

15

6

30

24

10

15

28

2

19

7

27

11

15

16

14

21

17

26

14

23

8

19

24

16

1

3

18

31

11

1

9

13

25

(second-feet)

27,100

31,100

45,600

29,400

30,700

27,300

t 22,400

25,100

26,000

31,100

27,700

33,200

29,000

33,500

26,500

43,900

30,100

25,500

54,100

26,400

26,600

49,600

49,300

30,900

32,900

59,400

25,700

25,200

27,200

31,100

35,700

39,200

35,900

31,100

41,500

41,300

43,500

37,500

26,500

54,900

31,900

37,100

41,400

42,900

29,500

26,900

28,900

29,700

45,400

56,300

Oct.

1904 Apr.

1905 Apr.

1906 Apr

May

1907 Apr.

Nov.

1908 Feb.

Mar.

Apr.S

May

1909 Feb.

Apr.

May

1910 Jan.

Feb.

Mar.

Apr.

1S11 May

1912 Mar.

Apr.

Oct.

1913 Mar.

Apr.

1914 Mar.

Apr.

May

1915 Feb.

Apr.

July

1916 Jan.

Apr.

discharges 

ge 25,000 second-feet)

Discharge Date

11

11

30

1

7

12

16 39

1

27

8

16

30

5-10

28

3

9

20

25

9

16

13

22

28

8

0

3

16

8

19

24

24

26

23

28

28

6

28

2

9

22

30

2

25

13

9

28

2

25-26

May 19

(second -feet)

27,300

36,300

29,100

48,900

33,600

25,200

40,300

27,800

36,700

25,900

31,800

28,300

32,800

26,700

34,300

32,000

25,600

27,600

29,700

34, Q 00

46,300

28,200

31,200

37,700

29,100

37,800

26,200

28,900

47,300

37,400

31,300

27,600

32,200

27,300

114,000

P 120,000

25,800

27,700

37,600

42,300

64,800

35,800

35,700

33,200

31,400

25,400

25,700

35,800

25,600

27,000

1917 Mar.

Apr.

June

1918 Apr.

1919 Mar.

Apr.

1920 Apr.

Dec.

1921 Mar.

Apr.

1922 Mar.

Apr.

June

1923 Apr.

Dec.

1924 Apr.

May

1925 Feb.

Mar.

Nov.

1926 Apr.

May

1927 Mar.

Nov.

Dec.

'1928 Apr.

1929 Mar.

Apr.

May

1930 Apr.

1931 July

1932 Apr.

Nov.

1933 Apr.

28

4

23

15

3

10

28

13

6

14

24

16

10

17

22

1

30

12

24

9

24

30

1

8

19

2

5

12

30

16

15

26

4

21

4

3

8

9

17

25

9

21

26

4

8

22

12

20

19

Discharge

(second-feet)

31,800

35,500

30,300

36,300

35,500

25,200

26,000

31,600

36,100

29,900

29,400

28,900

27,800

29,200

33,000

29,500

35,600

72,900

26,700

43,700

30,400

32,700

28,200

33,300

39,800

33,400

34,800

26,600

44,300

29,200

25,500

51,800

31,000

35,600

70,000

25,900

34,700

46,600

35,700

40,200

30,800

28,000

31,600

26,700

t 23,600

t 24,300

27,700

35,000

46,700

t Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOODS IN THE UNITED STATES

Pasaaic River at Pateraon, N. J.

Location.- At hydroelectric power plant of The Society for Establishing Useful Manufactures in Paterson, Passaic County.

Drainage area.- 785 square miles.

Records available.- August 1897 to September 1935.

Source of data.- Base data furnished by John H. Cook, Governor, The Society for Establlshlng Useful Manufactures.

Gage s r- To determine flow over spillway only, nonrecording gage read three times daily 

prior to Jan. 7, 193S; recording gage thereafter.

Stage-discharge relation.- Discharge represents total actual flow just above Great Palls;

determined from flow over spillway and through turbines. 

Storage, regulation, and diversions.- Storage in Wanaque, Newark, and Jersey City Heservoirs and Greenwood Lake. Diversions for municipal uses above station.

Flood discharges 

(Base discharge 3,370 second-feet)

Date

1897 Aug.

Dec.

1898 Jan.

Feb.

May

Nov.

Dec.

1899 Jan.

Feb.

Mar.

Apr.

1900 Jan.

Feb.

Mar.

May

1901 Mar.

Apr.

May

Aug.

Dec.

1902 Jan.

Mar.

Apr.

Oct.

Dec.

1903 Jan.

Feb.

Mar.

Apr.

June

Oct.

Dec.

1904 Feb.

Mar.

Apr.

Sept

Oct.

1905 Jan.

Mar.

1906 Mar.

Apr.

Discharge 

(second-feet)

25

16

24

22

10

18

27

20

6

24

27

28

6

24

30

9

21

14

23

3

20

12

22

8

23

11

26

16

31

23

2

11

14

10

2

6

13

29

18

23

4

22

5

13

2

11

25

31

17

24

30

10

22

24-25

9

2

. 15

22

9

22

5

31

11

3,380

5,600

5,640

9,500

5,610

5,010

3,600

3,700

5,300

3,400

3,590

6,440

7,830

7,060

5,940

4,000

3,560

9,430

6,070

8,420

3,890

5,150

6,400

5,780

9,270

4,060

8,530

5,260

10,500

7,840

21,400

7,540

7,240

5,890

6,000

6,040

6,050

5,020

8,300

11,000

3,890

3,490

3,960

3,740

7,660

4,190

7,260

3,420

8,760

3,440

3,620

28,000

4,880

3,960

9,090

4,010

5,160

4,040

8,000

8,760

6,110

4,180

5,810

Date

Apr.

1907 Jan.

Mar.

Sept.

Oct.

Nov.

Dec.

1908 Jan.

Feb.

Mar.

May

1909 Feb.

Mar.

Apr.

Hay

1910 Jan.

Feb.

Mar.

Apr.

1911 Apr.

Oct.

1912 Feb.

Mar.

May1913 Jan.

Mar.

Apr.

Oct.

Nov.

1914 Feb.

Mar.

Apr.

1915 Jan.

Feb.

Apr.

Aug.

Dec.

1916 Feb.

Apr.

Discharge Date 

(second-feet)

16

1

19

24

30

4

8

26

11

25

8

14

17

27

15

20

1

9

23

31

21

25

26

16

22

2

24

22

2

19

27

6

23

27

16-17

25

30

9

4

17

21

29

17

26

10

1

18

29

9

27

14

19

2

7

16

26

13

5

9

28

27

1

15

5,. 180

3,700

8,100

3,430

7,960

6,230

9,190

3,800

5,140

6,320

3,950

7,160

7,460

6,120

3,780

5,120

3,430

7,020

4,330

4,020

4,960

6,490

5,110

6,150

4,550

5,230

5,720

4,490

8,300

4,450

8,980

3,370

4,030

3,740

10,400

4,640

6,010

3,370

5,620

5,250

5,010

7,450

5,840

4,460

3,530

4,130

3,430

7,980

3,410

3,560

7,800

6,910

5,300

5,650

3,710

5,470

3,520

4,920

4,570

4,280

5,700

6,130

4,220

1917 Mar.

Apr.

1918 Feb.

1919 Mar.

July

1920 Mar.

Apr.

Oct.

Dec.

1921 Jan.

Mar.

1922 Mar.

Apr.

May

1923 Jan.

Mar.

Dec.

1924 Jan.

Apr.

May

1925 Feb.

Mar.

Nov.

Dec.

1926 Feb.

Her .

Nov.

1927 Feb.

Aug.

Sept.

Oct.

Nov.

Dec.

1928 Feb.

Apr.

Aug.

1929 Mar.

Apr.

1930 Mar.

1931 June

1932 Mar.

Apr.

Nov.

1933 Mar.

Apr.

Aug.

Sept.

12

17

28

7

22

28

2

10

29

24

9

18

6

2

6

15

15

4

10

9

21

2

20

2

18

7

18

8

19

14

16

2

14

5

26

8

17

27

15

30

3

21

5

18

20

9

16

24

30

28

7

17

29

9

18

29

2

12

21

21

23

7

19

25

18

Discharge 

(second-feet)

3,370

3,460

4,530

3,420

5,640

6,490

3,910

4,290

4,010

8,630

5,110

11,600

4,660

4,570

3,730

4,510

3,960

6,240

4,760

6,560

3,660

3,490

4,800

4,060

7,680

3,540

4,400

10,800

4,180

6,590

6,040

5,620

3,43.0

3,950

5,520

4,460

3,710

3,640

3,440

4,060

8,710

5,960

5,740

4,800

4,700

5,130

4,100

4,210

4,400

4,370

5,120

4,310

4,440

3,610

3,950

3,810

4,650

4,990

8,200

P 8,480

5,050

3,480

7,170

6,620

7,950

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOOD RECORDS - NORTH ATLANTIC SLOPS BASINS

Delaware River at Port Jervls, N. Y.

Location.- At or near highway bridge at Port Jervls, Orange County, lj miles above mouth 

of Neversink River.

Drainage area.- 3,076 square miles.

Records available.- October 1904 to September 1933.

Source of data.- U. S. Geological Survey.

Gage.- Honrecording gage read once or twice dally prior to Aug. 14, 1928; recording 

gage thereafter. Zero of present gage is 415.605 feet above mean sea level.

Stage-discharge relation.- Control shifts occasionally. Bank-full stage, about 18 feet.

Storage and regulation" Storage of 216,000 acre-feet In Wallenpaupack Reservoir since 

1925, 26,000 acre-feet in Toronto Reservoir since 1926, 37,000 acre-feet In Swinging Bridge Reservoir since 1930, and an undetermined amount In several other small 

reservoirs. Some regulation of flood flows.

Historical data.- Greatest known flood Oct. 10, 1903, stage 23.1 feet (discharge, about 

155,000 second-feet). A stage of 25.5 feet occurred on Mar. 8, 1904, due to an 

ice gorge.

Flood stages and discharges 

(Base discharge 26,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1904 Oct.

1905 Jan.

Mar.

Dec.

1906 Mar.

Apr.

1907 Jan.

Mar.

Nov.

Dec.

1908 Feb.

Mar.

May

1909 Jan.

Feb.

Apr.

May

1910 Jan.

Mar.

Apr.

1911 Jan.

Mar.

Apr.

June

1912 Mar.

Apr.

1913 Jan.

Mar.

Nov.

1914 Mar.

Apr.

1915 Jan.

Feb.

Apr.

22

8

20

26

4

5

11

16

1

24

8

11

25

16

15

25

29

8

7

17

21

25

16

2

23

1

8

27

4

28

8

14

16

30

3

17

19

4

9

15

28

28

10

28

3

9

21

8

8

20

20

16

16

25

25

12

12

10.7

9.5

10.7

11.6

10.3

9.3

9.0

11.4

9.0

8.9

10.7

13.1

8.4

IS.,5

9.5

8.6

10.8

8.1

10.0

8.4

11.7

9.3

8.4

8.5

10.9

13.0

9.0

9.3

8.0

10.7

8.5

8.4

10.2

10.6

10.2

7.8

8.2

8.0

11.0

8.0

15.0

15.5

9.7

16.0

9.3

11.0

9.1

8.6

9.1

9.4

9.88

9.1

9.20

9.8

10.3

7.9

8.00

44,200

35,600

44,200

50,900

41,300

34,200

38,100

49,400

32,100

31,400

44,200

62,500

28,100

65,700

35,600

29,400

44,900

26,200

42,800

30,500

56,600

37,300

30,500

31,200

50,100

67,300

35,000

37,300

27,500

48,400

31,200

30,500

44,400

47,600

44,400

26,000

29,000

27,500

50,900

27,500

84,000

P 88,400

40,400

92,700

37,300

50,900

35,800

32,000

P 35,800

38, 100

P 41,800

35,800

P 36,500

41,200

P 45,200

26,800

27,500

* Estimated

t Below base

July 

1916 Jan.

Feb. 

Apr.

1917 Jan. 

Mar.

Apr. 

June 

Oct.

1918 Feb.

Mar.

1919 Mar.

1920 Mar.

July 

Oct. 

Nov. 

Dec.

1921 Mar.

Nov.

1922 Feb. 

Mar.

June

1923 Mar.

Apr.

9

9

23

28

28

26

27

1

2

15

15

15

15

2fi

23

2

12

31

21

27

2

10

13

13

18

13

27

27

25

25

2

2

24

24

2

2

15

15

4

4

10

10

29

29

24

24

8

8

29

29

4

4

18

24

24

6

6

8.8

9.40

8.00

8.10

8.10

11.0

8.10

12.0

11.6

8.70

8.70

3.*3 9.2

10.3

11.3

8.0

8.7

12.3

9.0

9.0

8.1

7.0

11.0

14.0

8.6

8.8

10.4

10.5

8.3

8.4

8.6

8.9

8.4

8.5

9.0

9.0

8.7

8.9

9.4

9.5

11.9

12.3

13.0

13.1

9.7

12.0

11.2

12.0

8.2

8.3

8.6

8.8

9.83

11.0

11.8

10.6

10.8

P

P

P

P

t

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

*

P

P

33,500

38,100

27,500

28,200

28,200

50,900

28,200

59,100

55,800

32,700

32,700

36,500

29,700

45,200

53,400

27,500

32,700

61,600

35,000

35,000

28,200

20,500

50,900

75,500

32,000

33, 500

46,000

46,800

29,700

30,500

32,000

34,200

30,500

31,200

35,000

35,000

32,700

34,200

38,100

38,900

58,300

61,600

67,300

68,100

40,400

59,100

52,500

59,100

29,000

29,700

32,000

33,500

32,000

51,500

57,900

48,300

49,900
FLOODS IN THE UWITED STATES

Flood stages and discharges of Delaware River at Port Jervls, N. Y. Continued

1924 Jan. 

Apr. 

Oct.

1925 Feb. 

Nov.

1926 Apr. 

Nov.

1927 Mar.

May 

Sept. 

Oct. 

Nov.

Gage

height Discharge 

(feet) (second-feet)

12

12

7

7

1

1

12

12

17

17

10

10

17

17

15

15

17

17

22

22

25

26

2

3

20

20

5

5

18

10.7

10.8

12.1

12.42

13.8

14.7

14.7

14.9

' 8.8

9.4

13.8

10.85

9.15

9.00

8.5

8.3

8.65

7.7

13.1

9.5

P

P

P

P

P

P

P

P

P

P

P

P

P

49,100

49,900

59,900

62,500

73,900

81,400

80,000

83,100

29,700

33,900

38,000

38,700

58,200

73,900

46,800

50,300

34,100

36,700

33,200

35,500

31,800

30,400

32,800

26,200

56,900

68,300

36,800

39,500

43,800

Nov. 

Dec.

1928 Apr.

1929 Mar. 

Apr.

1930 Mar.

1931 Mar.

1932 Apr.

Oct. 

Nov.

1933 Apr. 

Aug.

Sept.

Gage

height Discharge 

(feet) (second-feet)

18

9

14

14

24

24

30

30

7

7

30

30

15

15

13

22

27

9

9

30

30

1

2

7

20

18

25

25

17

11.7

8.3

8.3

8.7

8.7

8.3

8.3

9.4

11.8

11.5

11.9

10.0

8.05

8.82

9.97

8.4

15.03

P

P

P

P

P

P

P

P

P

57,100

44,500

30,400

30,400

33,200

33,200

30,400

30,400

32,900

38,700

43,800

57,900

56,500

59,700

31,300

44,500

26,000

26,600

29,400

32,100

35,100

44,300

35,000

52,200

31,900

29,700

70,100

85, 600

26,900

Note.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak ) .

Perkiomen Creek at Frederick, Pa.

Location.- At Frederick (Spring Mount), Montgomery County, 12 miles above mouth.

Drainage area.- 152 square miles.

Records available.- August 1884 to December 1913.

Source of data.- Discharge records -furnished by Philadelphia Bureau of Water.

Gage . - Recording . 

Stage -discharge relation.- Rating curve well defined.

Flood discharges 

ise discharge 2,000 second-feet)

Date

1884 Dee.

1885 Jan.

Feb.

Apr.

Dec.

1886 Jan.

Feb.

Apr.

May

1887 Jan.

Feb,

1888 Jan.

Feb.

Mar.

Apr.

Aug.

Sept.

Dec.

1889 Mar.

June

July

Sept.

Oct.

0

7

15

6

10

4

14

5

11

13

6

8

24

18

1

21

25

21

e

22

18

21

17

4

1

15

31

17

27

Discharge 

second-feet )

3,420

2,410

2,600

2,110

3,190

2,550

3,040

4,390

4,400

4,020

3,090

4,100

2,370

4,300

3,280

2,460

3,540

2,750

3,340

5,300

2,800

4,790

4,240

2,190

4,020

5,570

3,130

3,360

Date

Hov.

1890 Feb.

Mar.

May

1891 Jan.

Mar.

Sept.

1892 Jan.

Mar.

Nov.

1893 Feb.

Mar.

May

1894 May

Sept.

Oct.

Dec.

1895 Jan.

Apr.

1896 Feb.

T.'ir.

(s

9

19

28

9

22

27

12

22

21

5

14

1

16

10

10

12

4

21

24

28

19

10

12

11

26

9

6

20

Discharge 

econd-feet)

5,390

2,270

2,800

7,050

4,050

2,510

3,430

3,940

4,800

2,370

3,770

2,070

2,840

3,250

3,550

3,400

5,140

8,770

3,540

2,440

2,490

2,340

4,130

2,370

2; 210

4,200

0,790

",150

Date

Mar.

Oct.

Nov.

1897 Feb.

May

Nov.

Dec.

1898 Jan.

Feb.

May

Hov.

Dec.

1899 Jan.

Feb.

Mar.

Sept.

1900 Jan.

Feb.

1901 Mar.

Apr.

Den.

Discharge 

(second-feet)

29

13

5

7

2

13

2

15

23

20

8

19

5

25

27

5

19

26

12

20

5

13

22

11

21

25

15

29

2,520

2,710

2,440

4,080

2,580

4,750

3,090

2,560

2,760

5,550

3,490

3,810

3,410

2,690

4,040

3,520

2,420

3,360

2,070

2,340

3,610

3,110

2,500

4,720

2,000

2,240

2,750

6,020
FLOOD RECORDS - NORTH ATLANTIC SLOPE BASINS

Flood discharges of Perk5omen CreeK at Frederick, Pa. Continued

Date

1902 Jan.

Feb.

Mar.

Oct.

Dec.

1903 Jan.

Feb.

Mar.

Apr.

July

Oct.

Dec.

1904 Jan.

Feb.

Mar.

June

Sept.

Oct.

1905 Jan.

22

26

23

10

12

16

22

3

21

4

28

23

15

18

9

20

23

22

7

7

15

21

7

Discharge 

(second-feet)

22

26

23

10

12

16

22

3

21

4

28

23

15

18

9

20

23

22

7

7

15

21

7

5,260

6,040

6,840

2,840

2,350

4,200

5,010

3,840

2,020

2,520

6,180

2,780

2,130

2,060

4,240

2,810

4,460

3,820

3, 580

2,580

5,460

3,820

5,710

1906

1907

1908

1909

Mar.

Aug.

Nov.

Feb.

Mar.

Apr.

June

Dec.

Mar.

Sept.

Nov.

Dec.

Jan.

Feb.

Mar.

Jan.

19

21

16

29

og

4

28

10

15

19

31

14

23

29

7

10

23

12

15

26

19

6

Di a charge

(second-feet)

19

21

16

29

og

4

28

10

15

19

31

14

23

29

7

10

23

12

15

26

19

6

2,490

3,020

3,240

3,160

2,160

4,050

2,000

3,030

2,530

2,200

5,350

3,450

4,020

4,850

3,110

2,550

2,820

2,250

5,570

3,790

2,260

2,030

Feb.

Dee.

1910 Jan.

Feb.

Mar.

1911 Aug.

Oct.

Nov.

1912 Feb.

War.

Sept.

Dec.

1913 Jan.

Mar.

Apr.

Dec.

24

14

22

22

1

31

18

18

22

27

13

15

24

25

30

3

14

27

12

16

28

26

Discharge 

(second-feet)

24

14

22

22

1

31

18

18

22

27

13

15

24

25

30

3

14

27

12

16

28

26

3,370

3,180

4,590

3,450

2,500

2,090

2,050

2,130

3,660

2,820

4,670

5,200

2,120

3,780

3,070

2,630

2,720

4,950

2,980

2,850

2,900

2,430

Hote.- All discharge quantities are average daily flows.

Susquehanna River at Towanda, Pa.

Location.- At highway bridge at Towanda, Bradford County.

Drainage area.- 7,797 square miles.

Records available.- December 1892 to September 1933.

Sourceg of data.- Gage-height records from U. S. Weather Bureau prior to Jan. 28, 1914. 

"Discharge records for same period and all gage-height and discharge records thereafter from the Pennsylvania Department of Forests and Waters; collaboration by 

TJ. S. Geological Survey 1918-20, 1931-33.

Gage.- Nonrecording gage read to tenths once daily prior to Jan. 28, 1914, to half

tenths twice daily thereafter (read oftener during high stages). Zero of gage is 

693.85 feet above mean sea level.

Stage-discharge relation.- Practically permanent except as affected by ice. Bank-full 

stage,about 26 feet.

Historical data.- Maximum known stage, about 25.0 feet Mar. 17, 1865 (discharge not 

determined).

Flood stages and discharges 

(Base discharge 53,500 second-feet)

1893 Mar. 

Apr. 

May 

1894 Mar. 

Apr.

1895 Apr. 

1896 Jan. 

Mar. 

Mar.

1897 Mar. 

1898 Mar. 

Apr.

1899 Mar.

1900 Feb.

1901 Mar. 

Apr.

* 

t

10 

9 

5 

8 

24

10 

1 

2 

31-Apr.l

25 

14

25-26

6

23

28 

8 

22

Estimated 

Below base

11.6 

10.7 

15.0 

11.7 

10.2

14.5 

10.0 

11.0 

15.0

11.3 

10.6 

12.0

10.5

11.0

14.5 

11.5 

13.3

Gage

he ight Di s charge 

(feet) (second-feet)

66,000

58,900

97,300

66,800

55,000

Gage

height Discharge 

(feet) (second-feet)

92,100

53,500

61,200

97,300

63J666 

58,100 

69,200

57^300 

61^200

92,100

65,200

80,300

1902 Mar.

July

Dee.

1903 Jan. 

Feb. 

Mar.

Aug.

Oct.

1904 Feb. 

Mar.

1905 Mar.

Dee.

1906 Mar.

1907 Apr.

2

2

14

18

7

22

23

31

5

1

12

24

24

30

30

11

8

8

27

20

26

4

31

27

23.0

24.5

12.0

12.3

10.3

10.9

11.5

10.8

13.5

14.4

12.6

14.8

15.5

14.5

15.2

15.2

11.8

12.5

17.0

11.8

15.0

10 .-5

10.2

9.4

* 220,000

P* 240,000

69,200

71,700

55,800

60,400

65,200

59,600

82,200

91,000

74,200

95,200

P 103,000

92,100

P 99,500

99,500

67,600

73,400

122,000

67,600

97,300

57,300

55,000

t 49,000
FLOODS IN THE UNITED STATES

Flood atagea and discharges of Susquehanna River at Towanda, Pa. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

May 

1920 Mar.

Dec. 

1921 Mar.

1922 Feb. 

Mar.

1923 Mar.

Apr.

1924 Jan. 

Apr.

May

Oct.

1925 Feb.

1926 Mar. 

Apr.

Nov.

1927 Mar.

Uay 

Oct.

Hov. 

Dec.

1928 Mar. 

May

1929 Mar. 

Apr.

May

1930 Feb. 

Mar.

1931 Mar.

1932 Apr.

1933 Mar. 

Aug.

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Breaks in record: May 16, 1894, to Feb. 28, 1895; May 1 to Dec. 31, 

1896; May 1 to Dec. 31, 1898; May 1, 1899, to Jan. 31, 1900; May 1, 1900, to Jan. 31, 

1901} May 1, 1901, to Jan. 31, 1902.

1907 Dec.

1908 Feb.

Mar.

1909 Feb.

Apr.

May

1910 Jan.

Mar.

Apr.

1911 Mar.

Apr.

1912 Feb.

Mar.

Apr.

1913 Jan.

Mar.

Apr.

1914 Feb.

Mar.

Apr.

May

1915 Jan.

Feb.

July

1916 Apr.

Jxme

1917 Mar.

Oct.

1918 Feb.

Mar.

Apr.

1919 May

11

11

25

16

16

30

21

21

25

15

2

23

23

3

3

8

25

28-29

8

27

18

30

30

3

8

4

9

28

29

29

1

29

29

9

21

13

13

8

8

20

16

25

25

9

9

2

15

23

18

18

28

28

31

21

27

1

15

15

16

11

11.2

11.8

11.2

14.5

13.8

12.8

11.8

12. 0

11.6

10.8

13.4

10.8

13.0

18.4

18.2

13.0

14.0

12.5

11.3

12.0

11.7

15.7

15.0

15.0

11.5

10.5

14.0

20.0

10.0

10.2

10.00

20.20

19.90

14.00

10,77

13.90

14.80

13.35

13.80

10.58

12.66

15.90

17.44

17.12

17.45

18.0

12.3

10.6

11.5

12.4

12.0

12.3

11.9

11.3

10.4

13.2

15.8

15.9

11.5

10.81

62,800

P 57,600

62,800

92,300

85,000

75,900

67,600

P 69,200

66,000

59,600

81,200

59,600

P 77,600

P 142,000

139,000

77,600

87,000

73,400

63,600

69,200

66,800

105,000

P 109,000

97,300

65,200

57,300

8-7,000

167,000

53,500

P 55,000

 53, 500

P 170,000

155,000

87,000

59,600

86,000

P 95,200

81,200

P 85,000

58,100

75,100

120,000

P 127,000

123,000

P 127,000

136,000

71,700

58,100

55,200

? 72,500

69,200

P 71,700

68,400

63,500

56,500

79,400

106,000

P 120,000

65,200

59,500

23

23

13

13

17

27-28

3

10

10

29

29

24

8

4

5

17

24

6

12

7

7

19

13

1

12

12

24

26

9

9

17

17

9

15

22

25

20

20

18

29

2

9

27

1

16

17

22

22

4

26

8

9

29

29

1

3

12

22

25

25

12.13

12.39

16.25

17.2

11.95

12.30

10.06

11.86

12.3

14.91

15.6

11.71

12.47

13.4

11.55

9.98

11.22

11.55

10.88

16.55

17.8

10.15

10.70

16.12

17.68

18.70

10.48

12.90

12.83

13.6

15.70

16.6

10.00

14.40

12.25

13.85

17.02

17.30

11.95

11.25

10.58

10.32

11.30

12.90

16.40

10.25

19.18

19.90

10.02

10.56

1S.1

10.87

11.80

12.4

14.76

13.60

10.84

10.68

12.9

12.08

70,000

P 72,600

111,000

P 124,000

69,200

71,700

54,300

68,400

P 71,700

96,200

P 104,000

66,800

73,400

P 81,200

66,000

53,500

62,800

66,000

60,400

116,000

P 133,000

55,000

53,900

110,000

131,000

9 146,000

57,300

76,800

75,900

P 83,100

105,000

P 116,000

53,500

91,000

70,900

85,000

122,000

P 126,000

69,200

62,800

58,100

55,800

63,600

76,800

114,000

55,000

154,000

P 165,000

53,500

54,400

P 65,100

55,800

62,700

P 67,500

P 88,000

77,400

55,100

54,400

P 71,500

65,100
FLOOD RECORDS - NORTH ATLANTIC SLOPE BASINS

Susquehanna River at Harrisburg, Pa.

Location.- Prior to July 18, 1904, at city waterworks pumping station, Harrisburg, 

TSauphln County; July 18, 1904, to Sept. 30, 1928, at Walnut Street Bridge about 

2,100 feet downstream; thereafter at Nagle Street Bridge, about 4,200 feet downstream from Walnut Street Bridge.

Drainage area.- 24,100 square miles.

Records aTallable.- October 1890 to September 1933.

Sources of data.- Fragmentary data 1786-1890 from Water Resources Inventory Report, Part 

VIII (1916), Water Supply Commission of Pennsylvania. Discharge records 1890-1929 

from report of Stone & Webster Engineering Corporation; U. S. Geological Survey records thereafter. Gage-height records prior to July 18, 1904, by the HarrisburK 

Water Board; July 18, 1904, to July 15, 1906, by toll.collector at Walnut Street 

Bridge; July 16, 1906, to Sept. 50, 1928, by U. S. Weather Bureau and Pennsylvania 

Department of Forests and Waters; thereafter by U. S. Geological Survey.

Pages.- Nonrecording gage read to nearest inch once daily prior to July 38, 1904. Walnut Street gage read to half-tenths once dally through November 19Q9; read to hundredths once dally through 19^0 and twice or more daily thereafter. Recording 

gages used In conjunction with nonrscording gage October 1914 to June 1928. Recording gage at Hagle Street Bridge established June 15, 1928, and records used 

after Sept. 30, 1928. Gage at Walnut Street station still being read. Zero of 

gages is 289.40 feet above mean sea level.

Stage-discharge relation.- Practically permanent. Banks are high and not subject to

overflow! Relation affected by ice during winter. Ba-ckwater from construction of 

low dam April 1914 to August 1916, which formed new control for all but extremely 

high flows.

Regulation.- Small diversion through Pennsylvania Canal prior to fall of 1901.

Flood stages and discharges 

(Base discharge 154,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1786 Oct.

1833 May

1846 Mar.

1847 Oct.

1853 Feb.

1865 Mar.

1868 Mar.

1874 Jan.

Apr.

1875 Mar.

Apr.

1876 Apr.

June

1877 Mar.

1878 Feb.

Mar.

Dec.

1879 Mar.

1880 Feb.

1881 Feb.

Mar.

June

Dec.

1882 Feb.

Mar.

1883 June

1884 Feb.

Mar.

1885 Apr.

1886 Jan.

Feb. .

Apr.

Nov.

1887 Jan.

Feb.

1888 Feb.

Mar.

Apr.

Dec.

1889 June

Nov.

1890 Mar.

Apr.

May

5

15

15

26

9

7

18

19

9

22

2

18

4

16

19

11

29

25

14-15

12

13

15

13

21

11

29

23

3

28

8

15

14

5

6

13

2

8

20

26

13

24

23

31

7

19

2

21

24

10

22

22

18

22

16

18

18

24.6

20.0

11.1

11.3

14.1

15.6

18.0

11.9

12.3

13.1

13.6

13.6

11.1

19.9

14.1

10.9

19.4

12.6

13.5

12.6

13.3

13.6

12.6

15.6

17.2

11.6

13.9

19.0

20.8

16.1

16.1

11.6

11.1

12.5

11.3

11.5

11.6

12.3

13.1

26.8

15.1

11.3

11.3

12.1

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

494,000

357,000

494,000

297,000

357,000

357,000

602,000

422,000

170,000

175,000

189,000

199,000

219,000

232,000

232,000

170,000

419,000

245,000

166,000

206,000

232,000

206,000

224,000

232,000

206.000

286,000

332, 000

182,000

389,000

300,000

300,000

182,000

170,000

206,000

175,000

179,000

182,000

199,000

219,000

707,000

272,000

175,000

175,000

194,000

Oct.

1891 Feb.

Mar.

1892 Jan.

Mar.

Apr.

June

1893 Feb.

Mar.

Apr.

May

1894 Mar.

May

1895 Apr.

3896 Feb.

Apr.

1897 UBT.

1898 Jan.

Mar.

1899 Mar.

1900 Jan.

Feb.

Mar.

1901 Mar!

Apr.

May

Dec.

1£>02 Kar s

Apr.

Dec.

1903 Feb.

Mar.

Apr.

1904 Jan.

Mar.

Apr.

1905 Mar.

Dec.

1906 Apr.

26

2-3

19

28

15

26

16

29

5

5

12

13

23

5

9

22

11

8

1

26

25

24

7

23

24

2

12

29

9

23

31

16

3

14

18

10

23

6

2

11

25

16

24

8

28

3

21

26

5

1

13.60

11.51

19.01

12.73

10.61

10.71

12.70

12.83

14.47

12.35

10.65

14.85

10.88

1G.32

11.86

24. 66

13.45

12.02

14.61

11.45

10.34

15.44

13.12

11.54

10.97

12.91

11.83

1?., 57

12.55

13.32

13.71

20.89

22.94

13.67

14.72

14.51

12.62

14.19

16.33

12.13

15.09

12.81

14.73

20.84

13.62

13.26

15.83

14.00

11.84

10.83

233,000

181,000

387,000

211,000

161,000

163,000

210,000

213,000

256,000

201,000

161,000

267,000

167,000

308,000

139,000

575,000

229,000

193,000

260,000

180,000

155,000

283,000

221,000

182,000

169,000

215,000

189,000

207,000

206,000

226,000

236,000

445,000

449,000

235,000

263,000

257,000

173,000

210,000

266,000

163,000

233,000

177,000

263,000

298,000

195,000

1.87,000

292,000

241,000

186,000

163,000
FLOODS IK THE UNITED STATES

Flood stages and discharges of Susquehanna River at Harrisburg, Pa. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1906 Apr.

1907 Mar.

Dec.

1908 Feb. 

Mar.

May

1909 Feb. 

Apr. 

May

1910 Jan. 

Mar. 

Apr.

1911 Jan. 

19IS Mar.

Apr.

1913 Jan. 

Mar.

1914 Feb. 

Map. 

Apr. 

May

1915 Jan.

Feb.

1916 Mar. 

Apr.

1917 Mar. 

Oct.

1918 Feb.

Mar. 

Apr.

16

16

21

26

17

17

20

30

9

26

16

2

23

3

26

16

17

31

4

10

28

2

30

10

15

9

21

17

26

30

16

29

31

22

27

3

16

17

10.90

12.79

11.23

10.45

13.92

14.30

15.67

11.50

10.96

12.44

10.96

15.64

12.20

17.13

14.37

10.79

11.57

13.66

13.86

12.76

18.72

12.29

17.69

10.99

12.23

12.13

11.33

12.71

15.46

18.06

13.10

10.68 t

12.58

13.60

12.86

11.35

IS. 27

12.87

164,000

210,000

172,000

155,000

239,000

249,000

288,000

173,000

166,000

201,000

166,000

287,000

105,000

330,000

266,000

162,000

180,000

232,000

238,000

209,000

378,000

197,000

347,000

166,000

196,000

188,000

168,000

202,000

278,000

356,000

212,000

152,000

197,000

224,000

204,000

167,000

272,000

204,000

1919 Kay

1920 Mar.

1921 Mar. 

Nov.

1922 Mar.

1923 Mar.

1924 Jan. 

Mar. 

Apr. 

May 

Oct.

1925 Feb.

1926 Mar. 

Nov.

1927 Jan. 

Mar.

May 

Oct. 

Dec.

1928 May 

June 

July

1929 Mar. 

Apr.

May

1£30 Feb. 

1931 Mar. 

J932 Apr. 

1933 Mar.

Apr. 

Aug.

23

14

18

28

11

30

9

6

18

31

8

14

1

13

27

17

24

10

16

23

27

21

18

2

8

1

17

18

23

4

28

31

2

17

22

20

25

15.12

19.58

13.01

11.16

11.44

15.18

32.20

14.29

10.80

11.23

16.68

13.94

13.36

18.30

11.17

15.63

11.80

11.31

12.20

12.66

11.80

14.40

10.80

14.38

11.11

10.93

12.47

10.96

12.80

9.82

9.35

268,000

404,000

208,000

163,000

169,000

269,000

187,000

244,000

155,000

165,000

314,000

234,000

218,000

363,000

164,000

282,000

161,000

166,000

188,000

200,000

178,000

247,000

154,000

247,000

161,000

158,000

233,000

196,000

222,000

172,000

166,000

+ 145,000

240,000

161,000

167,000

158,000

249,000

t TBelow base 

Hpte.- All discharge quantities are average daily flows except as designated by

(momentary 'nf-.n-pv -nfislr}- peak).

Chemung River at Chemung, N. Y.

Location.- At or near highway bridge three-quarters of a mile southwest of Chemung, 

Chemung County, and about half a mile above New York-Pennsylvania State line.

Drainage area.- 2,530 square miles.

Records available.- September 1903 to'September 1933.

Source of data.- P. S. Geological Survey.

Sages.- Honrecording gage read to hundredth^ twice daily prior to Jan. 10, 1930; recording gage thereafter.

Stage-discharge relation.- Low water affected by ice and by aquatic growth. Control 

fairly permanent"

Historical data.- Maximum known flood occurred June 1, 1889, estimated discharge, 

138,000 second-feet at Elmira.

Flood stages and discharges 

(Base discharge 20,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Momentary peak

Gage

height Discharge 

(feet) (second-feetj

1904 Jan.

Feb.

Mar.

1905 Mar.

June

1906 Mar.

23

8

8

24

26

20

25

22

28

31

10.95

16.30

15.97

11.40

13.20

14.1

13.20

10.55

11.94

11.09

23,800

53,800

51,500

25,800

34,800

39,800

34,800

22,000

28,400

24,400

12.3

17.6

16.07

12.70

13.40

14.7

13.3

1«.C

12.72

11.46

30,200

63,200

52,200

32,200

35,900

43,400

35,400

28,700

32,300

26,100
FLOOD RECORDS - NORTH ATLANTIC SLOPE BASINS 143

Flood stages and discharges of Chemung River at Chemung, N. Y.--Continued

Average

Gage

height Discharge 

(feet) (second-feet)

Momentary peak

Gage

height Discharge 

(feet) (second-feet)

1907 Apr.

Dec.

1908 Feb.

Mar.

1909 Feb.

Apr.

'.'ay

1910 Jan.

Mar.

Apr.

1911 Jan.

1912 Mar.

Apr.

1913 Jan.

Mar.

Apr.

Nov.

1914 Jan.

Mar.

Apr.

May

1915 Jan.

Feb.

July

1916 Jan.

Mar.

Apr.

June

1917 Mar.

Oct.

3910 Mar.

Apr.

1939 May

1920 Mar.

1921 Feb.

Nov.

192? Mar.

1923 Mar.

Apr.

1924 Apr.

May

Oct.

1925 Feb.

1926 ^Mar.

Aor.

Nov.

1927 Mar.

May

Oct.

Nov.

Dec.

1928 May

June

1929 Ma-.

Apr.

1930 Feb.

1931 Mar.

1932 Feb.

Apr.

*

t

27 

24

16

14

16

29

25

15

1

22

1

7

25

15

16

18

30

2

6

4

9

87

29

10

30

28

2

9

6

13

8

16

25

9

3

6

29

31

15

23

18

12

25

1

15

16

11

23

13

H7

17

28

8

5

5

7

19

13

1

12

26

9

17

14

22

25

20

4

18

28

2

17

1

6

15

21

26

29

12

1

10.14

12.12

14.75

!.-> . 38

12.69

10.31

11.01

10.73

15.39

11.62

14.62

11.92

1« . 56

8.7

12.7

10.2

14.9

11.6

10.2

11.1

10.2

15.2

13.9

10.6

11.8

16.0

1C. 2

11.6

11.4

15.]

12.7

12.6

15.8

12.7

10.5

11.1

15.3

15.5

12.2

12.3

14.5

10.8

11.0

11.3

1G.3

12.3

11.8

1C-.1

17.0

11.8

11.6

11.0

U.I

13.1

10. £

14.8

11.4

12.2

11.1

10.0

12.8

20,300

29,300

42,900

35,300

32,000

21,000

24,000

22,800

46,200

26,900

42,400

28,300

52,100

t 14,200

31,500

20,000

42,500

26,000

20,000

23,800

20,000

49,000

37,500

21,600

27,000

48,000

20,600

26,200

25,400

41,000

30,600

30,200

44,200

30,600

21,800

24,200

51.400

49,400

30,000

30,500

42,900

23,400

24,300

25,700

54,900

33,100

28,000

53,500

59,900

28,000

26,600

23,800

24,800

34,800

20,800

44,800

26,100

30,000

26,300

43,300

24,800

24,300

33,200

20,000

23,800

23,600

25,100

22,900

41,000

21,700

33,800

21,300

32,900

21,200

33,900

49,700

23,300

t 18,600

20,300

* 35,500

Estimated

Below base

10.71

12.35

14.98

13.48

13.05

10.44

11.85

12.11

15.72

11.62

15.15

12.37

16.76

13.35

10.68

15.98

12.34

10.59

11.73

11.70

16.7

14.47

10.98

12.5

17.0

11.04

13.15

13.02

16.30

15.0

13.5

16.42

13.97

11.35

11.55

16.23

15.68

15.3

13.5

18.2

11.7

11.36

12.90

17.96

13.32

12.7

17.0

17.18

11.9

11.6

1] .97

12.36

13.65

10.76

15.55

12.45

13.66

14.5

15.6

12.1

11.95

14.1

10.25

12.2

12.2

11.8

11.9

15. Z

11.0

15.6

11.4

13.3

10.8

12.9

17.2

11.7

11.50

14.13

22,700

30,400

45,100

36,300

34,000

21,500

28,000

29,200

49,900

26,900

46,200

30,500

57,000

34,800

21,900

47,900

29,700

21,600

26,600

26,500

51,500

40,400

23,300

30,500

53,000

24,000

32,400

31,900

46,400

40,600

33,800

47,000

36,000

25,200

26,000

54,400

50,600

48,100

37,000

68,900

27,600

26,000

33,700

67,000

36,000

32,600

59,900

61,200

28,500

26,600

28,300

30,800

37,900

23,200

49,700

31,200

37,900

42,900

50,100

29,500

28,800

40,500

21,000

30,000

30,000

28,400

29,000

47,800

24,600

49,600

26,500

39,400

23,^00

34,400

58,000

C6,300

25,300

 A 39,400
FLOODS IN THE UNITED STATES

Flood stages and discharges of Chemung River at Chemung, H. Y. Continued

Average Momentary peak

Gage

Date height Discharge

(feet) (second-feet)

1932 Apr. 3 21,700

May 9 20,900

12 24,700

1933 Aug. 24 23,500

Sage

height Discharge 

(feet) (second-feet)

11.08

11.13

12.45

13.03

23,400

23,600

30,200

33,400

West Branch of Susquehanna River at Williamsport, Pa.

Location.- At Market Street Bridge, Williamsport, Lycoming County.

Drainage area.- 5,682 square miles.

Records available.- March 1895 to September 1933.

Sources of data.- Sage-height records by U. S. Weather Bureau and discharge records by 

U. S. Geological Survey prior to August 1913. Records by Pennsylvania Department 

of Forests and Waters August 1913 to September 1933j collaboration by U. S. Geological Survey 1918-21 and 1931-33.

Sage.- Nonrecording gage read once daily prior to Aug. 24, 1913j twice daily Aug. 24,

1913, to Oct. 1, 1928 (read oftener during high water); recording gage thereafter. 

Zero of gages is 494.55 feet above mean sea level.

Stage-discharge relation.- Probably permanent except as affected by ice. Rating curve 

well defined to 120,000 second-feet. Bank-full stage, about 24 feet.

Historical data.- Fragmentary data 1846-94 taken from Water Resources Inventory Report, 

Part VIII (1916), Water Supply Commission of Pennsylvania, except flood discharges 

for Mar. 17, 1865, June 1, 1889, and May 21, 1894, which are revisions made by 

Corps of Engineers, U. S. Army.

Flood stages and discharges 

(Base discharge 45,000 second-feet)

Sage

height Discharge 

(feet) (second-feet)

Sage

height Discharge 

(feet) (second-feet)

1846 Mar.

1847 Oct.

1851 July

1861 Sept.

1865 Mar.

1886 Jan.

1889 June

1891 Feb.

1894 May

1895 Apr.

1896 Mar.

1897 Mar.

1898 Mar.

1899 Mar.

1900 Jan.

Nov.

1901 Mar.

Apr.

May

Dec.

1902 Mar.

Apr.

1903 Jan.

Feb.

Mar.

Apr.

Nov.

1904 Jan.

Mar.

Apr.

13

9

16

28

IV

16

1

18

21

10

31

25

24

6

21-22

27

28

8

22

30

15

2

14

17

10

31

4

5

1

g

9-10

24

16

18

24

4

8

24

24

27

2

24

20

22

24

26

23

32.4

22.0

30.0

12.0

13.9

11.3

21.0

13.1

13.0

17.0

11.2

11.5

15.2

14.0

20.17

SI. 10

12.2

13.8

16.6

11.0

16.0

15.5

17.07

13.2

12.7

13.3

11.7

12.0

13.3

19.0

17.4

9.9

18.00

12.6

16.8

P

P

P

P

P

P

P

P

P

P

P

P

178,000

130,000

152,000

178,000

212,000

164,000

318,000

152,000

276,000

52,300

68,000

47,200

142,000

61,000

60,200

98,000

46,600

48,600

80,000

68,900

133,000

144,000

53,900

67,100

93,900

45,200

87,900

82,900

98,700

61,900

57,800

62,700

50,100

52,300

62,700

119,000

102,000

68,900

108,000

57,000

96,000

1905 Mar.

Dec.

1906 Jan.

1907 Jan. 

Mar.

1908 Feb. 

Mar.

1909 Feb. 

Apr.

May 

1910 Jan.

Apr.

1911 Jan. 

Sept. 

Oct.

1912 Mar.

Apr.

May

1913 Jan.

Apr.

May

1914 Fab.

20

26

4

24

21

15

21

24

16

16

20

30

17

25

15

15

1

22

22

1

1

8

26

26

16

10

3

16

16

31

3

18

9

9

27

28

29

29

1

1

29

18.4

11.7

16.8

11.4

11.0

16.7

12.3

11.1

17.0

15.8

17.4

12.4

12.0

14.5

12.3

12.8

21.0

12.14

12.5

16.2

16.4

13.7

17.1

17.3

15.5

11.13

15.92

13.95

18.40

16.00

17.40

10.95

17.20

17.37

20.40

18.90

11.40

12.40

11.89

13.25

18.28

113,000

50,100

96,000

47,900

45,200

94,900

54,600

45,900

98,000

85,900

102,000

55,400

52,300

73,400

54,600

P 58,600

142,000

53,400

P 56,200

89,900

P 91,900

66,200

99,000

P 101,000

82,900

46,100

87,100

68,600

P 113,000

88,400

103.000

45,100

101,000

P 102,000

P 135,000

119,000

48,000

55,400

51,600

P 62,400

112,000
FLOOD RECORDS - NORTH ATLANTIC SLOPE BASINS 145

Flood stages and discharges of 

West Branch of Susquehanna River at Williamsport, Pa. Continued

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1914 Mar.

May

1915 Jan.

Feb.

1916 Mar.

Apr.

June

1917 Mar.

1918 Feb.

Mar.

Apr.

1919 May

Nov.

1920 Mar.

1921 Mar.

l.ov.

1922 Feb.

1923 Mar.

May

1924 Mar.

Apr.

29

14

8

8

20

16

25

28

15

4

17

18

13

1?

21

21

27

2

15

16

1]

?£

23

28

13

13

18

9

9

29

29

24

5

5

14

31

7

7

18.90 P 119,000

13.33 63,100

14.29 71,700

16.34 P 91,900

11.66 49,900

12.45 55,800

16.80 96,600

20.3 133,000

14.4 72,700

16.0 88,400

21.0 P 141,000

18.5 114,000

11.1 46,000

11.6 P 49,400

17.7 106,000

21.4 P* 145", 000

13.3 6S,800

11.0 45,400

18.6 115,000

11.0 45,400

15.46 83,400

20.06 130,000

2C.9 P 140,000

10.95 45,400

19.79 128,000

20.4 P 135,000

12.66 57,800

11.52 48,800

11.8 P 50,900

15.29 81,400

15,8 P 86,400

10.76 ** 44,100

18.02 109,000

21.6 P 147,000

12.62 57,000

12.35 55,400

18.16 111,000

18.96 P 120,000

* Estimated

Note, 

(momentary

- All discharge quantities are 

peak).

May 

1925 Feb.

1926 Mar. 

Sept.

Nov. 

1927 Jan.

Mar.

May 

Nov. 

Dec.

1928 Mar. 

Apr. 

May 

June

July

1929 Mar.

1930 Feb.

1931 Apr. 

May

1932 Apr.

May

1933 Mar.

** Below base 

average daily flows except as designated by "P"

13

12

12

25

6

7

17

22

23

9

15

22

26

30

15

17

31

9

1

6

7

6

15-16

15

27

27

5

15

24

24

1

1

12

16

16

22

15.57

10.68

19.5?

11.10

13.5

12.05

IK. 2 3

18.7

14.20

13.15

12.70

15.27

12.19

11.40

12.85

13.38

11.83

11.60

13.20

17.86

15.56

13.56

15.75

16.62

11.90

12.29

11.13

10.95

12.47

12.76

13.74

14.68

13.21

13.85

14.30

11.03

P

P

F

P

P

P

P

P

P

84,400

116,000

1^5,000

46,000

64,600

52,400

62,000

117,000

70,900

62,000

57,800

81,400

53,900

48,000

58,600

63,700

50,900

49,400

62,000

108,000

84,400

63,700

86,400

94,500

51,700

54,700

46,100

45,400

 56,200

58,600

66,800

75,600

62,100

67,800

71,800

45,400

Juniata River at Newport, Pa.

Location.- At highway bridge at Newport, Perry County, 1,000 feet above Little Buffalo

Creek.

Drainage area.- 3,354 square miles.

Records available.- March 1899 to July 1906, January 1907 to September 1933. 

Sources of data.- TJ. S. Geological Survey records March 1899 to March 1907; Pennsylvania

Department of Forests and Waters April 1907 to September 1933j collaboration by the

U. S. Geological Survey 1907-13, 1918-21, 1931-33. 

Gage.- Nonrecording gage read to tenths once daily prior to 1907 j to tenths twice daily

1907 to Oct. 4, 1921; to half-tenths twice daily Oct. 5, 1921, to Sept. 30, 1925}

and to quarter-tenths twice daily Oct. 1, 1925, to July 16, 1929 (sometimes read

oftener during high water); recording gage thereafter. Zero of gage is 363.16 feet

above mean sea level. 

Stage-discharge relation.- Permanent except as affected by ice and aquatic growth. Rating curve well defined up to about 70,000 second-feet. 

Historical data.- Estimated flood records for 1810-99 taken from Water Resources Inventory Report, Part VIII (1916), Water Supply Commission of Pennsylvania; those for

1896-99 were derived from the Weather Bureau gage at Mifflin.

Flood stages and discharges 

(Base discharge 30,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

1810 Nov.

1846 Mar.

1847 Oct.

20

13

9

28

20

28.5

P 131,000

P 79,200

P 134,000

Gage

height Discharge 

(feet) (second-feet)

1889 June

1894 May

1896 Oct. 

1897 Feb.

1

21

1 

23

35.9

31.0

15.5 

13

P

P

182,000

151,000

51,000 

37,400

478 O 38 10
146 FLOODS IN THE UNITED STATES

Flood stages and discharges of Juniata River at Newport, Pa. Continued

height Discharge 

(feet) (second-feet)

Date

Sage

height Discharge 

(feet) (seeond-feet)

1897

1898

1900

1901

1902

1903

1904

1905

1906

1907

1908

1909

1910

1911

1912

1913

1914

May

Mar.

Oct.

Feb.

Mar.

Nov.

Mar,

Apr.

May

Dec.

Mar.

Apr.

Feb.

Mar.

Apr.

Feb.

Mar.

Apr.

Mar.

Mar.'

Mar.

J.an.

Feb.

Mar.

May

Feb.

Jan.

Mar.

Apr.

Jan.

Feb.

Mar.

Mar.

May

Feb.

Mar.

'5

23

24

22

2

27

11

22

23

30

15-16

18

21

1

14

17

9-10

5

1

24

16

7

2

4

8

2

11

22

31

15

21

14

16

9

14

19

20

8

20

25

25

22

22

2

26

15

27

16

16

30

28

28

29

1

1

18

12.

13.

13.

11.7

12.9

11.6

15.9

13.8

13.0

13.3

18.0

13.65

12.05-

2S-.3

14.1

15.3

18.5

14.5

15.5

12.7

15.6

11.5

12.0

13.5

14.0

13.4

12.2

11.7

11.0

22.10

15.15

11.45

13.90

12.75

12.50

20.75

19.60

12.85

15.60

11.95

12.2

13.57

17.4

13.45

13.05

10.40

11.60

13.60

13.81

12.10

12.51

12.86

15.22

13.50

13.80

12.50

32,600

37,400

37,400

31,300

36,900

30,800

53,300

41,400

37,400

38,8OO

66,100

40,600

32,900

114,000

43,000

49,800

69,400

45,200

51,000

36,000

51,600

30,400

32,600

39,800

42,400

39,300

33,600

31,300

*» 28,100

92,800

48,900

30,100

41,900

36,200

35,000

P 84,100

76,700

36,700

51,600 .

32,400

f 33,600

40,200

P 62,400

39,600

37,600

-:w 25,500

31,300

41,100

P 42,300

33,600

35,600

P 37,300

50,000

40,600

P 42,200

35,500

1915

1916

1917

1918

1919

1920

1921

1922

1923

1924

1925

1926

1927

1928

1929

1930

1931

1932

1933

Mar.

Feb.

June

Mar.

June

Mar.

Feb.

Apr.

May

Mar.

May

Nov.

Feb.

Mar.

Jan.

Mar.

Apr. 

May

June

Feb.

Feb.

Nov.

Mar.

Oct.

May

Apr.

Oct.

Feb.

May

Apr.

Mar.

May

29

3

16 

25

25

4

4

29

17

17

13

13

21

27

27

16

23

23

13

13

6

6

30

30

24

3

4

18

31

7 

10

13

13

30

13

13

26

26

16

17

9

20

1

1

17

17

23

23

26-27

24

24

1

1

10

16

21

11

11

12

13

1 *^ J.O

14

15

16

19

18

20

13

13

13

16

16

14

17

17

17

19

14

16

13

14

15

11

12

14

15

1 T-LO

18

18

13

14

16

12

13

14

13

12

15

16

17

14

15

14

17

11

12

12

13

13

12

13

12

11

.77

.86

.92 

.78

.50

.30

.16

.70

.6

.0

.4

.7

.5

.0

.7

.0

.16

.36

.81

.1

.9

.0

.25

.4

.1

.83

.50

.50

.30 

.07

.27

.97

.55

.40

.00

.21

.20

.2

.50

.22

.46

.92

.60

.15

.40

.52

.26

.2

.32

.94

.44

. c>9

.70

.35

.43

.92

P

P

P

P

P

P

P

P

P

4Hf

P

P

P

P

P

P

P

P

«#

P

P

P

32,000

37,300

42,800 

42,100

46,000

5O,500

55,400

70,600

64,300

72,300

38,000

59,400

38,400

50,500

54,100

40,700

56,700

57,800

59,900

67,300

*5,000

50,500

37,100

42,600

24,200

46,000

31,OOO

34,000

43,100

47,000 

36 VOO

62^700

B6,600

38,900

42,600

50,500

32,700

37,100

41,700

38,000

32,700

48,000

55,200

50,800

41,700

47,500

43,200

57,500

28,400

33,200

35,800

38,000

40,600

34,900

38,000

33,600

: >!, 500

* :: Belov; base

Note.- All discharge quantities are average daily flews excel 

(momentary peak).

as designated by "P"
FLOOD RECORDS - HORTH ATLANTIC SLOPE BASINS

Potomac River at Point of Rocks, Md.

Location.- At highway bridge at Point of Rocks, Frederick County, a third of a mile 

below Catoctin Creek and 6 miles above mouth of Monoeacy River.

Drainage area.- 9,650 square miles.

Records avalTable.- February 1895 to September 1933.

Source of data.- TJ. S. Geological Survey.

Sage.- rioarecordlns gage read to tenths or hundredths once daily prior to Oct. SO, 1929, 

(sometimes oftener during highr water)j recording gage thereafter. Gage datum lowered 0.45 foot Apr. 1, 1902. Zero of present gaae 200.54 feet above mean sea level. 

All gage-height records in this report corrected to present datum.

Stage-discharge relation.- Slightly affected by ice. Control permanent. Bank-full 

stage, afcout 22 feet.

Regulation and diversions.~ Slight regulation. Water diverted into Chesapeake & Ohio 

Canal not included in records.

Remarks.- Records prior to 1902 may be seriously in error owing to uncertain gage-height 

corrections. Discharge records prior to November 1929 revised from previously 

published records.

Historical data.- Flood of June 2, 1889, reached a stage of 40.2 feet (estimated discharge, 320,000 second-feet).

Flood stages and discharges 

(Base discharge 50,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

he5.ght Discharge 

(feet) (second-feet)

1895 Mar. 

Apr.

1896 July 

Oct.

1897 Feb.

May

1898 Mar. 

May 

Aug. 

Oct.

1899 Feb.

Mar.

1900 Mar.

1901 Mar. 

Apr.

May

1902 Feb. 

Mar.

Apr.

1903 Jan. 

Mar.

Apr. 

June

1904 June

1905 Mar.

1906 Mar.

Oct.

1907 Jan. 

Mar.

June

Dec.

1908 Jan.

Feb. 

Mar.

May

3

10

26

1

8

24

4

15

26

9

12

23

23

28

6

22

12

16

22

24

30

16

31

27

2

13

18

9

4

2

25

16

30

2

11

29

29

21

21

15

21

15

21

3

3

25

13

13

16

16

10

10

8

8

23

11.05

11.25

9.15

22.30

10.95

25.05

14.45

13,05

10.95

11.50

16.50

13.55

15.25

14.35

17.00

9.15

12.85

15.45

21.25

14.65

10.15

17.65

1H.R5

27.35

29.45

14.45

11.05

16.85

11.65

15.3

12.1

15.1

12.15

7.8

11.0

12.9

13.1

16.1

16.2

10.7

12.0

17.0

12.4

14.6

15.2

11.7

19.7

21.0

18.8

20.2

12.0

12.3

15.0

16.4

18.1

t

t

t

P

P

P

P

P

P

P

56,900

58,400

44,100

149,000

56,900

173,000

83,100

72,100

56,900

60,700

100,000

76,800

89,500

83,100

104,000

44,100

70,600

91,200

140,000

84,700

51,100

109,000

119,000

194,000

212,000

83,100

56,900

103,000

61,400

90,300

65,200

88,700

66,000

34,700

57,000

71,300

72,900

96,800

97,600

54,700

64,400

104,000

67,500

84,700

89,500

62,200

127,000

138,000

119,000

131,000

64,400

66,700

87,900

99,300

113,000

May

1909 Apr.

1910 Jan. 

June

1911 Feb. 

Sept.

1912 Feb. 

Mar.

May

1913 Mar. 

Apr.

May

1914 Mar.

1915 Jan.

Feb. 

June

1916 Mar.

1917 Mar.

1918 Feb. 

Apr.

1919 May

1920 Mar.

1921 Mar.

1922 Mar.

1923 Apr.

1924 Jan. 

Mar.

23

16

16

22

22

18

18

1

1

1

28

28

17

17

22

22

14

18

28

28

17

17

29

19

8

8

13

13

20

3

3

4

4

23

29

29

10

13

13

13

21

11

16

16

22

22

12

6

13

21

6

17

16

18

31

18.3

12.3

13.3

13.5

14.0

2S.O

23.5

10.5

14.6

16.0

13.0

14.8

13.0

13.2

10.4

10.6

11.6

11.1

17.5

20.0

10.8

11.0

11.3

11.4

13.0

17.0

10.2

11.0

13.5

17.9

18.0

18.6

19.2

11.14

17.9

18.3

14.2

17.5

17.9

16.0

11.1

10.64

16.7

16.85

16.65

17.10

11.1

15.7

10.1

10.1

13.60

10.82

8.10

12.48

22.40

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

t

115,000

66,700

74,400

76,000

80,000

146,000

159,000

53,300

84,700

96,000

72,100

86,300

72,100

73,700

52,600

54,000

61,400

57,700

108,000

129,000

55,500

56,900

59,200

59,900

72,100

104,000

51,100

56,900

76,000

112,000

113,000

118,000

123,000

57,700

112,000

115,000

81,500

108,000

112,000

96,000

57,700

54,000

102,000

103,000

101,000

105,000

57,700

93,600

50,400

50,400

76,800

55,500

36,700

68,200

150,000

t Below base
148 FLOODS IN THE UNITED STATES

Flood stages and discharges of Potomao River at Point of Rocks, Md. Continued

Gage 

Date height Discharge

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1924 Mar. 

Apr. 

May

Oct.

1925 Feb.

1926 Feb. 

Nov.

Dec.

1927 Feb. 

Oct.

1928 May

1929 Mar.

Apr.

Oct. 

Nov.

t Below base

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

31

7

10

10

13

13

1

13

26

18

18

27

25

20

20

2

1

7

18

18

23

20

23.6 P

10.20

18.75

19.7 P

32.2 P

10.58

13.50

10.80

12.98

13.88 P

11.16

11.50

12.90

13.2 P

21.20

11.80

14.10

22.35

24.94 P

17.00

160,000

51,100

119,000

127,000

238,000

258,000

54,000

76,000

55,500

72,100

79,200

58,400

60,700

71,300

73,700

140,000

52,900

80,700

150,000

172,000

104,000

54,600

Nov.

1930 Mar.

1931 May

1932 Feb.

Mar.

May

Nov.

1933 Jan.

Mar.

Apr.

Aug.

20

9

24

6

6

30

30

14

14

11

11

27

27

22

22

18

18

21

22

25

25

11.60

6.52

13.26

11.30

23.34

11.30

11.75

12.76

12.04

12.28

13.95

19.30

11.78

P

t

t

P

P

P

P

P

P

P

P

P

61,300

26,600

35,100

67,700

74,400

55,000

59,200

145,000

158,000

59,200

62,900

59,800

70,600

64,400

66,700

65,200

80,000

123,000

104,000

56,700

62,900

Monocacy River near Frederick, Md.

Location.- At highway bridge, 3 miles northeast of Frederick, Frederick County, and

about 3,000 feet below Tuscarora Creek. 

Drainage area.- 665 square miles.

Records available.- August 1896 to September 1930. 

Source of data.- U. S. Geological Survey. 

Page.- Honrecordlng gage read to tenths once daily prior to 1916; to half-tenths once

daily 1916 to 1921, 1925 to July 14, 1927, and Oct. 1, 1927, to Mar. 2, 1929; to

hundredths once dally 1921 to 1925 and July 15 to Sept. 30, 1927; to hundredths

twice daily Mar. 3, 1929, to Sept. 30, 1930. 

Stage-discharge relation.- Often affected by ice. Control shifts.

Flood stages and discharges 

(Base discharge 9,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1897 Feb.

May

Aug. 

Nov. 

Dec.

1898 Feb. 

Dec.

1899 Jan. 

Feb.

Mar.

1900 Feb.

1901 Mar. 

Apr.

1902 Jan. 

Feb.

Apr. 

Dec.

7

23

13-14

24

2

15

21

5

7

23

27

5

13

22

11

3

21

15

30

22

22

26

1

11

17

9

3

16

22

15.0

14.6

15.6

16.2

14.85

14.6

14.8

17.95

14.85

15.65

17.8

17.2

15.1

20.8

20.5

18.0

14.6

19.76

18.5

18. OS

14.4

24.0

25.2

15.5

14.6

17.9

16.0

15.3

17.1

9,750

9,330

10,400

11,000

9,590

9,330

9,540

12,800

9,590

10,400

12,700

12,100

9,860

15,800

15,500

12,900

9,330

14, 700

13, 400

13,000

9,120

19,200

20,500

10,300

9,330

12,800

10,800

10,100

12,000

1903 Jan.- 

Feb. 

Mar.

Apr. 

May 

June 

July

1904 Jan. 

Mar.

1905 Jan. 

Mar.

Aug. 

Dec.

1906 Jan. 

Mar.

Apr.

Aug.

1907 Jan. 

Mar. 

July 

Dec.

1908 Jan.

Feb.

2

4

1

24

15

30

29

13

23

8

7

10

21

26

21

4

4

28

10

15

3

20

14

12

10

12

12

16

27

15.8

16.35

21.4

18.2

21.6

14.8

21.2

18.8

19.9

17.2

17.4

14.6

14. }

18.8

18.65

18.35

16.65

17.45

16.8

21.8

16.1

15.0

17.6

15.9

16.5

14.9

18.2 P

24.1

23.5

10,600

11,200

16,500

13,100

16,700

9,540

16,300

13,700

14,800

12,000

12,200

9,230

9,440

13,600

13,500

13,200

11,400

12,200

11,500

16,800

10,800

9,650

12,400

10,600

11,200

9,540

13,000

19,200

18,600
FLOOD RECORDS - NORTH ATLANTIC SLOPE BASINS 149

Flood stages and discharges of Monocacy River near Frederick, Md. Continued

Sage

Date

1908 May

1909 Feb.

Dec.

1910 Jan.

Feb.

Apr.

1911 Aug.

Sept.

191S Feb.

Mar.

Sept.

Dec.

1913 Mar.

1914 Feb.

1915 Jan.

Feb.

June

Aug.

Sept.

1916 Mar.

June

1917 Mar.

Oct.

1918 Feb.

8

20

23

24

14

22

18

25

31

1

22

27

16

29

25

31

14

28

1

7

13

13

2

25

3

4

6

7

28

16

16

12

13

30

14

16

height

(feet)

19.0

22.3

19.6

15.85

14.5

17.8

15.55

15.3

22.35

27.7

18.5

15.4

19.4

18.0

22.70

15.0

16.0

18.7

14.2

38.6

26.4

27.2

23.2

16.2

21.0

15.9

19.3

17.2

17.4

21.0

22.7

17.2

20.4

20.1

16.75

16.9

Discharj

(seoond-f«

13,800

17,300

14,500

10,500

9,120

12,600

10,200

9,960

17,400

P« 23,000

13,000

9,780

14, 000

12,500

17,400

9,360

10,400

13,200

t 8,520

13,000

20,900

P 21,700

17,100

9,780

14,800

9,460

13,000

10,800

9,940

13,300

P 14,900

9,750

P 12,700

12,400

9,390

9,480

Gage

height Discharge 

(feet) (second-feet)

Feb.

Dec.

1919 Mar.

1920 Mar.

1921 May

1922 Mar.

1923 July

1924 Jan. 

Mar.

Apr. 

May 

June

1925 Feb.

Nov. 

19S6 Feb.

Aug.

Hov.

1927 Oct.

1928 Feb. 

Apr. 

June

July

1929 Mar. 

Apr. 

May

Oct.

1930 Mar.

* Estimated 

t Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

20

20

26

23

9

13

13

5

13

8

31

17

8

30

7

12

29

12

13

26

13

16

16

19

15

28

19

21

13

6

17

3

3

3

3

8

21.4

22.1

19.45

17.15

14.85

18.10

19.80

18.60

20.28

15.41

20.67

S2.40

19.00

19.20

19.02

19.92

18.48

19.60

16.70

21.15

16.35

23.50

28.

21.65

19.50

20.60

19.60

18.40

19.80

17.98

18.43

22.86

23.98

16.68

22.38

15.66

13,700

P 14,300

11,800

9,750

t 7,550

10,600

P 12,200

11,000

12,600

t 8,100

13,000

14,600

11,400

11,600

11,400

12,300

11,000

12,000

9,S90

13,500

9,020

15,600

P* 20,000

13,800

11,900

12,900

12,000

10,900

12,200

10,500

10,900

15,000

P 16,100

9,290

P 14,600

t 8,370
150 FLOODS IN THE UNITED STATES

Part 2. South Atlantic slope and eastern Gulf of Mexico basins

James River at Buchanan, Va.

Location.- At highway bridge near Chesapeake & Ohio Railway station, Buchanan, Botetourt

County.

Drainage area.- 2,084 square miles. 

Records available.- August 1895 to September 1934. 

Sources of data.- Gage-height records by U. S. Weather Bureau prior to July 1, 1927;

subsequent gage-height records and all discharge records by U. S. Geological Survey. 

Gages..- Nonrecording gage read to tenths once daily prior to July 1, 1927; recording

gage thereafter. Prior to Feb. 12, 1898, datum of gage uncertain; thereafter zero

of gage has been 802.63 feet above mean sea level. 

Stage-discharge relation.- Affected by ice. Control shifts at high stages. Bank-full

stage, about 17 feet.

Remarks.- Records prior to Feb. 12, 1898, not used in this report because of uncertainties in gage datum. 

Historical data.- Flood of Nov. 27, 1877, reached stage of 24.6 feet (data of U. S.

Weather Bureau).

Flood stages and discharges 

(Base discharge 14,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

height Discharge 

(feet) (second-feet)

1898 Mar. 

May 

Aug. 

Oct.

1899 Jan. 

Feb.

Mar.

1900 Jan. 

Feb. 

Mar.

Oct. 

Nov. 

Dec.

1901 Jan. 

Mar. 

Apr.

May

June 

Aug.

Dec.

1902 Jan. 

Feb. 

Mar.

1903 Jan. 

Feb.

Mar.

Apr.

1904 Mar. 

May 

June

1'905 Mar. 

May

July

1906 Jan. 

Oct.

1907 Apr.

June

Sept.

Dec.

1908 Jan. 

Feb. 

Mar.

30

7

11

22

7

7

22

28

5

20

14

2

21

24

26

5

12

11

4

15

21

23

28

16

7

15

15

30

28

26

1

17

3

5

17

1

24

27

7

19

3

1O

13

16

13

23

5

20

7

9

14

24

11

24

13

16

7

8.5

11.0

11.55

14.1

10.25

8.4

10.2

9.65

19.05

9.3

9.2

9.25

10.3

10.45

17.5

9.3

9.85

9.0

10.25

8.5

12.2

13.6

9.6

11.6

9.75

9.3

14.9

19.25

8.4

14.40

19.05

8.65

10.75

8.6

14.8

11.25

15.1

9.1

8.39

10.2

8.84

11.22

9.25

8.28

14.82

9.41

9.1

15.6

8.7

8.8

16.4

8.4

9.3

11.9

16.7

18.3

8.6

14,600

22,500

24,400

32,500

20,000

14,300

20,000

18,000

48,700

17,100

16,800

16,800

20,300

20,600

43,800

17,100

18,700

16,200

20,000

14,600

26,400

30,900

18-, 000

24,400

18,700

17,100

35,200

49,70.0

14,300

33,500

48,700

14,900

21,900

14,900

34,800

23,200

35,800

16,500

14,300

20,000

15,500

23,200

16,800

14,000

34,800

17,400

16,500

37,500

15,200

15,500

40,100

14,300

17,100

25,400

41,100

46,400

14,900

** Below base

Apr.

May

1909 Jan.

Feb.

Apr.

May

1910 Jan.

June

July

1911 Jan.

Apr.

1912 Mar.

May

1913 Mar.

1914 Feb.

Dec.

1915 Jan.

Feb.

Oct.

Dec.

1916 Jan.

1917 Mar.

1918 Feb.

Mar.

Apr.

Oct.

Dec.

1919 Jan.

June

July

1920 Jan.

Mar.

1921 Jan.

Nov.

1922 Jan.

Feb.

Mar.

May

1923 Mar.

1924 Jan.

Mar.

May

July

Sept.

1925 Jan.

1926 Jan.

1

8

6

11

15

22

22

14

17

19

4

31

6

16

30

13

17

15

27

27

20

6

8

19

3

25

1

30

12

5

14

14

22

27

31

16

23

3

27

20

25

20

23

1

22

21

4

11

20

7

17

30

13

9

30

13

19

9.5

10.3

8.6

9.1

13.0

10.0

8.7

15.6

14.4

8.4

11.0

10.6

9.6

14.4

16.2

10.6

10.8

12.0

11.3

31

8.9

9.0

15.4

ID. 4

17.3

9.6

12.0

12.0

7.6

17.6

9.6

17.0

11.5

8.8

8.8

11.4

14.7

18.0

12.8

11.2

9.1

12.8

11.0

11.5

10.0

11.3

9.5

12.0

10.0

9.0

14.1

10.1

19.1

11.0

15.1

7.5

13.3

17,700

20,300

14,900

16,500

28,9OO

19,300

15,200

37.5OO

33,500

14,300

22,500

21,200

18,000

33,500

39,500

21,200

21,900

25,700

23,500

P

14,300

14,600

35,300

19,000

41,300

16,500

24,100

24,100

-::-# 10,600

42,600

16,500

40,600

22,500

14,000

14,000

22,200

33,000

43,900

26,700

21,600

14,900

26,700

20,900

22,500

17,700

21,900

16,2OO

24,100

17,700

14,600

31,000

18,000

47,500

20,900

34,300

** 10,300

28,400
FLOOD RECORDS - SOUTH ATLANTIC SLOPE BASINS 151

Flood stages and discharges of James River at Buchanan, Va. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1926 Jan. 

Nov. 

Dec.

1927 Feb. 

Apr. 

Oct.

1928 Aug. 

Sept.

1929 Mar.

Apr.

Nov.

*» Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Break in record: Mar. 28 to Apr. 21, 1913.

19

17

22

27

27

20

24

10

23

13

13

16

17

20

20

1

1

6

6

17

17

3

3

3

3

23

23

19

13.4

14.2

9.5

14.0

14.2

14.0

13.6

9.9

11.0

11.10

16.53

12.63

13.85

12.74

11.77

10.98

10.35

11.72

P

P

P

P

P

P

P

P

28,700

31,400

16,200

30,700

31,400

30,700

29,400

17,400"

20,900

14,900

21,200

39,000

29,200

21,300

26,100

24,600

30,000

24,100

26,400

20,200

23,500

18,100

20,900

17 ,900

19,000

19,200

23,200

28,200

Nov.

1930 Feb.

1931 Mar.

1932 Feb.

Mar.

May

Oct.

Nov.

Dec.

1933 Feb.

Mar.

Apr.

1934 .Mar.

19

5

5

30

5

5

29

29

2

2

18

18

10

10

29

29

21

21

21

21

13

13

17

17

5

9

28

28

16.50

10.06

15.30

12.44

12.33

11.61

12.17

11.00

12.00

10.37

12.16

10.08

11.59

12.42

10.02

14.36

P

##

P

P

P

P

P

P

P

P

P

P

P

39,000

15,600

18,OOO

9,780

26,800

35,000

18,40O

25,600

20,OOO

25,300

23,OOO

24,90O

17,700

21,100

21,600

24,30O

16,800

19,20O

22,400

24,900

14,6OO

18,20O

22,500

23,000

25,60O

17,900

23,700

32,000

James River at Cartersville, Va.

Location.- At highway bridge between Pemberton and Cartersville, Cumberland County, 1

mile below Willis River. 

Drainage area.- 6,242 square miles. 

Records available.- January 1899 to September 1934. 

Source of data.- U. S. Geological Survey. 

Gages.- Nonrecording gage read to hundredths twice daily prior to Jan. 1, 1911; to tenths

twice daily Jan. 1, 1911, to Sept. 30, 1917; to hundredths twice daily Oct. 1, 1917,

to June 3, 1927; recording gage thereafter. All gages set to same datum. Zero of

gage is 161.57 feet above mean sea level. 

Stages-discharge relation.- Control shifts occasionally at high stages. Bank-full stage,

about 20 feet. 

Regulation.- Low-water flow regulated by power plants upstream.

Flood stages and discharges 

(Base discharge 36,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1899 Jan. 

Feb.

1900 Jan. 

Mar. 

Nov.

1901 Jan. 

Apr.

May 

June

Aug.

7

17

23

1

6

20

20

2

28

14

4

15

22

23

17

7

15

16

30

30

19.5

14.0

16.3

13.90

24.75

18.32

13.08

15.65

18.0

14.72

14.0

15.60

21.05

24.5

17.82

13.61

16.3

13.25

25.39

26.7 P

64,000

40,500

49,800

40,100

93,800

58,600

37,OOO

47,200

57,200

43,400

40,500

47,000

71,600

92,200

56,400

39,000

49,800

58,300

97,800

106,000

1902 Feb.

Mar.

June

Oct.

1903 Jan.

Feb.

Mar.

June

1904 Mar.

1905 July

Dec,

1906 Jan.

Oct.

1907 Apr.

June

Sept.

Dec.

26

1

17

6

3

18

2

25

8

8

14

22

4

5

21

10

2

15

24

24

21.85

22.90

14.35

16.85

16.05

17.4

14.52

18.7

18.0

13.0

16.39

12.9

17.0

15.2

23.3

14.10

21.00

16.89

19.00

13.60

76,000

82,300

41,900

52,200

48,800

54,600

42,600

60,300

57,200

36,700

50,200

36,300

52,800

45,300

84,800

40,900

71,300

52,400

61,700

39,000
FLOODS IN THE UNITED STATES

Flood stages and discharges of James River at Cartersville, Va. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1908 Jan.

Feb. 

Aug.

1909 Apr.

1910 June

1911 Jan.

1912 Mar.

May

Apr.

May

Nov.

1914 Feb.

1915 Jan.

Feb.

1916 June

1917 Mar.

1918 Feb. 

Mar. 

Apr.

Dec.

1919 Jan. 

July

1920 Feb. 

Mar. 

Aug.

Dec.

1921 Jan.

1922 Mar.

8

14

17

26

16

17

4

16

30

13

17

15

29

13

24

10

10

2

8

13

4

4

25

2

2

16

6

6

14

14

15

15

11

11

22

22

24

24

4

4

23

23

4

4

21

21

21

21

29

29

1

1

15

15

24

24

11

14.13

19.35

19.65

13.84

15.68

19.89

16.2

21.4

19.6

21.4

14.5

19.7

21.6

18.0

36.3

13.5

13.6

11.8

19.1

16.8

20.2

20.6

13.2

18.0

18.4

12.6

19.7

19.9

13.57

13.71

15.98

16.68

14.88

15.06

16.54

17.01

15.73

16.18

22.58

22.98

17.49

17.77

19.62

20.17

13.69

13.72

17.08

18.32

15.00

17.50

14.33

14.68

13.97

14.25

13.17

13.47

14.08

P

*»

P

P

##

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

41,000

63,300

64,700

39,900

47,300

65,800

49,400

73,500

64,500

73,500

42,500

64,900

74,600

57,200

49,800

38,600

39,000

32,200

62,200

52,000

67,300

69,300

37,400

57,200

59 ,000

35,200

64,900

66,300

39,000

39,400

48,600

51,500

44,100

44,900

50,700

52,800

47,400

49,400

80,500

82,900

55,000

56,300

64,500

67,300

39,400

39,400

53,200

58,500

44,500

55,000

41,700

43,300

40,500

41,300

37,400

38,600

40,900

Mar.

1923 Mar.

1924 Jan. 

May 

Oct.

1925 Feb.

1926 Jan.

Nov. 

Dec.

1927 Feb.

Apr.

1928 Apr. 

Aug.

Sept.

1929 Mar.

Apr. 

Nov.

1930 Mar.

1931 Apr.

1932 Mar.

Oct. 

Dec.

1933 Mar.

Apr.

1934 Mar.

Sept.

11

16

36

17

17

18

18

32

13

1

1

12

20

20

18

18

27

28

21

21

25

25

23

23

28

28

12

12

18

18

7

7

21

21

1

1

7

7

17

17

20

20

9

9

3

7

7

18

18

29

29

22

22

18

5

6

17

14.46

15.25

15.46

18.06

18.46

17.52

17.70

24.68

24.12

24.04

24.38

11.18

15.08

15.25

14.79

14.99

15.92

16.20

14.82

15.68

14.63

14.93

13.91

14.01

15.97

22.06

23.80

17.50

13.26

17.70

15.12

17.41

17.58

15.82

15.44

8.86

17.13

21.54

16.70

14.95

15.93

P

P

P

P

P

P

*»

P

P

P

P

P

P

P

P

#

P

P

P

P

P

P

P

P

#w

P

P

P

P

F

42,300

45,300

46,600

58,400

60,200

55,600

56,600

93,500

90,000

89,500

91,800

29,600

44,800

45,300

43,500

44,400

48,400

49,800

43,500

47,600

42,700

44,000

39,900

40,300

41,500

48,900

66,600

78,600

81,300

88,300

48,800

55,600

34,300

37,500

53,600

56,600

43,400

44,800

55,200

56,100

43,000

48,000

38,500

46,200

19,500

47,4QO

54,800

67,600

75,400

49,400

52,800

42,000

44,800

67,500

49,000

45,400

36,500

* Estimated 

-::-* Below base

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

Iplt

Roanqke River at Roanoke, Va.

Location.- At Walnut Street Bridge, Roanoke, Roanoke County.

Drainage area.- 388 square miles.

Records available.- July 1896 to July 1906, May 1907 to September 1934.

Source of data.- U. S. Geological Survey.

Gage.- Nonrecording gage read to half-tenths or hundredths once daily prior to Oct. 1,

1918; to hundredths once daily Oct. 1, 1918, to Sept. 30, 1929; to hundredths twice 

daily thereafter. Zero of gage is 906.84 feet above mean sea level.

Stage-discharge relation.- Control shifts occasionally.
FLOOD RECORDS - SOUTH ATLANTIC SLOPE BASINS 153

Flood stages and discharges of Roanoke River at Roanoke, Va. 

(Base discharge 2,200 second-feet)

Gage

heicht Discharge 

(feet) (second-feet)

Gage

heIght Dlscharge 

(feet) (second-feet)

1896 July

1897 Feb.

Mar.

May

1898 May

Sept.

Oct.

1899 Jan.

Feb.

Mar.

1900 Jan.

Feb.

Mar.

Apr.

Oct.

Nov.

Dec.

1901 Jan.

Mar.

Apr.

May

July

Aug.

Dec.

1902 Feb.

Mar.

1903 Jan.

Feb.

Mar.

Apr.

Sept.

1904 Aug.

1905 Mar.

May

July

Sept.

Dec.

1906 Jan.

1907 June

Sept.

1908 Jan.

Apr.

Oct.

Dec.

1909 Apr.

May

1910 Feb.

June

July

1911 Apr.

Oct.

10

6

21

23

15

2

7

23

19

22

7

7

17

21

27

5

15

19

20

13

22

1

20

19

24

26

4

12

11

3

20

22

27

14

19

6

18

15

29

25

28

29

3

17

23

30

14

27

17

11

10

12

16

12

2

20

3

23

13

23

12

4

24

29

30

14

21

27

18

13

16

18

5-6

18

3.53 #

6.82

4.5

8.3

3.85

4.0

4.9

3.55

3.5

5.0

5.85

4.08

3.55

4.5

5.0

8.15

4.75

7.1

4.1

4.35

3.8

3.8

4.45

3.75

4.75

8.2

4.43

4.05

3.95

6.94

10.45

11.92

4.61

4.8

4.0

14.34

4.32

4.8

11.9

10.06

8.75

3.5

4.10

8.50

6.70

4.00

3.55

4.05

6.75

3.60

3.6

4.72

3.7

7.9

5.28

4.3

4.8

4.05

4.3

6.7

8.8

3.5

6.70

3.45

3.65

7.5

6.65

4.6

4.6

7.75

4.3

4.25

4.0

3.75

2,300

6,710

3,580

8,710

2,710

2,900

4,120

2,330

2,260

4,260

5,400

3,010

2,330

3,580

4,260

8,510

3,920

7,090

3,040

3,380

2,640

2,640-

3,510

2,580

3,920

8,580

3,490

2,970

2,840

6,870

11,600

13,600

3,730

3,980

2,900

16,900

3,340

3,980

13,600

11,100

9,320

2,260

3,040

8,980

6,550

3,980

2,330

2,970

6,620

2,390

2,390

3,880

2,520

8,170

4,630

3,310

3,980

2,970

3,310

6,550

9,380

2,260

6,550

2,200

2,450

7,630

6,480

3,720

3,720

7,970

3,310

3,240

2,900

2,580

1912 Feb.

Mar.

May

1913 Mar.

May

1914 Feb.

Dec.

1915 Jan.

Feb.

Sept.

Oct.

Dec.

1916 Feb.

July

1917 Mar.

1918 Feb.

Apr.

May

June

Aug.

Oct.

Dec.

1919 Jan.

June

1920 Feb.

Aug.

Nov.

1921 Nov.

1922- Jan.

Mar.

May

June

1923 Mar.

June

1924 Jan.

Mar.

May

July

Sept.

1925 Jan.

1£26 Jan.

Dec.

1927 Feb.

Apr.

1928 Aug.

Sept.

1929 Feb.

Mar.

June

Oct.

Nov.

1930 Feb.

1931 Aug.

1932 Feb.

Oct.

22

27

14

29

12

17

14

28

24

20

5

7

2

5

1

19

3

25

16

5

18

13

21

22

19

26

1

31

15

17

23

3

27

4

19

30

1

1

22

4

10

18

5

7

14

13

15

29-31

12

7

29

18

18

22

26

19

22

16

6

6

20

28

5

6

9

2

22

18

5

22

22

3

17

17

3.6

4.2

7.6

7.2

8.5

5.0

7.7

3.5

5.7

3.7

9.3

8.0

6.2

3.5

6.9

5.3

3.7

4.9

5.3

6.2

3.5

4.05

4.20

4.40

4.20

7.50

3.90

3.70

4.28

6.95

4.50

7.88

4.17

5.57

4.50

3.50

11.10

13.20

3.90

3.65

5.70

4.75

5.50

6.85

4.25

4.10

4.00

5.74

6.20

6.25

3.00

3.47

4.60

* 8.00

8.52

5.15

7.28

8.73

9.78

10.39

6.10

6.98

6.70

5.84

10.20

10.05

5.80

3.50

4.24

5.25

3.86

9.46

10.17

2,390

3,180

7,760

7,220

8,980

4,260

7,900

2,260

5,200

2,520

10,200

8,300

5,880

2,290

6,820

4,660

2,540

4,120

4,660

5,870

2,260

2,900

3,180

3,440

3,180

7,630

2,770

2,510

3,310

6,960

3,580

8,170

3,180

5,060

3,580

2,250

12,500

P 15,300

2,770

2,380

5,200

3,980

4,930

6,680

3,180

3,040

2,900

* 2,450

3,830

4,380

4,380

** 1,240

** 1,690

2,720

* 6,360

6,950

3,280

5, '596

7,190

P 8,510

9,230

4,270

P 5,260

4,930

3,940

8,990

* 6,460

* 2,880

** 1,540

2,200

P 3,220

** 1,900

8,150

P 8,990

# First day of record; may not be peak.

* Estimated 

» Below base
FLOODS IN THE UNITED STATES

Flood stages and discharges of Roanoke River at Roanoke, Va.--Continued

Sage

height Discharge 

(feet) (second-feet)

1932 Nov. 

Dec.

10

10

28

28

4.40

4.75 P 

5.78 

6.25 P

2,400

2,800

3,880

4,320

1933 Feb.

1934 Mar. 28

28

Sage

height Discharge 

(feet) (second-feet)

4.28 2,300

4.35 P 2,400

6.50 4,650

7.45 P 5,640

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Break in record: Oct. 1, 1927, to Jan. 16, 1928.

Yadkin River near Salisbury, N. C.

location.- Sept. 24, 1895, to May 31, 1899, and Jan. 1, 1903, to Dec. 31, 1905, at Southern Railway bridge about 6 miles northeast of Salisbury, Rown County} June 1, 1899, 

to Dec. 31, 1902, and Jan. 1, 1906, to Dec. 31, 1927, at Piedmont Toll Bridge, 

1,000 feet upstream from railroad bridge.

Drainage area.- 3,400 square miles.

Records available.- September 1895 to December 1909, September 1911 to December 1927. 

Estimated flood discharges 1910 and 1928-34.

Source of data.- U. S. Geological Survey.

Gages.- Nonrecording gages read to half-tenths twice daily (oftener during high water). 

Sages at highway bridge always within 0.1 foot of same datum. Sons uncertainty regarding datum of first gage at railroad bridge. Second gage at railroad bridge set 

1.57 feet lower than gage at highway bridge and gages at two locations read same at 

stage of 3.2 feet but readings differed at other stages.

Stage-discharge relation.- Practically permanent until station was discontinued because 

of backwater from High Rock Dam.

Regulation.- Low flows regulated by power plants upstream.

Remarks.- Discharge records at highway bridge prior to October 1915 revised from previously published figures. Flood discharges for Mar. 2 and June 15, 1910, estimated 

from records of Yadkin River near Pee Dee. Estimated flood discharges 1928-34 obtained by adding to flow of Yadkin River at Yadkin College that of South Yadkin 

River at Cooleemee and increasing the sum 15 percent for flow from intervening 

drainage area.

Flood stages and discharges 

(Base discharge 22,000 second-feet)

1896 Feb.

Apr.

July

Sept.

Nov.

Dec.

1897 Feb.

Mar. 

Apr. 

Oct.

1898 Sept.

1899 Jan. 

Feb.

Mar.

Apr.

1900 Feb. 

Mar. 

Apr. 

June 

Oct. 

Nov.

1901 Jan. 

Mar. 

Apr.

May

Gage

height Discharge 

(feet) (second-feet)

22,700 

24,200 

29,200 

64,200 

32,200 

23,200 

22,700 

34,900 

29,300 

25,100 

31,800 

25,800 

80,000 

46,600 

45,800 

27,700 

29,100 

64,200 

107,000 

115,000 

27,700 

33,200 

35,600 

42,200 

21,500 

2O,600 

25,700 

27,900 

38,000 

43,400 

74,000 

67,400

4

7

2

10

30

6

1

7

24

7

6

13

25

7

7

28

4

16

20

20

8

14

2

20

24

2F

27

13

27

4

21

23

6.70

7.00

8.00

15.00

8.60

6.78

6.70

11.10

9.50

8.30

10.20

8.50

14.80

10.20

10.10

7.80

8.00

12.40

17.80

18.8

7.80

9.10

9.50

10.60

7.00

6.81

7.85

8.23

9.92

10.85

15.90-

14.83

Date

June 

July 

Aug.

Dec.

1902 Feb. 

Mar.

June

1903 Jan. 

Feb.

Apr. 

June

1904 May

1905 Feb. 

July 

Aug. 

Dec.

1906 Jan.

Aug.

Oct. 

Nov.

1907 Jan. 

Sept.

Gage

he ight Di s charge 

(feet) (second-feet)

32,600 

27,400 

47,000 

41,000 

30,200 

86,600 

29,000 

35,000 

25,700 

53,600 

38,100 

28,8OO 

38,600 

23,600 

76,200 

29,400 

39,600 

32,500 

19,300 

27,500 

33,800 

22,900 

31,500 

33,200 

32,000 

22,500 

27,900 

50,000 

35,000 

29,600 

22,500 

26,800

17

15

7

15

16

31

26

1

30

17

3

5

18

1

24

31

9

8

19

22

14

13

22

5

24

28

17

31

20

20

1

24

9.00

8.08

11.38

10.45

8.58

17.97

8.37

9.45

7.80

12.48

10.40

7.20

10.50

7.55

15.40

8.80

10.65

9.40

6.60

8.4

9.5

7.5

9.1

9.1

9.0

7.2

8.2

11.9

9.4

8.5

7.2

8.00

Below base
FLOOD RECORDS - EASTERN GULF OP MEXICO BASINS 155

Flood stages and discharges of Yadkin River near Salisbury, N. C. Continued

1908 Jan.

Feb. 

liar. 

Aug.

Oct. 

Dec.

1909 May 

June

Aug.

1910 Mar. 

June

1911 Oct.

1912 Mar.

May 

Sept.

1913 Jan. 

Mar. 

Apr. 

May

1914 Jan.

Oct. 

Dec.

Feb.

June

Aug.

Sept.

Oct.

Dec.

1916 Feb. 

May 

June 

July

1917 Mar. 

Apr.

Gage

height Discharge 

(feet) (second-feet)

25,200

37,400

28,400

33,200

46,400

22,000

63,200

69,800

22,000

28,400

51,800

43,400

33,200

27,900

25,000

40,000

24,600

92,600

26,200

54,200

23,000

22,000

71,000

23,500

25,700

24,000

24,600

26,200

48,200

31,400

51,800

55,400

23,500

23,000

24,600

32,600

32,600

22,500

24,600

33,800

38,600

54,200

29,000

28,400

25,700

107,000

121,000

23,000

43,400

45,800

29,000

24,600

Gage

height Discharge 

(feet) (second-feet)

15

24

8

13

16

24

27

27

25

23

22

5

18

3

2

15

19

16

30

13

24

28

16

13

24

4

4

17

6

26

8

8

19

3

25

2

28

6

6

19

30

3

24

7

11

17

18

23

5

5

25

6

7.7

9.8

8.3

9.1

11.3

7.1

14.1

15.2

7.1

8.3

12.2

10.8

9.1

8.2

7.6

19.0

7.9

12.6

7.3

7.1

15.4

7.4

7.8

7.5

7.6

7.9

11.6

8.8

12.2

12.8

7.4

7.3

7.6

9.0

9.0

7.2

7.6

9 .2

10 lo

12.6

8.4

8.3

7.8

21.4

23.8

7.3

10.8

11.2

8.4

7.6

Sept.

1918 Apr.

Oct. 

Dec.

1919 Jan.

Mar. 

July

1920 Apr.

Aug. 

Dec.

1921 Jan. 

Feb.

Apr. 

Nov.

1922 Feb. 

May

1923 Mar.

1924 Jan. 

Oct.

Dec.

1925 Jan.

1926 Jan.

1927 Feb. 

Dec.

1928 Aug. 

Sept.

1929 Mar.

Oct. 

1932 Oct.

Hov. 

1934 Mar.

Dec.

2

22

22

27

31

18

23

4

10

20

21

3

3

6

28

1

9

15

15

13.

11

18

1

16

19

19

18

18

17

1

1

10

1

12

19

19

21

21

5

5

12

18

7

20

1

6

3

18

2

4

2

9.3

7.1

7.55

9.3

8.0

7.6

10.6

11.1

9.6

16.9

15.6

9.8

10.23

8.2

7.8

7.4

7.5

9.0

8.2

10.8

10.87

7.5

7.6

7.5

7.7

7.97

14.6

15.03

14.3

8.58

7.65

9.75

7.55

8.10

P

P

P

P

P

P

P

P

P

*

P*

 it

*

*

*

*

*

*

 it

*

*

*

34,400

22,000

24,300

34,400

26,800

24,600

42,200

45,20O

36,200

80,000

72,200

37,400

40,000

27,900

25,200

23,000

23,500

32,000

27,400

42,800

43,200

23,500

24,400

23,900

25,000

26,500

66,000

68,600

35,700

62,400

64,200

30,000

22,300

24,400

33,600

37,200

24,400

27,200

26,400

27,800

37,700

63,700

45,600

32,600

32,OOO

23,700

83,400

63,500

35,000

30,000

30,500

-«- Estimated

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Chattahoochee River at West Point, Ga.

Location.- Prior to Oct. 20, 1912, at Montgomery Street Bridge, West Point, Troup

County; thereafter 1 mile upstream, just below Oseligee Creek and 5 miles above 

Langdale Dam.

Drainage area.- 3,550 square miles.

Records "available.- July 1896 to September 1933. Gage-height records only 1911.

Source of data.- U. S. Geological Survey.

Ga.Tes.- Honrocording gage read to half-tenths once daily prior to Oct. 20, 1912; to

tenths three times daily Oct. 20, 1912, to Jan. 25, 1925; recording gage thereafter. 

Zero of gage at first location was 555.2 feet above mean sea level. Ho relation 

between daturas of gages at two locations.

Star:e-dlscharge relation.- Not permanent. Gage moved from first location because of 

backwater effect from Langdale Dam, which now acts as control for medium high 

stages at second location. Development in overflow section changed stage-discharge 

relation for extremely high stages. Bank-full stage, about 20 feet at both locations .
156 FLOODS IN THE UNITED STATES

Flood stages and discharges of Chattahoochee River at West Point, Ga. 

(Base discharge 20,000 second-feet)

Date

Sage

height Discharge 

(feet) (second-feet)

1896 Nov.

1897 Mar.

Apr.

July

1898 Apr.

Aug.

Sept.

Oct.

1899 Feb.

Mar.

Apr.

1900 Feb.

June

July

Sept.

1901 Jan.

Feb.

Mar.

Apr.

May

Aug.

Sept.

Dec.

1902 Feb.

Mar.

Dec.

1903 Feb.

Mar.

Apr.

May

June

1904 Aug.

1905 Jan.

Dec.

1906 Jan.

Mar.

Sept.

Oct.

1907 Feb.

Mar.

Dec.

1908 Feb.

Mar.

Apr.

Dec.

1909 Feb.

Mar.

May

Aug.

1910 May

July

1911 Apr.

1912 Jan.

Mar.

5

7

14

7

21

7

28

6

6

8

3

8

28

18

1

14

25

2

30

16

13

5

29

4

14

23

17

19

24

19

30

3

1

17

30

17

9

12

18

1

13

26

31

16

15

7

9

13

4

9

21

4

24

17

20

6

19

5

3

24

1

16

25

25

26

23

11

16

24

13

21

3

4

25

1

10

30

16

30

9.2

10.95

14.1

11.0

11.4

9.5

10.6

18.2

14.5

13.0

10.2

13.3

15.2

13.5

10.0

19.50

17.80

9.40

12.60

12.60

15.00

13.80

13.00

10.30

10.40

17.20

10.40

10.10

17.10

12.70

25.00

17.10

20.00

16.20

14.90

10.10

20.1

14.9

15.9

11.6

10.2

15.2

13.5

10.1

12.7

11.9

12.6

12.6

13.6

9.8

9.4

13.1

13.4

11.7

18.9

11.2

12.3

12.0

12.5

10.0

11.8

12.6

12.3

12.3

15.9

11.4

12.2

14.4

10.7

19.0

13.0

11.7

15.5

11.2

11.1

10.4 « 

14.4

22.7

13.5

19,900

25,100

38,500

25,100

26,300

20,800

23,900

57,400

40,300

33,400

22,800

34,800

43,600

35,700

22,2OO

63,300

55,500

20,500

31,600

31,600

42,600

37,100

33,400

23,100

23,400

52,800

23,400

22,5OO

52,300

32,OOO

88,600

52,300

65,600

48,200

42,200

22,5OO

66,1OO

42,2OO

46,8OO

27,000

22,800

43,600

35,700

22,500

32,OOO

28,400

29,300

29,300

32,2OO

21,200

20,100

30,800

31,900

26,100

50,800

24,500

28,100

27,1OO

28,8OO

20,700

26,400

29,100

28,100

28,100

40,5OO

25,200

27,800

35,300

22,9OO

51,200

30,500

26,1OO

39,1OO

22,8OO

22,500

»

32,800

61,600

29,900

# Estimated

if* Below base

Date

Apr. 

June

1913 Jan. 

Mar.

1914 Apr. 

Dec.

1915 Jan. 

June 

Oct. 

Dec.

1916 July

1917 Feb. 

Mar.

Apr. 

Sept.

1918 Jan.

Apr.

Nov.

Dec.

1919 Jan. 

Feb. 

Mar. 

Dec.

1920 Jan. 

Feb. 

Mar.

Apr.

May

July 

Aug. 

Dec.

1921 Feb.

1922 Feb. 

Mar.

Apr. 

May 

June

Dec.

1923 Jan. 

Feb.

June

1924 Jan. 

Apr. 

May

1925 Jan.

1926 Jan.

Feb. 

Apr.

Aug.

Gage

height Discharge 

(feet) (second-feet)

18

23

15

26

28

15

22

17

6

25

2

20

19

30

9

10

21

22

26

5

28

28

6

25

29

12

31

9

2

29

23

27

23

9

10

27

5

13

18

29

3

7

23

27

4

14

22

17

23

10

10

16

3

8

11

20

20

5

2

7

20

24

14

14

29

1

17

19

1

29

12

19

19

6

19

20

1

1

2

12.6

14.0

17-.7

12.0

*

*

10.2

"8.9 **

11.6

10.4

10.3

11.6

15.7

21.8

21.9

22.1 P

11.9

16.8

10.7

17.9

19.5

19.6 P

16.5

10.9

15.4

16.3

13.1

10.5

12.2

11.1

21.0

12.1

13.6

19.5

30.0

18.0

13.4

12.6

19.4

19.2

14.5

10.7

11.9

12.9

18.4

12.1

12.0

12.3

12.1

18.9

19.3 P

18.2

12.4

16.8

19.5

13.4

10.6

11.0

14.6

11.0

12.60

10.60

16.20

16.70 P

10.70

10.80

11.7

12.6

10.8

10.5

17.1

23.9

24.6 P

10.9

12.0

10.9

13.0

13.7 P

12.3

27,100

31,500

44,200

25,200

35,OOO

45,000

20,000

16,8OO

23,500

20,500

20,200

23,000

33,200

48,500

48,800

49,200

23,800

36,000

20,800

38,800

42,800

43,000

35,200

21,200

32,500

34,800

26,800

20,200

24,500

21,800

63,700

24,200

28,000

54,200

134,000

45,700

27,400

25,200

53,600

52,400

30,800

20,500

23,500

26,000

47,900

24,000

23,800

24,500

24,000

5O,6OO

53,000

46,800

24,800

39,8OO

54,200

27,400

20,2OO

21,200

31,100

21,200

25,200

20,200

37,100

39,4OO

20,5OO

20,800

23,100

25,400

20,800

20,100

41,200

85,000

90,300

20,400

23,500

20,400

26,400

28,500

24,400
FLOOD RECORDS - EASTERN GULP OP MEXICO BASINS

Flood stages and discharges of Chattahoochee River at West Point, Ga. Continued

Date

1927 Feb.

1928 Apr.

May

July

Aug.

1929 Feb.

Mar.

May

Sept.

Mov.

1930 Mar.

Mov.

14

15

24

24

15

19

22

28

5

15-16

15

23-24

2

20

30

13

16

8

17

Gage

height Discharge 

(feet) (aecond-feet)

Date

Gage

height Discharge 

(feet) (aecond-feet)

12.2

11.50

13.23

12.67

11.10

11.38

11.27

19.40

22.00

23.75

25.45

19.02

13.10

11.58

12.60

12.60

12.75

12.42

13.99

24,100

22,100

27,000

25,400

20,700

21,600

21,300

50,500

63,900

75,500

87,600

48,600

26,700

22,200

25,200

25,200

25,800

24,600

29,500

Nov.

1931 May 

Dec.

1932 Feb.

Oct. 

Dec.

1933 Feb.

Mar.

1934 Feb. 

Mar.

17

11

18

22

4

22

22

17

18

30

30

9

21

20

27

5

5

5

14.35

8.04

12.48

11.45

12.00

13.32

14.24

11.88

15.62

21.58

21.74

12.11

14.42

13.55

* 11.9

16.05

16.52

13.78

P

#«

P

P

»

P

30,900

12,300

23,600

20,700

22,200

26,400

29,200

21,600

33,400

58,000

58,600

20,800

27,600

25,100

20,200

32,900

34,700

25,700

» Estimated 

** Below base

Mote.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

P"

Ooatanaula River at Resaca, Ga.

Location.- Prior to Mar. 23, 1919, at Nashville, Chattanooga & St. Louis Railway bridge, 

Resaca, Gordon County; Mar. 23, 1919, to Oct. 23, 1928, at old highway bridge 600 

feet downstream; thereafter at new highway bridge 200 feet below railroad bridge 

and 3i miles below confluence of Conasauga and Coosawattee Rivers.

Drainage area.- 1,610 square miles.

Records available.- Daily gage-height records April 1892 to December' 1933. Daily discharge records January 1896 to December 1931. Flood estimates only April 1892 to 

December 1895 and January 1932 to December 1933.

Sources of data.- Gage-height records prior to July 17, 1928, and Jan. 1, 1932, to Dec. 

31, 1933, by U. S. Weather Bureau; gage-height records July 17, 1928, to Dec. 31,

1931. and all discharge records by U. S. Geological Survey. Revisions of early records published in Water-Supply Paper 697, U. S. Geological Survey. 

Gages.- Honrecording gage read to tenths once daily prior to July 17, 1928, and Jan. 1,

1932. to Dec. 31, 1933; to hundredths twice daily July 17, 1928, to Dec. 31, 1931.

Zero of all gages was 617.30 feet above mean sea level.

Stage-discharge relation.- Practically permanent. Bank-full stage, about 22 feet. 

Remarks.- Daily gage readings above 10 feet January 1896 tc October 1928 were plotted

and mean daily and peak gage-height records determined from a constructed graph. 

Historical data.- Flood of Apr. 1, 1886, reached stage of 36.6 feet (data of U. S.

Weather Bureau).

Flood stages and discharges 

(Base discharge 12,000 second-feet)

1892 Apr.

1893 Feb.

1894 Mar.

1895 Jan.

Mar.

1896 Feb.

1897 Mar.

Apr.

1898 Jan.

Apr.

Sept

8 32.0

17 20.9

22 10.1

12 26.0

22 19.9

7 16.5

7 16.7

8 19.1

15 26.2

16 25.9

6 20.2

26 16.9

6 17.2

4 21.2

* Estimated

*» Below base

Gage

height Discharge 

(feet) (second-feet)

39,200 

16,400 

* 6,710 

24,800 

15,200 

12,000 

12,200

14,400

25,200

24,600

15,600

12,300

12,600

16,800

1899

1900

1901

Sept.

Oct.

Feb.

Mar.

Feb.

June

Jan.

Mar.

Apr.

4

7

8

28

17

17

14

14

27

14

14

27

21

21.4

23.0

26.3

19.5

28.5

29.0

23.2

23.7

17.5

26.3

26.9

25.6

20.9

Gage

height Discharge 

(feet) (second-feet)

17,000

19,400

25,400

14,800

30,400

31,700

19,700

20,500

12,600

25,400

26,800

24,000

16,300
158 FLOODS IN THE UNITED STATES

Flood stages and discharges of Oostanaula River at Resaca, Ga. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

May

Aug.

Dec.

1902 Feb.

Mar.

1903 Feb.

Mar.

1904 Mar.

1905 Jan.

Feb.

Dec.

1906 Jan.

Mar.

June

Oct.

Nov.

1907 Mar.

1908 Feb.

Mar.

Dec.

1909 Feb.

Mar.

May

June

1910 May

1911 Jan.

Apr.

1912 Feb.

Mar.

1913 Mar.

1914 Apr.

Dec.

1915 Feb.

Dec.

191C Feb.

July

1917 Feb.

Mar.

23

24

16

51

31

5

2

50

12

18

2

2

51

24

14

10

22

22

9

4

25

16

16

20

14

3

21

21

5

16

16

25

8

11

16

24

11

14

15

2

6

21

22

4

6

9

10

16

26

16

51

51

1

16

16

28

15

27

2

3

19

31

3

12

15

2

21

6

6

25.21

20.1

22.6

26.5

26.7

19.2

25.0

20.5

16.9

21.1

26.0

27.4

23.5

12.3

20.0

19.6

21.8

22.1

18.0

17.5

17.3

21.7

21.8

19.4

17.4

18.1

29.8

30.0

17.8

19.8

20.0

19.6

19.5

16.8

18.8

21.0

19.1

32.0

31.1

19.9

22.5

20.0

19.5

19.7

16.5

21.7

20.9

17.0

18.6

18.8

24.7

25.0

21.5

25.6

25.8

19.5

14.6

19.60

21.8

21.0

20.4

22.6

10.9

27.1

27.2

17.1

22.1

29.8

50.5

P

P

-:: -;:-

P

P

P

P

P

P

P

P

P

*- »

P

P

P

25,200

15,300

18,700

25,900

26,300

14,300

22,900

15,700

12,000

16,500

26,800

27,800

20,200

8,180

15,100

14,700

17,500

17,900

13,000

12,600

12,400

17,400

17,500

14,700

12,800

13,100

33,700

34,200

12,900

14,900

15,100

14,700

14,600

12,000

13,800

16,400

14,200

39,200

36,900

15,000

18,600

15,100

14,600

15,000

12,000

17,400

16,400

12,100

13,600

13,800

22,300

22,900

16,800

24,000

24,400

14,400

10,000

14,700

17,500

16,400

15,600

18,700

13,900

27,200

27,400

12,200

17,900

33,700

35,400

1918 Feb.

Oct.

Dec.

1919 Jan.

Feb.

Mar.

Dec.

1920 Jan.

Feb.

Apr.

July

Aug .

Dec.

1921 Feb.

1922 Jan.

Feb.

Mar.

Dec.

1923 Apr.

1924 Feb.

Kar.

Apr.

1925 Jan.

1926 Jan.

Dec.

1927 Mar.

Apr.

Dec.

1928 Mar.

Apr.

Sept,

1929 Mar.

May

Nov.

1950 Mar.

1951 Apr.

Dec.

1932 Feb.

Apr.

May

Julv

Nov.

Dec.

1953 Feb.

Mar.

26

1

1

51

24

24

3

23

10

11

26

5

24

4

4

4

17

16

24

11

11

22

22

16

3

13

18

18

15

28

7

20

20

20

20

19

19

29

30

11

12

17

51

1

7

1

6

17

25

25

10

21

17

18

9

5

6

16

16

1

2

2

8

27

15

29

30

9

21

Ol

27.8

25. 2

25.3

18.5

21.3

21.7

16.9

20.0

19.4

21.7

19.4

20.3

19.3

31.5

32.0

19.6

23.6

23.9

18.1

32.8

53.0

31.2

32.2

19.6

18.3

23.9

19.15

20.3

17.80

19.10

21.70

24.80

25.00

20.90

21.20

17.00

17.3

25.00

24.50

18.10

20.00

19.10

20.80

20.27

19.57

20.32

19.31

21.91

22.06

22.10

20.25

20.08

20 . 52

S3. 32

22.07

IB. 21

17.56

23.10

23.30

23.1

19.6

20.2

18.2

18.1

26.3

31.2

30.9

18.0

17.0

16.9

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

 »

 »

*

-::-

*

 »

P*

tt

it

*

 if

28,700

19,700

19,800

15,300

16,800

17,400

12,000

15,100

14,500

17,400

14,500

15,500

14,400

37,900

39,200

14,700

20,300

20,800

13,100

41,400

42,000

37,200

39,700

14,700

13,300

20,800

14,300

15,500

12,900

14,200

17,400

22,500

22,900

16,300

16,600

12,100

12,400

22,900

21,900

12,800

15,000

14,200

16,100

15,500

14,700

15,400

14,100

17,600

17,900

17,900

15,200

15,100

30,400

29,900

17,900

13,400

12,800

19,500

19,800

19,500

15,000

15,700

13,400

13,500

25,400

37,200

36,400

13,200

12,200

12,100

-::- Estimated 

-::-::- Below base

Hbte.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Breaks in record: May 1 to ^ July 31, 1896; May 1 to Oct. 31, 1899; 

July 1 to Oct. 31, 1900; Mav 1 to Oct. 31, 1905. Fragmentary record: May 1 to Nov. 12, 

1906.
FLOODS IN THE UNITED STATES 

Part 3. Ohio River Basin

Allegheny River at Red House, N. Y.

Location.- In Red House, Cattaraugus County, about 7 miles below Salamanca and 15 miles

above Sew York-Pennsylvania boundary. 

Drainage area..- 1,690 square miles.

Records available.- September 1903 to September 1934. 

Source of da"ba.- P. S. Geological Survey. 

Gage.- Nonrecording gage read once or twice daily prior to Sept. 3, 1917; recording gage

thereafter. Zero of gage Is 1,319.81 feet above mean sea level. 

Stage-discharge relation.- Control fairly permanent.

Flood stages and discharges 

(Base discharge 12,900 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1904 Jan.

Feb.

Mar.

Apr.

1905 Mar.

1906 Jan.

Mar.

Dec.

1907 Mar.

1908 Feb.

Mar.

1909 Jan.

Feb.

May

1910 Mar.

Apr.

1911 Jan.

Aug.

1912 Mar.

Apr.

1913 Jan.

Mar.

Apr.

1914 Jan.

Mar.

Apr.

May

1915 Jan.

Feb.

July

1916 Jan.

Mar.

Apr.

May

1917 Mar.

June

Oct.

1918 Feb.

Mar.

1919 Apr.

May

24

8

4

8

26

2

10

21

27

24

28

7

15

28

16

16

20

30

6

25

2

2

26

30

3

15

28

29

20

2

9

18

26

29

30

28

8

13

9

16

25

9

3

6

30

16

23

18

12

9

9

30

30

20

20

3

3

15

15

12

12

11

11

23

23

9.95

10.70

8.68

10.50

11.10

8.35

8.32

11.67

9.92

8.25

8.4

8.60

8.80

8.35

10.8

11.2

9.5

9.0

8.23

9.63

12.53

13.5

9.2

8.6

8.8

8.G

9.S

8.6

9.5

11.0

10.- "5

9.1

12.7

10.2

9.0

11.7

8.4

10.4

8.6

9.0

9.6

8.4

8. i

9.4

12. A

9.8

9.4

10.7

8.8

8.4

10.6

10.84

9.6

8.4

8.47

11.4

11.7

8.6

8.66

9.6

9.70

10.0

10.12

20,900

24,600

15,100

23,600

26,800

13,800

13,600

29,900

30,700

13,300

14,000

14,800

15,700

13,800

25,100

27,300

18,800

16,500

13,200

19,400

34,600

41,000

17,400

14,800

15,700

14,800

17,400

14,800

18,300

26,200

22,400

16,400

36,000

21,800

15,900

30,000

13,200

22,900

14,100

15,900

18,800

13,300

14,600

17,800

34,200

19,800

17,800

24,600

15,000

13,200

P 13,400

23,900

P 25,300

18,800

P 21,000

13,300

P 13, 500

28,100

P 30,000

14,100

P 14,400

18,800

P 19,300

20,800

P 21,400

t Below base

# Estimated

1920 Mar.

1921 Mar.

1922 June

1923 Mar.

1924 Jan. 

Apr. 

Sept.

Dec.

1925 Feb.

1926 Mar.

Apr. 

Nov.

1927 Mar.

May 

Nov.

Dec.

1928 Mar.

1929 Jan.

Apr.

Feb.

1931 Apr. 

Dec.

1932 Jan.

15

15

7

7

12

12

5

5

13

13

17

17

12

12

7

7

30

30

19

7-28

25

25

9

9

17

17

15

15

22

22

25

25

18

18

28

28

1

1

14

14

17

17

29

19

19

16

16

27

27

6

6

24

24

10

10

14

14

26

26

11

11

15

15

18

18

11.8

11.95 8.3

8.46

8.8

9.00

10.2

8.7

8.3

8.43

9.1

8.5

9.0

9.1

9.2

8.6

9.0

9.3

9.3

8.7

10.8

10.3

12.6

8.8

10.9

9.6

8.4

10.2

3.9

8.8

9.5

9.6

8.6

8.64

8.2

P

P

P

P

P

P

P

P

P

t

*t

P

P

P

P

P

P

P

P

P

P

T>

t

P

P

P

P

P

P

P

P

P

P

P

30,700

31,500

12,900

13,500

15,400

16,200

22,200

22,800

14,900

15,100

13,200

13,700

16,700

18,500

14,000

14,700

18,000

20,400

12,000

11,000

16,200

16,900

16,700

17,200

14,400

15,600

17,000

17,200

18,500

18,500

15,600

16,000

26 , 100

26,800

23,500

23,600

34,700

36,600

15,900

17,400

15,600

16,800

12,800

25,400

26,500

20,000

20,600

14,200

15,900

21,800

22,400

23,000

24,600

16,000

17,100

15,600

15,700

19,000

19,500

14,800

15,000

13,200

13,700

14,400

14,900
FLOODS IN THE TTHITED STATES

Flood stages and discharges of Allegheny River at Red House, N. Y. Continued

Gage

Date height Discharge Date

(feet) (aeeond-feet)

1932 Feb. 12 12,900 1933 Mar. 15

12 P 13,400 15

Apr. 1 8.6 14,800 1954 Jan. 2

1 P 15,000 2

May 9 9.17 P 17,400 Mar. 5

10 14,400 Apr. 12

Gage

height Discharge 

(feet) (second-feet)

8.83

9.52 

9.0

14,800

15,500

17,400

18,800

15,000

15,400

Mote.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Allegheny River at Franklin, Pa.

Location.- At Eighth Street Bridge, at Franklin, Venango County.

Drainage area.- 5,982 square miles.

Records available.- April 1905 to September 1934.

Sources of data.- Gage-height record April 1900 to May 1915 by U. S. Weather Bureau; 

thereafter from Pennsylvania Department of Forests and Waters; collaboration by 

U. S. Geological Survey 1918-21, 1931-54.

Gage.- Nonrecording gage read to tenths twice daily prior to Aug. 11, 1919, and to

hundredths until recording gage was installed Oct. 1, 1932, at datum 2.00 feet lower. Elevation of zero of nonrecording gage is 958.26 feet above mean sea level. 

All recorded gage heights are at datum of nonrecording gage.

Stage-discharge relation.- Control practically permanent; usually affected by ice.

Rating fairly well defined up to 120,000 second-feet by measurements made in 1916.

Historical data.- Maximum known open-water stage, 23.0 feet Mar. 17, 1865, referred to 

datum of rionrecording gage.

Flood stages and discharges 

(Base discharge 40,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1905 July 

Nov.

1906 Mar.

1907 Jan. 

Mar.

Dec. 

1908 Feb.

1909 Jan.

Apr. 

May

1910 Mar.

1911 Jan.

Feb. 

1912 Mar.

Apr. 

1913 Jan.

30

30

28

28

7

7

5

16

29

24

16

16

3

7

16

19

7

23

24

16

25

30

1

4

7

3

15

29

19

20

30

3

8

9

9

13

19

24

26

8.7

8.6

9.0

9.6

9.0

9.3

8.8

8.8

8.9

10.6

16.2

16.4

8.5

8.5

11.0

10.9

8.7

8.*9 9.2

9.8

11.7

15.4

15.1

14.2

14.3

9.9

12.5

11.3

9.3

11.6

11.6

15.1

11.6

14.6

15.7

11.4

10.8

9.9

22.0

41,200 Mar. 

40,500 1914 Jan. 

43,300 Feb. 

47,500 Mar. 

43,300 

45,400

41,900 Apr. 

41,900 May 

42,600

54,500 1915 Jan. 

98,100 Feb. 

99,700 

39,800

39,800 1916 Jan. 

57,300

56,600 Mar. 

41,200 Apr. 

44,700

42,600 1917 Jan. 

48,900

62,200 Feb. 

91,700

89,300 Mar. 

82,100 

82,900

49,600 June 

68,500 Oct. 

59,400

45,400 1918 Feb. 

61,500

61,500 Mar. 

89,300 

61,508 

85,300

94,100 1919 May 

60,100 

55,900

49,600 1920 Mar. 

148,000

26

30

1

17

29

29

9

13

13

8

2

16

26

3

6

29

15

23

6

24

2

27

12

13

25

11

28

30

15

20

1

11

15

15

11

11

23

13

13

22.5

11.8

11.3

11.5

16.3

17.5

9.4

12.6

12.8

9.1

10.4

9.7

8.6

10.1

11.4

16.9

10.9

10.1

9.8

**12.0

 !Kfl4.9

**20.1

11.0

10.2

8.6

8.6

9.7

1S.O

11.3

14.1

9.5

8.6

15.6

16.1

12.60

12.70

9.00

18.04

18.65

P 152,000

P 62,900

59,400

60,800

98,900

P 108,000

46,100

69,300

P 70,900

44,000

53,100

48,200

40,500

51,000

60,100

104,000

56,600

51,000

48,900

P 57,300

51,700

40,500

40,500

48,200

72,500

59,400

81,300

46,800

40,500

93,300

P 97,300

69,300

P 70,100

43,300

113,000

P 118,000

** Ice gorge
FLOOD RECORDS - OHIO RIVER BASIN

Flood stages and discharges of Allegheny River at Franklin, Pa. Continued

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1920 Mar.

1921 Mar.

Nov. 

1922 Apr.

1923 Mar.

1924 Jan.

Mar.

May

Oct.

Dec.

1925 Feb.

1926 Feb. 

Mar.

Apr. 

Sept. 

Oct. 

Nov.

1927 Jan. 

Mar.

May 

Nov. 

Dec.

17

7

8

20

1

1

5 

5

13

12

12

17

30

10

1

20

12

12

24

27

24

24

9

25

26

17

17

23

15

?,2

26

18

1

1

14

11.47

9.9

9.75

3.68

8.93

9.05

-L2.09 

12.59

9.76

11.76

12.55

9.20

9.15

6.60

11.01

9.80

12.43

12.8

9.00

21.54

11.84

14.0

10.59

9.66

10.21

11.11

11.4

9.34

9.43

10.54

10.33

13.20

16.55

17.22

11.10

60,800 1928 Jan. 1

49,600 Mar. 15

48,900 28

41,200 June 7

42,600 25

43,300 Dec. 2

65,300 1^29 Jan. 19

69,300 20

48,900 Pet. 28

62,900 Mar. 16

69,300 23

44,700 27

44,700 Apr. 7

40,500 22

57,300 May . 4

48,900 16

67,700 Dec. 19

70,900 1930 Jan. 10

43,300 14

40,000 Feb. 26

62,900 2Y

80,500 1931 Mar. 29

54,500 30

48,200 1932 Jan. 18

51,700 2*

58,000 Mar. 28

60,100 Apr. 2

45,400 May 9

46,100 9

53,800 1933 Mar. 16

52,400 16

74,100 1934 Jan. 2

101,000 2

107,000 Mar. 5 

58,000

10.35

8.85

8.69

9.19

8.57

15.00

11.6 

9.0

8.68

8.66

8.56

11.03

12.0

9.77

10.14

11.14

11.54

10.40

53,100

41,900

41,200

44,700

40,500

44,700

88,500

82,100

40,500

55,900

44,700

42,600

44,700

57,300

46,100

43,300

47,500

58,700

58,700

61,500

56,600

43,300

41,200

48,400

41,200

41,200

40,500

57,300

64,500

48,600

50,700

57,700

60,500

52,800

Note.- All discharge quantities are average dally flows except as designated toy "P" 

(momentary peak).

Ohio River at Pittsburgh, Pa.

Location.- 1858 to Oct. 16, 1907, on Monongahela River at foot of Market Street, Pittsburgh; thereafter U. S. Weather Bureau caee at Point Bridge.

Drainage area.- 19,100 square miles.

Records available.- Gage-height records August 1854 to December 1934. Miscellaneous 

discharge measurements.

Sources of data.- Gage-height records August 1854 to May 1873 by Corps of Engineers, U. 

S. Army; May 1873 to July 1891 by U. S. Signal Service; July 1891 to December 1934 

by U. S. Weather Bureau. Discharge measurements from Corps of Engineers, U. S. 

Army. Sage-height records prior to 1872 and many subsequent values for peak gage 

reading from compilation In Water Resources Inventory Report, Part VIII (1916), 

Water Supply Commission of Pennsylvania.-

Sages.- Nonrecording gage read once daily (oftener during floods) prior to Oct. 16, 

1907; recording gage thereafter. Zero of gage prior to Mar. 1, 1926, was 697.2 

feet above mean sea level. All gage-height records reduced to present datum, 

which is 694.0 feet above mean sea level. Flood stage, about 25 feet.

Stage-dlschaVge relation.- Continually subject to change; affected by ice, irregularity 

of slope, natural instability of channel, and river training works involving dams, 

levees, dredging, etc. Operation of DavJs Island Dam influenced low stages 1885- 

1922; pool elevation with all wickets raised was about 9 feet. Completion of Emsworth Dam in 1922 (minimum pool elevation, 9 feet) caused a permanent shift in 

rating below stage of about 30 feet.

Remarks.- Discharge measurements made by Corps of Engineers, U. S. Army, at various

times, but irregularity of conditions affecting stage-discharge relation made it 

inadvisable to apply results of measurements to determination of discharge for any 

extended periods before and since measurements were made.

476 O 38 11
FLOODS IN THE UNITED STATES

stages of Ohio River at Pittsburgh, Pa. 

(Base gage height 20.7 feet)

Date

1762 Jan.

1763 Mar.

1784

1787 Jan.

1806 Apr.

1807 May

1810 Nov.

1813 Jan.

1816 Feb.

1832 Feb.

1B40 Feb.

1846 Mar.

Dec.

1847 Feb.

Nov.

Dec.

1848 Dec.

1850 Dec.

1851 Sept.

1852 Apr.

1855 Mar.

Apr.

1856 Apr.

1857 May

Dec.

1858 May

Dec.

1859 Feb.

Apr.

1860 Jan.

Apr.

Nov.

1861 Sept.

Nov.

1862 Jan.

Apr.

1863 Dec.

1864 Apr.

Dec.

1865 Mar.

Apr.

May

Dec.

1866 Feb.

1867 Feb.

Mar.

1868 Mar.

Sept.

1869 Mar.

1B70 Jan.

1871 Jan.

1872 Apr.

1873 Jan.

May

Dec.

1874 Jan.

Dec.

1875 Mar.

Apr.

Aug.

Dec.

1876 Feb.

Sept.

1877 Jan.

Nov.

1878 Nov.

Dec.

9 P

9 P

P

P

10 P

18 P

11 P

P

P

10 P

i r

15 P

20

2

25

12

18

22

8

20

16

19

18

14-15

18

6

11

27 P

16 P

20

23

27-28

15

12 P

4

29

4

21

9

22

16

11

18

20

4 P

19 P

1

13 P

23

14

15-16 P

13

18 P

26

31

19

17

11

11 P

6

4

14

14 P

8

8 P

30

30 P

16

3

3

3 P

28

28 P

12

19

19 P

17

17 P

25

28

11

11 P

Gage

height

(feet)

39.2

41.2

38.2

35.2

37.1

30.1

35.2

32.2

36.2

38.2

30.0

28.2

23.2

30.1

28.2

27.2

21.2

26.2

23.2

34.1

30.2

35.1

21.2

22.7

21.7

24.5

21.2

29.2

23.2

23.2

22.4

25.2

21.2

32.9

25.2

34.2

21.2

33.2

22.7

28.6

21.6

21.2

22.7

22.7

27.7

34.6

22.2

24.8

21.2

20.7

25.2

26.7

25.2

21.2

22.7

21.2

21.7

23.2

23.8

23.4

21.7

27.7

28.9

25.4

25.8

23.2

24.2

23.7

21.2

24.2

25.1

23.5

24.8

20.7

24.0

28.2

25.3

27.8

21.4

21.9

26.6

27.7

Date

1879 Jan.

Mar.

1880 Feb.

Dec.

1-881 Feb.

Apr.

June

1882 Jan.

Feb.

Mar.

1B83 Feb.

Dec.

1884 Feb.

Mar.

.1885 Jan.

1886 Jan.

Feb.

Apr.

1887 Feb.

1888 Jan.

July

Aug.

1889 June

1890 Jan.

Feb.

Mar.

Apr.

May

1891 Jan.

Feb.

1892 Jan.

1893 Feb.

Apr.

May

1894 May

1895 Jan.

Apr.

1896 Mar.

July

1897 Feb.

Mar.

1898 Jan.

Mar.

1899 Mar.

Gage 

height

29

12

14

6

11

14

10

10 P

14

28

22

22

5

8

8 P

12

16

25

1

6

6 P

12

15

13

17

17 P

6

14

1

7

7 P

4

9

12

12 P

27

27 P

8

11

11 P

22

22 P

1 P

2

17

17 21" P

23 P

24

10

10 P

25

25 P

3

3 P

3

11 P

18 P

15

15 P

8

8 P

11 P

22

18

22

22 P

8

8 P

11

31

26

26 P

24

24 P

7

17

24

24

24 P

31

6

(feet)

23.0

23.1

24.8

21.7

26.4

21.7

28.3

30.3

21.2

24.7

24.3

21.5

28.0

30.0

31.2

23.8

23.9

22.0

23.6

35.1

36.5

21.5

24.0

22.1

25.2

26.2

23.4

22.7

23.2

25.4

25.8

23.2

22.2

25.1

25.2

23.5

25.2

24.5

24.5

25.2

26.2

29.2

27.2

25.0

20.8

23.2

21.5

27.5

25.7

21.8

22.0

22.7

25.2

26.2

26.4

21.0

22.9

34.5

26.1

26.2

26.3

27.2

25.2

21.3

23.0

25.7

26.4

28.9

29.0

23.4

23.8

25.0

26.2

32.1

32.7

21 .9

21.0

22.9

31.7

32.1

20.7

24.3

Date

Mar.

1900 Jan.

Nov.

1901 Mar.

Apr.

Dec.

1902 Mar.

Apr.

Dec.

1903 Jan.

Feb.

Mar.

1904 Jan.

Feb.

Mar.

Apr.

1905 Mar.

Dec.

1906 Jan.

Apr.

1907 Jan.

Mar.

Dec.

1908 Jan.

Feb.

Mar.

1909 Feb.

May

1910 Jan.

Mar.

1911 Jan.

Sept.

1912 Mar.

Apr.

6 P

30

22

27

27 P

12

12 P

28

7 P

8

21

21 P

16 P

1 P

2

10 P

14

31

31 P

5

5 P

17

17 P

1

1 P

10

10 P

25

23

23 P

9

9 P

4

4 P

8

8 P

24

2 P

11

11 P

22 P

4

4 P

24

24 P

1

1 P

15

20

20 P

15

15 P

20

20 P

24 P

25

14 P

16 P

3 P

8 P

20 P

17

17 P

25

25 P

2 P

19

19 P

22

1 P

2

8

15 P

31

31 P

16

16 P

16 P

17

22 P

31

3

Gage

height

(feet)

25.2

22.4

21.0

30.5

30.9

22.6

23.0

20.7

25.3

24.2

30.6

30.7

29.0

35.6

33.5

23.8

20.7

24.0

24.2

26.7

27.2

24.5

25.1

30.7

32.1

23.2

23.3

20.7

31.9

32.1

22.4

23.0

29.7

30.1

26.2

26.4

21.0

25.1

22.6

23.6

32.2

26.3

26.7

21.6

21.8

21.5

22.0

24.3

26.4

26.5

38.3

38.7

24.2

25.6

21.9

21.4

23.5

33.9

23.7

24.1

30.5

22.3

22.5

25.5

25.6

25.4

25.2

26.0

21.2

25.2

24.8

21.6

27.0

SB. 2

28.4

22.5

22.9

22.2

21.1

31.3

20.7

22.4
FLOOD RECORDS - OHIO RIVER BASIN 163

Date

1912 Apr.

July

1913 Jan.

Mar.

Nov.

1914 Mar.

1915 Jan.

Feb.

Dec.

1916 Jan.

Mar.

1917 Jan.

Mar.

1918 Feb.

Mar.

1919 Jan.

May

Nov.

1920 Mar.

1921 Mar.

Nov.

Dec.

1922 Mar.

3 P

26

26 P

9 P

12 P

13

28 P

15

17 P

29

29 P

8

8 P

3

3 P

19

3

23

29

23

23 P

13

13 P

16

21

27

15

15 P

3

3 P

12

27

27 P

13

13 P

18

4 **

29

29 P

25

16

Gage 

height

(feet)

23.2

22.2

22.9

34.5

29.5

28.8

33.6

23.4

25.4

23.7

24.4

22.6

23.0

3O.9

31.6

25.8

23.6

22.4

25.0

27.2

28.4

26.2

26.3

21.5

30.3

22.2

28.0

29.0

25.6

26.0

20.7

22.4

23.2

25.2

28.4

22.0

18.8

27.6

28.6

24.4

21.5

Flood stages of Ohio River at Pittsburgh, Pa.--Continued

Date

Mar. 

Apr.

1923 Mar. 

May

Dec.

1924 Jan.

Mar.

May

June 

Oct.

1925 Feb.

1926 Feb. 

Mar. 

Sept. 

Nov.

1927 Jan.

Feb. 

Mar. 

May

Oct. 

Nov.

16 P

15 P

16

14

13

13 P

24

29

29 P

4

4 P

13

18

30

30 P

10

13

13 P

30

30 P

1

1 P

12

13 P

26 P

27

25

25 P

6 P

7

17

17 P

23

23 P

26

22

20

20 P

21

19

Gage

height

(feet)

21.6

23.5

23.1

20.7

21.8

22.5

21.0

20.7

21.4

30.4

30.6

21.2

22.2

31.5

32.4

22.3

29.4

29.6

23.3

23.7

23.1

23.6

23.9

25.1

22.3

21.2

21.0

21.9

22.2

21.3

22.2

22.9

29.6

29.7

21.6

24.0

21.1

21.4

22.2

21.2

Date

Bov.

Dec.

1928 Mar.

May

1929 Jan.

Feb.

Mar.

Oct.

Nov.

1930 Feb.

1931 Apr.

Dec.

1932 Jan.

Feb.

Mar.

Apr.

1933 Mar.

1934 Jan.

Mar.

19 f

29

2

14 P

15

31

31 P

1

1 P

20

20 P

27

27 P

7

7 P

3 P

4

19

19 P

27

27 P

4 P

5

14 P

15

31

31 P

5 P

6

29-30

29 P

1 P

2

15 P

16

22

8

8 P

6

6 P

Gage

height

(feet)

21.4

23.1

23.0

30.4

28.2

22.5

22.6

23.6

24.9

23.0

23.2

24.6

25.3

21.2

21.9

23.9

22.4

23.4

23.7

23.7

23.9

24.6

23.4

21.5

21.3

21.2

21.4

22.2

20.9

21.2

21.8

23.8

22.7

29.6

28.9

23.1

21.7

22.3

22.4

25.8

Below base

Note.- Unless designated by "P" (momentary peak) gage-height values are single daily 

adings usually taken in morning.
FLOODS IN THE UNITED STATES

Ohio River at Cincinnati, Ohio

Location.- Prior to Jan. 1, 1908, at Front Street pumping station, Cincinnati, Hamilton 

County; thereafter at foot of Broadway. Both locations opposite mouth of Licking 

River, 13 miles above Dam 37.

Drainage area.- 76,580 square miles (U. S. Weather Bureau data).

Records available.- Daily gage-height records June 1858 to December 1934; discharge 

measurements 1908-10, 1912-14; estimated flood discharges prior to 1914.

Sources of data.- Daily gage-height records by Mississippi River Commission and U. S.

Weather Bureau; discharge measurements by U. S. Geological Survey; estimated flood 

discharges prior to 1914 published in Water-Supply Paper 334, U. S. Geological Survey.

Gages.- Nonrecording gage read at least once daily. Zero of gage is 429.76 feet above 

mean sea level (datum of Corps of Engineers, U. S. Army).

Stage-discharge relation.- Continually subject to change; affected by ice, irregularity 

of slope, natural instability of channel, and river stabilization works involving 

dams, dredging, etc. Flood stage, about 52 feet.

Remarks.- Only those gage-height crests which were 3.- feet or more above preceding and 

following low points were used in this compilation. Irregularity of conditions affecting stage-discharge relation made it inadvisable to apply results of discharge 

measurements to determination of daily discharge for any extended periods before or 

since measurements were made.

Historical data.- Flood of Feb. 19, 1832, reached stage of 64.0 feet (Mississippi River 

Commission). Other early floods had the following estimated stages: 1773, 76 

feet; 1792, 63 feet; 1793, 57 feet; 1847, 63.6 feet.

Flood stages 

(Base gage height 40.0 feet)

Date

1858 June

Dec.

1859 Feb.

Mar.

May

1860 Jan.

Apr.

1861 Jan.

Apr.

Oct.

1862 Jan.

Feb.

Mar.

Apr.

1863 Feb.

Mar.

1864 May

Dec.

1865 Mar.

Apr.

May

Dec.

1886 Sept.

1867 Feb.

Mar.

1868 Jan.

Mar.

May

Sept.

1869 Apr.

1870 Jan.

Apr.

1871 May

1872 Apr.

1873 Feb.

Dec.

1874 Jan.

Feb.

Apr.

May

1875 Mar.

Aug.

16

19

23

23

1

17

17

20

20

2

24

4

25

5

22

13

26

1

12

20 -:K

23

8

22

14

14

30

26-27

7

22

15

10

18

30

19

29

3

19

1-2

24

13

13

21

18

13

26

13

2

2

20

6

-*-;:- Below

Gage

height

(feet)

43.67

41.83

55.33

40.33

51.25

47.00

49.08

41.58

49.42

41.75

57.33

41.58

48.50

40.42

43.25

51.42

52.17

41.17

42.75

:- 39.83

45.08

56.17

48.50

42.67

51.25

41.50

41.17

40.00

54.08

55.67

43.25

43.67

48.25

40.33

41.25

40.67

55.25

49.75

47.50

40.50

41.75

41.50

44.42

46.75

44.00

43.00

46.00

42.58

41.50

55.33

base

P Momentary peak

Dat

Dec.

1876 Jan.

Feb.

Mar.

1877 Jan.

Mar.

1878 Sept

Dec.

1879 Feb.

Dec.

1880 Jan.

Feb.

Mar.

Apr.

1881 Feb.

Apr.

1882 Jan.

Feb.

Mar.

May

1883 Feb.

Apr.

Dec.

1884 Feb.

Mar.

1885 Jan.

Feb.

Apr.

1887 Feb.

Mar.

Apr.

1888 Mar.

1889 Feb.

1890 Jan.

Feb.

Mar.

Mar.

May

1891 Jan.

Feb.

e

30-31

29

16

31

20-21

29

17

15

2

27

9

17

11

18

29

16

17

1

16

31

21

24

16

15

3

9

28

14

17

20

18

9

5

18

28

11

25

31

22

11

21

10

1

25-20

26

29

6

5

13

25

Gage

height

(feet)

47.67

51.75

44.92

40.33

53.25

43.00

** 35.92

41.33

40.17

42.75

42.00

53.17

45.08

41.17

45.42

50.50

42.58

41.08

48.50

47.67

58.58

46.92

46.42

66^33

43.33

46.50

49.50

71.06

49.58

46.00

40.50

55.75

56.25

50.33

54.54

40.08

49.33

 JH^ 39 .75

 ::-:.' 38.08

40.2

43.6

43.2

56.8

58.9

P 59.1

41.9

48.4

47.7

46.3

57.3

Date

Mar.

Apr.

1892 Jan.

Apr.

1893 Feb.

May

1894 Feb.

1895 Jan.

1896 Apr.

Aug.

1897 Feb.

Mar.

1898 Jan.

Mar.

1899 Jan.

Mar.

1900 Feb.

Nov.

1901 Apr.

June

1902 Jan.

Feb.

Mar.

Apr..

Dec.

1903 Feb.

Mar.

Apr.

1904 Jan.

Mar.

Apr.

1905 Mar.

May

Dec.

1906 Apr.

1907 Jan.

12

6-7

18

22

21

7

15

14

4

2

11

26

6

12

20

26

28

29

14

8

23

31

16

30

26

27

1

3

2

5

15

18

8

20

5

5

27-28

19

28

9

27

7

13

13

27

16

7

2

5

21

Gage

height

(feet)

43.3

43.4

41.6

43.2

54.6

51.0

** 35.6

48.4

47.7

41.8

44.4

61.1

43.2

50.1

48.3

52.2

61.1

P 61.4

44.4

57.3

40.4

51.5

** 37.4

40.0

59.6

P 59.7

40.1

44.0

41.7

50.90

42.2

47.0

49.4

49.4

53.1

P 53.2

40.6

44.4

43.6

45.9

45.7

42.1

48.1

P 48.3

47.0

48.2

40.0

50.2

43.2

65.1
FLOOD RECORDS - OHIO RIVER BASIN

Flood stages of Ohio River at Cincinnati, Ohio Continued

190Y Jan. 

Mar.

June

1908 Feb. 

Mar.

Apr.

May

1909 Feb. 

Mar. 

May

1910 Jan. 

Mar.

1911 Feb. 

Apr.

1912 Mar.

Apr.

1913 Jan.

Apr. 

Nov.

1914 Apr.

1915 Feb. 

Dec.

1916 Jan.

Feb. 

Apr.

1917 Jan.

Mar.

21

18

19

17

20

11-12

24

4

14

9

28

11

6

24

7

3

14

2

27

5-6

13

14

1

20

4

7

22

3

14-15

4

1

1

10

26

26

17

17

Gage

height 

(feet)

P 65.2

P 62.1

62.1

43.0

51.1

53.2

48.9

55.7

40.5

44.1

54.6

42.3

47.0

47.9

51.8

49.1

41.6

41.2

53.2

51.7

P 62.2

61.9

69.8

42.8

47.2

55.8

47.3

50.0

53.1

43.7

53.4

P 53.5

41.4

45.9

P 46.0

55.8

P 56.1

Mar. 

May

1919 Jan. 

Nov.

Dec.

1920 Jan.

Mar.

Apr.

1921 Mar.

1922 Mar. 

Apr.

1923 Feb. 

Mar.

Dec.

1924 Jan.

Gage 

height 

(feet)

27 43.0 

31 40.5 

31 P 40.8 

2 61.0 

2 P 61.8 

12 60.3 

17 51.2 

17 P 51.5 

6 52.0 

45.6 

47.2

Date

5

30

30 P 47.4

10 P 49.1

11 48.9

27

27

48.4 

P 48.6

22 54.6

23 52.6

11 41.4

11 P 41.5

3 48.7

3 P 48.9 

27 55.9 

27 P 56.1 

18 52.1

18 P 52.2

4

19

41.7 

48.1 

19 P 48.2

5

17

28

6

6 P 55.8 

17 44.0 

24 41.0

47.6

40.9

40.5

55.6

Apr. 

May

1925 Feb.

1926 Jan. 

Feb. 

Nov.

Dec.

1927 Jan.

Feb. 

Mar. 

Dec.

1928 May 

July

1929 Jan. 

Mar. 

May 

Nov.

1930 Jan.

1931 Apr.

1932 Feb.

Apr.

1933 Jan.

Mar.

Apr. 

May

1934 Mar.

3

3 P 

-18 

18 P 

18

18 P 

25

19-20

20-21 

20 P 

29

29 P 

27 

27 P 

27 

26 

20

3

2

2 P 

26

4

9

22 

15

8

7

7 P

1

25 P

26 

22 

19 

15 

15 P

P Momentary peak

Gage 

height 

(feet)

50.2

50.4

48.4

48.5

42.1

42.3

46.3

40.4

40.0

40.2

46.2

46.3

59.0

59.1

46.8

46.0

50.4

41.3

43.4

43.8

42.8

52.7

43.7

44.2

41.0

44.1

50.3

50.4

46.3

40.7

40.0

63.6

45.7

54.0

54.1

46.6

Ohio River at Louisville, Ky.

Location.- Upper gage of Corps of Engineers, TT. S. Army, at locks of Louisville & Portland Canal at Louisville, Jefferson County.

Drainage area.- 91,170 square miles (data of U. S. Weather Bureau). 

Records available.- Fragmentary high-water gage-height records 1832-69} daily gage-height

records November 1871 to December 1934} discharge measurements 1910-14} estimated

flood discharges 1884, 1906-7, 1913. 

Sources of data.- Dally gage-height records by Mississippi River Commission and U. S.

Weather Bureau} discharge measurements by U. S. Geological Survey 1910-12, 1914}

estimated flood discharges prior to 1914 published in Water-Supply Paper 334, TJ. S.

Geological Survey. 

Gage.- Nonrecording gage read at least once dally. Zero of gage la 402.64 feet above

mean sea level (datum of Corps of Engineers, TJ. S. Army;* 

Stage-discharge relation.- Affected by operation of locks and wickets at Dam 41. Normal

pool stage, about 9.0 feet prior to November 1927 and about 16.5 feet thereafter.

Flood stage, about 28 feet. 

Remarks.- Only those gage-height crests which were 3.0 feet or more above preceding and

following low points were used In this compilation.

Date

1832 

1851 Mar.

1858 June

1859 Feb.

1866 Jan.

1867 Mar.

1868 Mar.

1869 Apr.

2

IV 

24

1

15

31

4

Gage 

height 

(feet)

40.8 

20.3 

19.1 

33.8 

18.6 

37.6 

22.S 

24.3

Flood stages 

(Base gage height 18.0 feet)

Gage

Date height 

(feet)

1871 Nov.

1872 Apr.

1873 Feb. 

Dec.

1874 Jan. 

Feb. 

Apr.

24 tt* 6.50 

14 20.95 

21 **17.10 

19 18.30 

13 22.22 

26 22.35 

14 19.00

Date

Hay

1875 Mar.

Aug.

1876 Jan.

3

3

20

7

1

30

17

Gage 

height 

(feet)

22.00

19.00

18.00

30.30

22.00

32.50

20.30

** Below baae
FLOODS IN THE TOUTED STATES

Flood stages of Ohio River at Louisville, Ky. Continued

1877

1878

1879

1880

1881

1882

1885

1884

1885

1886

1887

1888

1889

1890

1891

1892

1893

1894

1895

1896

1897

1898

1899

Date

Jan.

Sept.

Dec.

Jan.

Dec.

Feb.

Mar.

May

Feb.

Jan.

Feb.

Mar.

May

Feb.

Apr.

Dec.

Feb.

Mar.

Jan.

Apr.

Feb.

Mar.

Apr.

Apr.

Feb.

Jan.

Feb.

Mar.

Jan.

Feb.

Mar.

Apr.

Apr.

Feb.

May

Feb.

Jan.

Apr.

Feb.

Mar.

Jan.

Mar.

Jan.

t

 »#

P

21-22

18

17

18

29-30

19

12

1

17

16

22

26

18

16

9-10

29

16

15

21

10

6

19

2

26

1-2

23

22

11

2-3

28

7

7

27

13

7

23

21

21

3

14

15

15

5

11

28

6

13

26

30

16

Gage

height

(feet)

29.90

** 12.30

** 15.50

** 17.70

19.60

30.00

20.90

19.20

22.50

25.70

37.40

20.80

20.00

43.80

22.30

24.30

46.60

25.30

21.70

32.70

32.55

26.85

31.90

25.60

** 16.05

** 13.80

19.8

19.4

34.0

35.4

21.8

22.6

32.4

20.1

18.2

21.6

28.7

P 28.89

27.4

** 12.7

20.6

P 20.7

22.4

18.0

35.3

22.5

27.2

30.0

36.2

22.2

Ice gorge

Below base

Momentary peak

Date

Mar.

Apr.

1900 Feb.

Dec.

1901 Apr.

1902 Feb.

Mar.

Dec.

1903 Feb.

Mar.

Apr.

1904 Mar.

1905 Mar.

May

1906 Apr.

1907 Jan.

Mar.

1908 Feb.

Mar.

Apr.

May

1909 Feb.

Mar.

May

1910 Jan.

Mar.

1911 Feb.

Apr.

1912 Mar.

Apr.

1913 Jan.

Apr.

1914 Apr.

1915 Feb.

Dec.

1916 Jan.

Feb.

Apr.

1917 Jan.

10

2

17

1

29

3

9

19

9

21

9

20

11

28

14

14

28

17

3

5

22

22

20

21-22

12

25-26

6

10

27

11

7

17-18

18

8

5-6

5

15

28

V

14-15

15

2

5

8

23

15

15

2

3

10

Gage

height

(feet)

32.8

26.6

«* 13.3

** 15.4

33.2

18.3

24.80

24.3

24.0

25.1

28.5

18.9

19.3

22.9

21.7

P 22.0

19.3

21.7

26.3

22.4

41.2

P 41.4

35.9

24.6

28.0

21.6

31.1

20.1

32.9

23.1

20.4

t 27.2

Pt 27.5

24.3

22.8

P 22.9

20.2

28.7

28.5

39.3

39.5

P 44.4

22.3

29.9

25.5

31.1

P 31.2

21.6

27.2

19.3

Date

Jan.

Mar.

1918 Feb.

Mar.

1919 Jan.

Nov.

Dec.

1920 Jan.

Mar.

Apr.

1921 Mar.

Dec.

1922 Mar.

Apr.

1923 Feb.

Mar.

1924 Jan.

Apr.

May

1925 Feb.

1926 Jan.

Dec.

1927 Jan.

Feb.

Mar.

Dec.

1928 July

1929 Jan.

Mar.

May

1930 Jan.

1931 Apr.

1932 Feb.

Apr.

1933 Jan.

Mar.

Apr.

May

1934 Mar.

26

19

14

19

7

6

1

14

28

23

24

12

4

28

19

20-21

6

17

27

27

18

5

20

19

19

26

30

27

28

23

22

3

3

27

5-6

5

10

16

8-9

8

5

2

26

23-24

23

20

20

17

11

Gage

height

(feet)

22.2

30.6

26.7

23.7

27.5

22.0

23.1

27.2

25.8

31.5

28.6

18.2

22.9

32.3

30.2

21.9

27.0

19.0

32.7

P 32.9

20.7

23.8

21.6

18.3

P 18.4

23.0

26.1

35.6

22.4

22.3

24.5

22.0

P 22.1

22.0

28.3

P 28.4

21.0

19.8

18.9

P 19.0

29.7

23.1

20.9

39.0

P 39.1

24.5

P 24.6

30.1

21.9

Ohio River at Evansville, Ind.

Location.- Gage of Corps of Engineers, TJ. S. Array, at foot of Main Street, Evansville,

Vanderiburg County.

Drainage area.- 107,050 square miles (data of TJ. S. Weather Bureau). 

Records avaiTable.- Daily gage-height records April 1873 to December 1934; estimated.'

flood discharges 1884, 1906-V, 1913. 

Sources of data.- Daily gage-height records by TJ. S. Signal Service prior to 1890 and by

TJ. S. Weather Bureau thereafter; estimated flood discharges published in WaterSupply Paper 334, TJ. S. Geological Survey. 

Gage.- Nonrecording gage read to tenths at least once daily (oftener during high water).

Zero of gage is 329.09 feet above mean sea level (datum of TJ. S. Coast and Geodetic

Survey)» 

Stage-discharge relation.- Continually subject to change; affected by ice, irregularity

of slope7 natural instability of channel, and river stabilization works involving

dams, dredging, etc. Flood stage, about 35 feet. 

Remarks.- Only those gage-height crests which were 2.0 feet or more above preceding and

following low points were used in this compilation. 

Historical data.- Flood of 1832 reached stage of 46.29 feet (data of Mississippi River

Commission).
FLOOD RECORDS - OHIO RIVER BASIN 167

Flood stages of Ohio River at Evansville, 

(Base gage height 29.0 feet)

Ind.

Date

1873 May 15

Dec. 20

1874 Jan. 15

30

Feb. 28

Apr. 16

May 5

1875 Mar. 4-5

22

July 19

Aug. 9-10

1876 Jan. 3

31

Feb. 19

Apr. 3

1877 Jan. 23

Mar. 19

Apr. 2

1878 Mar. 17 *

Dec. 5

18-19

1879 Feb. 6

Apr. 1

Dec. 30-31

1880 Jan. 12

Feb. 21

Mar. 14

May 3

Dec. 9

1881 Jan. 26

Feb. 19

Apr. 20-21

Dec. 26

1882 Jan. 18

Feb. 24

Mar. 13

28

May 20

June 5

1883 Feb. 19

Apr. 11

27

1884 Jan. 1

Feb. 18-19

19 P

Mar. 18-21

1885 Jan. 23

Apr. 24-25

1886 Feb. 21

Apr. 14

May 17

1887 Feb. 8-9

Mar. 5

Apr. 28-29

1888 Apr. 3-4

Nov. 12-13

1889 Feb. 25

Nov. 30

1890 Jan. 24

Feb. 14

Mar. 5

30-31

May 27-28

1891 Jan. 8-10

Mar. 2

16

Apr. 9-10

1892 Jan. 21

Apr. 4

25-28

1893 Feb. 24

Apr. 21-22

May 5

1894 Feb. 19

 in.' Below

Gage

height

(feet)

30.8

34.6

37.2

30.2

39.2

37.2

38.6

35.8

36.6

31.2

41.9

37.9

43.3

37.8

35.4

41.5

32.3

32.5

* 27.8

30.5

31.8

32.2

33.0

37.3

37.0

42.1

39.0

35.2

31.6

32.2

38.9

34.8

33.6

40.9

44.9

37.0

38.0

36.0

32.7

47.8

38.9

29.3

39.0

48.0

48.8

39.7

37.5

29.6

34.5

43.4

29.0

43.2

43.1

38.3

35.2

31.6

29.0

29.0

38.9

37.0

43.9

44.4

32.8

37.0

42.8

38.0

37.2

30.6

30.5

38.2

41.8

30.8

40.3

31.8

base

P Momentary peak

Date 

1895 Jan. 17-18

Mar.

1896 Mar.

Apr.

Aug.

1897 Feb.

Mar.

Apr.

1898 Jan.

Apr.

1899 Jan.

Feb.

Mar.

Apr.

1900 Feb.

Mar.

Dec.

1901 Apr.

Apr.

1902 Jan.

Feb.

Mar.

Apr.

Dec.

1903 Jan.

Feb.

Mar.

Apr.

1904 Jan.

Mar.

Apr.

1905 Kar.

May

Dec.

1906 Apr.

Nov.

Dec.

1907 Jan.

Mar.

June

1908 Feb.

Mar.

Apr.

May

1909 Mar.

May

1910 Jan.

Mar.

June

1911 Jan.

Feb.

Mar.

Apr.

May

Dec.

1912 Jan.

Mar.

May

1913 Jan.

Apr.

Nov.

1914 Feb.

Apr.

1915 Jan.

Feb.

Dec.

1916 Jan.

23

25

7-8

6

12-13

2-3

17-18

28

2-3

18

12

12

5

18-19

10

3

11

30-May 1

5-6

5

11

19

22

10-11

11

23

11

31

22-23

31

14

3-4

17

30

19-20

9

6

25

23

7-8

24-25

23

20

10

24

15

28

8-9

12-13

2

13-14

10

27

10

15

8

23-24

9

13

17

4

22

2-3

3

31

3

20

5

24

25

8

17

27

11

26

6-7

Gage 

height 

(feet)

35.5

29.6

32.1

38.0

30.5

35.5

43.6

33.5

43.1

44.8

39.1

32.2

42.7

40.4

31.1

29.7

33.6

29.7

41.8

31.3

35.8

40.0

30.6

40.0

29.6

39.8

40.7

42.4

30.6

36.0

31.7

36.2

39.8

37.4

34.9

35.6

32.0

41.1

31.3

34.7

40.3

46.2

43.8

32.3

30.0

40.9

41.5

37.1

42.2

37.6

43.2

40.6

35.7

38.6

39.7

29.7

29.4

29.9

38.8

29.3

38.4

31.2

33.3

33.3

36.3

42.6

35.4

46.8

48.4

30.8

33.7

38.0

31.2

33.0

42.6

41.1

41.7

Date

Jan.

Feb.

Apr.

1917 Jan.

Mar.

June

1918 Feb.

Mar.

1919 Jan.

Mar.

May

Nov.

Dec.

1920 Jan.

Mar.

Apr.

1921 Feb.

Mar.

Apr.

Nov.

Dec.

1922 Feb.

Mar.

Apr.

1923 Feb.

Mar.

Apr.

Dec.

1924 Jan.

Feb.

Apr.

May

Dec.

1925 Feb.

Mar.

Nov.

1926 Jan.

Feb.

Apr.

Nov.

1927 Jan.

Mar.

Apr.

May

June

D3C.

1928 May

June

July

1929 Jan.

Mar.

Apr.

May

Nov.

Dec.

1930 Jan.

Feb.

Mar.

18

4

5-6

12

29

22

4

6

17

22

9

20

20

18

30-31

8-9

8

4

16-17

15

31

25

28

17

15

1

22

6-7

6

30

27

21

7-8

23

8

20

18

17

11

27

7

22

14

21-22

25

17

28-29

10

22

1-2

17

4

24

2

30

2

25

16

16

11

5

10

24

6

15

5

5

29

11

30-31

14

17

25

22

17-18

11

6-7

15-16

Gage

height 

(feet)

43.6

40.2

39.7

37.7

38.5

42.9

33.2

38.0

39.8

37.2

40.9

37.4

P 37.6

33.1

31.0

38 ."0

P 38.2

39.0

42.3

35.6

40.3

42.8

40.8

31.3

36.4

32.6

32.1

39.5

? 39.6

43.1

34.2

42.9

36.5

37.5

42.2

37.8

30.8

30.9

43.5

33.6

30.3

36.5

30.8

33.4

29.8

32.0

38.5

30.7

33.2

29.0

29.5

30.4

30.8

41.4

44.8

37.3

39.9

36.3

P 36.4

30.0

34.0

29.9

38.7

32.2

32.0

38.3

P 38.4

38.4

42.1

33.8

31.7

38.5

32.9

31.6

39.9

30.1

31.2

31.0
FLOODS IN THE UHITED STATES

Flood stages of Ohio River at Evansville, Ind. Continued

Gage

Date height 

(feet)

1931 Apr. 11 34.7

Dec. 19-20 34.4

1932 Jan. 19-20 35.8

Feb. 7-8 43.1

7 P 43.2

Apr. 5 38.8

P Momentary peak 

Hote.- Breaks in record: 

Got 1 to Nov. 30, 1886; Oct. 1-

Date

July

193S Jan.

Feb.

Mar.

Apr.

July 5 to 

.-31, 1887;

11

3

28

26

27

22

Oct. 

Feb.

Gage 

height

(feet)

30.8

35.7

38.9

32.8

45.2

39.6

18, 1873; May 

8-22, 1895.

Date

May

1934 Jan.

Mar.

Apr.

1-31, 1883;

20

13

13-14

13

3

Dec.

Gage 

height

(feet)

42.3

29.5

38.4

P 38.5

31.0

1-31, 1883;

Redbank Creek at St. Charles, Pa.

Location.- At an industrial raili"oad bridge, St. Charles, Clarion County.

Drainage area.- 528 square miles.

Records available.- October 1909 to September 1934.

Sources of data.- Pennsylvania Department of Forests and Waters; collaboration by U. S. 

Geological Survey 1918-21, 1931-34.

Sage.- Nonrecording gage read twice daily, to quarter tenths prior to Oct. 1, 1921, and 

to hundredths thereafter. Zero of gage is 976.24 feet above mean sea level.

Stage-discharge relation.- Permanent except as affected by ice. Banks high and not subject to overflow.

Regulation.- Some regulation at low stages.

Flood stages and discharges 

(Base discharge 5,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Feb.

Mar. 

Dec.

Aug. 

Sept.

Oct.

Dec.

1912 Feb. 

Mar.

Apr. 

July

Aug. 

Sept.

1913 Jan.

Mar.

1914 Jan. 

Mar.

May

1915 Jan. 

Feb.

18

19

22

28

28

7

30

30

3

14

14

S9

5

15

15

2

2

18

14

27

15

29

3

18

18

26

3

3

8

12

18

24

26

26

30

17

28

13

13

8

19

1

1

10

7.10

6.35

10.21

10.46

7.83

7.41

7.72

6.09

7.42

8.32

7.35

7.31

8.83

9.81

13.01

13.04

6.49

5.77

6.11

6.15

5.78

7.35

7.78

8.68

7.50

8.93

9.88

11.79

8.45

5.89

5.75

11.89

12.16

6.80

7.05

7.50

7.72

8.15

9.73

7.63

9.09

10.59

P* 13,100

7,730

6,340

* 13,500

P* 14,000

9,080

8,300

P 8,880

5,860

8,320

P 10,000

8,190

8,120

* 10,900

P* 12,800

19,000

P 19,100

6,600

5,270

5,900

5,970

5,290

8,190

8,990

P* 10,600

8,470

* 11,100

P* 12,800

* 16,400

* 10,200

5,490

5,230

* 16,600

P* 17,000

7,180

7,640

8,470

8,880

P* 9,670

* 12,600

8,710

* 11,400

P* 14,200

Date

Feb.

Dec.

1916 Jan.

Mar.

Dec.

1917 Feb.

Mar.

Oct.

1918 Feb.

Mar.

1919 Jan.

May

Oct.

1920 Mar.

June

1921 Mar.

Sept.

Hov.

1922 Mar.

1923 Mar.

May

Dec.

1924 Jan.

June

Sept.

1925 Feb.

15

24

19

2 

5

28

28

28

27

12

12

25

13

20

20

28

14-15

2

10

10

21

IV

13

13

18

7

7

22

2

2

28

11

29

5

13

13

28

31

3

29

29

30

10

Gage

height Discharge 

(feet) (second-feet)

6.59

6.52

5.7

7.7

6.9

11.1

12.0

6.2

5.9

6.5

7.7

6.8

9.4

11.5

12.2

6.9

8.1

6.41

7.65

8.20

7.00

5.86

9.75

10.3

7.50

6,66

7.00

5.96

7.87

8.50

6.80

5.81

5.80

6.29

8.83

9.2

11.56

7.16

6,790

6,660

5,140

8,840

7,360

* 15,100 

P* 16,700

* 5,850

* 5,250

* 6,480 

P* 9,080

* 7,110

* 13,300

* 18,300 

P* 19,800

* 7,320

* 10,000 

6,270 

8,850

P 10,200

7,530

5,250

14,300

P 15,500 

8,630 

6,900

P 7,530 

5,450 

9,540

P 10,900 

7,110 

5,050 

5,050 

6,060 

11,800

P 12,700

* 5,000

* 6,000

* 8,000

14,000

P 18,500

7,970

11,200

* Estimated
FLOOD RECORDS - OHIO RIVER BASIN 169

Flood stages and discharges of Redbank Creek at St. Charles, Pa. Continued

Date

1925 Feb.

1926 Jan. 

Feb. 

June. 

Sept.

Oct.

1927 Jan.

Mar.

Nov. 

Dec.

1938 Mar. 

June

10

19

26

15

6

6

25

22

22

8

21

29

14

14

16

14

30

Gage

height Discharge 

(feet) (second-feet)

9.50

6.26

7.76

5.95

9.17

10.1

5.90

9.10

10.1

7.29

7.65

6.25

10.61

12.80

9.00

5.77

6.62

7.00

5.95

13,500

6,060

9,310

5,450

12,700

15,000

5,250

12,600

15,000

8,190

8,850

5,850

16,200

21,000

12,300

5,050

6,690

7,530

5,450

July

1929 Jan.

Feb. 

Apr. 

May 

Nov.

1930 Jan. 

Feb.

1931 Apr. 

June 

Dec.

1932 Jan.

1933 Mar. 

Dec.

8

19

19

27

5

15

17

18

13

26

4

8

14 

18 

18 

Ib 

15 

21

Gage

height Discharge 

(feet) (second-feet)

5.80

7.45

7.60

6.80

6.00

5.80

7.6

6.68

6.31

6.80

6.25

5.75

6.75

7.84

8.50

8.44

9.30

5,050

8,410

P 8,850

7,110

5,450

5,050

P 8,850

6,900

6,070

7,110

P 5,850

5,050

7,000

9,450

P 11,000

10,900

P» 13,000

*» 4,020

* Estimated 

** Below base

Mote.- All discharge quantities are average dally flows except as designated by 

(momentary peak).

Klskimlnetas River at Avonmore, Pa,

location.- At highway bridge, Avonmore, Westmoreland County.

Drainage area.- 1,723 square miles.

Records available.- May 1907 to September 1934. Estimated flood record. January 1884 to

November 1895 and November 1901 to April 1907. 

Sources of data.- Pennsylvania Department of Forests and Waters; collaboration by U. S.

Geological Survey 1907-13, 1918-21, 1931-34. Records prior to May 1907 taken from

Water Resources Inventory Repont, Part VIII (1916), Water Supply Commission of

Pennsylvania. 

Gage.- Nonrecordlng gage read to half-tenths twice dally prior to July 27, 1922, and to

hundredths thereafter; read more frequently during high stages. Zero of BaBe ^s

805.64 feet above mean sea level. 

Stage-discharge relation.- Control probably permanent. Left bank low and subject to

overflow at high stages. 

Regulation.- Storage began In Quemahonlng Reservoir in 1913, capacity, about 35,400

acre-feet; controlled area, 96 square miles.

.- Flood record prior to May 1907 derived from U. S. Signal 'Sen ice (1884-92) and 

S. Weather Bureau (1893-95, 1901-07) gage readings taken on the Kiskiminetas

River at Saltsburg, about 5 miles above Avonmore.

Flood stages and discharges 

(Base discharge 20,000 second-feet)

Date

1884 Jan.

Feb.

Mar.

1885 Jan. 

Apr.

1886 Jan.

1887 June

1888 Jan. 

Feb. 

Aug.

1889 June 

Dec.

1890 Feb. 

Mar. 

Apr. 

Sept.

2

1

6

14

9

12

17

1

5

8

8

6

21

1

15

15

23

10

10

Gage

height Discharge 

(feet) (second-feet)

Date

16.2

14.5

24.1

15.1

15.1

15.8

16.4

15.1

19.1

13.4

18.6

14.3

31.8

29.8

15.0

14.3

17.8

17.8

15.1

26,700

21,600

54,200

23,300

23,300

25,400

27,300

23,300

36,200

*» 18,500

34,500

21,OOO

P 84,500

76,500

23,000

21,000

31,800

31,800

23,300

Gage

height Discharge 

(feet) (second-feet)

1891 .Feb.

June

1892 Jan.

1893 Feb.

1894 May

1895 Jan.

Mar.

Apr.

1901 Dec.

1902 Jan.

Mar.

Apr.

July

10

17

22

14

7

11

20

8

1

10

14

15

27

1

13

9

1

4

14.5

30.4

14.3

15.1

14.4

15.2

19.5

19.8

15.8

17.4

16.1

16.4

14.5

26.4

14.3

16.4

16.8

14.0

21,600

78,900

21,000

23,300

21,300

23,600

37,500

38,600

25,400

30,500

26,400

27,300

21,600

63,200

21,000

27,300

28,600

20,200

*# Below base
FLOODS IH THE UHITKD STATES

Flood atagea and diaehargea of Kiakiminetas River at Avonmore, Pa. Continued

1903 Jan. 

Feb.

Mar.

1904 Jan.

Mar.

Apr. 

July

1905 Mar.

Dec.

1906 Mar. 

June

1907 Jan.

Feb.

Mar.

Dee.

1908 Jan. 

Feb.

Mar.

1909 Feb.

1910 Jan.

Mar.

1911 Jan.

Apr. 

Sept.

1912 Feb.

Mar.

June 

July

1914 Mar.

1915 Jan.

Feb. 

Dee.

Gage

height Discharge 

(feet) (aeeond-feet)

Gage

height Di a charge 

(feet) (aeeond-feet)

30

5.

1

23

4

8

2

10

8

21

3

28

7

15

20

3

21

14

20

24

13

16

3

7

19

19

24

19

22

17

17

22

1

15

15

6

6

15

16

27

27

16

21

21

17

22

3

3

8

8

12

27

27

17

7

7

19

2

18

18

14.5

14.5

16.4

21.8

16.4

15.1

16.4

15.8

20.4

18.0

19.1

15.1

19.1

17.1

17.5

17.8

15.0

33.8

21.1

17.5

16.0

21.4

14.1

17.8

30.1

30.8

15.7

19.95

17.15

23.50

23.65

18.95

18.25

15.76

15.91

14.02

14.09

19.5

15.80

17.72

19.30

15.65

23.87

28.00

16.25

16.60

19.06

22.30

20.21

22.21

18.43

15.16

16.11

16.18

18.06

19.70

14.95

20.98

18.2

19.4

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

21,600

21,600

27,300

45,600

27,300

23,300

27,300

25,400

40,700

32,500

36,200

23,300

36,200

29,500

30,800

31,800

23,000

92,500

43,100

30,800

26,000

44,200

20,500

31,800

77,700

80,500

25,100

39,200

29,700

51,900

52,500

35,700

33,300

25,300

25,800

20 , 300

20,500

37,500

25,400

31,600

36,500

25,000

53,300

69,400

26,800

27,900

36,000

47,400

37,400

44,700

31,200

21,200

24,000

24,200

30,000

35,600

20,700

40,200

30,400

34,500

1916 Jan. 

Mar.

Mar. 

1918 Feb.

1919 Jan. 

Hov.

1920 Mar. 

June

1921 Jan.

1922 Apr.

1923 May

Dec.

1924 Jan. 

Mar.

May

June

1925 Feb.

1926 Feb. 

Sept.

1927 Jan.

Mar. 

June 

Oct.

Dec.

1928 Mar. 

May

1929 Feb.

Apr.

1930 Feb.

1931 Apr.

1932 Apr.

1933 Mar.

May

1934 Sept.

2

2

22

23

28

22

22

12

13

20

20

26

2

2

27

27

13

18

23

23

29

29

15

13

13

23

4

30

30

9

13

29

12

12

23

26

6

6

22

22

21

5

20

20

14

31

1

26

27

17

25

25

4

4

1

1

15

15

10

30

15.9

17.0

20.0

18.2

18.1

21.4

24.0

17.6

16.4

17.4

22.0

16.4

15.38

15.47

17.88

20.3

18.00

18.07

15.12

15.6

21.78

24.65

16.41

15.89

18.0

15.16

16.30

21.41

24.0

15.95

17.00

17.96

16.14

17.8

14.81

15.54

17.19

18.5

18.89

21.3

15. BO

15.00

22.76

25.10

16.50

14.82

18.27

16.96

14.96

15.04

19.53

25.3

18.03

20.2

16.90

18.3

20.50

23.0

19.17

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

 SH?

23,400

26,700

36,600

30,400

30,100

41,70&

51,800

28,500

24,800

27,900

43,900

24,800

21,900

22,200

29,500

37,700

29,800

30,100

21,100

22,500

43,200

54,200

24,800

23,400

29,800

21,300

24,600

41,700

51,800

23,700

26,700

29,800

24,000

29,200

20,300

22,200

27,300

31,400

32,800

41,300

23,100

20,800

44,400

56,300

25,200

20,300

30,800

26,700

20,800

20,800

34,900

48,800

29,700

37 , 300

26,300

30,600

38,400

47,600

27,100

17,000

## Below baae

Hote.- All discharge quantities are average daily flows except aa dealgnated by "P" 

(momentary peak).

Blaekliek Creek at Blaekliek, Pa.

Location.- At highway bridge about a quarter of a mile north of Pennsylvania Railroad

station, Blaekliek, Indiana County. 

Drainage area.- 390 square miles.

S. Geological Survey 1904-13, 1918-21, 1931-34. 

Gage.- Honreeording gage read twice daily, to quarter tenths prior to July 28, 1922,

and to hundredtha thereafter. 

Stage-discharge relation.- Control may shift occasionally; usually affected by ice.

Left bank overflows at a stage of about 12.0 feet. 

Regulation.- Some regulation at low stages.
FLOOD RECORDS - OHIO RIVER BASIN 171

Flood stages and discharges of Blacklick Creek at Blackllck, Pa. 

(Base discharge 4,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1904 Dec.

1905 Mar.

Sept.

Nov.

Dec.

1907 Jan.

Mar.

Dec.

1908 Jan.

Feb.

Mar»

May

1909 Feb.

Mar.

Apr.

May

1910 Jan.

Feb.

Dec.

1911 Jan.

Sept.

Oct.

1912 Feb.

Mar.

June

July

Sept.

Oct.

1913 Jan.

Mar.

May

Oct.

1914 Mar.

Apr.

May

1915 Jan.

Feb.

Oct.

Dec.

1916 Jan.

Mar.

27

8

19

21

11

29

3

29

14

19

14

20

24

13

15

2

7

19

17

20

24

24

2

2

14

1

1

9

13

18

18

22

28

28

30

14

30

15

2

27

27

15

21

21

24

29

16

16

21

22

3

3

25

25

8

8

12

27

27

27

27

26

18

28

16

16

6

6

7

7

19

2

2

15

19

19

18

29

2

22

6.90

7.6

8.4

8.6

6.5

7.7

10.7

6.5

8.4

9.4

13.2

9.0

7.25

6.8

10.0

6.9

9.15

10.8

6.9

7.0

8.63

8.8

7.13

7.5

6.57

7.85

8.0

7.63

6.43

10.15

10.97

7.16

9.27

10.17

7.63

8.97

6.50

7.86

7.35

8.40

9.60

7.89

10.20

11.10

6.39

6.98

8.10

9.60

7.90

6.38

11.86

12.90

6.60

7.10

9.81

10.50

8.78

8.13

8.70

9.76

10.41

6.31

6.58

6.36

6.59

6.95

6.44

7.16

9.32

10.72

7.22

8.51

9.47

6.73

9.9

10.7

9.8

6.3

8.6

6.9

4,960

6,410

8,190

8,650

4,200

6,630

13,600

4,200

8^190

10,500

19,500

9,570

5,680

4,770

11,900

4,960

9,920

13,800

4,960

5,160

8,720

P 9,110

5,420

P 6,200

4,330

6,960

P 7,290

6,480

4,070

12,300

P 14,200

5,490

10,200

P 12,300

6,480

9,500

4,200

6,980

5,880

8,440

P 11,200

7,350

12,700

P 15,200

4,240

5,440

7,790

P 11,200

P 7,370

4,220

17,500

P 21,000

4,660

P 5,690

11,700

P 13,500

9,280

7,850

P 9,100

11,600

P 13,300

4,080

4,620

4,180

4,640

P 5,380

4,340

P 5,820

10,500

P 14,100

5,940

8,680

P 10,900

4,920

12,000

P 14,100

11,700

4,060

8,880

5,270

Mar.

June

1917 Jan.

Mar. 

June 

Aug. 

Sept. 

Oct. 

1918 Feb.

1919 Jan. 

May 

Nov.

1920 Mar.

June

1921 Jan. 

Mar. 

May

Nov.

1922 Apr.

1923 May

Nov. 

Dec.

Mar. 

May

June

1925 Feb.

Nov.

1926 Feb. 

Sept.

1927 Jan. 

Mar.

May 

Oct.

Dec.

1928 Feb.

Mar.

Apr.

1929 Feb.

Apr. 

Nov.

1930 Feb.

1931 Apr.

1932 Apr.

1933 Mar.

May

Dec.

1934 Mar.

28

3

6

22

22

12

7

14

8

28

13

15

20

20

26

31

31

2

10

2

27

5

13

21

17

17

23

3

5

5

29

29

15

13

13

30

23

29

31

3

17

29

9

12

29

29

11

11

13

26

5

5

22

22

8

21

19

20

20

14

5

15

30

30

26

26

17

18

25

25

4

4

1

1

15

15

20

10

14

18

4

8.2

7.3

6.3

9.7

11.3

6.9

7.6

7.3

6.4

6.4

8.2

7.8

9.0

10.8

7.2

7.30

7.90

7.10

7.40

6.56

7.07

7.47

7.35

6.32

9.14

10.5

6.50

6.30

6.78

7.3

8.87

9.85

8.22

8.19

9.5

Note.- All discharge quantities are 

(momentary peak).

average daily flows except

8,000 

6,110 

4,060 

11,400

P 15,800 

5,270 

6,740 

6,110 

4,260 

4,260 

8,000 

7,160 

9,760

P 14,400 

5,900 

6,110

P 7,370 

5,690 

6,320 

4,660 

5,690 

6,530 

6,320 

4,060 

9,990

P 13,700 

4,460 

4,060 

5,060

P 6,110 

9,540

P 11,700 

8,000 

8,000

P 11,000 

4,000 

6,500 

4,000 

4,600 

7,000 

4,000 

8,660 

5,500 

6,320 

8,660

P 15,000 

5,060

P 5,900 

4,460 

4,200 

8,000

P 9,540 

9,320

P 10,700 

5,480 

8,660 

5,480 

9,990

P 11,700 

6,740 

5,270 

5,060 

6,950 

5,690 

6,110

P 7,790 

4,060 

4,100 

8,440

P 11,500 

7,960

P 10,500 

4,850

P 6,540 

8,640

P 11,100 

4,240 

6,420 

4,130 

4,910 

5,040 

as designated by "P 1

8.50

7.44 

8.54 

11.0 

6.85 

7-. 2 

6.47 

6.40 

8.23 

8.9 

8.77 

9.40 

6.97 

8.50 

6.95 

9.11 

8.80 

7.60 

6.88 

6.77 

7.72 

7.10

8.10

9.70

9.30

7.5 

9.28
FLOODS IN THE UNITED STATES

Tygart River at Fetterman, W. Va.

Location.- At highway bridge at Petterman, Taylor County, three-quarters of a mile above 

Otter Creek.

Drainage area.- 1,340 square miles.

Records available.- June 1907 to September 1934.

Source of data.- TJ. S. Geological Survey.

Sages.- Nonrecording gage read twice daily 1907 to Oct. 14, 1932; recording gage thereafter. Zero of gages is 957.86 feet above mean sea level.

Stage-discharge relation.- Practically permanent. Rating curves well defined to about 

25,000 second-feet.

Flood stages and discharges 

(Base discharge 15,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1907 June

July

1908 Jan.

Feb.

Mar.

May

1909 Apr.

Oct.

1910 Jan.

June

1911 Jan.

Sept.

Oct.

1912 Jan.

Feb.

Mar.

May

July

Dec.

1913 Jan.

Mar.'

May

Nov.

1914 Feb.

Apr.

Dec.

1915 Jan.

Feb.

Dec.

1916 Jan.

Feb.

Mar.

Dec.

1917 Jan.

Mar.

May

1918 Jan.

Feb.

Mar.

Hay

Dec.

1919 Jan.

July

*

 **

14

18

13

16

2

9

6

8

10

15

24

3

7

19

17

20

14

30

17

8

20

27

16

17

23

25

25

31

8

28

24

28

16

20

21

27

21

19

3

18

30

2

12

12

13

8

23

29

22

22

9

13

28

29

10

20

26

13

14

26

11

2

2

17

13.3

19.8

14.1

14.3

13.35

12.1

13.0

13.45

12.55

11.5

12.75

13.4

12.95

13.8

14.5

12.7

14.8

20.35

15.05

14.70

12.1

14.0

14.8

12.8

12.3

24.4

29.1

12.2

14.3

12.8

14.3

15.2

22.0

13.6

12.4

12.8

13.6

12.3

15.0

15.9

13.2

14.2

19.2

20.2

16.6

13.4

13.7

12.55

20.30

21.10

15.58

18.50

16.65

16.2

12.9

12.4

15.1

24.1

22.55

13.95

13.36

21.25

22.72

13.23

18,000

33,600

19,800

20,300

18,100

15,300

17,300

18,300

16,300

«* 14,OOO

16,700

18,200

17,200

19,100

20,800

16,600

21,400

35,000

22,000

21,200

15,300

19,600

21,400

16,900

15,700

45,300

P* 57,600

15,300

20,100

16,600

20,100

22,100

39,100

18,700

15,900

16,800

19,300

16,200

22,600

24,800

18,300

20,700

33,100

P 35,600

26,600

18,800

19,500

16,900

35,800

P 37,800

24,100

31,400

26,6OO

25,600

17,600

16,400

22,900

P 45,400

41,600

20,200

18,800

38,100

P 41,800

18,300

Estimated

Below base

Nov.

Dec.

1920 Jan.

Mar.

Apr.

1921 May

Nov.

Dec.

1922 Jan.

Feb.

Mar.

Apr.

1923 Jan.

' Feb.

Dec.

1924 Jan.

Feb.

Mar.

May

Oct.

1925 Mar.

Oct.

1926 Jan.

Feb.

Aug.

Dec.

1927 Jan.

Feb.

May

Oct.

Dec.

1928 May

June

Dec.

1929 Feb.

Mar.

May

Oct.

Nov.

1930 Feb.

1931 May

1932 Jan.

2

27

8

14

10

23

23-24

20

21

30

30

25

29

24

24

20

12

15

15

29

2

2

13

24

29

1

3

20

29

12

13

1

1

20

17

26

19

22

22

15

21

22

26

21

7

7

1

20

14

1

1

21

1

1

27

7

30

3

3

19

6

23

23

31

15.21

12.18

14.61

13.72

13.24

17.17

16.17

15.16

13.31

16.65

17.10

12.03

14.73

19.60

20.4

13.76

12.08

14.17

12.77

12.00

16.60

17.0

12.98

15.43

14.03

15.43

15.68

19.18

17.42

22.6

20.62

12.20

12.80

12.16

14.05

13.70

13.10

15.55

16.60

15.65

12.85

15.57

12.27

15.61

15.74

16.39

14.10

12.28

13.66

17.84

19.15

14.44

13.56

15.54

14.49

14.02

12.64

21.18

21.68

14.32

9.66

12.09

12.12

13.20

P

P

P

P

P

P

P

P

P

P

P

##

P

23,100

15,900

21,700

19,500

18,300

28,100

25,600

23,100

18,600

26,100

27,400

15,300

21,500

33,600

35,600

19,300

15,500

20,300

17,100

15,300

26,100

27,100

17,500

23,300

19,800

23,200

23,900

32,600

28,100

41,100

36,100

15,700

17,100

15,700

19,800

19,100

17,700

23,600

26,100

23,600

17,100

23,600

16,000

23,600

23,900

25,600

20,000

16,000

19,100

29,100

32,600

20,800

18,900

23,400

21,000

19,800

16,600

37,600

38,800

20,500

10,300

15,500

15,500

17,500
FLOOD RECORDS - OHIO RIVER BASIH

Flood stages and discharges of Tygart River at Fetterman, W. Va.--Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

Mar.

Apr. 

1933 'Mar.

4

5

18

28

1

15

20

22.6

20.70

18.25

15.20

12.52

39,100

34,700

29,000

22,100

16,000

19,600

18,200

Dec. 

1934 Jan.

12

12

17

17

7

4

4

16.60 P

13.73

14.15

12.20

17.06

17.18 P

20,200

25,300

18,600

19,800

15,300

26,400

26,700

Mote..- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

West Fork River at tsutcherville, W. Va.

Location.- At trolley bridge at Butcherville, Lewis County, about a quarter of a mile

above the Butcherville store, about 1 mile above Freemans Creek, and about 3 miles 

north of Western.

Drainage area.- 181 square miles.

Records available.- April 1915 to September 1934.

Source of data.- U. S. Geological Survey.

Gage.- Konrecording gage read to -hundredths twice daily.

Stage-discharge relation.- Probably permanent. Rating curve fairly well defined to 

2,500 second-feet.

Historical data.- Maximum stage known, about 27 feet in 1888.

Flood stages*and discharges 

(Base discharge 3,000 second-feet)

Date

1915 Aug. 

Oct. 

Dec.

1916 Jan. 

Feb.

Mar. 

Dec.

1917 Jan. 

Mar.

May

1918 Jan. 

Feb.

Mar. 

May

1919 Jan. 

June 

Oct. 

Nov.

Dec.

1920 Jan. 

Apr. 

July

1921 Mar. 

Nov.

Dao.

1922 Mar. 

June 

Dec.

1923 Jan. 

Feb.

Apr.

Gage

height Discharge 

(feet) (aecond-feet)

2,010

4,310

4,440

3,520

6,370

5,360

4,060

3,600

4,520

5,870

4,780

5,570

4,570

4,150

3,810

4,360

6,460

4,650

3,350

6,710

4,480

3,050

4,100

3,050

5,110

3,890

4,990

3,640

4,310

2,300

3,980

3,050

4,020

5,830

4,820

4,150

4,690

3,180

3,310

4,100

3,470

Date

3

1

18

29

12

13

25

22

28

22

8

12

28

29

20

26

13

26

28

2

26

15

2

26

7

14

23

21

25

3

1

17

29

24

15

18

17

1

1

13

14

10.74

16.15

16.50

14.30

21.07

18.70

15.56

14.52

16.70

19.90

17.29

19.16

16.85

15.78

15.00

16.30

21.28

16.98

13.86

21.94

16.56

13.22

15.67

13.15

18.11

15.17

17.79

14.61

16.16

11.36

15.40

13.18

15.53

19.76

17.36

15.80

17.12

13.46

13.85

15.71

14.24

Dec.

1924 Jan.

Feb.

Mar.

May

Sept.

1925 Jan.

Mar.

May

Oct.

1926 Jan.

Feb.

July

Nov.

Dec.

1927 Jan.

Feb.

Apr.

Aug.

Dec.

1928 Apr.

Dec.

1929 Feb.

Oct.

Nov.

1931 Apr.

1932 Jan.

Feb.

Mar.

1933 Mar.

May

23

31

3

20

29

12

30

20

19

11

17

25

22

14

7

16

16

21

26

21

19

30

1

14

30

15

26

3

3

18

2

30

4

18

28

15

19

21

11

28

15.02

14.41

17.82

14.74

21.49

16.30

14.66

15.38

13.27

14.92

16.50

15.85

14.48

14.58

21.87

22.87

14.81

13.62

15.62

16.52

16.08

14.08

13.50

15.85

13.89

16.92

19.47

13.10

17.12

9.90

18.98

16.08

13.47

17.93

15.68

15.42

13.62

15.19

14.15

Gage

height Discharge 

(feet) (second-feet)

3,810

3,560

4,990

6,000

3,680

6,540

4,360

3,680

3,980

3,100

3J770 

4,440 

4,150 

3,600 

3,640 

5,870 

7,130 

3,730 

3,220 

4,066 

4,440 

4,270 

3,430 

3,180 

4,150 

3,350 

4,610 

5,700 

3,010 

4,690 

1,640 

5,490 

4,270 

3,180 

5,030 

4,1OO 

3,980 

3,220 

3,890 

3,470

** Below base
FLOODS IN THE UNITED STATES

Flood stages and discharges of West Fork River at Butcherville, W. Va. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1933 Dec.

1934 Jan.

17

7

15.03

18.17

3,810

5,150

Jan. 

Mar.

18.56

16.19

P 5,320 

4,3io

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Break in record: July 1 to Sept. 30, 1925.

Big Sandy Creek at Rockville, W. Va.

Location.- At highway bridge at Rockville, Preston County, 5 miles above mouth and 6 

miles below Bruceton Mills.

Drainage area.- 202 square miles.

Records available.- May 1909 to March 1918,- April 1921 to September 1929.

Sources of data.- U. S. Geological Survey records 1909-18, except gage-height records

and discharge measurements 1909-14, which were furnished by West Virginia Development Co. Records 1921-29 and determinations of floods of 1888 and 1907 furnished 

by West Virginia Power & Transmission Co.

Gages.- Nonrecording gage read twice daily 1909-18 and twice daily except Sundays 1921 

to Oct. 3, 1924; recording gage thereafter.

Stage-discharge relation.- Practically permanent. Rating curves fairly well defined to 

about 7,000 second-feet.

Regulation.- Low flows regulated by Bruceton Mills.

Historical data.- Maximum stages known, between 20 and 20.5 feet July 10, 1888^ and July 

17, 1907 (discharge, between 28,000 and 30,000 second-feet).

Flood stages and discharges 

(Base discharge 3,000 second-feet)

1910 Jan.

Feb. 

Mar. 

June 

Dec.

1911 Jan.

Apr.

June

Aug.

Sept.

Oct.

Dec.

1912 Feb.

June 

July

Sept. 

1913 Jan.

Mar. 

May

Nov.

1914 Feb. 

Mar. 

Apr.

Dec. 

1915 Jan.

Feb.

May

Nov.

Dec.

3

18 

22

1

19 

30 

13 

30

5

18

30-31 

16 

18 

27 

37 

15 

21 

30 

24 

24

2

8

12 

27 

23 

28 

31 

14 

16 

19 

17

2

16 

26 

21

7 

19

1

2

22

15-16 

18

Gage

height 

(feet)

10.5

11.0

9.4

8.4

11.5

9.2

15.6

10.8

9.3

9.3

9.1

8.5

8.9

8.9

9.5

9.2

13.5

8.9

12.1

18.

8.3

10.8

11.2

9.6

9.4

8.8

9.2

10.6

11.9

8.7

9.1

9.2

8.8

8.8

9.9

8.9

8.8

11.2

10.7

8.6

8.6

11.4

Discharge 

(second-feet)

6,920

7,970

4,760

3,080

9,020

4,400

18,600

7,550

4,580

4,580

4,230

3,230-

3,890

3,090

4,940

4,400

13,500

3,890

10,300

P 21,300

3,720

7,550

8,390

5,130

4,760

3,720

4,400

7,130

9,880

3,550

4,230

4,400

3,720

3,720

5,700

3,890

3,720

P 8,390

7,340

3,390

3,390

8,810

Date

Gage

height Discharge 

(feet) (second-feet)

Dec.

1916 Jan.

Feb.

Mar.

Dec.

1917 Jan.

Feb.

Mar.

May

June

1918 Feb.

Mar.

1921 May

Aug.

Nov.

Dec.

1922 Mar.

Apr.

1923 Jan.

Feb.

Apr.

Dec.

1924 Jan.

Mar.

May

1925 May

July

Oct.

29

2

1

22

22

27

22

22

24

12

28

7

9

13

15

20

26

26

14

5

25

29

4

25

28

18

24

15

15

1

13

14

28

3

29

12

11

22

22

17

25

9.4

9.6

8.6

12.8

14.85

10.50

13.48

14.98

8.98

10.72

8.56

10.51

9.25

10.70

10.50

11.00

11.35

12.8

8.95

8.55

11.40

9.15

8.42

10.17

12.16

9.88

9.71

8.96

8.90

10.08

10.26

4,760

5,130

3,390

11,900

P 16,700

6,920

13,400

P 17,000

4,060

7,340

3,390

6,920

4,400

7,340

6,920

7,970

8,810

P 11,900

4,O60

3,390

8,810

8,000

4,400

3,080

6,300

5,000

8,300

4,330

4,050

3,130

3,010

4,620

3,640

7,120

8,300

4,050

3,050

8,400

4,570

4,410

3,940
FLOOD RECORDS - OHIO RIVER BASIN

Flood stages and discharges of Big Sandy Creek at Rockville, W. Va. Continued

1925 Oct.

1926 Feb.

1927 Jan. 

Oct.

25

26

21

20

20

Gage

height Discharge 

(feet) (second-feet)

11.95 P 

**

11.39 P

7,090

2,960

4,570

5,110

7,150

Gage

Date height Discharge

(feet) (second-feet)

Nov. 28 3,080

Dec. 14 3,550

1928 Apr. 30 4,820

1929 Feb. 26 9.93 P 4,590

27 3,610

*# Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Youghiogheny River at Connellsville, Pa.

Location.- At highway bridge between New Haven and Connellsville, Fayette County.

Drainage area.- 1,326 square miles.

Records available.- July 1908 to September 1934. Estimated flood record November 1890 

to July 1908.

Sources of data.- Pennsylvania Department of Forests and Waters; collaboration by Geological Survey 1918-21, 1931-34. Fragmentary record prior to 1908 taken from Water 

Resources Inventory Report, Part VIII (1916) Water Supply Commission of Pennsylvania.

Sages.- Nonrecording gage read to half-tenths twice daily prior to Apr. 1, 1921, and to 

hundredths until recording gage was installed Aug. 15, 1928. Zero of gages is 

860.13 feet above mean sea level.

Stage-discharge relation.- Control permanent; affected by ice. Banks not subject to 

overflow.

Storage.- Storage began in 1925 in Deep Creek Reservoir, capacity, 93,000 acre-feet; 

controlled area, 65 square miles.

Bemarka.- Gage-height records November 1890 to August 1895 derived from U..S. Weather 

Bureau gage readings taken at West Newton and September 1895 to July 1908 from 

readings taken at pumping plant of Trotter Water Co., located about 2 miles above 

Connellsville. Rating curve at Connellsville applied to obtain discharge record.

Flood stages and discharges 

(Base discharge 15,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1860 Apr.

1888 Aug.

1891 Feb.

June

1892 Jan.

1893 Feb.

1894 Feb.

1895 Jan.

Mar.

Apr.

1896 July

1897 Feb.

Mar.

1898 Mar.

Aug.

1899 Jan.

May

1900 Nov.

1901 Mar.

Apr.

May

Dec.

1902 Feb.

Mar.

Apr.

Dec.

1903 Jan.

Feb.

12

21-22

2

11

17

8

15

11

10

8

2

10

25

28

23

6

23

11

15

18

26

11

6

21

27

15

28

13

12

12

17

30

14

16.5

17.8

10.1

9.7

14.7

9.6

10.2

9.8

8.9

12.0

9.4

9.8

15.0

9.5

16.7

9.0

11.0

11.2

9.1

15...0

11.7

10.4

11.5

10.5

9.9

11.7

15.8

10.3

10.0

9.9

9.6

11.0

12.0

P

P

P

P

P

P

P

P

P

P

P

P

P

47,000

52,000

22,000

20,400

39,900

20,000

22,400

20,800

17,400

29,400

19,300

20,800

41,100

19,600

47,700

17,800

25,500

26,300

18,100

33,300

28,200

23,200

27,400

23,600

21,200

28,200

44,200

22,800

21,600

21,200

20,000

25,500

29,400

Feb.

1904 Jan. 

Mar.

1905 Mar.

Dec.

1906 Jan. 

Mar. 

Aug.

1907 Jan.

Mar.

Dec.

1908 Feb.

May

1909 Feb.

Apr.

1910 Jan.

Mar. 

June

1911 Jan.

Apr. 

Aug.

28

22

1

4

10

21

4

23

31

10

15

20

14

19

24

15

7

19

7

24

24

22

22

3

19

19

1

1

19

19

14

30

30

6

30

12.7

12.9

13.7

10.3

9.4

12.0

9.6

10 .'9

9.4

9.4

12.8

13.5

18.4

14.3

9.4

14.4

11.5

12.7

10.3

9.04

9.36

8.77

9.04

9.68

10.28

11.23

8.83

9.01

11.66

13.09

10.71

12.20

12.68

9.57

8.65

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

32,100

32,900

36,000

22,800

19,300

29,400

20,000

25,100

19,300

19,300

32,500

35,200

54,400

38,400

19,300

38,800

27,400

32,100

22,800

17,900

19,100

16,900

17,900

20,400

22,800

26,900

17,100

17,800

28,800

36,300

24,600

31,400

33,900

19,900

16 , 500
FLOODS IN THE UNITED STATES

Flood stages and discharges of Youghiogheny River at Cornellsville, Pa. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

he i ght Di s charge 

(feet) (second-feet)

Nov.

1920 Mar.

June

1921 Jan. 

Mar.

Mov. 

Dec.

1922 Mar. 

Apr.

1923 Feb.

Dec.

1924 Jan. 

Mar.

Apr. 

May

June

1925 Feb. 

Oct.

1926 Jan. 

Feb.

1927 Jan. 

June 

Jan. 

Oct. 

Dsc.

1928 May

1929 Feb. 

Oct.

1931 Apr.

1932 Apr.

1933 Mar.

May

1934 Jan. 

Mar.

* Estimated

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Break in record: Feb. 21 to July 20, 1919.

Shenango River at Sharon, Pa.

1911

1912

1913

1914

1915

1916

1917

1918

1919

Aug.

Sept.

Feb.

Mar.

July

Sept.

Jan.

May

Nov.

Mar.

Apr.

Jan.

Feb.

May

Dec.

Jan.

Feb.

Mar.

Dec.

Jan.

Mar.

June

Feb.

Mar.

Apr.

Jan.

31

16

16

27

27

16

21

21

22

25

25

3

3

8

8

12

24

28

14

16

17

17

2

7

7

19

2

15

23

23

18

2

13

15

22

22

28

22

22

12

7

13

15

20

20

26

14

17

1

2

9

9

10

11

12

10

16

17

8

11

11

8

9

12

13

11

8

8

9

10

8

9

8

11

12

9

11

8

8

9

11

10

10

9

11

15

0

14

15

12

9

11

10

13

14

11

8

8

11

9

.20

.48

.08

.76

.81

.40

.03

.28

.79

.26

.59

.34

.22

.91

.50

.05

.68

.90

.52

.40

.78

.07

.70

.56

.13

.33

.43

.98

.36

.81

.0

.7

.2

.5

.3

.0

.6

.6

.2

.6

.0

.1

.6

.4

.0

.5

.3

.1

.51

.78

P

P

P

-:.< 

P-:.'

P

P

P*

P

P

P

P»

*

P*

P

P

18

19

22

29

34

23

59

88

17

27

28

15

18

35

38

26

16

17

19

23

17

18

16

28

31

19

27

17

15

20

25

24

22

19

27

41

16

40

42

33

17

26

24

35

37

27

15

15

27

21

,500

,600

1,000

,300

,700

,300

,200

,000

,000

,000

,500

,300

,600

,200

,800

,100

,600

,400

,700

,300

,000

,000

,700

,400

,100

,000

,800

,700

,400

,900

,900

,600

,400

,600

,200

,600

,300

,000

,400

,500

,800

,200

,300

,000

,400

,700

,900

,200

,700

,300

2

27

13

13

17

17

23

3

3

29

24

24

16

15

2

2

23

4

29

29

7

9

12

29

9

19

23

22

5

22

20

14

1

1

27

27

3

3

4

4

1

1

14

14

20

10

8

4

4

8.67

9.60

10.07

12.13

8.94

10.6

8.66

9.03

10.1

10.46

9.90

11.50

8.25

8.83

8.22

8.9

8.22

16.01

20.5

8.15

8.06

11.36

9.34

9.60

10.4

11.30

8.78

11.8

12.30

10.30

12.00

13.70

10.17

12.00

9.95

11.00

14.9

8.45

10.77

P

P

P

P

P

P

P

P

P

P

P

P

P

17,300

20,500

22,400

30,000

17,800

24,300

17,300

18,400

22,400

23,900

21,600

27,700

15,500

17,600

15,500

18,000

15,500

28,000

45,400

65,900

15,500

15,200

27,300

19,400

15,000

19,200

19,600

23,000

27,000

16,400

29,100

31,600

22,600

30,000

39,000

16,800

19,200

25,100

30,700

17,700

21,400

21,800

25,900

36,100

46,900

15,200

20,100

18,500

18,000

25,000

Location.- At Chestnut Street highway bridge, Sharon, Mercer County.

Drainage area.- 608 square miles.

Records available.- August 1909 to September 1934.

Sources of data.- Pennsylvania Department of Forests and Waters; collaboration by U. S. 

Geological Survey 1918-21, 1931-34.

Gages.- Honrecording gage read twice daily August 1909 to Mar. 31, 1915; May 24, 1919, 

to Nov. 7, 1919; Oct. 31, 1920, to Apr. 13, 1927. Recording gage Apr. 1, 1915, to 

May 23, 1919; Hov. 8, 1919, to Oct. 30, 1920; Apr. 14, 1927, to Sept. 30, 1934. 

Zero of all gages is 840.00 feet above mean sea level.

Stage-discharge relation.- Practically permanent. Little ice effect except during extremely cold winters. Bank-full stage, about 12 feet.

Storage and regulation.- At Pymatuning Reservoir (drainage area 167 square miles).

Remarks.- Discharge records prior to 1913, from revisions made in 1915 and not published prior to this report.
FLOOD RECORDS - OHIO RIVER BASIN 177

Flood stages and discharges of Shenango River at Sharon, Pa. 

(Base discharge 2,900 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1910 Mar. 

Dec.

1911 Jan.

Feb.

Sept. 

Oct.

Dec.

1912 Jan. 

Feb. 

Mar.

Apr.

Oct. 

1913 Jan.

Nov.

1914 Jan. 

Mar.

Apr.

May

1915 Jan. 

Feb.

Aug.

1916 JanI 

Mar.

Apr.

1917 Jan. 

Mar. 

June 

Oct.

1918 Feb. 

Mar.

1919 May

1920 Mar.

June 

1921 Mar.

Nov.

1922 Mar. 

Apr.

2

31

3

15

29

16

18

16

2

18

15

1

27

19

24

30

3

8

15

30

25

9

12

18

24

26

26

16

30

17

30

8

26

13

8

2

16

5

18

3

8

28

23

6

12

10

25

30

15

20

1

10

15

11

11

18

13

13

18

7-8

29

30

3

3

20

12

1

1

12.81

8.80

9.12

9.85

8.68

6.95

7.80

12.48

8.71

8.04

8.18

7.41

7.94

9.38

8.40

9.80

9.78

8.00

7.97

7.90

9.32

11.23

9.85

9.97

8.46

18.05

18.1

9.03

8.63

9.40

9.65

9.11

8.94

11.53

7.23

11.69

7.91

7.67

7.80

10.58

7.58

11.86

7.93

10.10

8.64

8.47

9.40

9.35

9.49

9.66

7.47

7.34

12.60

11.97

12.5

8.00

12.95

13.3

8.08

7.62

8.4

8.1

8,65

8.80

8.5

7.7

R.65

8.8

13,400

5,230

5,610

7,130

5,030

2,850

3,540

12,100

5,050

4,050

4,170

2,810

3,880

6,940

4,500

7,560

7,220

3,580

3,460

3,640

6,560

10,700

7,490

7,740

4,740

24,300

P* 25,200

4,680

4,210

5,140

5,480

4,780

4,570

9,080

2,910

9,460

3,550

3,320

3,450

6,890

3,230

8,980

3,570

6,180

4,300

4,120

5,210

5,140

5,330

5,5.60

3,130

3,010

10,400

10,200

P 11,300

3,650

12,500

P 13,200

3,750

3,380

P 4,230

3,900

4,450

P 4,690

4,340

3,480

4,450

P 4,690

Aixr.

1923 Jan.

Mar. 

Dec.

1924 Jan.

Feb. 

Mar. 

May 

Oct. 

Dec. 

1925 Feb.

Nov.

1926 Feb.

Mar.

Apr.

Sept.

Oct.

Nov.

1927 Jan.

Mar. 

Dec.

1928 Jan. 

?eb.

June 

Dec.

1929 Jan. 

Feb. 

Mar.

Apr. 

May

Nov.

Dec.

1930 Jan.

Feb. 

Mar. 

Apr.

1931 Apr.

1932 Jan.

May 

1933 Mar.

Apr.

May

1934 Mar.

15

22

22

13

7

12

12

17

6

30

10

1

20

10

11

24

28

27

27

25

9

26

25

17

22

22

22

2

2

14

1

9

15

7

1-2

20

27

17

23

27

1

5

6

3

15

22

19

19

3

10

14

14

27

9

18

4

4

18

18

23

10

15

15

21

12

25

6

6

7.2

8.7

8.9

7.4

7.95

10.65

10.80

9.55

7.35

7.31

7.75

9.27

8.12

11.3

10.69

8.58

7.27

9.45

9.64

8.98

9.00

8.98

9.42

8.19

10.01

10.50

10.05

11.80

12.30

10.47

9.20

9.38

8.10

9.04

7.82

11.20

9.70

8.10

8.32

8.50

7.75

12.00

11.50

10.62

8.22

7.68

8.52

8.15

7.83

8.58

10.35

10.5

7.14

7.52

7.20

7.07

7.15

8.77

8.82

7.53

7.75

10.46

10.65

7.37

8.72

7.23

7.36

9.62

P

P

P

P

P

P

P

P

P

P

P

3,000

4,570

4,810

3,180

3,790

7,040

7,340

5,660

3,180

3,090

3,580

5,290

3,900

8,130

7,190

4,450

3,090

5,410

5,660

4,930

4,930

4,930

5,410

4,010

6,180

6,890

6,180

8,930

9,760

6,890

5,170

5,410

3,900

4,930

3,570

7,970

5,790

3,900

4,120

4,340

3,570

9,250

8,450

7,040

4,010

3,460

4,340

4,010

3,590

4,450

6,760

6,900

2,910

3,290

3,000

2,910

3,000

4,680

4,680

3,290

3,590

6,900

7,050

3,190

4,560

3,030

3,190

5,670

* Estimated

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOODS IN THE UNITED STATES

Little Beaver Creek near East Liverpool, Ohio

Location.- At Grimms Bridge, 4 miles northeast of East Liverpool, Columbiana County, and 

4 miles above mouth.

Drainage area.- 505 square miles.

Records available.- May 1915 to September 1934.

Source of data.- TJ. S. Geological Survey.

Gages.- Honrecordins gage read to hundredths twice daily prior to Sept. 22, 1926; recording gage thereafter.

Stage-discharge relation.- Affected by ice. Control probably permanent.

Historical data.- Highest known flood reached a stage of about 20 feet.

Flood stages and discharges 

(Base discharge 3,000 second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

1915 Dec.

1916 Jan.

Mar.

June

1917 Jan.

Mar.

Oct.

1918 Feb.

1919 Jan.

Mar.

May

Dec.

1920 Mar.

Apr.

June

1921 Mar.

Apr.

Nov.

1922 Mar.

Apr.

1923 May

Dec.

1924 Jan.

Mar.

May

June

1925 Feb.

1926 Feb.

Sept.

30

2

13

8

23

26

3

6

12

25

13

15

20

20

2

9

10

13

5

12

17

17

21

17

8

30

30

17

28

28-29

1

15

15

13

13

23

1

11

16

17

5

27

30

13

30

8-9

8

23

1

26

5

7.92

9.74

8.93

8.76

7.96

8.87

8.10

7.93

7.48

7.95

8.74

7.92

10.40

11.2

7.38

7.29

8.99

7.41

10.39

10.01

7.39

7.37

8.41

10.24

8.28

9.50

9.67

7.85

7.64

7.32

8.32

9.22

9.45

11.30

13.1

7.7

7.6

8.1

13.7

9.7

9.3

7.7

8.7

7.7

9.3

8.D

8.4

7.7

8.7

10.5

8.9

3,600

5,400

4,600

4,500

3,700

4,600

3,800

3,600

3,200

3,700

4,400

3,600

6,100

P 6,900

3,100

3,000

4,700

3,100

6,100

5,700

3,100

3,100

4,100

5,900

4,000

5,200

P 5,400

3,500

3,300

3,000

4,000

4,900

P 5,100

8,600

P 12,400

3,140

3,040

3,560

P 16,300

5,750

5,150

3,140

4,280

3,140

5,150

3,440

P 3,920

3,140

4,280

7,100

4,560

Date

Sept.

Oct.

Nov.

192V Jan.

Feb.

Mar.

May

Nov.

Dec.

1928 Feb.

Mar.

June

July

1929 Jan.

Feb.

May

Nov.

Dec.

1930 Jan.

Feb.

Mar.

1931 June

Dec.

1932 Jan.

Mar.

1933 Mar.

Apr.

1934 Mar.

Apr.

24

24

25

16

19

20

22

24

21

19

17

1

14

14

16

15

14

27

30

22

20

19

25

26

26

3

21

18

19

3

14

26

26

8

8

14

2

16

18

18

23

22

15

15

21

12

4

4

4

Gage

height Discharge 

(feet) (second-feet)

11.3 

8.2

7.9 

10.6

10.1

10.9

11.7

9.4

10.3

7.6

7.68

14.4

7.94

9.24

13.14

7.61

8.31

7.92

7.63

8.91 

9.. 46 

8.35

13.17

15.01

9.15

8.17

8.43

10.48

6,550

8,600

3,850

3,480

10,800

7,440

8,160

3,430

8,310

4,820

3,890

7,170

9,030

11,000

5,790

7,610

3,910

3,070

5,430

4,100

3,580

3,190

3,290

10,700

18,200

10,400

3,800

6,620

3,140

3,430

5,430

10,600

14,700

4,600

3,070

3,990

3,430

3,070

3,470

4,910

5,970

4,130

3,310

14,900

20,000

5,430

3,850

3,850

4,740

8,070

* Estimated

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOOD RECORDS - OHIO RIVER BASIN 179

Hooking River at Athens, Ohio

Location.- At Mill Street Bridge, three-quarters of a mile east of business section of

Athens, Athens County, and 3j miles below Margaret Creek. 

Drainage area.- 944 square miles. 

Records available.- May 1915 to September 1934. 

Sources of data.- TJ. S. Geological Survey records except gage-height records prior to

Oct. 1, 1930, which were furnished by Corps of Engineers, U. S. Army. 

Gages.- Honrecording gage read to half-tenths twice daily prior to July 26, 1922; to hundredths twice daily July 26, 1922, to August 1931; recording gage thereafter. Zero

of gages is 615.59 feet above mean sea level. 

Stage-discharge relatton.- Control probably permanent. Slight ice effect. Bank-full

stage, about 17 feet. 

Historical data.- Highest known stage, 26.7 feet January 1907.

Flood stages and discharges 

(Base discharge 6,920 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Dec. 

1924 Jan.

Feb. 

Mar.

May 

June

1925 May

1926 Feb. 

Aug.

1927 Jan. 

Feb. 

Mar. 

Apr. 

June

Dec.

1928 June

1929 Feb.

Mar. 

Apr. 

May 

Nov.

1930 Jan.

Mar.

1931 Apr.

Dec.

1933 Mar. 

May

1934 Mar.

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). 

1915 June

Sept.

Dec.

1916 Jan.

Feb.

Mar.

May

Dec.

1917 Jan.

Mar.

Apr.

May

June

1918 Feb.

Mar.

1919 Jan.

May

Hov.

Dec.

1920 Jan.

Mar.

Apr.

May

1921 Mar.

Nov.

Dec.

1922 Mar.

Apr.

Aug.

1923 Jan.

Mar.

Dec.

16

7

18

29

13

1

13

29

8

28

6

23

12

14

7

29

2

13

20

26

14

2

12

3

26

7

10

14

9

17

21-22

14

8

29

25

28

25

16

1

15

26

22

24

7

13.4

14.2

17.50

16.40

15.85

14.30

13.90

14.60

15.95

13.80

13.70

16.15

12.40

13.60

15.55

14.55

14.10

15.4

14.0

12.6

17.6

14.6

13.6

16.9

18.5

13.3

13.2

16.2

14.9

14.2

18.2

15.6

16.2

15.0

13.0

14.6

20.6

19.2

14.6

21.1

12.4

12.06

12.09

15.7

7,850

8,640

12,100

10,900

10,300

8,740

8,340

9,050

10,500

8,240

8,140

10,700

6,930

8,040

10,100

9,050

8,540

9,900

8,630

7,370

12,100

9,170

8,270

11,400

13,200

8,000

7,910

10,700

9,440

8,810

12,800

10,100

10,700

9,530

7,730

9,170

17,100

14,300

9,170

18,400

7,190

6,920

6,920

10,200

23

1

4

12

17

21

6

22

30

13

10

12

15

19

22

24

21

2

IS

15

19

15

22

25

27

7

11

3

16

19

10

15

9

4

23

14

14

15

20

11

15

15

4

4

16.2

15.2

16.4

16.0

13.7

16.8

13.2

12.3

18.2

15.8

14.3

12 «9

16.4

17.2

18.3

14.0

16.1

13.5

17.0

13.8

12.3

16.0

18.0

13.7

14.5

13.6

14.2

15.1

15.0

17.1

14.2

13.7

17.4

16.50

14.82

14.30

14.66

19.13

19.29

19.64

19.93

15.04

10,700

9,710

10,900

10,500

8,360

11,300

7,910

7,100

12,800

10,300

8,900

7,640

10,900

11,700

13,000

8,630

10,600

8,180

11,500

8,450

7,100

10,500

12,700

7,010

7,700

6,940

7,410

8,320

8,210

11,000

7,410

7,010

11,500

10,000

8,000

7,500

P 7,900

15,800

16,300

9,950

17,100

P 18,000

6,930

P 8,250
180 FLOODS IN THE UNITED STATES

New River at Eggleston, Va.

Location.- At highway bridge at Eggleston, Giles County.

Drainage area.- 2,945 square miles.

Records available.- October 1914 to September 1934.

Source of data.- U. S. Geological Survey.

Gages..- Nonrecordlng gage read to hundredths twice daily October 1914 to June 30, 1916;

recording gage thereafter. No datum changes. 

Stage-discharge relation.- Practically permanent. Rating curves well defined to 35,000

second-feet. 

Regulation.- Plow regulated at all but high stages by operation of power plants at

Byllesby, 73 miles upstream. 

Historical data.- Flood of 1878 reached a stage of about 40 feet on present gage.

Flood stages and discharges 

(Base discharge 13,000 second-feet)

Average Momentary peak

Gage 

Date height Discharge

(feet) (second-feet)

1915 Dec.

1915 Jan. 

Feb. 

Sept. 

Oct.

Dec.

1916 Jan. 

Feb.

July

Aug. 

Oct.

1917 Mar.

1918 Jan. 

June 

Oct.

Dec.

1919 Jan. 

May

1920 Apr. 

Nov. 

Dec.

1921 Jan. 

Feb. 

Nov.

1922 Jan. 

Feb. 

Mar.

May

June

Oct.

1923 Feb. 

Mar. 

June

1924 Jan.

July 

Oct. 

Dec.

1925 Jan.

1926 Jan. 

Nov.

Dec.

1927 Feb.

Apr. 

Oct. 

Dec.

3

5

7

2

6

2

19

30

8

3

25

11

16

16

20

5

30

26

27

31

18

23

3

22

3

29

15

24

11

1

22

16

4

11

16

19

6

12

3

17

13

6

12

17

8

1

0

12

19

16

17

26

29

20

24

22

13

17

8.30

13.04

12.32

11.20

11.15

10.00

11.13

10.46

9.42

9.94

8.21

9.77

29.60

7.96

7.98

11.56

8.20

8.80

21 ..66

11.55

8.67

12.62

11.41

7.96

10.27

8.54

10.11

8.19

10.19

11.55

7.99

8.81

8.46

8.55

9.02

8.96

9.55

8.46

9.18

9.51

11.25

8.52

11.88

13.70

9.90

16.21

9.00

7.45

12.60

10.26

14,000

33,000

30,100

25,400

25,400

20,500

25,000

22,500

18,100

20,100

13,700

19,700

108,000

13,000

13,000

27,100

13,700

15,900

69,500

27,100

15,500

31,300

26,300

13,000

21,700

14,900

21,200

13,800

21,600

27,300

13,100

16,000

14,900

15,300

16,800

16,800

19,200

14,900

17,600

18,800

25,600

14,900

28,500

35,900

20,400

46,200

16,800

11,100

31,400

19,900

16,200

13,600

14,200

18,000

22,100

13,500

13,600

Gage

height 

(feet)

8.45

14.2

13.00

13.25

11.25

10.69

11.78

10.87

9.45'

10.42

8.44

9.88

39.5

8.32

8.25

11.86

8.30

8.93

31.1

11.80

8.82

13.37

11.87

7.98

10.57

8.96

10.47

8.23

10.25

11.7

8.01

8.85

8.52

8.66

9.26

8.97

11.10

8.61

9.27

9.54

11.4

9.76

12.56

14.98

10.40

17.02

9.20

15.1

13.13

9.72

8.50

8.52

10.18

11.95

9.62

8.32

Dis charge 

(second-feet)

14,400

38,000

33,000

33,800

25,400

23,400

28,000

24,200

18,100

22,100

14,400

20,100

152,000

14,000

13,700

28,400

14,000

16,300

109,000

28,000

15,900

34,700

28,400

13,000

22,800

16,800

22,800

13,800

21,600

27,700

13 ,-100

16,000

14,900

15,600

18,000

16,800

25,200

15,300

18,000

18,800

26,400

20,000

31,400

41,200

22,400

49,600

17,600

41,600

33,400

19,600

14,900

14,900

21,600

28,900

19,200

14,200

** Below base
FLOOD RECORDS - OHIO RIVER BASIN 181

Flood stages and discharges of New River at Eggleston, Va.--Continued

Average

1928 Aug. 

Sept.

1929 Feb. 

Mar".

Oct.

Nov.

1930 Feb.

1931 Aug.

1932 Feb. 

May 

Oct. 

Dec.

1933 Feb. 

Apr.

1934 Mar.

Sept.

17

3

7

20

28

1

6

15

10

27

2

23

18

5

23

5

2

18

29

9

17

4

28

17

Gage

height 

(feet)

16.54

11.40

14.95

8.74

9.90

Discharge 

(second-feet)

47,600

14,100

26,500

20,500

24,700

21,200

16,700

19,000

15,800

42,100

28,300

21,000

*-* 11,000

15,800

13,200

16,000

26,400

20,300

14,200

14,100

18,700

25,300

18,300

Momentary peak

Gage

height Discharge 

(feet) (second-feet)

18.04

8.57

13.98

11.10

12.20

10.37

9.49

10.47

10.03

22.44

15.32

12.12

9.15

8.40

8.99

12.77

10.28

8.70

9.09

12.71

53,800

15,300

37,100

25,200

29,700

22,400

18,800

22,800

20,800

72,300

42,500

29,300

17,600

1,4,600

16,800

32,200

22,000

15,700

17,200

29,200

** Below base

Kanawha River at Kanawha Falls, W. Va.

Location.- Prior to Oct. 27, 1928, half a mile below Kanawha Falls, Fayette County, and 

I 5/4 miles below junction of Gauley and New Rivers, where the Kanawha is formed; 

thereafter three-quarters of a mile below Kanawha Palls.

Drainage area.- 8,367 square miles.

Records available.- March 1877 to September 1934. .

Sources of data.- U. S. Geological Survey records, except gage-height records prior to 

Oct. 27, 1928, which were furnished by Corps of Engineers, U. S. Army.

Gages.- Prior to Oct. 27, 1928, nonrecording gage read to tenths once daily except sometimes during floods, when hourly and half-hourly readings were taken; recording 

gage thereafter. Zero of present gage is 622.78 feet above mean sea level.

Stage-discharge relation.- Control considered permanent. Seldom affected by ice. Rating 

curves well defined up to about 100,000 second-feet.

Regulation.- Slight regulation at low water.

Flood stages and discharges 

(Base discharge 60,000 second-feet)

1877 Apr. 

Nov.

1878 Jan. 

Feb.

Mar. 

Aug. 

Sept. 

Nov.

Dec.

1879 Jan.

Dec.

1880 Feb. 

Mar.

Apr.

10

25

11

10

23

14

20

14

28

29

11

9

10

13

25

26

14

8

17

26

Average

Gage

height Discharge 

(feet) (second-feet)

12.9

26.5

16.9

12.5

12.5

13.5

14.1

33.0

14.5

19.2

14.1

20.2

13.9

17.5

14.5

15.5

14.5

64,300

175,000

95,200

61,400

61,400

68,700

73,300

230,000

76,400

114,000

73,300

122,000

71,700

100,000

76,400

84,100

76,400

Momentary peak

Gage

height Discharge 

(feet) (second-feet)

13.1

30.2

17.3

13.0

14.9

13.7

14.5

37.8

16.2

19.4

15.0

21.2

14.9

17.5

14.7

15.6

16.5

65,700

206,000

98,400

65,000

79,400

70,200

76,400

270,000

89,600

116,000

80,200

131,000

79,400

100,000

77,900

84,900

92,000
FLOODS IH THE UWITKD STATES

Flood stages and discharges of Kanawha River at Kanawha Palls, W. Va. Continued

Average

height Discharge 

(feet) (second-feet)

Momentary peak

Gage

height Discharge 

(feet) (second-feet)

1880 May

1881 Jan.

Feb.

Doc.

1882 Jan.

Feb.

Mar.

Sept.

1883 Jan.

Feb.

Apr.

Dec.

1884 Feb.

Mar.

June

1885 Jan.

May

1886 Jan.

Feb.

Apr.

May

1887 Jan.

Feb.

Apr.

1888 Sept.

Oct.

1889 Jan.

Feb.

June

1890 Feb.

Mar.

1891 Jan.

Feb.

Mar.

Apr.

1892 Jan.

Apr.

1893 Feb.

May

Oct.

1894 Feb.

1895 Jan.

Mar.

Apr.

1896 Mar.

1

22

11

13

24

28

14

22

10

11

14

15

17

21

12

21

7

12

1

7

24

25

1

6

7

10

15

18

19

9

21

26

27

27

17

30

5

14

1

6

8

25

4

25

24

30

17

18

27

7

19

1

26

20

23

2

3

2

11

23

26

9

14

1

2

3

4

12

15

23

18

4

15

4

5

12

3

9

31

12.7

14.5

17.1

15.2

12.5

12.5

13.8

17.4

16 iQ

12.6

15.8

13.1

14.1

14.2

13.8

12.7

17.4

14.7

14.2

12.6

14.4

13.6

18.0

12.3

15.9

18.0

16.7

13.0

12.6

13.0

12.2

24.6

12.7

30.0

24.2

14.0

17.1

14.6

15.5

14.7

13.2

12.7

15.0

13.4

17.8

24.8

20.0

13.1

14.6

17.0

15.5

17.0

13.0

13.4

16.9

13.9

13_.Q

13.5

17.9

21.95

18.1

19.4

18.5

14.1

13.25

13.4

14.7

23.5

19.4

62,800

76,400

96,800

81,800

61,400

61,400

71,000

99,200

88,000

62,100

86,400

65,700

73,300

74,000

71^000

62,800

99,200

77,900

74,000

62,100

75,600

69,400

104,000

60,000

87,200

104,000

93,600

65,000

62,100

65,000

59,300

159,000

62,800

204,000

156,000

72,500

96,800

77,100

84,100

77,900

66,500

62,800

80,200

68,000

102,000

161,000

121,000

65,700

77,100

96,000

84,100

96,000

65,000

68,000

95,200

71,700

65,000

68,700

103,000

137,000

105,000

116,000

108,000

73,300

66,500

68,000

77,900

150,000

116,000

13.1

16.5

15.3

14.0

24.8

20.0

13.1

14.8

18.1

15.5

17.8

14.05

14.0

15.2

13.7

19.2

22.0

18.3

20.0

20.95

14.30

14.25

13.4

14.7

24.00

19.60

65,700

14.0 

18.3

16.4

14.0

14.0

16.0 

13.0 

18.2 

16.0 

14.5 

13.0 

15.8

13.8 

19.5 

12.6

16.6 

18.3

14.1 

13.4 

13.2

72,500 

107,000

91,200

72,500

72,500

88,000 

65,000 

106,000 

88,000 

76,400 

65,000 

86,400

71,000 

116,000 

62,100

92,800 

107,000

73,300 

68,000 

66,500

92,000

82,500

72,500

161,000

121,000

65,700

78,700

105,000

84,100

102,000

72,500

72,500

81,800

70,200

114,000

137,000

107,000

121,000

129,000

74,800

74,000

68,000

77,900

154,000

117,000
FLOOD RECORDS - OHIO RIVER BASIN 183

Flood stages and discharges of Kanawha River at Kanawha Palls, W. Va. Continued

Average

Gage

height Discharge 

(feet) (second-feet)

Momentary peak

Gage

height Discharge 

(feet) (second-feet)

1896 Apr.

July

Nov.

1897 Feb.

May

1898 Mar.

Aug.

Oct.

1899 Jan.

Feb.

Mar.

1900 Feb.

Mar.

Oct.

Nov.

1901 Jan.

Apr.

May

June

Dec.

1902 Jan.

Feb.

Mar.

1903 Jan.

Feb.

Mar.

1904 Mar.

1905 Mar.

May

July

1906 Jan.

Oct.

Nov.

1907 Jan.

Mar.

June

1908 Jan.

Feb.

Mar.

Apr.

1909 Apr.

1910 June

1911 Jan.

Mar.

Apr.

Oct.

1912 Mar.

Apr.

May

2

10

6

7

8

23

14

31

10

11

23

7

8

7

28

5

20

29

14

2

21

24

25

26

27

13

4

21

25

23

28

17

18

23

24

16

30

27

23

30

31

26

1

30

4

5

18

1

24

9

10

13

13

14

24

21

20

17

15

14

13

16

7

1

15

17

4

30

31

7

6

19

16

30

3

13

17

17.50

17.9

12.35

14.8

28.25

17.2

13.9

' 17.85

16.9

12.9

16.0

14.3

30.5

15.3

15.9

13.0

12.60

15.90

13.90

22.50

13.50

18.70

29.60

12.60

33.30

18.30

13.90

18.45

25.50

30.20

13.55

13.95

17.45

29.1

12.5

14.1

13.00

16.90

16.50

25.80

10.1

17.8

18.65

17.2

22.8

15.7

20.0

16.9

13.0

23.7

19.35

22.0

14.2

18.6

12.3

17.2

13.5

16.0

12.6

12.8

13.8

16.5

16.8

12.7

14.7

15.4

100,000

103,000

60,700

78,700

189,000

97,600

71,700

102,000

95,200

64,300

88,000

74,800

209,000

82,500

87,200

65,000

62,100

87,200

71,700

142,000

63,700

110,000

201,000

62,100

232,000

107,000

71,700

107,000

167,000

206,000

69 , 400

72,500

99,200

197,000

61,400

73,300

65 , 000

95,200

92,000

169,000

*# 44,800

102,000

110,000

97,600

144,000

85,700

121,000

95,200

65,000

152,000

116,000

137,000

74,000

109,000

60,000

97,600

68,700

88,000

62,100

63,500

71,000

92,000

86,400

62,300

77,900

33,300

18.60 

19.40 

14.70 

17.85

28.50 

17.35

20.75

18.90 

13.30

16.0

30.60

16.10 

13.10 

12.60 

15.90 

18.90

24.60

13.9 

18.70 

30.00 

12.90 

34.50 

18.50 

15.10

22.10

26.90 

30.20 

14.30

15.5

18.1 

29.25 

12.85 

15.80 

13.50 

19.25 

17.25 

26.0

18.00 

19.1 

20.10

23.1

17.8 

13.5

19.6 

23.1

20.9 

13.3 

17.3

17.0

13.9 

12.9 

13.8 

19.7 

15.8 

12.7

109,000 

116,000 

77,900 

102,000

192,000 

99,200

127,000

111,000 

67,200

88,000

210,000

88,800 

65,700 

62,100 

87,200 

111,000

159,000

71,700 

110,000 

204,000 

64,300 

242,000 

108,000 

81,000

138,000

178,000 

206,000 

74,800

34,100

105,000 

198,000 

63,500 

86,400 

68,700 

114,000 

97,600 

171,000

104,000 

113,000 

121,000

147,000

102,000 

68,700

117,000 

147,000

122,000 

67,200 

102,000

96,000

71,700 

64,300 

71,000 

118,000 

36,400 

62,800

1913 Jan. 13.7 70,200

 » » Below base
184 FLOODS IK THE UNITED STATES

Flood stages and discharges of Kanawha River at Kanawha Falls, W. Va. Continued

	Average Momentary peak

	Gage Gage 

Date height Discharge height Discharge

	(feet) (second-feet) (feet) (second-feet)

1913 Jan. 9 12.5 61,400

Mar. 15 14.8 78,700

16 14.5 76,400

28 26.3 173,000 27.5 184,000

May 25 12.5 61,400

1914 Feb. 21 12.1 ** 58,600

Dec. 6 13.3 67,200 13.3 67,200

1915 Jan. 8 21.0 129,000 21.5 133,000

19 13.2 66,500 14.3 74,800

Feb. 3 20.95 129,000 20.95 129,000

Dec. 19 13.0 65,000

30 14.0 72,500

1916 Mar. 8 12.5 61,400

July 17 23.0 146,000 31.7 219,000

1917 Feb. 25 12.5 61,600 13.2 66,500

Mar. 5 22.0 134,000

14 13.1 63,400

25 13.6 66,900

1918 Jan. 29 17.0 85,600 19.0 112,000

Mar. 13 25.4 166,000

14 20.0 120,000

June 27 13.5 64,200 14.6 7?,100

Oct. 27 18.0 112,000

Nov. 1 15.9 91,000

Dec. 24 14.5 77,300 16.0 92,000

1919 Jan. 2 21.6 148,000 S4.2 174,000

June 27 13.0 63,800

Nov. 2 12.9 63,000

Dec. 8 15.5 87,000

1920 Jan. 23 16.5 97,000

Mar. 20 16.0 92,000

1921 Feb. 12 12.5 *» 59,800

Nov. 2 14.0 72,800

Dec. 24 14.2 74,600

1922 Jan. 22 13.3 66,500

Feb. 21 14.6 78,200

22 13.5 68,300

Mar. 11 13.6 69,200

1923 Jan. 29 13.2 65,600

Feb. 3 17.2 104,000

4 16.8 100,000

Mar. 8 12.8 62,200

June 14 13.7 70,100

Aug. 15 14.8 80,000

1924 Jan. 18 16.2 94,000

Mar. 30 15.5 87,000

May 13 19i4 126,000

Sept. 30 16.9

Oct. 1 16.6 98,000

1925 Feb. 16 *# 41,700

1986 Jan. 20 14.4 76,400

22 15.8 90,000

Feb. 15 13.2 65,600

Nov. 16 19.7 129,000

Dec. 22 16.7 98,000

26 13.5 68,300

1927 Feb. 20 15.7 89,000

24 15.8 90,000

Apr. 23 13.5 68,300

1928 May 1 15.3 74,000

Aug. 18 15.0 66,900

1929 Mar. 1 15.3 102,000 16.04 110,000

6 13.99 88,500

Oct. 3 18.80 139,000 21.35 168,000

Nov. 19 16.00 110,000

1930 Feb. 6 9.30 ::-* 46,100

1931 Apr. 5 9.90 «* 50,300

1932 Feb. 5 15.15 101,000 16.08 111,000

Mar. 29 72,300

May 2 60,300

July 5 64,700 16.30 113,000

Dec. 29 11.06 60,900

1933 Mar. 20 12.50 73,500 12.97 78,500

1934 Mar. 5 20.07 153,000 21.43 168,000

29 13.20 80,500

*# Below base
FLOOD RECORDS - OHIO RIVER BASIN

(Jreenbrier River at Alderson, W. Va.

Location.- Prior to Oct. 15, 1929, at highway bridge at Alderson, Monroe County, half a

mile above mouth of Muddy Creek; thereafter 400 feet above bridge. 

Drainage area.- 1,3SO square miles.

Records available.- July 1895 to June 1906, May 1907 to September 1934. 

Source of data.- U. S. Geological Survey. 

Sages.- Nonrecording gage read to half-tenths once daily prior to Apr. 1, 1910j to halftenths twice daily Apr. 1, 1910, to Dec. 31, 1911; to hundredths twice daily Jan.

1, 1912, to Oct. 14, 1929; recording gage thereafter. Zero of gages is 1,528.97

feet above mean sea level. 

Stage-discharge relation.- Control shifts occasionally. Affected during 1914-15 by construction ofnew highway bridge at station. Sometimes affected by ice. Rating

well defined to about 25,000 second-feet.

Flood stages and discharges 

(Base discharge 15,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1896 Mar.

Nov.

1897 Feb.

May

189S Jan.

Mar.

May

Aug.

Oct.

1899 Jan.

Feb.

Mar.

1900 Feb.

Mar.

Nov.

1901 Jan.

Apr.

May

June

Dec.

1902 Feb.

Mar.

1903 Jan.

Feb.

Mar.

1904 Jan.

May

1905 Mar.

May

1906 Jan.

1907 June

Dec.

1908 Jan.

Feb.

Mar.

Apr.

May

1909 Apr.

1910 June

1911 Jan.

Apr.

Oct.

1912 Feb.

Mar.

May

1913 Mar.

30

6

23

23

14

16

30

7

11

22

7

27

5

14

21

26

12

21

23

28

17

15

30

26

1

14

17

30

3

5

17

1

24

23

19

10

22

12

23

14

11

24

12

16

7

1

8

15

17

4

30

5

18

22

27

16

29

13

17

15

10.5

9.5

17.5

12.2

7.8

8.0

8.0

14.8

9.8

8.6

8.6

15.4

7.9

8.2

18.2

9.3

9.1

8.4

8.8

9.0

13.3

11.1

11.8

7.8

7.8

9.9

8.9

10.3

10.0

11.9

7.7

7.8

10.5

7.6

11.2

9.3

14.4

7.8

8.9

9.5

14.0

10.4

10.6

9.4

7.6

12.8

9.9

12.9

8.4

8.5

8.1

8.4

11.9

8.3

8.3

8.5

8.2

25,600

21,800

51,500

P 54,000

32,300

15,700

16,400

16,400

42,900

23,000

18,600

18,600

45,300

16,000

17,100

56,800

21,100

20,400

17,800

19,300

20,000

36,700

28,000

17,800

30,700

15,700

15,000

15,700

23,100

19,600

24,900

23,800

31,100

15,400

15, 700

25,600

15,000

28,400

21,100

41,200

15,700

19,600

21,800

39,600

25,300

26,000

21,500

15,000

34,500

23,100

35,100

17,800

18,200

16,800

17,800

31,100

17,500

17,500

18,200

17,100

Mar. 

Apr.

May 

Nov.

1914 Feb.

1915 Jan. 

Feb.

Oct.

Dec.

1916 Dec.

1917 Mar.

1918 Feb.

Mar. 

June 

Oct. 

Dec.

1919 Jan. 

Dec.

1920 Jan. 

Mar. 

Dec.

1921 Nov.

Dec.

1922 Feb.

1923 Feb.

1924 Jan.

Mar.

May

1925 Mar.

1926 Jan.

Feb. 

Nov. 

Dec.

1927 Feb.

Apr. 

1928 May

27

13

15

28

17

20

7

2

2

2

2

30

29

4

4

13

14

16

21

14

14

26

26

31

31

23

23

2

2

7

8

25

20

15

1

29

25

21

21

2

2

4

17

30

12

12

20

20

20

22

15

17

22

26

26

6

20

23

10

1

1

14.7

8.8

7.8

« -::-

 »-::-

11.7

12.2

14.5 P

9.11

11.3 P

9.09

8.0

14.2 P

9.8

8.00

8.14

8.30

18.62

22 P

9.00

10.8 P

11.15

11.9 P

8.99

11.0 P

15.90

16.3 P

14.0 P

10.52

9.49

10.41

6.68 «#

9 12 eles

9.25

10.00

10.5 P

8.96

9.58 P

8.18

10.22

9.68

11.40

13.60 P

7.75 -::- ::-

9.72

9.95 P

8.48

8.68

8.15

10.68

13.11

14.50 P

9.38

9.02

8.28

8.25

8.66

9.0 P

42,500

19,300

17,100

15,700

14,300

14,000

26,300

27,800

34,900

18,500

25,100

18,500

15,200

27,200

34,000

20,600

15,200

15,500

16,100

48,000

58,900

17,600

23,600

24,100

26,900

17,600

24,200

39,400

40,700

33,300

22,200

19,200

21,900

10,600

17,900

16,700

18,200

20,700

22,200

17,600

19,500

15,100

21,300

19,800

25,000

32,000

13,900

19,800

20,700

16,000

16,700

15,100

22,900

30,400

34,900

18,800

17,600

15,400

15,100

16,400

18,000

-IKS- Below base
186 FLOODS IN THE UNITED STATES

Flood stages and discharges of Greenbrier River at Alderson, W. Va. Continued

1928 Dec.

1929 Feb.

Mar. 

May 

Nov.

1930 Feb.

1931 Apr.

1932 Feb.

1

28

28

6

21

18

18

6

5

5

5

Gage

height Discharge 

(feet) (second-feet)

9.95

12.22

13.15

9.70

8.70

14.20

6.05

7.74

16.96

P

P

 K-if

*«

P

21,400

29,100

32,700

20,400

17,300

26,600

36 , 30Q

8,700

13,800

37,100

46,400

	Gage 

Date height Discharge

	(feet) (second-feet)

Mar. 18 16,000

29 19,300

May 2 21,800

1933 Feb. 21 15,, 400

Mar. 20 10.64 23,400

20 11.68 P 27,300

1934 Mar. 5 12.76 32,200

5 ' 13.21 P 33,800

9 16,000

28 10.85 24,600

* » Below base

Mote.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Raccoon Creek at Adamsville, Ohio

Location.- On line between sees. 25 and 26, T. 6 H., R. 16 W., at highway bridge at

Adamsville, Gallia County. 

Drainage area.- 587 square miles. 

Records avalTable.- June 1915 to September 1934. 

Sources of data.- U. S. Geological Survey records except gage-height records prior to

Oct. 1, 1926, which were furnished by Corps of Engineers, U. S. Army. 

Gage.- Nonrecording gage read to hundredths twice daily. Zero of gage is 570.85 feet

above mean sea level.

Stage-discharge relation.- Control permanent. Ice effect slight. 

Historical data.- Maximum known stage, 24.5 feet, occurred prior to installation of

gage; exact date not known.

Flood stages and discharges 

(Base discharge 3,650 second-feet)

1915 Oct. 

Dec.

1916 Jan. 

Feb.

Mar. 

Dec.

1917 Jan. 

Mar.

May

1918 Feb.

Mar.

1919 Jan, 

May 

Nov. 

Dec.

1920 Jan.

Mar. 

Apr.

1921 Feb. 

Mar. 

May 

Nov. 

Dec.

1922 Mar. 

Apr.

1923 Feb. 

Apr. 

Dec.

1

20

31

13

1

14

29

29

22

14

25

29

12

22

15

3

10

27-28

7

16

9

24

20

22

3-4

12

4

28-29

25

18

18

3

15-16

6

24

16.50

18.32

14.49

16.46

16.55

15.29

16.64

13.45

17.55

17.90

13.30

16.95

16.00

14.25

18.47

15.68

13.23

17.74

17.24

13.65

12.85

15.15

15.22

20.57

13.10

13.42

14.12

14.72

20.01

18.68

17.68

12.9

15.0

12.8

13.0

Gage

he i ght Di s c ha r g_e 

(feet) (second-fe'et)

5,580 

6,510 

4,540 

5,580 

5,630 

4,950 

5,630 

4,000 

6,150 

6,310 

?,950 

5,840 

5,250 

4,350 

6,500 

5,100 

3,850 

6,100 

5,850 

4,050 

3,650 

4,850 

4,850 

7,650 

3,800 

3,950 

4,300 

4,600 

7,320 

6,600 

6,100 

3,700 

4,750 

3,650 

3,750

Date

1924 Jan.

Feb. 

Mar. 

June

1925 May

1926 Jan. 

Feb.

Aug.

1927 Jan. 

Feb. 

Mar. 

May 

Dec.

1928 Mar. 

Apr. 

June

1929 Feb. 

Mar. 

May 

Nov.

1930 Mar.

1931 Apr.

Dec.

1932 Jan. 

Feb. 

Apr. 

Mar.

May

1933 Mar.

3-4

13

22

31

29

13

22

4

16-17

20-21

23

25

23

1

18

31

24

23

30

28

7

3

18-19

10

6

24

15

30

5

1

16

21

14-15

16

21

19.6

13.4

15.4

12.8

17.2

12.8

13.4

14.4

15.0

17.7

19.8

13.4

15.4

13.8

15.1

13.4

13.1

15.7

14.3

13.1

14.7

14.9

14.2

14.5

17.40

13.30

13.95

14.65

13.30

12.75

15.65

18.35

18.25

15.65

18.35

Gage

height Discharge 

(feet) (second-feet)

7,100

3,950

4,950

3,650

5,850

3,650

3,950

4,450

4,750

6,100

7,210

3,950

4,950

4,150

4,800

3,950

3,800

5,100

4,400

3,800

4,600

4,700

4,350

4,500

5,950

3,900

4,250

4,550

3,900

3,650

5,050

6,450

6,350

5,050

6,450
FLOOD RECORDS - OHIO RIVER BASIN 187

Flood stages and discharges of Raccoon Creek at Adamsville, Ohio Continued

Date

1933 Mar. 21

May 14-15

14

Gage

height Discharge 

(feet) (second-feet)

18.50

18.25

18.50

6,500

6,350

6,500

Date 

1934 Mar.

Gage

height Discharge 

(feet) (second-feet)

5

29

29

12.80

12.95

13.00

3,650

3,750

P 3,750

Mote.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Miami River at Sidney, Ohio

Location.- At North Street Bridge, at Sidney, Shelby County.

Drainage area.- 545 square miles.

Records available.- February 1914 to September 1934.

Sources of data.-*0. S. Geological Survey records except gage-height records prior to

Aug. 20, 1925, which were from IT. S. Weather Bureau, and discharge records prior to

Nov. 1, 1921, which were from Miami Conservancy District. 

Gages.- Nonrecording gage read to tenths once daily prior to Sept. 2, 1922; read to hundredths once daily Sept. 2, 1922, to Aug. 20, 1925 (sometimes oftener during high

water); recording gage thereafter. Datum lowered 1.72 feet Sept. 18, 1919, making

zero of gage 924.74 feet above mean sea level. 

Stage-discharge relation.- Often affected by ice. Control fairly permanent, but shifts

at extremely high water. Bank-full stage, about 12 feet. 

Storage, regulation, and diversions.- Water diverted to feed Miami & Erie Canal, 4i miles

above gage, until about 1926.No diversions thereafter. Some storage in Indian

Lake, 29 miles upstream. 

Historical data.- Flood of March 1913 reached a height of 19.6 feet (present datum),

discharge, estimated, 44,000 second-feet.

Flood stages and discharges 

(Base discharge 2,500 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1914 Mar.

Apr.

1915 Feb.

July

1916 Jan.

Mar.

May

1917 Man.

July

1918 Feb.

1919 Mar.

Apr.

Nov.

1920 Mar.

Apr.

Nov.

1921 Feb.

Mar.

May

Nov.

Dec.

1922 Feb.

Mar.

Apr.

16

28

2

8

3

6

13

8

17

21

2

13

31

23

27-28

7

14

14

13

17

17

30

5

12

17

21

23

8

7

9

13

28

27

19

24

2

15

1

11

15

4.1

5.1

5.4

6.2

5.6

5.9

4.8

5.7

5.1

4.5

10.2

6.6

9.6

6.5

8.0

9.5

5.9

6.1

6.5

7.3

5.3

7.0

7.2

6.5

9.1

12.1

9.5

6.7

7.8

9.6

6.2

9.6

7.6

7.1

7.5

6.2

7.6

8.3

9.0

10.0

2,680

3,780

4,110

5,050

3,840

4,180

2,980

4,490

3,720

3,020

11,800

5,750

10,700

5,600

7,950

10,600

3,980

4,230

4,790

6,150

3,300

3,280

3,500

2,790

6,310

13,500

7,090

2,980

4,210

7,300

2,520

7,300

3,960

3,390

3,840

2,520

3,960

4,920

6,120

8,160

Apr.

1923 Mar. 

May

Dec.

1924 Jan. 

Mar. 

June

1925 Mar. 

Nov.

1926 Feb. 

Mar. 

Apr. 

Sept.

Oct. 

1927 Jan.

Feb. 

Mar.

Apr. 

May

June 

Dec.

1928 Feb. 

Mar.

June

18

23

13

15

14

23

11

30

26

29

8

11

13

14

13

25

23

8

5

5

9

23

5

29

22

31

6

20

21

2

19

25

4

22

1

14

14

15

30

6

9.4

6.40

8.40

8.40

7.40

6.75

9.50

6.30

7.8

12.6

10.5

7.4

7.2

6.7

11.1 

7.8

7.0

6.4

14.4

10.7 

6.7 

6.9 

7.2

6,890

2,700

5,080

5,080

3,720

3,080

7,090

2,610

4,210

14,900

9,300

3,720

3,500

2,430

3,080

2,560

2,980

6,700

8,100

10,800

3,740

4,210

7,100

4,380

5,640

3,280

2,700

20,700

17,400

3,080

8,400

2,520

3,150

2,610

8,180

8,580

9,780

3,070

3,250

3,550

Below base
FLOODS IN THE UNITED STATES

Flood stages and discharges of Miami River at Sidney, Ohio Continued

1929 Jan. 

Feb.

May 

Dec.

1930 Jan.

Peb «

Gage

height Discharge Date

(feet) (second-feet)

19 11,200 Feb. 26

25 8.5 5,240 1931 Apr. 4

26 14,600 1932 Jan. 17

26 16.6 P 18,000 18

10 3,100 23

15 6.7 3,070 Dec. 25

14 7.15 3,550 31

13 V.67 4,100 1933 Mar. 19

3 3,880 27

9-10 11.4 11,600 Apr. 19

13 12.2 P 13,800 May 13

14 11.8 12,600 14

13 6.20 2,620 1934 Mar. 3

Gage

height Discharge 

(feet) (second-feet)

5.62 -::--» 

7.54 P

6.82

6.90

10.00

6.25 

6.55 

13.48 P

5.32 «*

9,480

2,120

3,870

3,260

3,160

3,250

8,160

3,490

2,620

2,980

17,700

14,200

1,890

*» Below base

Note - All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Miami River at Dayton, Ohio

Location.- At Main Street Bridge, Dayton, Montgomery County, half a mile below mouth of 

Mad River and 0.8 of a mile above mouth of Wolf Creek.

Drainage area.- 2,510 square miles.

Records available.- December 1892 to September 1934. Only records prior to 1920 used 

in this report (see Remarks).

Sources of data.- Gage-height records by U. S. Weather Bureau; discharge determined from 

data published by Miami Conservancy District and U. S. Geological Survey records.

Gage.- Nonrecording gage read to tenths once daily. Datum lowered 2.73 feet Dec. 6, 

1922. Zero of original gage is 723.73 feet above mean sea level. All readings 

refer to datum of original gage.

Stage-discharge relation.- Affected by ice; probably permanent for high stages prior to 

April 1919.Channel improvements materially affect stage-discharge relation thereafter. Bank-full stage, about 18 feet.

Regulation and diversions.- Some water diverted past station. Prior to 1921 slight regulation upstream; four retarding basins completed during 1920 and 1921 considerably 

reduce high flows.

Remarks.- Winter discharge records may not be reliable prior to 1914 because of lack of 

knowledge of ice conditions. Records after 1919 not used as they do not represent 

natural run-off.

Historical data.- Flood of Sept. 19, 1866, reached stage of 21.3 feet. Flood of Feb. 5, 

1883, reached estimated stage of 19 feet and was augmented by backwater from lee.

Flood stages and discharges 

(Base discharge 12,100 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1893 Feb.

Apr.

May 

June

1894 Feb.

1895 Jan.

1896 July

Oct.

1897 Mar.

Apr. 

1898 Jan.

7

10

16

21

27

2

S

19

22

25

31

1

6

10 

20 

10 

13 

21 

23 

16 

23

10.5

8.6

8.0

7.4

8.3

15.8

7.9

6.4

5.6

8.9

7.0

9.1

16.3

6.9

6.5

7.1

6.7

9.4

9.4

6.6

18.3

27,800

20,000

17,800

15,700

18,900

56,000

17,500

12,400

10,000

21,100

14,400

21,900

59,100

14,100

12,800

14,700

13,400

23,100

23,100

13,100

72,000

Mar. 

Dec.

1899 Jan.

1900 Jan. 

Mar.

1901 Mar.

1902 July 

Dec.

1903 Jan. 

Feb. 

Mar.

1904 Jan. 

Feb.

Mar.

Apr. 

1905 Jan.

28

21

5

15

21

7

11

1

17

30

4

1

9

11

22

8

29

4

27

2

2

9.1

7.4

7.3

10.5

6.8

8.6

7.0

6.3

6.7

7.3

7.1

11.8

7.9

8.0

12.5

9.2

6.4

9.4

13.2

11.0

8.8

21,900

15,700

15,400

27,800

13,700

20,000

14,400

12,100

13,400

15,400

14,700

33,800

17,500

17,800

37,300

22,300

12,400

23,100

41,000

30,000

20,800

** Below base
FLOOD HECORES - OHIO RIVER BASIN

Flood stages and discharges of Miami River at Dayton, Ohio Continued

 Gage

height Discharge 

(feet} (second-feet)

1905 May

1906 Mar.

1907 Jan.

Mar.

June

July

Dec.

1908 Feb.

Mar.

Apr.

May

1909 Feb.

Mar.

May

Dec.

1910 Jan.

Feb.

Oct.

Dec.

1911 Jan.

Apr.

May

Oct.

Nov.

Dec.

1912 Jan.

Feb.

Mar.

Apr.

&

Note.-

12

28

31

5

9

20

14

8

11

14

12

24

31

6

15-16

3

6

20

22

9

8

25

10

10

27

28

14

14

19

17

28

7

30

15

31

5

2

8

18

19

13

19

20

27

16

21

25

30

3

30

Estimated

9.3

11.9

8.7

11.7

7.3

12.0

15.2

6.5

7.9

7.0

7.3

6.5

6.6

9.1

13.0

13.3

11.7

10.8

8.8

6.4

9.4

12.1

7.3

10.1

7.8

7.3

7.7

10.2

12.0

6.5

15.0

16.1

7.3

7.0

8.6

8.4

6.7

9.5

6.9

6.6

7.8

8.7

7.0

14.0

10.0

7.R

6.8

13.8

9.9

6.7

All tils charge

22,700

34,300

20,400

33,300

15,400

34,800

52,400

12,800

17,500

14,400

15,400

12,800

13,100

21,900

40,000

41,600

33,300

29,100

20,800

12,400

23,100

35,300

15,400

26,000

P 17,100

15,400

16,800

26,400

34,800

12,800

51,200

57,900

15,400

14,400

20,000

19,300

13,400

23,500

14,100

13,100

17,100

20,400

14,400

45,400

25,600

17,100

13,700

44,300

25,200

13,400

quantities aj

Date

1913 Jan.

Feb.

Mar.

Apr.

1914 Mar.

Apr.

1915 Feb.

July

1916 Jan.

Feb.

Mar.

May

1917 Jan.

Mar.

June

July

1918 Feb.

Mar. 

May

Dec.

1919 Jan.

Mar.

Apr.

Nov.

8

12

18

21

24

28

25

26

5

11

14

28

28

2

8

8

3

6

6

13

9

16

19

21

3

13

1

1

23

28

28

.8

8

6

12

14

14

29

15

13

14 

13

15

2

17

18

17

2

30

Gage

height 

(feet)

10.0

10.0

10.3

10.0

9.9

6.9

29.0

28.1

10.2

8.7

9.7

7.5

8.0

7.6

8.7

9.0

8.5

9.2

9.8

7.0

11.0

7.4

6.5

6.9

13.1

10.4

14.0

14.7

8.2

11.6

12.3

11,1

11.8

8.9

6.4

10.5

10.9

7.4

9.0

11.5

6.8 

3.2

6.8

6.9

13.4

12.7

8.8

9.1

9.3

Discharge 

(second-feet)

25,600

25,600

26,900

25,600

25,200

14,100

P# 250,000

26,400

20,400

24,300

16,100

P 17,800

16,400

20,400

P 21,500

17,800

21,300

P 24,300

12,000

30,000

13,400

10,300

11,600

40,500

27,300

45,400

P 49,400

17,900

32,800

P 36,300

30,500

P 33,800

19,300

10,000

27,800

P 29,600

13,400

20,300

32,400

11,300 

16,500

10,800

11,100

P 42,100

38,400

* 15,800

* 12,900

* 18,800
FLOODS IN THE UNITED STATES

Mad River near Springfield, Ohio

Location.- Jan. 1, 1904, to Mar. 31, 1906, at highway bridge about. 500 feet below Red 

Mill Dam and 3 miles west of Springfield, Clark County; Feb. 1, 1914, to Feb. 29, 

1924, in NWi sec. 10, R. 9, T. 4, 800 feet below Cleveland, Cincinnati, Chicago & 

St. Louis Railway bridge, a third of a mile below Buck Creek, about 1 mile west of 

Springfield, and about 2 miles upstream from first location; Mar. 1, 1924, to July 

31, 1925, in HWi sec. 16, R. 9, T. 4, at highway bridge just above Rock Run, about 

1.6 miles downstream from second location and about 3 miles west of Springfield; 

thereafter about 150 feet below Rock Run, 300 feet below third location, and about 

a third of a mile above first location.

Drainage area.- January 1904 to March 1906, about 485 square miles; February 1914 to 

February 1924, 460 square miles; thereafter, 485 square miles.

Records available.- January 1904 to March 1906, February 1914 to September 1934.

Sources of data.- U. S. Geological Survey records except gage-height records February 

1914 to July 1925, which were furnished by U. S. Weather Bureau, and discharge 

measurements February 1914 to July 1921, which were made by Miami Conservancy District.

GaK.es.- Nonrecording gage read to tenths once daily prior to Nov. 8, 1921, and to hundredths once daily Nov. 8, 1921, to July 31, 1925 (sometimes oftener during high 

water); recording gage thereafter. Zerb of gage was 887.81 feet above mean sea 

level February 1914 to February 1924 and 881.47 feet above mean sea level thereafter,

Stage-discharge relation.- Not permanent; not seriously affected by ice. Bank-full stage, 

about 10 feet at station used prior to March 1924, and about 11 feet at station used 

thereafter.

Remarks.- Records Mar. 1, 1924, to July 31, 1925, include discharge of Rock Run.

Historical data.- Flood of Mar. 25, 1913, reached a stage of 16.9 feet (present gage 

datum) with an estimated discharge of 55,400 second-feet.

Flood stages and discharges 

(Base discharge 3,000 second-feet)

1904 Jan.

Feb.

Mar.

Apr.

1905 May

June

1906 Mar.

1914 Feb.

Mar.

Apr..

1915 Feb.

July

1916 Jan.

Mar.

May

1917 Jan.

Mar.

July

1918 Feb.

May

1919 Mar.

1920 Mar.

Apr.

Aug.

Nov.

1921 Mar.

June

Nov.

Dec.

1922 Mar.

Apr.

May

22

7

26

1

13

5

27

30

7

28

8

2

6

8

2

13

30

22

27

7

5

14

14

13

20

13

16

18

5

12

17

21

22

23

7

9

28

23

17

24

15

11

15

20

14.10

10.90

15.40

13.50

10.9

11.6

15.0

11.0

6.3

7.3

6.5

7.0

7.0

7.2

8.2

8.3

6.8

7.2

8.9

8.4

6.6

6.5

6.9

7.4

6.2

7.5

7.4

6.6

6.9

6.6

7.2

10.1

10.2

6.6

6.5

7.4

8.3

6.5

7.0

8.0

6.5

7.0

9.0

6.2

Gage

height Discharge 

(feet) (second-feet)

5,000

3,020

6,320

5,200

3,400

3,600

6,500

3,600

3,'l40 

4,040 

3,320 

3,770 

3,770 

3,950 

5,600 

5,810 

3,500 

3,980 

7,240 

6,030 

3,380 

3,280 

3,680 

4,260 

3,000 

4,400 

4,260 

3,380 

3,680 

3,380 

4,020 

10,800 

11,100 

3,380 

3,280 

4,260 

5,780 

3,280 

3,780 

5,200 

3,280 

3,780 

7,500 

3,000

Gage

height Discharge 

(feet) (second-feet)

Sept.

1923 Jan. 

Mar.

1924 Mar. 

June

1925 Apr.

1926 Mar. 

Apr.

Oct.

1927 Jan.

June 

Dec.

1928 June

1929 Jani.

Apr. 

May 

1930 Jan.

Feb.

1931 Apr. 

Dec.

1932 Jan.

June 

Dec.

1933 Mar. 

Apr. 

May

3

28

16

29

6

8

22

22

23

19

20

22

21

19

5

1

1

14

20

19

25

26

26

10

15

13

13

26

4

13

17

17

22

27

31

19

18

11

13

6.5

6.5

6.5

10.9

5.6

9.0

5.5

5.50

10.5

14.9

9.10

8.00

11.18

3,280

3,280

3,280

10,600

3,650

7,920

3,540

3,540

3,110

3,160

4,600

4,100

3,440

10,000

6,010

5,590

6,940

3,280

5,030

5,730

7,270

4,660

5,080

7,720

6,330

14,500

18,000

3,480

5,160

6,750

8,060

6,620

3,360

5,740

1,140

4,280

4,110

7,790

3,190

3,140

7,370

5,690

5,090

6,510

11,300

*# Below base
FLOOD RECORDS - OHIO RIVER BASIN 191

Flood stages and discharges of Mad River near Springfield, Ohio Continued

1933 May

1934 Mar.

14

3

Gage

he ight Dis charge 

(feet) (second-feet)

7,860

3,700

Date

Mar.

Gage

height Discharge 

(feet) (second-feet)

7.18 P 5,580

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Kentucky River at Lock 10 near Winchester, Ky.

Location.- Above dam at Lock 10, in Madison County, 8 miles southwest of Winchester, 

Clark County.

Drainage area.- 3,990 square miles.

Records available.- October 1909 to September 1934.

Sources of data.- Gage-height records furnished by Corps of Engineers, U. S. Army. Discharge records by U. S. Geological Survey.

Gage.- Nonrecording gage read to tenths three times daily prior to October 1928 and 

twice daily thereafter. Zero of gage is 558.6 feet above mean sea level.

Stage-discharge relation.- Permanent. Hating curves well defined to 45,000 second-feet.

Flood stages and discharges 

(Base discharge 25,000 second-feet)

Date

Gagp

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1910 Jan.

Feb.

May

June

1911 Jan.

Feb.

Mar.

Apr.

May

Dec.

1912 Jan.

Feb.

Mar.

Apr.

May

1913 Jan.

Mar.

1914 Mar.

Apr.

Dec.

1915 Jan.

Feb.

July

Nov.

Dec.

1916 Jan.

Mar.

Dec.

1917 Jan.

Feb.

Mar.

9

Apr.

1918 Jan.

8

19

26

11

3

31

6

11

9

7

2

28

20

31

27

15

25

4

29

8

12-13

9

26

15-16

29

13

1

21

31

13

20

2

13

16

20

31

9

13

30

30

7

22

21

25

5

18-19

25

7

30

19.4

19.4

18.2

17.6

18.5

18.3

19.8

17.7

19.6

22.4

19.7

20.6

18.3

17.8

18.4

21.6

18.8

25.2

20.8

17.6

18.0

28.5

17.7

18.5

35.1

19.1

20.0

18.8

18.4

17.7

18.2

20.3

18.2

20.2

33.6

21.0

17.8

21.0

19.8

18.9

26.5

21.8

18.8

19.2

23.5

19.3

20.0

17.8

31.6

34,200

34,200

28,400

25,300

29,900

28,900

36,000

25,800

35,100

45,600

35,600

39,300

28,900

26,400

29,400

43,000

31,400

52,700

40,100

25,300

27,400

59,000

25,800

29,900

68,500

32,800

36,900

31,400

29,400

25,800

28,400

38,100

28,400

37,700

66,600

40,900

26,400

40,900

36,000

31,900

55,400

43,700

31,400

33,300

48,700

33,800

36,900

26,400

63,800

Feb. 

Apr. 

May

1919 Jan. 

May 

Nov.

Dec.-

1920 Jan.

Mar. 

Apr. 

June

1921 Ap? . 

Dec.

1922 Feb. 

Mar.

Dec.

1923 Jan. 

Feb.

Mar.

June

1924 Jan.

Feb. 

Mar. 

May 

Dec.

1925 Jan. 

Feb. 

May

1926 Jan. 

Feb. 

May 

Dec.

1927 Jan. 

Feb.

Mar. 

Apr.

21

10

15

3

10

3

27

9

15

10

25

21

4

6

18

25

22

3

12

17

18

23

5

15

8

14

14

6

12

21

30

31

10

13

17

13

23

16

17

24

22

1

20

25

9

15

1

11

16

18.1

18.8

18.1

26.9

18.4

22.3

19.5

23.9

20.9

27.6

31.7

22.5

19.5

17.9

18.4

19.5

26.9

20.47

22.6

21.5

19.6

18.6

28.6

18.6

21.8

19.8

20.8

28.8

18.9

19.5

18.1

18.6

24.3

17.6

21.9

18.5

23.0

18.1

19.4

28.7

20.1

18.4

18.5

18.7

19.0

17.7

18.1

19.5

18.9

27,900

31,400

27,900

56,100

29,400

45,300

34,600

49,700

40,500

57 ,.400

64,000

45,900

34,600

26,900

29,400

34,600

56,100

38,500

46,200

42,600

35,100

30,400

59,100

30,400

43,700

36,000

40,100

59,500

31,900

34,600

27,900

30,400

50,700

25,300

44,000

29,900

47,400

27,900

34,200

59,300

37,300

29,400

29,900

30,900

32,400

25,800

27,900

34,600

31,900
192 FLOODS IN THE UNITED STATES

Flood stages and discharges of 

Kentucky River at Lock 10 near Winchester, Ky. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1927 Apr. 

May 

June 

Nov.

1928 Apr. 

June 

Nov.

1929 Jan.

Feb. 

Mar.

May

Nov.

1930 Feb.

1931 Mar. 

Apr.

23

10

2

18

30

30

21

20

27

28

7

26

4

8

19

6

30

24

18.5

17.8

24.0

18.8

18.1

22.2

19.4

17.6

18.5

24.4

21.8

30.6

20.2

19.2

17.80

17.90

17.95

20.15

29,900

26,400

50,000

31,400

45,000

38,300

26,000

31,800

53,700

48,200

63,000

43,000

36,800

27,200

27,800

88,500

43,000

Dec. 

19S2 Feb.

Mar. 

July

1933 Jan. 

Feb.

Mar.

May

1934 Jan. 

Feb. 

Mar.

14

1

6

29

7

25

16-17 

22 

17 

21 

12

8

27-28 

5 

5

10 

22 

25

20.15

28.30

21.50

22.70

18.05

19.70

18.60

21.90

17.60

19.50

17.55

18.20

18.80

26.00

26.3

18.65

17.95

20.05

43,000

59,900

47,400

50,400

88,500

40,500

32,500

48,400

26,000

39,000

26,000

29,800

33,900

56,400

56,900

32,500

28,500

42,100

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

Embarrass River at Ste. Marie, 111.

Location.- In sec. 30, T. 6 N., R. 14 W., at highway bridge in Ste. Marie, Jasper County.

Drainage area.- 1,540 square miles.

Records available.- October 1909 to December 1912 (except October 1912), August 1914 to

December 1924, April 1925 to September 1934. 

Source of data.- U. S. Geological Survey. 

Gage.- Nonrecording gage read to hundredths once daily prior to Feb. 15, 1931, and twice

daily thereafter except 1920, when gage was read to half-tenths. .Zero of gage is

447.14 feet above mean sea level. 

Stage-discharge relation.- Considerably affected by ice. Control shifts. Bank-full

stage, about 16 feet. Wide overflow section at high stages. 

Historical data.- Flood, spring of 1908, reached a stage of 22.5 feet.

Flood stages and discharges 

(Base discharge 5,800 second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

1910 Mar. 

July 

Oct. 

1911 Oct.

1915 May

Aug.

1916 Jan.

1917 June

1918 Feb.

Apr.

May

July

Dec.

1919 Mar.

June

Nov.

Dec.

1920 Feb.

Mar.

May

1921 Mar.

1 

18 

7 

3

29-31

23

31

3

6

14

22

30

13

10

16

22

17

27

30

2-3

1

23

27

14

18

30

18.7 

18.9 

18.7 

19.55

18.8

20.0

20.0

16.75

21.11

18.63

17.56

18.64

17.56

17.61

18. 50

18.50

18.10

18.48

17.55

18.2

17.8

18.0

17.7

17.5

17.7

17.94

5,860 

5,940 

5,860 

6,210

5,900

6,500

6,320

5,860

13,600

7,240

6,220

7,240

6,220

6,220

7,120

7,120

6,680

7,120

6,220

6,500

6,120

6,300

6,040

5,880

6,040

6,210

Nov.

Dec.

1922 Mar.

Apr.

1923 Mar.

Dec.

1924 Feb.

Mar.

1925 June

1926 Feb.

Apr.

Sept.

Oct.

1927 Feb.

Mar.

Apr.

May

Oct.

Dec.

20

26

16

1

10

18

18

15

6

31

27

27

9

15

6-7

2

21

3

10

15

21

20

30

30

14

3

18.10

18.29

20.85

18.77

19.20

21.78

20.26

17.41

17.21

18.86

10.44

16.80

17.80

18.60

19.40

17.79

22.66

18.94

16.24

16.54

17.84

17.09

24.25

24.3

16.32

19.20

7,320

7,690

17,400

8,810

9,970

22,600

14,700

6,270

6,020

9,070

** 2,860

6,760

7,740

8,990

11,200

7,740

27,600

9,690

6,280

6,520

7,740

7,020

38,300

P 39,000

6,590

10,600

#* Below base
FLOOD RECORDS - OHIO RIVER BASIN 193

Flood stages and discharges of Embarrass River at Ste. Marie, 111. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1927 Dec.

1928 Jan. 

Feb.

Mar. 

May 

June

1929 Jan. 

Mar. 

Apr. 

May

June

Dec.

1950 Jan.

16 

20

7

16 

SO 

18

9

20

21

28

10

6

16

20

14

20

4

10

14

19.15

16.40

18.85

17.80

15.80

17.00

14.70

14.80

18.50

17.40

19.97

18.20

20.10

21.75

17.20

19.59

18.64

20.12

21.92

10,600

7,220

9,860

8,570

6,740

7,750

5,970

6,040

7,560

6,880

9,550

7,480

9,740

15,300

6,740

8,670

7,820

9,260

15,900

Feb.

1931 Sept.

Nov.

Dec.

1932 Jan.

1955 Jan.

Feb.

Mar.

Apr.

May

1954 Mar.

27

19

22

15

1

18

24

1

23

27

20-21

26

1

17

7

15

24

28

17.71

11.11

15.97

17.61

17.21

16.54

18.18

16.88

16.53

16.66

18.19

16.65

16.02

16.80

16.90

21.15

17.51

11.54

7,090 

5,270 

6,550 

7,850 

7,510 

ft, 950 

8,540 

7,270 

6,950 

7,110 

9,300 

7,070 

6,450 

7,510 

7,450 

18,800 

7,910 

5,650

 a* Below base

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

West Fork of White River near Noblesville, Ind.

Location.- Prior to June 50 > 1922, in sec. 16, T. 19 N., R. 5 E. second principal meridian, at steel highway bridge known as Connors Bridge, 4j miles northeast of Noblesville, Hamilton County; thereafter in Sec. 4, T. 19 N., R. 5 E. at highway bridge 

near Strawtown, 2 miles upstream from Connors Bridge.

Drainage area.- 800 square miles.

Records available.- May 1915 to September 1934.

Sources of data.- Sage-height records furnished by Noblesville Heat, Light & Power Co. 

May 1915 to September 1927 and by Department of Conservation, State of Indiana, 

October 1927 to September 1929. Discharge records by TJ. S. Geological Survey.

Gag6fl.- Nonrecordlng gage read to hundredths twice daily prior to April 1928; to hundredths once daily April 1928 to September 1933; to hundredths twice dally October 

1955 to Nov. 21, 1955} recording gage thereafter.

Stage-discharge relation.- Practically permanent for both locations of gage except for 

effect of aquatic growth at low stages. Subsequent to July 1922 control for high 

stages has been a dam 2 miles downstream. Rating curves defined to about 14,000 

second-feet. Overflow on east bank starts at about gage height 12.5 feet.

Remarks. - An intermittent gage-height record has been obtained by TJ. S. Weather Bureau 

at Noblesville beginning Jan. 1, 1919.

Historical data.- Flood of March 1915 reached a stage of 21.5 feet on gage used 1915-22 

(discharge not determined).

Flood stages and discharges 

(Base discharge 4,920 second-feet)

Gage

height Discharge 

(feet) (second-feet)

1916 Jan.

Feb.

Mar.

1917 Mar.

Apr.

1918 Feb.

Dec.

1919 Mar.

Oct.

Nov.

1920 Apr.

1921 Jan.

Mar.

Nov.

#

fin a 

3

13

1

1

28

14

7

11

13

15

22

17

29

2

17

21

31

29

20

13.46

7.95

14.5

15.0

7.45

9.71

7.17

9.57

8.39

8.30

8.60

13.10

9.40

8.80

10.20

10.2

7.20

11.07

11.95

Estimated

 35 - 1 3

15,700 1922 Apr. 1

6,090 ' 12

17,700 15

18,700 18

5,220 1923 Mar. 13

,8,760 17

4,960 May 16

8,600 Aug. 29

6,690 Dec. 6

6,540 12

7,000 1924 Jan. 11

14,900 31

8,280 Mar. 26

7,320 30

9,600 June 9

9,600 Dec. 20

4,960 1925 Mar. 15

11,200 Nov. 9

12,800 14

Gage

height Discharge 

(feet) (second-feet)

10.41

11.48

13.39

13.00

9,440

11,300

14,800

14,000

5,440

12,000

11,100

7,300

4,920

8,150

5,580

5,440

5,440

15,300

16,400

11,400

6,050

5,730

10,500
FLOODS IH THE UNITKD STATES

Flood stages and discharges of 

West Pork of White River near Noblesville, Ind. Continued

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1926 Jan.

Feb.

Apr.

Oct.

1927 Mar.

Apr.

May

Dec.

1928 Apr.

1929 Jan.

Feb.

Apr.

May

July

Dec.

21

26

8

3

21

19

20

4

16

3

20

27

11

15

3

19

16.05

11.74

11.21

12.29

12.57

12.38

10.79

12.54

12.5

11.04

5,300

6,050

14,200

5,890

20,800

4,920

16,000

7,100

6,210

&,400

9,150

8,650

5,580

8,900

8,900

5,890

1930 Jan.

Feb. 

Apr.

1931 Dec.

1932 Jan.

Dec.

1933 Jan. 

Mar. 

Apr.

1934 Mar.

3

10

14

27

4

12

18

18

23

8

25

1

21

18

14

14

28

12.25

14.51

14.57

12.03

7.98

10.28

12.05

12.08

10.46

10.42

11.20

12.81

13.20

11.13

15.10

15.47

8.97

8,150

15,000

15,300

7,700

** 2,540

4,920

7,700

P 7,900

5,170

5,040

6,210

9,650

10,800

6,050

17,100

P 18,700

«* 3,500

** Below base

Note.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak). Breaks in record: Apr. 26 to May 27, 1928; Apr. 14 to May 13, 1929.

Little Wabash River at Wilcox, 111.

Location.- In SKi sec. 5, T. 2 N., R. 8 E., at highway bridge at Wilcox, Clay County, a

quarter of a mile below mouth of Big Muddy Creek. 

Drainage area.- 1,130 square miles. 

Records available.- August 1914 to September 1934. 

Source of data.- U. S. Geological Survey. 

Gage.- Nonrecording gage read to hundredths once daily prior to Feb. 15, 1931; twice

daily thereafter. 

Stage-discharge relation.- Affected by ice. Control practically permanent. Bank-full

stage, about 18 feet.

Remarks.- Discharge record 1915-31 revised from previously published figures. 

Historical data.- Greatest known flood occurred in March 1898, covering the valley to a

depth of 5 to 9 feet.

Flood stages and discharges 

(Base discharge 4,400 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1915 Feb.

May

June

July

Aug.

Dec.

1916 Jan.

Feb.

1917 Jan.

Mar.

May

June

1918 Feb.

Apr.

May

Dec.

1919 Mar.

June

Oct.

Dec.

3

25

30

23

14

23

20

7

15

1

7-8

16

3

8

15

23

29

13

17

15

24

18-19

27

31-Nov. 1

2

20.6

19.1

21.6

19.7

19.7

19.8

19.7

22.5

24.9

19.56

19.25

19.77

22.17

20.09

22.78

20.28

21.38

19.18

21.71

20.48

20.12

21.57

21.40

19.80

6,880

4,630

8,410

5,530

5,530

* 16,300

5,680

5,530

9,830

13,800

5,380

4,780

5,680

9,350

6,130

10,300

6,430

8,100

4,780

8,560

6,730

6,130

8,410

8,100

5,680

1920 Mar.

Apr. 

May

1921 Mar. 

Nov. 

Dec.

1922 Mar. 

Apr.

1923 Mar. 

Apr. 

May 

Dec.

1924 Apr. 

May 

Dec.

1925 Dec.

1926 Feb. 

Mar. 

Apr. 

Oct.

1927 Jan.

14

27

22

20

30

21

26

16

1

13

19

17

16

17

16

2

31

26

8

16

24

8

6

22

31

19.60

20.10

19.80

19.80

20.65

20.95

20.50

23.10

21.50

21.10

23.33

22.15

19.00

20.25

19.08

19.81

19.50

19.76

19.14

18.98

18.98

22.24

19.55

19.25

19.75

5,380

6,130

5,680

5,680

6,880

7,480

6,730

10,800

8,260

7,640

11,100

9,350

4,480

6,280

4,630

5,680

5,230

5,680

4,630

4,480

4,480

9,350

5,380

5,680

5,680

* Estimated
FLOOD RECORDS - OHIO RIVER BASIN 195

Flood stages and discharges of Little Wabash River at Wllcox, 111. Continued

Gage 

Date height Discharge

(feet) (second-feet)

1987 Feb.

Mar.

Apr.

June

Dec.

1988 Jan.

Feb.

Mar.

June

Dec.

1929 Jan.

Feb.

Mar.

Apr.

May

5

81

3

16-17

1

5

16

81

8

16

31

83-24

19

80-21

88

16

11

6

16

80

19.35

83.70

19.85

19.75

80.90

80.60

20.60

19.40

21.6

19.8

19.8

19.5

80.06

80.30

19.40

19.07

81.86

81.80

81.54

82.90

5,080

11,900

5,680

5,680

7,330

6,880

6,880

5,080

8,410

4,780

4,780

5,830

6,130

«?i430

5,080

4,630

7,940

8,780

8,860

10,500

Date

June

Dec.

1930 Jan.

Feb.

1931 Sept.

Nov.

Dec.

1932 Jan.

1933 Jan.

Mar.

Apr.

May

1934 July

16

80

14

27

4

88-23

14

8

18

83

2

23

80-21

8

18

7

11

16

16

Gage

height

(feet)

19.87

21.46

83.29

19.80

19.63

19.06

80.18

80.78

80.38

81.48

80.84

20.95

21.29

80.14

19.90

19.55

19.51

88.88

16.60

Discharge

(second-feet)

5,830

8,860

11,100

5,680

5,380

4,630

6,130

7,180

6,580

8,100

6,880

7,480

7,940

6,130

5,830

5,380

5,230

9,510

#* 2,870

* » Below base 

Note.- All discharge quantities are average daily flows.

Cumberland River at Cumberland Falls, Ky.

Location.- 1907-11 at Cumberland Falls post office, Whitley County, 700 feet above falls 

and 13 miles east of Cumberland Falls railroad station. 1915-33, 300 feet downstream.

Drainage area.- 2,010 square miles.

Records available.- August 1907 to December 1911, April 1915 to October 1931, July 1938 

to September 1933.

Sources of data.- Tennessee Division of Geology Bulletin 34 and U. S. Geological Survey 

records.

Gage.- Nonrecording gage read to hundredths twice daily except Mar. 19 to Dec. 19, 1911, 

when it was read once daily. Zero of present gage is 885.49 feet above mean sea 

level; that of gage used 1907-11 not determined.

Stage-discharge relation.- Practically permanent. Rating curves fairly well defined.

Flood stages and discharges 

(Base discharge 80,000 second-feet)

Gage 

Date height Discharge

' (feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1908 Feb.

1909 Jan.

Feb.

Mar.

Apr.

May

1910 Jan.

Feb.

1911 Jan.

Feb.

Mar.

Apr.

May

1915 July

Nov.

Dec.

1916 Jan.

Dec.

1917 Jan.

11

15

16

17

85

10

85

81

2

8

18

3

9

8

6

16

1

14

15

18

18

30

8

29

5

# 7.0

# 7.5

* 7.5

* 7.0

* 9.5

* 8.0

* 7.0

* 7.0

* 7.0

* 8.5

* 7.0

* 9.0

* 8.0

* 9.5

* 10.5

* 7.0

* 11.0

7.00

8.31

10.22

10.45 P

8.20

8.18

7.48

9.38

88,lpO

85,000

85,000

88,100

37,600

88,000

82,100

28,100

82,100

31,800

88,100

34,400

88,000

37,600

44,300

88,100

47,600

21,700

30,200

43,500

45,800

89,500

88,800

24,200

37,200

Feb. 

Mar.

Apr.

1919 Jan. 

Nov.

1920 Jan. 

Feb. 

Mar.

Apr.

1921 Apr.

1922 Feb.

Apr.

1923 Jan. 

Feb.

21

4

4

13

18

25

28

28

31

9

2-3

2

23

23

15

20

3

17

21

21

8

10

16

89

89

3-4

7.84

10.46

10.66 P

7.40

8.61

7.37

18.2

12.50 P

12.1

7.5

9.3

7.7

10.2

7.1

8.0

7.2

8.4

7.95

9.40

9.5 P

8.60

8.70

7.00

7.40

7.1

0.2

23,000

45,600

47,000

24,200

32,300

24,200

57,500

59,600

56,800

24,900

37,200

26,200

43,500

22,300

28,200

23,000

30,900

28,200

37,900

38,600

32,300

33,000

21,700

24,200

22,300

29,500

* Estimated
 196 FLOODS IN THE UNITED STATES

Flood stages and discharges of Cumberland River at Cumberland Falls, Ky. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1923 Feb. 

Mar.

1924 Jan. 

Feb. 

May 

Dec.

1925 Jan. 

Feb.

1926 May 

Dec.

1927 Feb. 

Mar. 

May

1928 Apr. 

June

3, 4

14-15

7-8

13

3

21

30

9

15

16

17

10

22

25

25

24

10

30

22

30

8.40

7.2

7.7

7.2

9.0

7.3

7.0

7.80

7.05

7.0

10.0

11.2

11.4

7.8

7.0

7.2

7.22

8.45

,P 30,900

23,000

26,200

23,000

35,100

23,600

21,700

26,800

21,700

30,900

25,600

21,700

42,100

50,500

51,900

26,800

21,700

23,000

23,000

30,900

1929

1931

1932

1933

June

Nov.

Jan.

Feb.

Mar.

Apr.

May

Nov.

Apr.

Dec.

Feb.

Mar.

30

20

26

26

6

23

24

29

8

22

18

23

23

29

29

SI

21

21

8

8

7

8

7

12

11

7

7

6

7

7

7

7

7

7

7

7

.5 P

.70

.70

.30

.60

.0 P

.50

.55

.55

.77

.25

.70

.80 P

.85

.3 P

.20

.3 P

.24

31,600

33,000

26,200

30,200

25,600

56,100

52,600

25,600

25,600

20,400

23,000

26,200

26,800

23,000

23,600

23,000

23,600

23,000

Mote.- All discharge quantities are average daily flows except as designated by 

(momentary peak) .

"P"

Cumberland River at Burnside, Ky.

Location.- Prior to Jan. 1, 1915, at Burnside, Pulaski County, on South Fork of Cumberland 

River 200 feet above mouth; thereafter 700 feet above mouth.

Drainage area.- 4,890 square miles.

Records available.- December 1884 to September 1933; gage-height record only prior to 

October 1914.

Sources of data.- Tennessee Division of Geology Bulletin 34 and U. S. Geological Survey 

records. Gage-height records by U. S. Weather Bureau except October 1914 to September 1918 and October 1926 to Feb. 18, 1932.

Gage.- Honrecording gage read once daily or oftener during high stages except October

1914 to September 1918, when it was read twice daily.- Zero of gage is 585.60 feet 

above mean sea level.

Stage-discharge relation.- Control practically permanent except for mud deposits that

wash away at high stages. Low-water control is crest of dam 21, which was completed 

in 1911. Crest is at gage height 1.47 feet. Rating curves are not well defined above about 50,000 second-feet.

Remarks.- U. S. Weather Bureau reports, "The old river gage was changed on several unknown dates and by amounts that are uncertain, so that readings prior to Jan. 1, 

1915, are not comparable by from 0.1 to 0.7 foot."

Flood stages 

(Base gage height 25.0 feet)

Date

1885 Jan.

May

1886 Feb.

Mar.

Apr.

May

June

1887 Jan.

Feb.

Mar.

1888 Mar.

Apr.

1889 Feb.

June

17

30

13

28

31

4

8

23

25

30

4

16

25

27

8

27

29

11

18

15

Gage

height

(feet)

50.8

29.2

47.5

27.5

62.0

54.5

44.6

27.3

29.5

33.7

42.5

28.4

52.6

41.4

33.9

29.6

27.8

27.8

33.6

27.0

Date

18'90 Jan. 

Feb.

Mar.

May

Dec.

1891 Feb.

Mar.

1892 Jan.

Mar.

Apr.

1893 June

1894 Feb.

22 

9

26

1

15

23

20

27

2

4

11

26

5

9

15

24

9

23

7

5

Gage

height 

(feet)

38.0 

49.0

61.8

52.5

29.0

52.0

36.5

29.9

34.1

30.6

38.2

28.1

33.3

57.2

40.5

43.7

29.4

41.0

38.0

39.5

1895 Jan. 33.0

Date 

Jan.

Mar.

1896 Mar.

Apr.

July

Nov.

1897 Feb.

Mar.

Apr.

May

1898 Jan.

1899 Jan.

Feb.

Mar.

Apr.

May

17

21

17

20

2

17

29

22

11

15

20

5

14

16

23

7

6

28

5

20

29

8

8

Gage 

height 

(feet)

32.0

34.0

37.3

29.0

54.6

37.5

35.0

51.5

48.1

37.3

33.8

58.1

37.4

32.4

32.6

52.4

45.6

32.3

56.5

30.5

49.5

29.0

35.0
FLOOD EKCORDS - OHIO RIVER BASIN

Flood stages of Cumberland River at Burnside, Ky. Continued

Date

Nov.

1901 Jan. 

Apr.

May 

Aug. 

Sept 

 Dec.

Dec.

1903 Feb.

Mar. 

Apr.

1904 Mar.

10

14

26

13

3

20

23

16

18

15

30

28

31

6

30

17

5

17

1

10

9

14

24

Gage 

height 

(feet)

25.3

25.5

46.1

28.3

32.3

52.0

26.0

45.6

29.5

42.0

29.9

34.5

41.3

35.4

58.9

34.4

38.8

39.9

55.1

28.8

42.6

40.7

28.6

Mar.

1905 Feb. 

Mar.

1906 Mar. 

Nov. 

Dec.

1907 Jan.

Feb.

Mar.

Apr. 

June

1908 Feb.

1909 Jan. 

Feb.

Mar.

1910 Jan.

May

1911 Jan.

27

10

11

31

20

18

1

19

26

3

15

7

9

16

16

17

25

11

7

19

26

3

Gage

height

(feet)

31.4

28.8

35.0

38.5

31.6

32.2

28.7

30.5

34.0

36.0

31.4

32.6

34.1

25.4

28.7

26.2

41.3

33.3

41.0

31.6

28.9

35.8

Date

Feb.

Mar.

Apr.

May 

Dec. 

1912 Jan.

Feb.

Mar.

Apr.

1913 Jan.

Feb.

Mar.

1914 Mar.

9

8

6

16

1 

28 

30

22

27

16

25

30

3 

28

30

8 

13

25-26

28

15

28

31

Gage 

height 

(feet)

33.0

37.5

46.0 

25.5

50.3 

38.9 

27.4

30.5

28.9

41.1

29.8

31.4

60.0 

38.7

38.2

61.5 

27".!

28.0

27.7

38.2

58.0

44.8

Flood stages and discharges of Cumberland River at Burnside, Ky. 

(Base discharge 40,000 second-feet)

Date

1914 Oct. 

Dec.

1915 Jan.

Nov. 

Dec.

1916 Jan.

Dec. 

1917 Jan.

Feb.

Apr.

1919 Jan.

Nov. 

Dec.

1920 Jan. 

Feb. 

Mar.

Apr.

1921 Apr. 

Dec.

1922 Feb.

Mar.

Apr. 

Dec.

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

16

30

13

19

2

2

16

IB

19

30

8

14

29

5

5

23

21

25

4

13

18

25

29

29

9

2

2

2

27

8

14

10

24

5

23

13

20

3

18

25

21

2

11

11

16

29

18

27.3

27.8

27.8

30.5

37.2

37.4

41.8

48.18

53.8

38.59

35.3

30.56

36.30

51.05

51.36

32.75

32.34

24.92

44.45

27.39

40.45

31.65

66.60

69.5

32.65

53.9

58.0

41.4

31.0

30.0

32.0

31.5

50.2

27.0

33.0

36.0

36.0

41.0

31.5

25.0

44.8

42.9

46.3

48.0

34.5

31.8

31.5

47,300

48,600

48,600

55,600

74,000

P* 74,600

86,700

105,000

P* 120,000

77,700

68,900

56,000

71,500

112,000

* 113,000

61,800

60,500

41,200

94,000

47,500

82,800

58,700

149,000

P* 157,000

61,100

116,000

P* 127,000

83,900

56,900

54,300

59,500

58,200

107,000

46,500

62,100

69,900

69,900

82,900

58,200

41,000

94,100

89,000

98,200

P 103,000

66,300

59,000

58,200

1923 Jan. 

Feb.

Mar.

1924 Jan.

Feb.

May

De.c.

1925 Jan. 

Feb.

1926 Jan.

Aug. 

Dec.

1927 Jan. 

Feb.

May 

Nov.

1928 Jan. 

Apr. 

June

Nov.

1929 Jan.

Feb.

Mar.

Apr. 

May 

Nov.

1931 Mar. 

Apr. 

Dec.

24

29

4

4

14

8

13

1

4

17

21

30

9

9

12

16

22

22

26

22

26

26

29

31

24

9

15

30

18

1

23

5

30

20

20

26

27

7

15

24

24

29

8

18

29

23

15

25.7

27.5

46.1

48.2

29.4

37.1

32.3

26.0

53.8

25.3

34.6

31.0

45.0

46.0

28.1

37.0

36.5

37.8

34.5

5&.5

59.2

59.3

42.5

25.4

32.1

28.5

26.2

25.5

35.8

28.0

26.9

32.0

51.0

41.3

26.0

38.7

48.0

31.2

27.0

67.9

69.3

29.0

33.1

28.6

28.6

27.4

26.0

42,800

47,400

97,600

P 103,000

52,500

73,300

60,400

42,600

110,000

41,100

62,400

53,900

93,600

P 96,100

51,400

73,600

69,800

P 73,000

64,800

117,000

126,000

P 127,000

84,800

42,700

58,800

50,100

44,600

43,000

68,000

48,900

46,300

58,500

106,000

81,900

44,100

75,200

99,500

56,600

46,500

158,000

P 163,000

51,300

61,200

50,300

50,300

47,500

44,100
FLOODS IN THE UNITED STATES

Flood stages and discharges of 

Cumberland River at Burnside, Ky. Continued

1932 Jan. 

Feb. 

Mar. 

Dec.

1933 Jan.

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

Cumberland River at Nashville, Tenn.

Location.- At municipal wharf at Broad and First Streets, Nashville, Davidson County, 

Zz miles above Lock and Dam 1.

Drainage area.- 12,860 square miles.

Records available.- Daily discharge records October 1887 to September 1931. Gage-height 

records since August 1873. Flood discharge recorda extended back to August 1873 

for this report.

Sources of data.- Gage-height records by- Miaaiasippi River Commission 1873-1904 and by 

U. S. Weather Bureau thereafter. Discharge records 1888-1924 from Tennessee Diviaion of Geology Bulletin 34 and 1925-31 from U. S. Geological Survey records. Flood 

data prior to 1873 from compilation of Corps of Engineers, TJ. S. Army.

Sage.- Nonrecordlng gage read twice daily prior to October 1904 and once daily thereafter. No datum changes.

Stage-discharge relation.- Since October 1904 control for medium and low stages is dam

at Lock 1 and for high stages navigation dams farther downstream. Condition of control prior to closing of Dam 1 is unknown but was probably permanent. Banks are 

high but subject to overflow during extreme floods.

Regulation.- Little regulation unless pool is lowered for repairs to lock and dam.

Historical data.- Flood data from 1838 to 1873 give annual maximum elevation referred to 

gage datum and probably include all flood peaks of 40 feet or above. Intermittent 

records from 1808 to 1837 give three outstanding flood heights. Estimates of discharge for these early records are based on assumption that stage-discharge relation at times was not materially different from that defined by measurements made 

from 1901 to 1904.

Flood stages and discharges 

(Base discharge 65,000 second-feet)

Gage

he ight Dis charge 

(feet) (second-feet)

Sage

height Discharge 

(feet) (second-feet)

1808

1815

1826 Mar. 

1827 Feb.

1838 May

1839 Feb.

1840 May

1841 Feb.

1842 Feb.

Mar.

1843 Jan.

1844 Feb.

1845 Mar.

1846 Mar.

1847 Mar-.

Dec.

1848 Mar.

1849 Jan.

Dec.

1850 Jan.

Mar.

1851 Feb.

1852 Mar.

1853 Jan.

1854 Jan.

1855 Dec.

1856 May

1857 Dec.

1858 Apr.

1859 Feb.

1 

11

26

12

4

5

10

8

15

9

13

8

17

19

25

22

24

30

23

27

3

1

29

19

11

15

25

22

54

53

53.1 

45

35

34

40

40

48.0

41

38

40

40

42

50.2

54.9

48.0

46.5

43.0

45.0

50.0

43

43

42

49

32

40

49

34

45.0

184,000

176,000

177,000 

134,000

95,000

93,000

115,000

115,000

147,000

119,000

108,000

115,000

115,000

123,000

158,000

192,000

147,000

140,000

127,000

134,000

157 ,000

127,000

127,000

123,000

152,000

86,000

115,000

152,000

93,000

134,000

Dec.

1860 Jan.

1861 Jan.

1862 Mar.

1863 Mar.

1864 Dec.

1865 Mar. 

Apr.

1866 Jan.

1867 Mar.

1868 Jan.

1869 Jan.

1870 Jan.

1871 Mar.

1872 Apr.

1873 Feb. 

Dec.

1874 Jan. 

Feb. 

Mar. 

Apr.

1875 Jan. 

Feb. 

Mar.

Apr.

May

July

1876 Jan.

12

18

20

3

30

25

10

18

1

13

11

5

19

1

16

21

9

12

24

25

17

5

2

2

21

5-7

3

19

28

1

22

29

48.0

41

39.0

52.2

41

44

44

52.1

51.4

42

51.2

38

36

45

37

40.0

39

26.7

32.5

36.5

37.9

49.6

30.2

41.0

41.5

35.5

27.6

34.2

29.3

28.0

28.9

32.1

34.4

147,000

119,000

112,000

170,000

119,000

130,000

130,000

170,000

165,000

123,000

163,000

108,000

100,000

134,000

104,000

115,000

112,000

67,000

88,000

102,000

107,000

154,000

79,000

119,000

121,000

98,000

70,000

93,000

78,000

72,000

75,000

86,000

94,000
FLOOD RECORDS - OHIO RIVER BASIN 199

Flood stages and discharges of Cumberland River at Nashville, Tenn. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Date

Sage

he ight Di s charge 

(feet) (second-feet)

1876 Feb.

Mar.

1877 Jan.

Apr.

1878 Apr.

1879 Jan.

Dec.

1880 Feb.

Mar.

Apr.

July

Decs.

1881 Jan.

Feb.

Apr.

Dec.

1882 Jan.

Feb.

Mar.

Apr.

1883 Jan.

Feb.

Apr.

June

Dec.

1884 Jan.

Feb.

Mar.

1885 Jan.

June

Nov.

1886 Feb.

Apr.

May

1887 Jan.

Feb.

Mar.

1888 Mar.

Apr.

Nov.

1889 Feb.

1890 Jan.

Feb.

Mar.

May

1891 Feb.

Mar.

Apr.

1892 Jan.

Mar.

Apr.

1893 Feb.

June

1894 Feb.

1895 Jan.

Mar.

Apr.

1896 Mar.

Apr.

July

Dec.

1897 Feb.

Mar.

Apr.

May

1898 Jan.

1899 Jan.

Feb.

18

21

29

22

12

24

30

26

19

16

28

19

4

20

20

5

6

25

23

16

26

22

22

13

12

25

14

7

23

14

28

17

15

15-16

26

21

3

11

18

10-11

13

30

5

19

2

8

30

13-14

13

21

22

12-13

6

15

28

24

15

27

13-14

4

19

28

11

26

22

2

10

9

17

25

19

22

7

22

1

28

20

10

18

23

14

11

26.6

27.7

32.1

40.5

34.8

28.8

27.0

27.3

41.6

34.4

35.4

44.5

38.0

46.5

27.2

30.7

27.1

33.0

30.3

31.8

31.2

55.1

38.3

46.1

30.8

30.3

41.6

35.8

32.8

27.6

33.7

31.7

47.2

48.3

30.7

37.8

27.8

27.0

35.3

49.3

28.9

37.2

41.5

34.2

44.2

35.4

39.2

29.8

26.7

35.8

36.0

30.0

50.7

32.9

41.0

28.4

41.2

29.0

49.2

26.4

30.3

34.4

36.9

30.8

40.8

31.3

29.6

42.0

30.0

31.6

28.0

35.2

42.8

28.8

28.9

37.5

48.8

42.3

28.2

38.6

39.9

40.6

67,000

71,000

86,000

117,000

96,000

74,000

68,000

69,000

121", 000

94,000

98,000

132,000

108,000

140,000

69,000

81,000

68,000

89,000

80,000

85,000

83,000

194,000

109,000

139,000

81,000

80,000

121,000

99,000

89,000

70,000

92,000

84,000

143,000

148,000

81,000

107,000

71,000

68,000

98,000

153,000

75,000

104,000

121,000

94,000

131,000

98,000

112,000

78,300

67,100

99,900

101,000

108,000

154,000

89,400

119,000

73,200

119,000

75,400

148,000

66,000

80,100

94,800

104,000

111,000

118,000

83,700

77,600

122,000

79,000

84,800

71,800

97,700

125,000

74,700

75,000

106,000

147,000

123,000

72,200

110,000

114,000

117,000

Mar.

Apr.

May

1900 Feb.

Nov.

1901 Jan.

Apr.

Aug.

Dec.

1902 Jan.

Feb.

Mar.

Apr.

Dec.

1903 Feb.

Mar.

Apr.

June

1904 Mar.

1905 Feb.

Mar.

1906 Jan.

Apr.

ITov.

Dec.

1907 Jan.

Mar.

May

June

1908 Feb.

1909 Jan.

Feb.

Mar.

1910 Jan.

Feb.

1911 Jan.

Feb.

Mar.

Apr.

May

Dec.

1912 Jan.

Feb.

Mar.

Apr.

May

1913 Jan.

Feb.

Mar.

Apr.

1914 Apr.

Dec.

1915 Jan.

Feb.

Nov.

Dec.

1916 Jan.

July

1917 Jan.

Feb.

Mar.

Apr.

1918 Feb.

Apr.

1919 Jan.

Mar.

Nov.

12

23

4

12

13

13

30

16

6

25

21

19

3

4

10

3-4

21

9

21

8

13

5

27

13

14

23

3

24

22

4

23-24

3

18

11

13

16

20

28

14

30

11

22

6

12

13

10-11

6

28

1

27

19

29

7-8

3

13-14

28

28

2-3

18

2

5

30

16

23

5

20

23

4-5

14

1

11

26

24-25

9-10

21

6

5

12

7

9

18

6-7

39.0

33.2

37.6

31.4

29.6

26.1

33.1

27.4

29.5

37.8

39.6

28.9

29.4

40.8

32.3

46.0

33.3

30.5

37.5

39.8

34.2

25.8

37.3

29.6

31.4

30.4

34.4

28.0

29.3

35.4

28.0

38.5

31.6

29.4

28.0

29.4

29.2

40.0

33.8

28.2

30.4

35.0

34.0

35.9

30.4

38.6

33,6

38.4

41.4

37.5

37.9

32.8

46.5

43.0

48.4

38.6

30.4

30.8

31.0

44.9

36.3

33.2

29.2

31.2

37.9

41.4

39.8

42.4

29.0

33.2

39.5

32.7

32.8

45.6

39.9

33.0

49.8

34.5

44.9

33.2

30.2

31.6

111', 000

90,500

106,000

83,700

76,800

65,300

90,900

69,600

77,600

107,000

114,000

75,400

76,500

118,000

87,300

137,000

91,600

80,400

106,000

116,000

94,100

68,600

106,000

73,200

80,400

76,400

92,600

66,800

72,000

96,800

66,800

111,000

81,200

72,400

66,800

72,400

71,600

116,000

90,100

67,600

76,400

95,100

91,000

98,900

76,400

110,0.00

89,300

110,000

122,000

106,000

107,000

86,000

144,000

129,000

153,000

110,000

76,400

78,000

78,800

137,000

101,000

87,700

71,600

79,600

107,000

122,000

116,000

127,000

70,800

87,700

114,000

85,600

86,000

140,000

116,000

86,800

159,000

93,000

137,000

87,700

75,600

81,200
200 FLOODS IH THE UNITED STATES

Flood stages and discharges of Cumberland Elver at Nashville, Tenn. Continued

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1919 Nov.

Dec.

1920 Jan.

Feb.

Mar.

Apr.

June

1921 Feb.

Apr.

1922 Feb.

Mar.

May

Dec.

1923 Feb.

Mar.

1924 Jan.

Feb.

May

Dec.

1925 Jan.

27

1

17

13

30

26

16

23

7

8

14

20

27

16

3

21

9

17

13

24

8

20

25-26

31-June 1

14

15

32.2

37.6

35.6

30.2

44.1

35.4

35.7

32.7

42.1

28.1

32.9

32.7

35.5

45.1

31.8

35.9

43.5

32.2

41.7

31.9

44.0

29.4

32.7

31.0

31.1

27.8

83,600 Feb. 21

106,000 Nov. 13

97,600 1926 Jan. 26

75,600 Aug. 29

134,000 Dec. 1

96,800 15

98,000 1927 Jan. 1

85,600 Feb. 4

125,000 27

67,200 Mar. 14

86,400 Apr. 14

85,600 1928 Jan. 4

89,300 Mar. 20

120,000 Apr. 26

77,500 June 8

94,700 15

122,000 July 5

81,400 Nov. 24

116,000 1929 Jan. 29

80,300 Mar. 6

124,000 31

71,400 May 10

83,200 20

77,100 Nov. 20

77,500 1930 Feb. 17

65,,800 1931 Apr. 2

33.6

29.6

34.8

28.9

28.3

31.2

56.2

31.5

31.4

40.0

30.4

29.5

28.3

35.5

32.2

30.2

42.9

31.3

36.9

41.0

50.9

34.9

28.1

29.6

32.0

30.4

86,500 

70,600 

89,300 

68,000 

ff5,900 

76,300

203,000 

77,400 

77,000

109,000 

73,400 

70,200 

65,900 

91,800 

79,900 

72,700

120,000 

76,700 

97,000

113,000

159,000 

89,600 

65,200 

70,600 

79,200 

73,400

French Broad River at Asheville, N. C.

Location.- Sept. 2, 1895, to Dec. 31, 1901, at old Bingham School Bridge, 2j miles below Southern Railway station at Asheville, Buncombe County; Mar. 19, 1903, to July 

15, 1916, at old Smith Bridge it miles upstream; Jan. 1 to Nov. 21, 1917, a temporary gage just above old Smith Bridge site; Nov. 22, 1917, to Sept. 30, 1922, on 

new bridge at site of old Smith Bridge; thereafter at new Bingham School Bridge.

Drainage area.- 949 square miles.

Records available.- September 1895 to December 1901, March 1903 to July 1916, January 

1917 to September 1933.

Sources of data.- Tennessee Division of Geology Bulletin 34 and U. S. Geological Survey 

records. Gage-height records by U. S. Weather Bureau 1903 to November 1922.

Gages.- Nonrecording gage read once daily 1903 to Sept. 30, 1922, and twice daily until 

recording gage was installed Aug. 9, 1930. Gage probably read once daily 1895-1901 

Elevation of zero of gage used 1895-1901 approximately 1.5 feet above present zero, 

which is 1,950.3 feet above mean sea level. Gage-height records 1903 to Sept. 30, 

1922, reduced to a common datum, elevation 1,961.8 feet above mean sea level.

Stage-discharge relation.- Practically permanent for each gage location except when

changed by construction of Southern Railway bridge in 1907-8. In general, rating 

curves are well defined.

Flood stages and discharges 

(Base discharge 7,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1896 Jan. 

July

1897 Feb.

Mar.

May

1898 July 

Aug.

Sept. 

Oct.

1899 Feb.

24

8

6

23

7

14

16

5

1

14

4

12

4

23

4

22

4

27

15

6.50

9.85

7.90

6.85

7.25

7.00

6.40

7.60

7.10

7.00

8.55

7.20

6.33

7.30

8.10

7.00

8.20

8.80

11.50

7,700

21,600

12,500

8,500

9,660

9,060

7,440

11,100

9,350

9,060

15,800

9,660

7,180

9,990

13,400

9,060

13,900

16,800

69,800

Mar. 

Apr.

Dec. 

1900 Feb.

Apr. 

June

Oct.

Nov.

1901 Jan. 

Mar. 

Apr.

May

19

27

3

12

12

13

22

1

8

22

16

24

23

26

12

26

3

20

22

11.25

5.60

5.80

6.45

6.35

7.95

4.90

7.40

4.90

7.40

7.23

6.60

8.50

6.45

7.40

9.92

8.15

7.95

10.40

28,100

9,230

9,860

11,800

11,800

17,200

7,080

15,200

7,080

15,200

12,800

10,600

17,600

9,910

13,500

22,800

16,500

15,800

24,700
FLOOD RECORDS - OHIO RIVER BASIN

Flood stages and discharges of French Broad River at Asheville, N. C. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1901 June

Aug.

Dec.

1903 Mar.

Apr.

June

1904 Mar.

1905 Jan.

May

June

July

Aug.

Dec.

1906 Jan.

Apr.

June

July

Aug.

Sept.

Oct.

Nov.

1907 Jan.

May

Nov.

Dec.

1908 Jan.

Feb.

Aug.

Oct.

1909 May

June

Dec.

1910 May

Aug.

1911 Apr.

1912 Mar.

1913 Mar.

Apr.

May

1914 Apr.

Oct.

Dec.

1915 Jan.

Feb.

Nov.

15

21

6

17

24

29

15

29

23

30

9

14

7

11

7-8

13

28

17

19

13

12

3

9

4

23

15

16

19

31

19

4

19

1

1

24

15

24

12

15

26

24

30

1

10

21

4

10

20

14

9

31

6

15

16

29

15

27

12

24

15

16

2

5

26

8

19

2

19

6.81

5.67

8.75

9.40

7.55

8.57

9.98

10.93

6.1

4.4

3.8

3.6

4.4

3.4

3.4

3.4

3.0

3.0

3.0

6.0

3.9

2.8

2.8

4.0

7.8

3.2

4.2

2.9

3.2

5.7

5.3

5.0

2.8

3.2

2.9

3.2

3.5

5.9

5.9

4.9

3.4

3.6

3.4

4.5

4.5

5.9

3.4

3.6

3.5

3.2

8.8

3.9

3.4

4.2

4.0

6.2

5.2

3.7

3.2

3.4

6.6

5.6

5.2

4.3

3.9

3.9

4.2

3.4

11,300

7,560

16,800

19,700

11,100

15,800

22,600

26,900

19,000

12,400

10,400

9,720

12,400

9,080

9,080

9,080

7,890

7,890

7,890

18,600

10,700

7,320

7,320

11,000

25,800

8,480

11,700

7,600

8,480

17,400

15,800

14,600

7,320

8,480

7,040

7,890

8,780

15,200

15,200

12,100

7,690

8,230

7,690

10,800

10,800

15,200

7,690

8,230

7,960

7,160

25,100

9,070

7,690

9,940

9,360

16,200

13,000

8,510

7,160

7,690

17,600

14,300

13,000

10,200

9,070

9,070

9,940

7,690

Dec.

1916 Feb. 

May 

July

1917 Mar.

Apr.

Sept.

1918 Jan.

Oct.

Dec.

1919 Jan.

Mar.

Dec.

1920 Feb.

Mar.

Apr.

Dec.

1921 Jan.

Feb.

Apr.

1922 Mar.

1923 Mar.

May

1924 Jan.

Apr.

Dec.

1925 Jan.

1926 Jan.

Kov.

1928 May

Aug.

Sept.

1929 Feb.

Mar.

Sept.

Oct.

1930 Apr.

1931 Apr.

1932 Jan.

Oct.

Nov.

Dec.

18 

29 

3 

24 

11 

16

5

25

6

1

28

29

26

30

15

17

23

23

3

9

10

4

29

2

14

15

11

17

11

29

17

30

30

30

11

16

17

19

9

9

20

18

19

16

16

8

16

16

3

6

28.

5

14

15

24

27

2

2

22

22

23

1

18

18

1

26

28

5.2 

5.9 

4.0 

4.3 

8.8 

# 23.1

4.2

4.2

3.2

3.2

5.0

4.4

5.6

8.0

4.0

4.5

8.9

9.0

4.0

4.0

3.2

3.8

3.5

6.5

4.4

3.3

4.3

4.3

3.3

3.3

5.0

6.0

6.30

5.0

4.9

5.35

4.95

4.28

5.0

5.20

4.55

5.65

4.8

4.60

5.00

4.58

13.27

5.60

5.65

5.35

7.12

6.76

4.36

5.75

6.86

7.06

5.42

4.31

3.94

3.90

6.85

7.33

4.46

5.29

5.76

* ]

P

P

P

P

P

P

P

P

P

P

P

tttt

 B#

P

13,000 

15,200 

9,360 

10,200 

25,100 

110,000

9,770

9,770

7,020

7,020

12,200

10,400

14,100

22,100

9,190

10,600

25,200

25,600

9,190

9,190

7,020

8,620

7,800

17,000

10,400

7,580

10,200

10,200

7,580

7,580

8,940

8,940

13,300

8,940

7,850

9,600

8,690

7,010

8,690

9,210

7,730

10,300

8,210

7,730

8,720

7,730

34,600

42,700

10,300

10,300

9,770

8,540

15,100

14,000

7,250

10,900

14,400

15,100

9,770

7,010

6,090

6,090

14,000

15,800

7,490

9,500

10,900

* Estimated 

«& Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOODS IN THE UNITED STATES

Tennessee River at Knoxville, Term.

Location.- Feb. 1, 1883, to Jan. 16, 1899, at old county highway bridge at Gay Street,

in Knoxville, about 4 miles below junction of French Broad and Holston Rivers; Jan. 

17 to Dec. 31, 1899, a temporary gage on Knoxville & Augusta Railroad bridge about 

2,000 feet downstream; Jan. 1, 1900, to Dec. 31, 1908, just below mouth of West 

Knoxville Bayou, about 2,200 feet below Gay Street Bridge; Jan. 1, 1909, to Aug. 8, 

1925, at new Gay Street Bridge; thereafter at Knoxville Water Co.'s infcake, half a 

mile above Gay Street Bridge.

Drainage area.- 8,990 square miles.

Records available.- Fragmentary flood record 1875-76. Winter gage height and estimated 

discharge records only, 1883-99. Continuous records of gage height and discharge 

October 1899 to September 1934.

Sources of data.- Gage-height records from 1883-89 by U. S. Signal Service; 1890 to August 1925 by U. S. Weather Bureau; August 1925 to September 1934 by U. S. Geological Survey. Discharge records from 1867-97 from unpublished estimates by W. R. 

King;' subsequent records from Tennessee Division of Geology Bulletin 34 and U. S. 

Geological Survey.

Gages.- Nonrecording gage read once daily until Aug. 9, 1925; recording gage thereafter. 

Zero of gages used since January 1909 is 797.45 feet above mean sea level and of 

the gage used January 1900 to December 1908 is 795.6 feet above mean sea level. 

Zero of original gage was about 797..9 feet and zero of the temporary gage used in 

1899 was about 798.5 feet above mean sea level. Corrections of plus 0.6 foot have 

been applied to the 1899 readings in U.-S. Geological Survey publications.

Stage-discharge relation.- Fairly permanent except for channel improvements in 1918 which 

probably affected only the low water relations. In general rating curves are well 

defined up to about 100,000 second-feet. Right bank of main channel is overflowed 

at extremely high stages.

Historical data.- Greatest known flood occurred on Mar. 10, 1867, gage height 44.4 feet 

(estimated discharge, 245,000 second-feet). The 1891 Annual Report of the Chief 

Signal Officer states that this flood was 12 feet higher than the 1847 flood and 

was highest for previous 90 years.

Flood stages and discharges 

(Base discharge 44,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1875 Jan. 

Feb. 

Mar.

Dec. 

1876 June

1884 Feb.

Mar.

1886 Jan.

Mar.

1887 Jan.

Feb.

Mar.

1888 Jan.

Mar.

1889 Feb.

1890 Feb.

Mar.

1891 Feb.

Mar.

1892 Jan.

1893 Feb.

1894 Feb.

1895 Jan.

Mar.

1896 Apr.

Dec.

30 

26. 

4 

16 

21 

29 

19

2

10

19

7

13

21

6

31

25

4

25

9

18.

30

19

28

24

4

11

23

27

6

10

15

1

12

18

5

11

3

22

3

1

20.1 

43.2 

26.1 

17.1 

24.3 

16.6 

23.1

15.4

16.1

15.6

22.3

14.C

18.9

11.8

29.6

13.4

14.3

12.4

11.8

12.6

13.3

15.0

23.0

14.6

11.0

21.9

19.0

10.0

13.7

16.9

23.3

11.0

14.7

19.0

15.4

18.5

11.8

14.2

28.7

10.0

* 101,000 

* 238,000 

* 137,000 

* 83,500 

* 186,000 

* 80,500 

« 119,000

* 73,400

* 77,000

* 74,600

* 114,000

* 94,100

* 157,000

* 71,100

* 130,000

* 111,000

* 93,500

* 81,100

* 121,000

ft 73,400

* 91,700

* 152,000

1897 Feb.

Mar.

1899 Feb. 

Mar.

1900 Feb. 

Mar.

1901 Jan. 

Mar. 

Apr.

May

Aug.

Dec.

1902 Feb. 

Mar.

1903 Feb. 

Mar.

Apr.

1904 Mar.

1905 Jan.

Feb.

8

24

7

11

15

21

7

6

16

20

29

14

5

22

13

27

4

22

23

23

7

15

16

31

2

1

1

18

30

18

1

9

23

24

1

9

9

14

25

14

10

11.2

26.0

13.8

22.5

17.0

13.5

22.50

19.20

20.40

28.00

12.20

15.0

11.1

13.2

16.0

16.0

17.1

16.2

32.0

34.8

12.9

17.2

21.0

31.0

12.2

34.4

36.4

10.6

18.5

19.9

14.6

11.2

24.6

24.0

10.9

24.1

24.6

13.9

12.6

10.8

10.8

* 136,000

* 115,000

58,500

49,000

59,500

74,500

74,500

80,600

75,600

169,000

P 188,000

58,000

81,100

103,000

163,000

54,500

183,000

P 197,000

46,500

88,200

96,400

66,800

49,500

P 128,000

121,000

48,000

122,000

P 128,000

63,000

56,500

47,500

47,500

* Estimated
RECORDS - OHIO RIVER BASIN 203

Flood stages and discharges of Tennessee River at Knaxville, Tenn. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1905 Feb. 

May 

July

1906 Jan.

Sept.

Nov.

Dec.

1907 June

Sept. 

Dec.

1908 Jan. 

Feb. 

Mar. 

Apr.

Dec.

1909 Feb.

Mar. 

May

June 

Aug.

1910 Sept.

1911 Jan. 

Feb. 

Mar. 

Apr.

1912 Mar.

Apr.

1913 Jan. 

Feb. 

Mar.

Hay

1914 Apr. 

Oct. 

Dec.

1915 Feb. 

Dec.

1916 Jan. 

Feb. 

July

1917 Jan.

Feb. 

Mar.

22

17

13

24

24

20

20

30

10

16

25

31

13

16

25

4

27

9

11

25

11

29

2

22

5

17

1-2

4

10

9

7

17

30

3

3

30

28

28

16

28

28

25

29

1

17

5

26

26

3

19

19

30

9

3

12

18

22

6

30

21

5

13

18

25

15

30

30

27

27

31

24

11.0

12.0

20.1

22.4

10.9

23.0

10.9

12.2

10.5

10.3

16.9

15.2

11.0

11.9

10.8

H«A83

8.8

11.1

11.9

13.6

11.2

13.9

9.9

8.1

11.5

13.1

14.4

14.1

12.7

13.7

16.9

17.1

11.4

12.0

9.4

19.1

20.8

21.6

11.9

8.6

8.5

8.9

9.5

16.S

17.3

12.7

17.4

17.7

14.9

13.6

13.9

11.5

29.9

10.0

11.7

8.9

12.0

28.2

10.1

11.2

13.9

24.2

12.0

12.1

18.7

13.0

P

**

P

P

#*

P

P

P

P

48,500

44,000

53,500

97,600

115,000

48,000

115,000

48,000

44,000

54,500

46,000

45,000

79,400

70,100

48,500

53,000

47,500

49,000

45,600

45,100

58,100

62,900

73,100

58,700

74,900

51,000

41,700

60,500

70,100

77,900

76,100

67,700

73,700

92,900

94,400

59,900

63,500

48,200

106,000

116,000

121,000

62,900

44,100

43,600

45,600

48,800

88,700

95,600

67,700

95,900

98,900

80,900

73,100

74,900

60,500

171,000

51,500

61,700

45,600

63,500

161,000

52,100

58,700

74,900

44,100

128,000

137,000

63,800

64,400

104,000

69,800

1919 Jan.

1920 Jan. 

Mar.

Apr. 

Dec.

1921 Feb.

July 

Aug.

1922 Jan. 

Feb. 

Mar.

Apr. 

May 

Dec.

1923 Jan. 

Feb.

Mar.

June

1924 Jan. 

Mar. 

Dec.

1925 Jan.

1926 Jan. 

Apr.

Dec.

1927 Feb.

Mar. 

Apr. 

June

1928 Hay 

June

Aug. 

Sept.

1929 Mar.

May

1930 Mar.

1931 Apr.

1932 Jan. 

Feb.

May

Dec.

1933 Feb.

1934 Mar.

1918 Jan. 

Oct.

Dec.

«# Below base

Mote.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

4

27

25

14

18

20

3

15

11

11

22

16

22

17

4

12

17

30

6

18

29

5

15

8

12

18

15

13

7

9

10

13

20

14

14

24

27

25

25

10

23

1

9

30

30

17

4

7

1

6

16

24

24

8

21

20

6

6

31

5

5

13

3

29

29

9

16

21

5

5

29

16.2

9.7

9i4

11.9

10.1

13.0

26.7

11.3

17.0

17.8

9.8

9.0

19.0

14.0

10.8

13.0

10.4

11.9

10.7

12.4

11.5

16.8

13.9

11.6

9.6

13.4

8.7

9.3

10.0

11.2

10.8

9.8

9.8

9.8

10.3

11.3

14.5

19.3

19.9

12.6

9.9

12.6

9.50

17.47

18.80

14.09

11.71

11.93

14.59

14.56

11.65

16.45

17.20

10.72

11.58

9.12

14.78

15.20

13.20

17.25

18.25

10.63

10.74

19.56

20.2

10.80

18.70

9.80

16.10

16.67

10.09

P

P

P

P

P

P

P

P

P

P

89,000

50,100

48,300

63,200

52,400

69,800

152,000

59,600

93,800

98,600

50,600

46,000

107,000

75,800

56,600

69,800

54,200

63,200

56,000

66,200

60,800

92,600

75,200

61,400

49,500

72,200

44,300

47,700

51,800

59,000

56,600

50,600

46,900

46,900

49,700

55,300

74,000

103,000

106,000

62,800

47,200

65,900

45,200

92,000

99,800

71,600

57,600

58,700

78,800

78,800

61,600

89,000

93,600

56,500

61,600

44,700

73,700

75,700

65,300

88,000

94,500

51,800

52,300

102,000

106,000

52,900

96,900

47,700

78,700

82,000

46,900
FLOODS IN THE ONITED STATES

Tennessee River at and near Chattanooga, Tenn.

Location.- At Walnut Straat Bridge, In Chattanooga, Hamilton County, 3 miles above mouth 

of Chattanooga Creek,. 4 miles below mouth of South Chickamauga Creek, and 33 miles 

above Hales Bar Look and Dam. Stations below Hales Bar lock and Dam used since 

July 1, 1930.

Drainage area.- 21,400 square miles at Chattanooga and 22,000 square miles at Hales Bar.

Records available.- April 1874 to June 1930 at Chattanooga; July 1930 to September 1934 

at Hales Bar.

Sources of data.- Tennessee Division of Geology Bulletin 34 1874-1924; TJ. S. Geological 

Survey records 1925-34. Gage-height records at Chattanooga furnished by TJ. S. 

Weather Bureau.

Gazes.- Nonrecordlng gage read once dally or oftener during high water from April 1874 

to Dec. 30, 1902; recording gage thereafter.

Stage-discharge relation.- Prior to Oct. 22, 1913, Chattanooga gage alone was used. On

this date gage became affected by backwater from Hales Bar Dam, and it was necessary 

to use another gage In conjunction with Chattanooga gage and to determine river 

slopes to compute discharges. Oct. 22, 1913, to Feb. 28, 1915., and Oct. 1, 1918, 

to Jan. 5, 1921, gage-height records at Bridgeport, Ala., were used with measurements made at Chattanooga to determine Chattanooga discharges. Channel and control 

practically permanent prior to construction of Hales Bar Dam; thereafter control 

formed by dam. In general, rating curves are well defined up to about 200,000 

second-feet; higher flood determinations probably not subject to gross error.

Historical data.- TJ. S. Weather Bureau reports a stiage of 58.6 feet Mar. 11, 1867, referred to Chattanooga gage (discharge, about 393,000 second-feet). Stage was 15.5 

feet higher than flood of 1847 and highest since 1777 (Annual Report of Chief Signal Officer, TJ. S. Army, 1891, p. 246).

Flood stages and discharges 

(Base discharge 112,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1874 Apr.

May

1875 Jan.

Mar.

Apr.

May

July

Dec.

1876 Feb.

Mar.

Hay

June

1877 Jan.

Apr.

1878 Feb.

Nov.

1879 Jan.

Feb.

Dec.

1880 Feb.

Mar.

Dec.

1881 Jan.

Feb.

Mar.

Apr.

Dec.

1882 Jan.

Feb.

Mar.

Sept.

1883 Jan.

Feb.

Apr.

1884 Feb.

Mar.

1885 Jan.

17

1

31

1

18

23

4

1

16

31

17

18

10-11

20

23

11

25

29

15

19

16

26

16

18

3

7

23

13

20

15

16

23

19

31

6

13

3

11

14

23

10

3

14

26

4

11

10

23

14

18

24.2

29.6

32.5

54.0

28.1

34.0

20.5

20.7

20.0

34.2

21.9

2lll

20.0

23.4

27.0

28.7

19.2

18.0

38.0

18.8

17.9

21.9

26.8

38.3

26.5

18.1

18.8

22.4

19.3

18.0

17.4

20.2

40.2

30.3

24.4

23.6

22.0

21.1

22.8

38.2

17.6

26.2

18.7

32.5

25.5

36.8

42.8

27.6

17.6

26.5

159,000

195,000

215,000

361,000

185,000

225,000

133,000

135,000

130,000

227,000

143,000

137,000

130,000

153,000

178,000

189,000

125,000

116,000

252,000

122,000

116,000

143,000

176 ,000

254,000

174,000

117,000

122,000

146,000

125,000

116,000

112,000

131,000

267,000

200,000

160,000

154,000

144,000

137,000

149,000

254,000

114,000

172,000

121,000

215,000

167,000

244,000

285,000

182,000

114,000

174,000

June

Nov.

Dec.

1886 Jan.

Apr.

1887 Jan.

Feb.

Feb.

Mar.

Apr.

1888 Jan.

Mar.

Apr.

Oct.

Nov.

1889 Feb.

1890 Feb.

Mar.

Apr.

1891 Feb.

Mar.

1892 Jan.

Apr.

1893 Feb.

May

June

1894 Feb.

1895 Jan.

Mar.

1896 Apr.

July

1897 Feb.

Mar.

Apr.

May

1898 Jan.

Apr.

Sept.

1899 Jan.

Feb.

Mar.

1

9

16

5

3

26

7

28-Mar. 1

11

27

19

27

31

12

28

12

18

10

2

25

20

5

14

25

11

17

10

14

20

7

8

6

12

5

23

5

12

26

8

14-15

22

6

15

27

2

5

7

9

1

9

18.6

30.4

21.4

22.1

52.2

21.8

21.8

27.3

24.0

21.2

25.7

22.6

27.0

22.4

20.0

21.0

29.6

20.4

42.5

27.2

20 4

22.6

37.5

29.0

38.9

37.9

34.3

23.6

33.4

30.0

20.7

25.5

32.1

19.9

22.7

40.5

21.6

34.8

25.1

37.9

33.3

30.4

22.4

18.2

17.8

24.6

18.8

38.2

19.2

27.7

120,000

201,000

140,000

144,000

349,000

142,000

142,000

180,000

157,000

138,000

169,000

148,000

178,000

146,000

130,000

137,000

195,000

133,000

283,000

179,000

133,000

148,000

249,000

191,000

259,000

252,000

227,000

154,000

221,000

198,000

135,000

167,000

212,000

122,000

148,000

269,000

141,000

231,000

165,000

252,000

220,000

201,000

146,000

118,000

115,000

164,000

122,000

254,000

125,000

182,000
FLOOD RECORDS - OHIO RIVKR BASIN 205

Flood stages and discharges of 

Tennessee River at and near Chattanooga, Tenn. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1899 Mar.

Apr.

1900 Feb. 

Mar.

1901 Jan. 

Mar. 

Apr.

May

Aug.

Dec.

1902 Jan. 

Feb. 

Mar. 

Apr.

1903 Feb.

Mar.

Apr.

1904 Mar.

1905 Feb.

Mar.

1906 Jan. 

Oct. 

Nov.

1907 Jan. 

Mar.

1908 Jan.

Feb.

1909 Feb.

Mar. 

May

June 

July

1910 Feb.

1911 Jan. 

Feb. 

Mar. 

Apr. 

Dec.

1912 Mar.

Apr. 

May

1913 Jan. 

Mar.

1914 Apr. 

Dec.

1915 Feb. 

Dec.

1916 Jan. 

Feb. 

July

1917 Jan. 

Feb.

22

31

8

15

23

14

28

4

21

26

17

17

2

5

4

1

6

19

2

10

26

1

11

16

25

11

22

12

26

2

22

1

4

1

15

17

12

18

25

15

31

3

24

6

10

20

5

12

11

9

29

17

31

5

2

29

1

17

30

3

7

28

5

20

31

10

4

12

20

8

22

40.0

22. 8

18.0

24.3

17.4

28.1

22.3

24.1

26.5

32.5

32.8

28.6

40.8

23.2

38.0

30.9

19.6

29.3

31.0

24.2

28.8

17.4

31.8

21.9

21.8

22.4

21.4

17.3

21.4

19.2

33.3

20.5

18.4

18.6

20.3

24.7

18.0

19 .9

21.6

24.6

18.2

24.8

21.4

25.3

18.5

13.9

24.9

23.9

20.0

29.9

18.7

23.9

31.3

30.2

26.0

23.2

22.4

31.3

33.1

21.4

22.8

33.1

26.1

32.8

31.8

26.2

24.9

28.6

30.2

25.8

27.6

266,000

149,000

116,000

157,000

112,000

185,000

146,000

158,000

174,000

215,000

217,000

190,000

271,000

152,000

252,000

205,000

127,000

193,000

205,000

159,000

190,000

112,000

210,000

143,000

142,000

146,000

140,000

112,000

140,000

125,000

220,000

133,000

119,000

120,000

132,000

162,000

116,000

129,000

141,000

161,000

115,000

160,000

137,000

163,000

117,000

** 85,900

161,000

154,000

127,000

195,000

118,000

144,000

190,000

183,000

157,000

140,000

135,000

190,000

202,000

## 102,000

112,000

183,000

139,000

183,000

168,000

130,000

133,000

146,000

161,000

141,000

150,000

Mar.

1918 Feb. 

Nov. 

Dec.

1919 Jan. 

Mar. 

Dec.

1920 Jan. 

Mar. 

Apr. 

Aug. 

Dec.

1921 Feb. 

Apr.

1922 Jan. 

Feb. 

Mar.

Dec.

1923 Feb.

1924 Jan. 

Mar. 

Apr. 

Dec.

1925 Jan.

1926 Apr. 

1926 Dec.

1927 Feb. 

Mar.

1928 July

Sept.

1929 Jan. 

Mar.

May

Nov.

1930 Mar.

1931 Apr.

Dec. 

1932 Feb.

Dec. 

1933 Jan.

Mar. 

1934 Mar.

8

15

19

28

2

2

24

5

10

11

26

21

5

17

16

12

18

23

17

3

12

19

2

7

16

9

13

19

5

9

19

10

3

12

16

14

29

29

26

11

2

2

5

27

2

8

16

26

26

8

10

22

19

19

21

8

8

16

2

3

7

17

16

1

1

18

22

22

6

6

27

47.4

22.4

27.9

34.1

42.5

29.5

26.1

32.0

23.2

23.0

25.7

26.2

43.5

28.3

28.2

34.1

28.4

34.3

27.4

29.5

32.3

28.6

23.6

32.1

26.9

24.8

21.9

25.9

26.9

20.8

25.3

22.1

21.1

20.6

20.65 **

21.7

38.35

38.4 P

30.16

28.08

30.36

30.8 P

23.31

23.23

30.41

29.39

28.29

38.22

38.5 P

24.42

26.35

28.35

28.67

28.95 P

21.12 #fc

P

P

P

28.80

28.90 P

23.97

310,000

13.3,000

151,000

196,000

266,000

163,000

149,000

189,000

128,000

124,000

147,000

148,000

275,000

165,000

151,000

210,000

135,000

229,000

155,000

165,000

194,000

164,000

136,000

188,000

145,000

130,000

124,000

141,000

145,000

124,000

136,000

138,000

134,000

125,000

92,900

112,000

248,000

249,000

182,000

165,000

181,000

184,000

123,000

120,000

180,000

172,000

163,000

246,000

248,000

135,000

149,000

166,000

167,000

180,000

108,000

123,000

125,000

116,000

188,000

192,000

184,000

117,000

127,000

261,000

264,000

210,000

156,000

128,000

229,000

231,000

168,000

*-*- Below base

Note.- All discharge quantities are average dally flows except as designated by 

(momentary peak).
206 FLOODS IN THE UNITED STATES

Tennessee River at Florence, Ala.

Location.- November 1871 to Apr. 2, 1926, at Southern Railway bridge at lower end of

Fattens Island, 1 mile south of Florence, Lauderdale County, and 3 miles below site 

of Wilson Damj thereafter 700 feet upstream.

Drainage area.- 30,800 square miles.

Records available.- November 1871 to September 1933. Gage-height records and flood estimates only prior to October 1894.

Sources of data.- Tennessee Division of Geology Bulletin 34 and TI. S. Geological Survey 

records. Gage-height records by Mississippi River Commission 1871 to 1918 and by 

U. S. Weather Bureau 1919 to April 1926. Discharge measurements prior to 1913 by 

Corps of Engineers, TJ. S. Army.

Gages.- Prior to installation of recorder on Apr. 3, 1926, a nonrecording-gage was read 

once daily except February 1887 to September 1921 and July 1925 to Apr. 2, 1926, 

when two readings a day were made. Zero of gages is 400.85 feet above mean sea 

level.

Stage-discharge relation.- Practically permanent. Rating curves well defined to about 

300,000 second-feet.

Regulation.- Flow regulated at Wilson Dam after July 6, 1924.

Flood stages and discharges 

(Base discharge 140,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1872 Apr.

Dec.

1873 Feb.

1874 Mar.

Apr.

1875 Feb.

Mar.

1876 Jan.

Mar.

Apr.

May

1877 Jan.

Apr.

1878 Apr.

1879 Jan.

Feb.

Dec.

1880 Jan.

Feb.

Mar.

Apr.

Dec.

1881 Jan.

Feb.

Mar.

Apr.

Dec.

1882 Jan.

Feb.

Mar.

1883 Jan.

Apr.

1884 Jan.

Feb.

Mar.

Apr.

1885 Jan.

Nov.

1886 Jan.

Apr.

1887 Jan.

Feb.

Feb.

Mar.

1888 Apr.

Mar.

14

25

22

7

24

17

4

8

29

4

20

3

13

25-26

10

29

26

19-20

21

15

27-28

10

20

18

5

6

25

16

21

15-17

26

22

5

14

10

28

7

13

29-30

25

15

14-15

15

20

13

8-9

8

30

8

28-Mar.

13

22

29

11.5

16.4

22.9

13.5

18.4

26.0

18.9

29.4

22.6

19.8

15.2

15.1

13.7

15.8

19.4

15.5

13.6

21.4

13.7

14.4

15.0

14.3

14.3

24.5

IS. 3

18.1

13.4

13.8

17.4

13.6

15.4

29.6

21.8

19.9

18.0

20.3

14.9

14.5

17.5

13.4

24.2

25.2

14.2

17.8

16.5

15.3

28.1

16.3

13.3

1 17.5

14.3

16.5

20.5

#*

*

*

*

«.

« 

*

*

«.

*

^

 it

-lift

*

*

*

*

*

-:t

#

.;;-

-;:-

it

#

*

#

*

#

*

*

*

#

*

#

*

«

*

#

-;:-

#

*

 it

*

-;:-

*

 »

#

-»

-*

*

*

*

# 118,000

188,000

289,000

144,000

219,000

338,000

226,000

395,000

285,000

240,000

168,000

167,000

147,000

178,000

234,000

173,000

145,000

266,000

146,000

158,000

166,000

157,000

157,000

315,000

171,000

213,000

143,000

148,000

203,000

146,000

173,000

397,000

273,000

242,000

212,000

248,000

165,000

159,000

204,000

143,000

310,000

325,000

154,000

209,000

188,000

171,000

372,000

186,000

142,000

204,000

157,000

188,000

251,000

* Estimated

** Below base

Apr.

Nov.

1889 Feb.

1890 Feb.

Mar.

1891 Feb.

Mar.

Apr.

1892 Jan.

Apr.

1893 Feb.

Apr.

May

June

1894 Feb.

1895 Jan.

Mar.

1896 Feb.

Mar.

Apr.

1897 Mar.

Apr.

May

1898 Jan.

1899 Jan.

Feb.

Mar.

Apr.

1900 Feb.

Apr.

June

1901 Jan.

Mar.

Apr.

May

Aug.

Dec.

1902 Jan.

Feb.

Mar.

1903 Feb.

14

13

20

10

3

11

28

18

15

1

21

8

23

17-20

15

10

6-7

9

17

25

4

21-22

9

2

19

19

10

17

16

20

28-29

9

14

28

11

20 io-n

17

20

28

16-17

31

7

23

28-29

22

19-20

6

3

8-9

29

9

22

13.8

13.4

19.7

17.2

23.3

21.8

16.1

21.8

22.2

14.0

20.0

23.9

15.7

20.7

18.2

17.1

14.0

17.6

17.4

14.9

13.7

12.7

19.8

17.1

31.6

32.5

18.1

13.5

13.4

13.4

13.8

14.1

20.4

16.6

15.3

25.1

13.4

14.6

19.2

12.8

16.2

13.5

15.4

16.3

16.1

18.9

16.0

20.8

1£.5

20.9

19.8

16.6

17.7

*

*

*

*

*

*

« 

*

*

*

*

*

*

*

 »

« 

*

*

#

P

148,000

143,000

238,000

200,000

217,000

272,000

182,000

273,000

278,000

151,000

243,000

305,000

177,000

254,000

215,000

198,000

151,000

205,000

213,000

173,000

155,000

141,000

254,000

208,000

430,000

444,000

225,000

152,000

151,000

151,000

157,000

161,000

264,000

200,000

179,000

325,000

151,000

168,000

243,000

142,000

193,000

152,000

181,000

195,000

192,000

238,000

190,000

272,000

198,000

273,000

254,000

200,000

218,000
FLOOD RECORDS - OHIO RIVER BASIN

Flood stages and discharges of Tennessee River at Florence, Ala. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (seccnd-feet)

1903 Mar.

Apr.

1904 Mar.

1905 Feb.

Mar.

1906 Jan.

Oct.

Nov.

1907 Jan.

Mar.

1908 Jan.

Feb.

Mar.

1909 Feb.

Mar.

May

June

1910 Feb.

1911 Jan.

Feb.

Apr.

Dec.

1912 Feb.

Mar.

Apr.

Apr.

1913 Jan.

Mar.

Apr.

1914 Apr.

Dec.

1915 Feb.

Dec.

1916 Jan.

Feb.

July

1917 Jan.

Feb.

Mar.

Apr.

1918 Feb.

Apr.

Nov.

Dec.

1919 Jan.

Mar.

6

29

14

27

12-13

24

13

24

28

5

25

3

5

17

19-20

25

16

26

15

5-6

26

7-8

22

5-6

13

10

21

31

27

17

3

30-May 1

10

29

2

21

3

4

31

4

24

3

14

25-26

7

12

23

10

3

25

12

28

6

6

10-11

5

27

8

9

16.8

15.2

18.2

17.2

16.7

15.7

12.8

13.6

13.7

15.9

16.7

14.1

14.5

12.8

17.0

13.6

15.4

19.0

19.6

14.8

12.9

15.6

11.7'

17.0

16.0

22.0

16.8

18.3

15.5

16.5

19.6

17.4

15.0

17.0

15.2

18.5

17.9

12.2

19.2

17.0

16.7

19.3

15.2

14.5

13.6

23.0

15.0

13.9

13.9

16.1

24.6

20.6

17.8

21.9

14.2

14.7

14.4

17.5

19.2

236,000

178,000

226,000

210,000

201,000

185,000

142,000

154,000

155,000

189,000

201,000

161,000

167,000

142,000

206,000

154,000

181,000

240,000

250,000

172,000

143,000

184,000

#* 127,000

206,000

190,000

293,000

203,000

228,000

182,000

19 5., 000

250,000

213,000

175,000

206,000

178,000

231,000

221,000

** 127^000

231,000

196,000

191,000

232,000

169,000

159,000

146,000

292,000

166,000

150,000

150,000

182,000

317,000

253,000

208,000

274,000

154,000

162,000

158,000

204,000

231,000

Mar.

Dec.

1920 Jan.

Feb.

Mar.

Apr.

Aug.

1921 Feb.

Apr.

1922 Jan.

Feb.

Mar.

Apr.

May

Dec.

1923 Jan.

Feb.

Mar.

1924 Jan.

Feb.

Mar.

Apr.

1925 Jan.

1926 Jan.

Dec.

1927 Mar.

Apr.

1928 Apr.

June

July

1929 Jan.

Mar.

May

Nov.

1930 Mar.

1951 Apr.

Dec.

1932 Feb.

Apr.

Dec.

1933 Jan.

Feb.

Mar.

May

18

14

29

25

14

10

19

13

19

28

20

5

11

2

9

21-22

28

11

13

24

6

20

29

7

22

16

23

16

29-30

29

2

13

15

24

24

7

5

28

7

16

25

25

11

25

19

19

9

9

10

18

4

4

IS

3

16

5

21

22

13

14.4

15.4

15.4

13.5

17.6

23.5

16.35

18.7

18.0

19.1

16.0

20.0

21.2

13.8

13.7

15.4

13.4

18.2

15.5

17.0

17.0

13.5

14.3

16.5

15.9

13.5

13.5

14.2

26.4

26.5 P

16.4

21.0

15.0

18.1

18.4 P

14.0

14.8

16.4

18.0

19.0

22.7

22.9 P

17.6

15.4

19.7

20.0 P

14.7

12.8

12.95 P

13.4

19.60

19.70 P

17.27

12.98

16.69

20.52

21.00

14.31

14.07

158,000

172,000

172,000

145,000

205,000

300,000

186,000

223,000

212,000

229,000

181,000

244,000

263,000

149,000

148,000

172,000

144,000

215,000

174,000

196,000

196,000

145,000

156,000

188,000

180,000

145,000

149,000

156,000

342,000

344,000

187,000

256,000

167,000

212,000

217,000

153,000

164,000

194,000

218,000

233,000

290,000

293,000

212,000

180,000

244,000

248,000

170,000

143,000

146,000

152,000

242,000

244,000

208,000

146,000

202,000

261,000

269,000

166,000

162,000

*# Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Break in record: Sept. 1 to Nov. 30, 1904.
208 FLOODS IN THE UNITED STATES

Tennessee River at and near Johnsonvllle, Term.

Location.- October 1875 to October 1926 at Nashville, Chattanooga, & St. Louis Railway

warehouse 1,000 feet below railway bridge at Johnsonville, Humphreys County; October1 . 

1926 to September 1931 at railroad bridge and thereafter at bridge on U. S. highway 

70 about 6 miles upstream from Johnsonville and 19 miles below mouth of Duck River.

Drainage area.- 38,500 square miles.

Records available.- Gage-height records October 1875 to March 1877, March 1879 to October 

1880, January 1882 to April 1883, and February 1884 to September 1S34. Discharge 

records since October 1889 except for periods of backwater effect from Ohio River, 

for which gage heights for peak stages above 19.0 feet are given.

Sources of data.- Gage-height records furnished by U. S. Weather Bureau prior to October 

1926. Discharge records from Tennessee Division of Geology Bulletin 34 and U. S. 

Geological Survey records. Estimates of peak discharge for the climatic years 1876 

to 1890 are listed as given in 71st Cong., 2d sess., H. Doc. 328, p. 148, 1930.

Gages.- Nonrecording gage read once daily until October 1926; recording gage thereafter. 

Zero of gage near Johnsonville is 319.82 feet above mean sea level. Other gages at 

independent datums.

Stage-discharge relation.- Practically permanent except for periods of backwater from 

Ohio River. Rating curves are well defined to about 300,000 second-feet. Right 

bank not subject to overflow. Left bank is overflowed at extreme high water.

Flood stages and discharges 

(Base discharge 150,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1876 Jan.

Feb.

Mar.

Apr.

May

June

1877 Jan.

1879 Dec.

1880 Jan.

Feb.

Mar.

Apr.

May

1882 Jan.

Feb.

Mar.

May

Sept.

1883 Feb.

Mar.

Apr.

1884 Feb.

Apr.

1885 Jan.

Nov.

1336 Jan.

Feb.

Apr.

June

1887 Feb.

Mar.

1888 Jan.

Apr.

Nov.

1889 Feb.

1890 Jan.

Feb.

Mar.

6

5-6

21

22

27-28

5

9

16

24

20

30-31

14

16

22

2

22-23

9

3-4

31

7

9

30-31

10

24-25

2-3

3-4

25-26

28-29

7-9

23

15

10

30

13

15-16

23

1

28

7

24

1

16

16

26

18

23

11

8-9

13

17

29.0

21.8

20.3

25.0

22.6

25.8

22.6

24.6

24.7

27.5

27.7

23.0

24.9

23.0

23.0

37.7

26.0

19.0

43.8

40.7

29.4

21.3

22.0

19.9

29.0

23.4

26.8

44.3

43.7

30.0

23.0

25.1

19.8

21.4

42.1

19.6

27.8

31.4

30.5

24.8

33.3

22.6

19.8

29.3

22.0

21.6

30.2

37.7

37.4

34.2

Apr.

1891 Jan.

Feb.

Mar.

Apr.

1892 Jan.

Apr.

July

1893 Feb.

Apr.

May

June

1894 Feb.

1895 Jan.

Mar.

1896 Feb.

Mar.

Apr.

1897 Mar.

May

1898 Jan.

Apr.

1899 Jan.

Feb.

Mar.

1900 Feb.

Apr.

June

1901 Jan.

Apr.

May

Aug.

Dec.

1902 Jan.

Feb.

Mar.

Apr.

Dec.

1903 Feb.

1

29

23

12

3

26

14-15

12

22

12

18

13

4

9

13-14

19

23

6

23

12

5

24

19-20

24

7

14

17

5

31

20

14

23

30

19

10

27

31

26

22

9-10

4

13-14

2-3

18

21

28.0

20.0

36.1

38.2

27.0

29.0

35.8

22.1

33.6

19.9

29.9

27.0

26.0

24.9

31.1

25.5

24.7

26.5

20.9

28.3

26.0

48.0

19.5

29.1 *

21.7

23.9

29.6

26.6

39.7

21.3

19.3

29.1

29.5

24.0

22.6

24.7

22.7

27.6

22.8

28.5

27.5

30.8

35.6

19.9 *

29.2

158,000

302,000

239,000

176,000

280,000

157,000

247,000

221,000

212,000

202,000

258,000

207,000

200,000

216,000

166,000

232,000

212,000

410,000

153,000

240,000

193,000

244,000

217,000

335,000

169 , 000

151,000

240,000

243,000

194,000

181,000

200,000

182,000

226,000

183,000

234,000

225,000

255,000

298,000

157,000

240,000

Mar. 33.7

« Estimated
FLOOD RECORDS - OHIO RIVER BASIN 209

Flood stages and discharges of 

Tennessee River at and near Johnsonville, Term. Continued

Gage

height Discharge 

(feet) (second-feet)

1903 Apr. 

1904 Mar.

1905 Feb.

Mar. 

May 

1906 Jan.

Apr. 

Oct. 

Nov.

1907 Jan. 

Feb. 

Mar.

Mar. 

May 

1908 Jan.

Feb. 

Mar.

1909 Feb. 

Feb. 

Mar. 

May 

Juno 

1910 Feb. 

1911 Jan. 

Feb. 

Apr.

1912 Jan.

Feb.

Mar.

Apr, 

May

1913 Jan. 

Feb.

Mar.

Mar. 

Apr. 

1914 Apr. 

1915 Jan.

Feb.

Dec. 

1916 Jan.

July

1917 Jan.

Jan. 

Feb.

Mar.

 !

1 

18 

30

14 

26-27 

13 

27 

26

2 

9 

28

6 

5 

5

17 

16 

7

22 

30

18 

28-Mar. 1 

21 

8 

11 

23-24 

9 

15-16 

17 

17 

3 

29

1 

26 

6 

2-3

12 

1 

15 

3

29 

6 

5-6 

2 

26 

6

27 

5 

28 

17

12

26 

5 

27

18

* Estimated 

Kt Below base

22.2 

26.9 

28.1

20.7 

23.9 

21.2 

20.1 

22.2

22.0 

25.3 

24.8

24.1 # 

22.5 

25.4

22.5 

22.1 

21.0

27.1 

22.4

27.1 

32.9 

30.0 

22.5 

23.0 

21.2 

24.9 

25.7 

36.1 

22.4 

31.0 

25.9

26.2 

29.2 

35.4 

32.3

30.1 

30.1 

19.2 

26.3

33.3 # 

31.7 

19.8 

27.4 

22.0 

30.0

25.9 

31.7 

24.9 

30.5

21.1

22.2 

21.1 * 

24.0

38.8 *

177,000 

220,000 

230,000

194,000 

193,000 

168,000 

158,000 

177,000

205,000 

201,000

190,000 

206,000

176,000 

167,000

222,000 

274,000 

248,000 

180,000 

185,000 

168,000 

202,000 

209,000 

302,000 

179,000 

257,000 

211,000

150,000 

214,000

250,000

156,000 

226,000 

176,000 

248,000

196,000 

263,000 

168,000 

252,000

168,000 

194,000

300,000

	Gage 

Date height Discharge

	(feet) (second-feet)

Apr. 6 36.1

1918 Feb. 10 30.6 253,000

Apr. 12-13 20.2 159,000

21 19.2 150,000

Nov. 7 20.4 161,000

Dec. 29 20.4 161,000

1919 Jan. 6 28.0 230,000

Mar. 12 30.7 254,000

19 35.3 295,000

Dec. 2 20.3 160,000

17 26.4 215,000

1920 Jan. 27 24.5 198,000

Feb. 27 20.7 164,000

Mar. 17 29.0 239,000

Apr. 14 35.9 301,000

22 22.8 183,000

28 24.9 202,000

Aug. 22 23.5 189,000

1921 Feb. 14-15 29.3 241,000

Apr. 21 28.0 230,000

1922 Jan. 30 27.3 223,000

Feb. 23 24.0 194,000

Mar. 15 36.4 305,000

Apr. 3 24.4 204,000

29 19.7 162,000

May 6 22.9 184,000

Dec. 23-24 21.9 175,000

1923 Feb. 16 30.2 249.000

Mar. 26 31.1 258,000

May 18 19.3 151,000

1924 Jan. 7 29.7 245,000

20 23.2 186,000

Mar. 1 25.1 204,000

11 24.4 197,000

Apr. 24 22.1 176,000

May 5 20.0 158,000

June 1 19.7 155,000

1925 Feb. 24 21.1 160,000

1926 Jan. 25 21.9 168,000

Dec. 18 21.0 161,000

22 23.9 186,000

1927 Jan. 2-4 40.5 342,000

Feb. 6-7 19.8 150,000

20 19.9 151,000

Mar. 4 25.1 196,000

16 35.9 297,000

Apr. 16 31.8 258,000

1928 Apr. 27 28.1 223,000

June 9 21.8 167,000

July 7 22.0 169,000

1929 Jan. 30 25.6 201,000

Mar. 29 36.4 302,000

May 12-13 28.4 226,000

28 24.9 195,000

Nov. 23-24 28.0 222,000

1930 Mar. 12 25.0 196,000

1931 Apr. 3 19.1 #* 144,000

Dec. 17 24.3 171,000

26 23.8 166,000

1932 Jan. 13 25.3 179,000

Feb. 6-8 34.8 263,000

7 34.9 P 264,000

20 33.3 250,000

Apr. 4 23.8 166,000

May 2 24.2 170,000

Oct. 19 23.9 167,000

Dec. 18-19 27.4 197,000
210 FLOODS IN THE UNITED STATES

Flood stages and discharges of 

Tennessee River at and near Johnsonville, Term. Continued

1933 Jan. 

Feb.

8

23-24 

24 

Mar. 23

Sage

height Discharge 

(feet) (second-feet)

33.5 252,000

36.3 277,000

36.45 P 278,000

28.6 207,000

Gage

height Discharge 

(feet) (second-feet)

Apr. 

May 

1934 Mar.

14

10

30

27.8

29.1

33.67

30.78

185,000

212,000

253,000

227,000

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Periods of backwater from Ohio River during which there is no record 

or only blanket estimates: Jan. 16 to Apr. 19, 1890; Mar. 1 to Apr. 23, 1891; Apr. 6 to 

May 7, 1892; Apr. 1-23, 1897; Jan. 18 to Feb. 7, Mar. 25 to Apr. 15, 1898; Apr. 1-17, 

1899; Dec. 18-30, 1902; Mar. 1-31, 1903; Apr. 1-15, 1904; Apr. 1-16, 1906; Jan. 3 to Feb. 

14, Mar. 8-31, 1907; Feb. 15 to Apr. 23, May 10-23, 1908; Mar. 1 to May 16, 1912; Jan. 

10 to Feb. 12, Mar. 22 to Apr. 23, 1913; Feb. 11-23, 1915; Jan. 1-18, Jan. 26 to Feb. 5, 

Mar. 1 to Apr. 20, 1917.

South Fork of Holston River at Bluff City, Tenn.

Location.- At old highway bridge at Bluff City, Sullivan County, 300 feet below Virginia

& Southwestern Railroad bridge and 1 mile below Indian Creek prior to Aug. 19, 1928;

100 feet upstream and 50 feet above new highway bridge thereafter. 

Drainage area.- 828 square miles. 

Records available.- July 1900 to September 1934. 

Sources of data.- Tennessee Division of Geology Bulletin 34 and U. S. Seological Survey

records. 

Sage.- July 17, 1900, to Aug. 18, 1928, nonrecording gage read once daily and sometimes

oftener during high water; recording gage thereafter. Zero of both gages is

1,368.09 feet above mean sea level. 

Stage-discharge relation.- Not permanent. Rating curves only fairly well defined. Banks

not subject to overflow. 

Regulation.- Slight diurnal regulation, flood stages not affected.

Flood stages and discharges 

(Base discharge 6,000 second-feet)

Date

Sage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1901 Jan. 

Mar.

Apr.

May 

June 

Aug. 

Dec.

1902 Jan. 

Feb. 

Mar. 

June

1903 Feb. 

Mar.

1904 Mar.

1905 Feb. 

July

1906 Jan. 

Oct. 

Nov. 

Dec.

1907 June 

July 

Sept.

1908 Jan. 

Apr. 

Dec.

1909 Mar. 

May

1910 July

1911 Jan.

20

22

29

17

23

6

15

15

27

29

31

28

29

28

17

1

23

24

9

13

23

20

20

29

14

13

24

12

2

6.6

5.0

6.5

9.4

15.0

5.6

5.0

8.9

5.00

6.0

6.0

6.7

12.55

5.4

11.45

6.0

8.0

9.4

5.0

7.5

5.7

5.4

6.2

10.0

6.0

5.8

5.5

11.7

5.4

6.2

8.9

7.0

5.9

5.4

6.4

5.6

5.4

9,430

6,OQO

9,190

16,200

7,200

6,000

15,000

6,000

8,060

8,060

9,670

23,800

6,790

21,000

8,060

12,800

16,200

6,000

11,600

7,200

6,580

8,270

17,300

7,830

7,410

6,780

21,400

6,580

8,270

14,700

10,100

7,620

6,580

8,720

6,990

6,580

Jan.

Feb. 

Mar. 

Apr.

1912 Mar.

Apr.

1913 Jan. 

Mar.

May

1914 Mar. 

Dec.

1915 Feb. 

Dec.

1916 Jan.

Feb. 

July 

Aug. 

Dec.

1917 Jan.

Mar.

1918 Jan. 

Oct.

1919 Jan.

23

31

10

8

6

16

30

3

28

15

27

24

28

12

31

25

26

2

19

30

7

8

3

17

16

29

5

23

5

5

18

25

29

31

26

31

5.3 

5.8 

6.7 

7.8 

6.1 

7.2 

6'.3 

8.1 

5.5 

7.4 

9.1 

6.6 

6.1 

5.5 

6.3 

6.2 

5.3 

5.9 

7.6 

5.2 

10.0 

9.6 

6.0 

6.3 

8.1 

5.4 

6.4 

5.5 

8.7 

9.3 

5.8 

6.0 

9.1 

6.7 

7.7 

6.2 

7.0

6,380 

7,410 

9,410

12,000 

8,050

10,600 

8,490

12,700 

6,780

11,100

15,100 

9,180 

8,050 

6,780 

8,490 

8,720 

6,380 

7,620

11,500 

6,180

17,300

16,300 

7,830 

8,490

12,700 

6,580 

8,720 

6,780'

14,200

15,600 

7,410 

7,830

15,100 

9,410

11,800 

8,270

10,100
FLOOD RECORDS - OHIO RIVER BASIS 211

Flood stages and discharges of 

South. Fork of Hols ton River at Bluff City, Term.' Continued

Date

1919 May

Dec.

1920 Jan.

Mar.

Apr.

Dec.

1921 Jan.

Feb.

Aug.

1922 Jan.

Feb.

Mar.

Apr.

Deo.

1923 Jan.

Feb.

Mar.

June

1924 Jan.

June

Sept.

Dec.

26

14

23

25

13-14

20

2

15

15

11

18

20

22

16

2

11

16

28

16

18

28

3

3

14

7

17

13

1

11

14

14

30

9

6.4

5.3

6.1

5.3

5.4

7.2

8.0

5.42

5.86

7.56

5.72

8.90

8.30

6.50

6.20

6.40

6.60

7.60

7.3

6.2

7.6

9.3

11.3

7.8

6.8

6.5

10.7

6.2

5.8

6.6

7.1

6.9

5.8

Gage

height Discharge 

(feet) (second-feet)

8,720

6,380

8,050

6,380

6,580

10,600

12,500

6,240

7,110

10,900

6,830

14,100

12,600

8,470

7,820

8,250

8,690

11,000

8,900

6,980

9,440

12,500

16,100

9,SOO

8,000

7,490

15,000

6,980

6,310

7,660

8,540

8,180

6,310

Date

1925 Jan.

1926 Jan. 

Feb. 

Dec.

1927 Feb.

Apr. 

May 

Dec.

1929 Feb. 

Mar.

June 

July

1930 Apr.

1931 Apr.

1932 Jan. 

Feb.

Dec. 

1933 Feb.

May

1934 Mar.

Gage

height Discharge 

(feet) (second-feet)

6,150

6,150

8,000

8,540

12,300

11,200

7,320

8,540

16,300

14,100

9,800

7,320

6,470

6,150

8,480

8,890

10,400

6,720

6,540

4,930

8,210

10,300

6,300

12,400

15,300

6,300

13,200

9,500

7,900

9,020

6,150

7,010

12

19

15

10

22

26

29

20

23

24

22

30

16

17

28

6

6

26

2

7

5

5

30

4

4

13

28

29

8

15

11

4

5.7

5.70

6.8

7.10

9.20

8.55

6.40

7.10

11.4

10.20

7.80

6.40

5.9

5.70

7.46

7.68

8.39

6.60

6.50

5.57

7.39

8.44

6.44

9.00

10.00

6.35

9,30

7.94

7.21

7.71

6.33

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Holston River near Rogersvllle, Term.

Location.- Prior to October 1923 U. S. Weather Bureau gage at Virginia & Southwestern 

Railroad bridge near Austin Kill, half a mile below county highway bridge, 2 miles 

downstream from mouth of Dodson Creek, and 3 miles south of Rogersville, Hawklns 

County; October 1923 to May 16, 1934, at county highway bridge) thereafter 300 feet 

downstream from highway bridge.

Drainage area.- 3,060 square miles.

Records available.- March 1902 to September 1934.

Sources of data.- Sage-height records by TJ. S. Weather Bureau to October 1923 and by TJ. S. 

Geological Survey thereafter. Discharge records from Tennessee Division of Geology 

Bulletin 34 and TJ. 8. Geological Survey records.

Sages.- Honrecording gage read once daily prior to October 1923 and twice daily from 

 November 1923 to October 1926} recording gage thereafter. Zero of D. S. Weather 

Bureau gage at railroad bridge is 1,053.86 feet above mean sea level (data of TJ. S. 

Weather Bureau). Zero of gages at highway bridge is 1,057.04 feet above mean sea 

level. Gage established May 16, 1934, set to same datum but reads about 0.1 foot 

lower than gage at highway bridge.

Stage-discharge relation.- Control practically permanent. Rating curves at high stages 

poorly defined prior to 1917 and well defined up to about 35,000 second-feet thereafter.

Regulation.- Ho regulation at high stages.

I>orleal data.- Maximum known stage, 38.4 feet Mar. 10, 1867, determined by TJ. S. 

Weather Bureau.

Flood stages and discharges 

(Base discharge 16,000 second-feet)

1902 Mar. 

June

1903 Feb. 

Mar.

Apr.

1904 Mar.

30

28

18

1

24

9

24

Gage

height Discharge 

(feet) (second-feet)

10.6

10.4

13.3

8.2

14.3

9.9

7.00

33,800

33,000

44,600

24,200

48,600

31,000

19,400

Date

1905 Mar. 

July

1906 Jan. 

July 

Oct. 

Nov.

11

13

24

31

20

20

Gage

height Discharge 

(feet) (second-feet)

Dec. 29-30

6.3

6.3

15.0

6.2

6.7 

11.5

6.8

16,600

16,600

51,400

16,200

17,800

37,400

18,600
212 FLOODS IN THE UNITED STATES

 Flood stages and discharges of Holston River near Rogersville, Tenn. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1907 June

Sept. 

Dec.

1908 Jan. 

Feb. 

Mar. 

Apr.

Dec.

1909 Feb. 

Mar.

May 

June

1910 July 

Dec.

1911 Jan.

Feb. 

Mar. 

Apr.

1912 Jan. 

Mar.

Apr.

1913 Jan. 

Mar.

May

1914 Mar.

Dec.

1915 'Jan. 

Feb. 

Dec.

1916 Jan. 

Feb.

July

Aug. 

Dec.

1917 Jan.

Feb.

Mar.

1918 Jan. 

Oct.

1919 Jan. 

May 

Dec.

1920 Jan. 

Mar.

Apr.

Dec.

1921 Feb.

Aug.

1922 Jan.

Feb.

Mar.

12

15

24

31

13

16

7

3

26

8

11

11

29

2

5

9

7

4

31

9

8

6

10

31

10

16

30

3

30

28

16

28

25

28

13

31

26

8

3

19

30

8

3

26

17

23

17

29

6

23

30

21

25

5

13

18

25

29

29

26

31

3

26

15

24

14

20

3

3

15

11

11

19

22

22

16

3

8.4

14.0

9.0

6.5

11.5

8.8

6.6

12.7

6.5

7.3

7.4

7.4

8.6

9.8

6.2

5.5

6.0

8.8

7.1

9.5

11.0

8.7

6.6

6.4

6.5

8.8

10.1

14.4

6.6

7.8

12.2

19.1

7.0

6.8

6.9

9.5

10.7

7.7

9.6

15.2

9.4

12.3

9.0

6.7

15.4

7.1

8.9

6.5

11.0

8.2

6.8

7.8

7.3

17.1

6.7

9.1

10.1

17.7

20.0

8.2

8.8

12.2

7.3

8.5

7.4

9.0

10.2

14.5

15.0

9.3

11.2

12.2

7.4

12.7

13.3

11.2

8.7

25,000

47,400

27,400

17,400

37,400

26,600

17,800

42,200

17,400

20,600

21,000

21,000

25,800

30,600

16,200

** 13,400

*# 15,400

25,800

19,000

28,600

34,600

25,400

17,000

16,200

16,600

25,800

31,000

48,200

17,000

21,800

39,400

67,000

18,600

17,800

18,200

28,600

33,400

21 , 400

29,000

49,000

27,000

38,000

25,500

16,900

49,800

18,400

25,100

16,100

33,100

22,400

17,200

21,000

19,100

56,300

16,900

25,900

29,700

58,600

P 70,900

22,500

25,000

38,900

18,800

23,800

19,200

25,800

30,700

48,400

P 50,400

27,000

34,800

P 38,900

19,200

41,000

P 43,400

34,800

24,600

Mar.

Apr.

May

Dec.

1923 Jan.

Feb.

Mar.

June

1924 Jan.

Feb.

Mar.

June

Oct.

Dec.

1925 Jan.

Feb.

1926 Jan.

Apr.

Nov.

Dec.

1927 Feb.

Mar.

Apr.

May

June

Dec.

1928 June

Sept.

1929 Mar.

May

June

July

1930 Mar.

1931 Apr.

1932 Jan.

Feb.

Mar.

May

Dec.

1933 Feb.

May

1934 Mar.

Apr.

11

16

29

20

16

18

2

29

1

4

4

14

8

18

14

4

12

21

6

14

15

1

9

9

12

16

19

19

13

17

10

23

26

29

21

24

24

9

23

31

3

17

30

3

6

6

1

6

6

24

8

21

31

27

3

20

5

5

31

4

4

13

5

2

29

29

9

16

21

11

4

4

25-26

29

10

9.0

8.8

13.0

6.6

11.7

8.0

6.7

11.4

7.5

16.6

17.0

13.0

9.0

9.0

11.5

7.32

7.16

7.05

6.35

10.86

7.48

7.9

7.7

8.55

8.2

6.7

8.00

8.03

6.4

6.96

7.59

11.66

11.03

9.04

7.92

15.38

16.96

6.98

8.99

11.28

7.20

7.20

6.47

7.15

7.10

8.4

9.46

10.34

10.92

9.26

6.11

7.48

6.88

7.27

6.89

6.59

9.82

10.30

9.30

12.82

14.60

'8.03

6.10

8.45

11.76

12.4

8.25

10.90

7.41

6.60

9.63

12.2

7.36

7.25

25,800

25,000

42,200

16,000

36,900

21,700

16,400

35,600

19,600

57,000

P 58,600

42,200

25,800

25,800

36,000

20,000

19,600

18,800

16,500

P 35,400

20,800

22,400

21,600

P 25,000

23,600

17,600

22,800

P 22,900

16,500

19,400

21,900

39,800

36,700

27,800

23,100

56,500

P 63,700

19,400

27,800

38,000

20,200

20,200

17,500

20,200

19,800

P 25,200

30,000

33,600

P 36,200

29,100

16,000

21,400

19,100

20,600

19,100

17,900

31,300

P 33,600

29,100

44,800

P 52,900

23,500

16,000

25,200

36,900

P 39,600

81,900

33,000

19,000

16,300

27,400

P 38,700

19,000

18,300

19,900

<f* Below base

Note.- All discharge quantities are average daily flows except as designated by P 

(momentary peak).
FLOOD RECORDS - OHIO RIVER BASIN

Little Tennessee River at Judson, N. C.

Location.- June 1896 to June 30, 1905, at Southern Railway bridge at Judson, Swain

County, about half a mile below mouth of Sawyer Branch; July 1, 1905, to Sept. 30, 

1913, about 100 feet upstream; thereafter a quarter of a mile below highway bridge 

at Judson and a quarter of a mile above mouth of Sawyer Branch.

Drainage area.- 668 square miles.

Records available.- September 1895 to September 1933.

Sources of data.- Tennessee Division of Geology Bulletin 34 and U. S. Geological Survey 

records. Records of daily discharge Apr. 16, 1912, to Oct. 20, 1918, discharge 

measurements June 1912 to October 1914, and gage-height records Dec. 15, 1918, to 

Sept. 30, 1924, by the Knoxvllle Power Co.

Gagee.- Honrecording gage read once daily prior to December 1918; twice dally December

1918 to June 5, 1934, except for period Oct. 1, 1913, to Oct. 20, 1918, when record 

was from nonrecording and recording gages intermittently; recording gage thereafter. Zero of gage used 1905-13 was 0.5 foot higher than zero of previous gage. 

Relation between daturas used before and after Sept. 30, 1913, is unknown. Zero of 

gage used since Sept. 30, 1913, is 1,520.7 feet above mean sea level.

Stage-discharge relation.- Practically permanent for each location. Rating curves not 

well defined above 10,000 second-feet.

Regulation.- Probably not appreciable effect on high stages.

Flood stages and discharges 

(Base discharge 6,000 second-feet)

1896 July

Nov.

1897 Feb.

Mar.

Apr.

1898 Mar.

July

Aug.

Sept

Oct.

1899 Feb.

Mar.

June

Dec.

1900 Feb.

Mar.

Apr.

Oct.

Dec.

1901 Jan.

Mar.

Apr.

May

June

Aug.

Dec.

1902 Jan.

Feb.

Mar.

1903 Feb.

Mar.

9

11

30-Deo. 1

2

23

12

20

22

5-4

29

15

4

13

3

5

18

, 4

7

27

14

16

19

30

13-14

14

13

1

9

13

24

4

11

26

Z

20

20

15

7

15

17

23

28.29

11

15

29

28

1

28

29

12

28

10

15

8.80

8.95

7.70

6.40

8.60

9.20

8.90

8.50

7.91

8.30

6.81

10.38

9.02

11.93

13.50

6.95

11.38

11.40

10.25

9.55

8.93

13.00

5.90

6.71

8.40

11.35

6.33

6.40

5.92

6.71

6.07

8.40

10.54

8.40

8.46

12.32

6.41

7.32

7.28

9.54

10.32

7.42

5.92

13.59

13.92

5.91

6.72

16.19

9.32

6.. 40

10.63

7.40

6.42

Gage

height Discharge 

(feet) (second-feet)

14,400

15,100

11,000

7,400

13,800

15,800

14,800

13,500

11,600

12,800

8,450

19,900

15,100

25,500

31,100

9,000

23,500

23,500

19,200

17,100

14,800

29,300

6,180

8,180

13,20O

23,500

7,150

7,400

6,180

8,180

6,650

13,200

20,300

13,200

13,500

26,800

7,40O

9,850

9,850

16,800

19,600

10,100

6,180

31,500

32,500

6,180

8,180

40,800

16,100

7,400

20,700

10,100

7,400

Date

Mar. 

Apr.-

1904 Mar. 

May

1905 Jan. 

Feb.

July 

Dec.

1906 Jan.

JulySept.

Oct. 

Nov.

1907 Sept.

1908 Jan. 

Feb. 

Mar. 

Apr. 

Dec.

1909 Feb.

Mar.

May

June

1910 Jan.

1911 Jan. 

Apr.

1912 Jan. 

Feb. 

Mar.

1913 Mar.

1914 Apr. 

Nov. 

Dec.

1915 Feb. 

Dec.

1916 Feb. 

May

23

2

6

14

7

12

9

21

3,2

3

9

5

23

18

19

30

6

19

23

12

15

24

25-26

8

11

23

10

13

26

2

23

6

7

3

4

9

30

26

15

24

30

15

27

15

30

4

26

2

18

29

2

23

10.30

7.15

8.70

6.55

6.25

8.2

8.0

6.8

7.6

8.00

6.9

8.0

9.0

6.80

7.10

12.00

7.9

13.5

7.00

8.5

10.9

7.5 7'.0

8.4

7.4

6.8

8.0

9.5

6.9

7.6

7.8

9.8

6.7

7.9

10.1

7.5

8.0

8.6

10.4

7.8

12.1

25.70

26.00

20.40

22.60

23.50

23.10

22.80

24.20

24.45

23.12

22.62

Gage

height Discharge 

(feet) (second-feet)

19,600 

9,560

14,100 

7,920 

6,900 

6,000

12,500

11,900 

8,450 

7,370 

8,030 

6,250 

8,030 

9,730 

6,090 

6,570

14,800 

7,860

17,400 

6,410 

8,880

13,000 

7,210 

6,410 

8,710 

7,050 

6,090 

8,030

10,600 

6,250 

7,370 

7,690

11,100 

5,930 

7,860

11,600 

7,210 

6>,620 

7,680

10,900 

6,280

14,000

13,600

14,300 

3,640 

7,780 

9,690 

8,830 

8,200

11,200

11-,700 

8,870 

7,810

Below base
214 FLOODS IN THE UNITED STATES

Flood stages and discharges of Little Tennessee River at Judson, N. C. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1916 July

1917 Feb. 

Mar.

1918 Jan. 

Oct. 

Dec.

1919 Jan. 

Dec.

1920 Mar. 

Apr.

Dec.

1921 Feb.

1922 Jan. 

Feb. 

Mar.

Dec.

1923 Feb. 

Mar. 

May

1924 Jan.

Apr. 

Dec.

1925 Jan.

1926 Jan.

10

17

20

4

24

27

28

30

22

3

10

29

2

4

14

10

21

15

2

11

15

23

17

6

17

30

11

11

18

8

9

19

18

25.96

22.68

22.60

23.38

24.35

27.4

22.4

22.9

22.0

26.0

24.6

24.7

23.3

26.1

22.6

22.3

22.6

21.8

22.0

24.0

21.8

21.8

21.8

22.40

22.7

22.20

24.2

21.78

21.82

15,000 Jan. 18

7,940 Dec. 26

7,780 28

30,000 29

11,000 1927 Mar. 8

9,430 Dec. 16

11,500 1923 Mar. 30

13,000 30

19,600 Aug. 16

7,310 Sept. 3

8,310 6

6,550 1929 Feb. 28

15,900 Mar. 5

12,200 15

12,500 24

10,300 May 7

16,100 20

7,700 Sept. 26"

7,120 26

7,700 1929 Nov. 15

6,170 1930 Mar. 7

6,550 1931 Apr. 22

10,800 Dec. 14

6,170 14

6,170 1932 Jan. 30

6,170 May 1

7,310 Oct. 17

7,900 Dec. 12

6,930 14

11,200 17

6,170 28

6,170 28

6,680 1933 Feb. 15

23.00

23.50

24.10

23.12

22.20

22.72

24.45

24.80

22.20

22.48

24.45

22.13

22.36

21.96

25.30

21.68

21.40

21.64

22.66

23.20

22.10

22.45

21.95

22.20

22.55

22.68

26.90

27.10

22.34

8,520

9,620

11,000

3,740

6,930

7,900

11,800

12,800

11,000

6,930

7,500

8,270

10,600

11,800

6,930

7,310

6,550

12,700

14,100

5,990

5,460

5,810

7,900

8,960

6,740

7,310

6,550

6,930

7,700

7,900

18,400

19,<S>0

7,120

* Estimated 

*» Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momsntary peak).

Little Tennessee River at Mc&hee, Term.

Location.- September 1904 to November 1905 at old railroad bridge 500 feet below present 

Louisville & Nashville Railroad bridge, half a mile below mouth of Tellico River, 

and half a mile south of McGhee, Monroe County; December 1905 to Sept. 17, 1925, at 

present railroad bridge; Sept, 18, 1925, to Sept. 4, 1929, at junction of Little 

Tennessee and Tellico Rivers, 250 feet above Niles Ferry; thereafter 100 feet above 

site of gage used 1925-29.

Drainage area.- 2,470 square miles*

Records available.- November 1904 to September 1934.

Sources of data»- Tennessee Division of Geology Bulletin 34 and U. S. Geological Survey 

records. Gage-height records from U.. S. Weather Bureau 1904 to 1918.

Pages.- Nonrecording gage read once daily 1904 to Sept. 17, 1925, three times daily from 

then to Sept. 4, 1929; recording gage thereafter. Zero of gages since Oct. 1, 1918, 

760.07 feet above mean sea level, 0.80 foot lower than that used in 1913. Graduated 

minus corrections have been applied to gage heights from 1914 to 1918 to make them 

comparable with 1913 record. Zero of gage prior to Dec. 1, 1905, was 0.30 foot 

lower than that of succeeding gage*

Stage-discharge relation.- Nearly permanent for each location; possibly some backwater 

from flood stages of Tennessee River. Rating curves fairly well defined.

Regulation.- By power developments upstream, begun in 1918. Effect on flood flows is 

probably small.

Remarks - Records 1914 to 1918 may be subject to considerable error-.

Historical data.- Maximum known stage, 39.0 feet March 1867.

Flood stages and discharges 

(Base discharge 23,300 second-feet)

1905 Jan. 

Feb.

1906 Jan.

13

9

21

4

Gage

height Discharge 

(feet) (second-feet)

13.7

12.5

35,000

38,800

37,700

33,200

Jan.

Oct.

Nov.

1907 Nov.

23

1

19

24

Gage

height Discharge 

(feet) (second-feet)

14.0

13.3

22.2

9.3

38,800

36,200

70,000

23,600
FLOOD RECORDS - OHIO RIVER BASIN

Flood stages and discharges of Little Tennessee River at McGhee, Tenn. Continued

Date

1908 Jan. 

Feb. 

Mar.

1909 Feb.

Mar. 

May

June 

July

1910 June 

Dec.

1911 Jan. 

Feb. 

Apr. 

Oct. 

Dec.

1912 Jan. 

Feb.

Mar. 

Apr.

1913 Jan. 

Feb. 

Mar.

May

1914 Apr. 

Oct. 

Dec.

1915 Feb. 

Dec.

1916 Jan. 

Feb. 

May 

July

Dec.

1917 Feb. 

Mar.

Apr.

1918 Jan.

Feb. 

Oct. 

Dec.

1919 Jan. 

Mar. 

Dec.

1920 Jan. 

Mar.

*# Below base 

Note.- All discharg 

(momentary peak).

height Discharge 

(feet) (seoond-feet)

Gage

height Discharge 

(feet) (second-feet)

12

16

24

16

23

14

1

23

4

9

6

6

4

9

6

18

27

30

22

27

16

29

2

23

28

30

25

28

12

28

15

28

24

20

16

5

26

2

18

30

23

3

24

10

17

29

21

5

18

25

28

6

29

31

17

30

23

3

6

10

25

13

17

10.8

11.0

10.6

11.0

12.2

13.6

13.8

13.2

14.1

10.0

9.5

10.0

12.2

11.2

14.4

9.8

10.2

10.9

10.3

11.5

12.6

15.0

11.3

11.0

10.2

12.1

10.1

10.4

10.3

15.1

17.5

17.4

13.5

7.95

13.75

13.15

19.55

14.7

18.2

15.7

10.45

13.66

10.8

13.1

9.8

11.35

13.5

27.2

10.7

16.3

14.3

10.9

20.15

17.35

9.85

19.6

18.8

14.3

11.1

15.6

13.2

11.6

15.8

27 ,000

27,700

26,300

27,700

32,100

37,300

38,100

35,800

39,200

24,200

«* 22,500

24,200

32,100

28,400

40,300

23,500

24,900

27,400

25,300

29,500

33,500

42,600

28,800

27,700

24,900

31,700

24,600

25,600

25,300

43,000

52,100

51,700

36,900

** 17,500

38,100

35,800

60,100

41,500

54,800

45,300

25,600

37,300

27,000

35,400

23,500

29,200

36,900

89,000

26,700

47,600

40,000

27,400

62,400

51,700

23,500

63,000

59,000

37,600

24,800

43,600

32,900

26,600

44,500

Mar. 

Apr.

Aug.

Sept.

Dec.

1921 Feb. 

Apr.

1922 Jan.

Feb. 

Mar.

Apr. 

Dec.

1923 Jan. 

Feb.

Mar.

Apr.

1924 Jan.

Mar. 

Apr. 

Dec.

1925 Jan.

1926 Apr. 

Dec.

1927 Feb. 

Mar. 

Dec.

1928 Aug. 

Sept.

1929 Feb.. 

Mar.

May 

Nov.

1930 Mar.

1931 Apr.

Dec. 

1932 Jan.

May 

Dec.

1933 Feb.

1934 Mar.

20

2

3

15

13

14

23

11

17

20

22

16

3

11

20

16

18

24

4

6

14

7

17

14

4

17

6

19

9

1

13

26

26

29

24

8

16

16

3

3

6

28

5

15

23

24

7

20

18

18

8

5

5

14

30

30

1

15

29

29

8

15

4

4

11.4

30.5 P*

24.8

14.7

11.2

16.2

12.4

19.0

14.0

17.6

23.7

15.5

13.7

17.4

10.9

13.4

17.3

11.6

12.4

12.4

13.2

11.8

14.6

10.8

11.9

11.7

12.2

12.7

16.5

10.9

10.5 #»

20.67

20.9 P

18.80

13.41

13.60

13.69

14.11

16.37

17.9 P

12.79

13.05

15.06

16.68

18.50 P

15.95

13.66

12.70

12.36

13.2 P

10.87 **

12.43

14.6 P

12.92

18.18

20.6 P

14.63

13.56

23.58

27.0 P

13.00

19.41

20.01

21.97 P

25,800

92,000

89,000

39,400

25,100

46,400

29,600

60,000

36,300

53,100

83,500

43,100

35,000

52,100

24,000

33,700

51,600

26,600

29,600

29,600

32,900

27,300

39,000

23,700

28,000

27,200

29,200

31,200

48,200

24,100

21,000

58,300

59,000

50,700

29,600

30,300

29,600

30,900

38,900

44,200

26,600

25,800

33,400

40,400

49,100

37,200

28,200

24,900

23,300

25,800

19,400

23,300

30,300

25,200

43,500

52,600

30,600

26,200

61,000

75,200

24,800

45,100

47,300

58,400

quantities are average daily flows except as designated by "P"
216 FLOODS IN THE UNITED STATES

Tuokasegee Kiver at Bryson, N. C.

Location.- Nov. 7, 1897, to Feb. 2, 1914 on old highway bridge in Bryson, Swain' County, 

half a mile below mouth of Deep Creek; Feb. 3, 1914, to May 17, 1920, about 200 

feet downstream; May 18, 1920, to June 27, 1927, at new highway bridge located at 

site of old bridge; thereafter about 400 feet dovmstream.

Drainage area.- 673 square miles.

Records available.- November 1897 to September 1934. Only gage-height record and flood 

estimates prior to October 1899.

Sources of data.- Tennessee Division of Geology Bulletin 34 and U. S. C-eological Survey 

records. Discharge measurements 191S-14, daily discharges October 1913 to December 

1919, gage-height records January 1920 to September 1924 furnished by Knoxvllle 

Power Co.

Gages.- Nonrecording gage read once daily November 1897 to August 1912; twice daily September 191S to Feb. 2, 1914, and May 18, 1920, to June 27 , 1927. Recording gage 

Feb. 3, 1914, to May 17, 1920, and subsequent to June 28, 1927. Zero of gages subsequent to 1914, 0.1 foot higher than zero of original gage.

Stage-discharge relation.- Fairly permanent. Rating curves well defined to about 15,000 

second-feet.

Regulation.- Slight regulation due to power plant on Oconalufty River has no effect at 

high water.

Flood stages and discharges 

(Base discharge 6,000 secorid-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1898

1899

1900

1901

1902

1903

1904

1905

1906

Jan.

Mar.

Aug.

Sept.

Oct.

Feb.

Mar.

Dec.

Feb.

Mar.

June

Oct.

Nov.

Jan.

Mar.

Apr.

May

Aug.

Dec.

Feb.

Mar.

Feb.

Mar.

Apr.

Jan.

Mar.

Jan.

July

Dec.

Jan.

Mar.

*

##

25

29

4

11

3

5

22

4

17

4

27

15

19

12

13

23

24

23

26

11

26

2

20

21

6

15

17

22

14

29

28

16

29

4

11

16

28

8

11

23

30

8

13

22

7

12

12

3

3

23

30

Estimated

Below bas

4.50

6.70

7.80

5.30

8.50

6.00

4.30

7.60

5.30

9.00

7.00

9.60

11.00

6.50

8.00

G.45

4.30

5.20

4.80

7.10

G.75

5.60

4.30

0.25

7.00

5.00

5.15

5.00

8.80

9.90

9.90

5.25

6.25

5.75

4.20

5.00

7.00

4.35

4.20

8.20

4.30

G.50

4.75

5.40

4.80

6.4

5.2

5.2

5.5

8.8

4.2

1

36

* 6 ,eoo

# 12,200

* 14,800

« 8,800

* 16,500

* 10,500

* 6,300

* 14,300

» 8,800

* 17,700

* 18,900

* 19,100

* 22,500

11,500

15,100

 .1,500

6,440

8,600

7,640

13, -200

12,400

9,560

6,440

15,800

12,900

8,120

8,600

8,120

17,200

19,900

19,900

8,600

11,000

10,000

6,S10

8,120

14,800

6,680

6,210

15,800

6,440

11,700

7,640

9,080

7,640

11,500

3,600

8,600

9,320

8,120

6,210

Sept. 

Oct.

Nov.

1907 Sept. 

Dec.

1908 Jan. 

Feb. 

Mar. 

Apr. 

Dec.

1909 Feb.

Mar.

May

June

1910 Mar.

1911 Jan.

Apr.

Dec. 

191S Jan.

Feb.

Mar.

1913 Feb.

1914 Apr. 

Nov. 

Dec.

1915 Feb. 

Dec.

1916 Feb. 

July

1917 Jan. 

Feb.

Mar.

Oct. 

Dec.

30

2

6

19

23

30

12

15

24

25

7

10

16

10

14

25

28

1

20

22

4

1

3

5

27

29

26

15

29

27

14

27

20

30

4

25

2

18

29

2

10

22

20

4

24

27

28

28

29

22

22

6,2

4.8

4.2

10.0

4.2

4.30

4.6

6.6

4.6

4.9

5.0

4.5

4.2

4.6

4.4

4.2

4.3

4.6

4.2

4.4

6.5

3.85

5.5

6.9

4.20

4.2

4.4

6,0

6.4

5.6

7.0

9.3

3.10

4.96

4.66

5.36

4.95

7.60

6.20

5.28

5.30

5.16

4.85

10.70

5.75

5.23

7.00

10.3

7.00

8.10

8.6

11,000

V W 640

6,210

20,100

6,210

6,440

7,160

12,000

7,160

7,880

8,120

6,920

6,210

7,160

6,680

6,S10

6,440

7,160

6,210

6,680

11,700

#* 5,290

9,320

12,700

6,210

6,S10

6,680

10,500

11,500

9,560

12,900

18,400

** 3,400

6,570

6,060

7,250

6,550

13,100

8,960

7,110

7,140

6,710

6,380

23,200

7,960

7,030

11,300

P 21,200

11,300

14,600

P 16,100
FLOOD RECORDS - OHIO RIVER BASIN 217

Flood stages and discharges of Tuckasegee River at Bryson, N.C. Continued

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1919 Jan. 

Dec,

1920 Mar.

Apr.

Dec.

1921 Feb.

1922 Jan. 

Feb. 

Mar.

Dec.

1923 Feb. 

Mar.

1924 Jan. 

Dec.

1925 Jan.

1926 Jan.

14

17

29

2

4

14

10

21

15

2

10

15

17

15

17

11

1

18

18

26

26

29

5.40 

5.0

4.5

4.6 

4.5 

10.9 

6.3 

6.3 

5.7 

7.7 

5.0 

5.6 

5.2 

4.3 

5.6

4.4

4.5 

4.66

6.00

5.10

6.20

7,320

6,640

6,560

6,780

6,560

22,500

10,800

10,800

9,520

14,200

7,690

9,080

8,150

6,120

9,080

6,540

6,120

6,920

6,290

9,960

3,750

7,800

10,400

7,740

9,480

7,320

1927 Mar. 

Dec.

1928 June 

Aug.

Sept.

1929 Feb.

Mar.

May

Sept.

Nov.

1950 Mar.

1951 Apr.

Dec.

1952 Jan.

May 

Dec.

1953 Feb.

1954 Mar.

8

16

50

16

16

5

28

5

14

14

25 

V

26

15

19

4

4

14

50

50

1

28

28

8

15

4

4.50

4.52

9.15

4.68

5.15

6.85

4.45

5.50

3.54

5.56

5.90

9.25

7,080

6,480

6,040

11,800

18,500

6,920

8,040

9,290

9,050

12,000

6,040

6,260

6,120

4,680

4,380

6,540

8,660

6,000

7,010

9,760

6,770

15,600

18,500

6,040

7,020

10,500

-*-:.- Below base

Mote.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Clinch River at Clinton and near Coal Creek, Term.

Location.- October 1905 to June 1920 at Southern Railway bridge at Clinton, Anderson

County, about 15 miles below mouth of Coal Creek; July 1920 to September 1927 at a 

highway bridge 1,000 feet downstream; thereafter at Massengill_store, 500 feet upstream from a highway bridge, three-quarters of a mile above mouth or Coal Creek, 

and 3J=f miles east of Coal Creek, Anderson County.

Drainage area.- 3,090 square miles at Clinton and 2,960 square miles near Coal Creek.

Records available.- Flood records 1886-97 for stages of 30 feet or more and 1895-1903 

for stages of 15 feet or more. Daily discharge records October 1905 to September 

1927 at Clinton and May 1927 to September 1954 near Coal Creek. Gage-height records for winters only December 1884-97 and for complete years starting July 1, 

1897.

Sources of data.- Gage-height records prior to May 7, 1924, by U. S. Weather Bureau; discharge records 1903-24 from Tennessee Division of Geology Bulletin 54 and 1925-54 

from U. S. Geological Survey records.

Gages.- Nonrecording gage at Clinton; recording gage near Coal Creek. Zero of gage July 

1, 1920, to Sept. 30, 1927, was 776.61 feet above mean sea level and was 0.10 foot 

lower than that of previous gage. Zero of recording gage is 808.95 feet above mean 

sea level. Gage read once daily prior to 1925, twice daily 1925-27. Gage readings 

prior to 1918 are subject to some uncertainty.

Stage-discharge relation.- Permanent. Right bank at Clinton station overflows at gage 

height about 30 feet. Curves fairly well defined by measurements made subsequent 

to 1921; previous measurements for low stages only.

Remarks.- Discharge records at Clinton for gage heights 25.0 feet and above for 1904-26 

were revised and additional discharge records for stages 15.0 feet and above for 

July 1, 1897, to Sept. 30, 1903, were computed for this report.

Flood stages and discharges 

(Base discharge 17,000 second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

1886 Mar. 31 45.0

Apr. 7 38.0

1890 Feb. 28 35.5

1893 Feb. 19 32.5

1896 Apr. 2 37.0

1897 Feb. 23 57.5

1898 Apr. 1 16.0 19,600

Aug.

1899 Jan. 

Feb.

7

12

8

6-7

27

7

16

Gage

height Discharge 

(feet) (second-feet)

15.4

21,0

21.5

28.0

17.0

26.0

14.8

18,400

51,800

53,200

51,100

21,900

45,500

17,000
218 FLOODS IK THE UHITED STATES

Flood stages and discharges of 

Clinch River at Clinton and near Coal Creek, Tenn. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1899 Mar.

May

1900 Feb.

Mar.

Nov.

1901 Jan.

Mar.

Apr.

May

June

Aug.

Dec.

1902 Feb.

Mar.

1903 Feb.

Mar.

Apr.

1904 Mar.

1905 Jan.

Feb.

Mar.

May

1906 Jan.

Nov.

Dec.

1907 Mar.

Apr.

May

June

Nov.

1908 Jan.

Feb.

Apr.

1909 Jan.

Feb.

Mar.

May

July

Aug.

1910 Feb.

1911 Jan.

Feb.

Mar.

Apr.

May

Dec.

1912 Feb.

Mar.

Apr.

1913 Jan.

Mar.

May

1914 Apr.

Dec.

21

30

9

15

22

28

13

29

4

22

27

24

25

15

17

31

1

2

7

30

6

18

2

10

25

10

15

25

14

11

12

17-18

25

21

31

4

9

9

10

16

12

26

1

17

4

18

12

25-26

12

30

2

9

15

17

20

4

10

9

7

17

2

29

1

23

27

1

16

27

31

4

30

9

26

2

16

29

26

1

22

26

26.5

26.0

15.0

20.0

20.5

23.3

20.5

15.0

16.0

19.2

17.4

26.0

15.0

26.7

22.5

31.0

22.0

32.5

19.9

29.5

20.0

26.0

22.4

19.6

22.5

21.1

21.0

16.0

18.7

19.0

18.4

15.0

13.0

31.0

18.0

21.0

15.0

17.0

16.0

25.6

21.5

19.0

19.4

19.5

21.6

20.5

18.4

15.5

10.4

15.3

21.5

15.0

16.6

19.5

15.3

21.0

24.4

25.0

25.2

14.8

15.4

16.0

16.8

16.0

15.0

15.4

20.0

15.0

22.0

31.0

25.5

23.4

21.0

15.4

21.0

29.9

15.8

23.1

17.0

18.0

46,900

45,500

17,500

29,200

30,500

38,000

30,500

17,500

19,600

27 ,.200

22,800

45,500

17,500

47,500

35,800

60,100

34,500

64,600

29,000

55,600

29,200

45,500

35,600

28,200

35,800

32,000

31,800

20,000

26,300

27,000

25,600

17,800

## 13,600

60,000

24,600

31,800

17,800

22,300

20,000

44,300

33,000

27,000

28,000

28,200

35,300

30,600

25,600

18,900

25,600

18,500

33,000

17,800

21,400

28,200

18,500

31,800

40,300

42,700

43,200

17,400

18,700

20,000

21,900

20,000

17,800

18,700

29,400

17,800

34,300

60,000

44,000

37,800

31,800

18,700

31,800

56,800

19,600

37,000

22,300

24,600

1915 Jan.

Feb.

Oct.

Nov.

Dec.

1916 Jan.

Feb.

Aug.

Dec.

1917 Jan.

Feb.

liar.

1918 Jan.

Apr.

Nov.

Dec.

1919 Jan.

Mar.

May

Dec.

1920 Jan.

Feb.

Mar.

Apr.

Aug.

Dec.

1921 Feb.

Apr.

Dec.

1922 Jan.

Feb.

Mar.

Apr.

May

Dec.

1923 Jan.

Feb.

Mar.

June

1924 Jan.

Feb.

Mar.

May

Dec.

1925 Jan.

Feb.

1926 Jan.

Feb.

Nov.

Dec.

1927 Feb.

14

27

4

3

17

19

31

9

15

4

4

18

30

7

24

22

26

5

13

15

19

26

30

11

1

17

4

7

27

10

16

25

22-23

15

21

3-4

17

16

12

17

1

27

23

18

22

3

12

18

30

7

18

25

30

5

5

15

9

13

19

25

15

5

13

19

22

31

30

10

10

9

13

18

24

17

18

12

24

24

26

25

15.2

16.4

18.3

19.1

14.6

29.7

23.5

22.0

15.4

15.5

15.2

17.3

21.1

31.5

17.6

22.6

18.0

38.0

17.0

16.0

24.0

23.9

37.6

15.5

24.0

15.2

31.0

15.5

14.7

16.4

17.5

29.0

16.5

25.8

20.0

22.0

15.85

17.85

17.75

18.9

17.2

19.4

21.0

16.8

21.6

22.0

24.3

18.9

19".7

18.3

18.0

16.8

20.7

32.2

32.7 P

23.2

21.1

15.5

16.5

18.0

17.8

23.5

15.0

15.2

19.4

14.6

20.9

23.8

24.6 P

18.1

21.2

20.8

18.6

16.6

15.24

16.35

31.82

32.30 P

31.31

25.44

18,300

21,000

25,300

27,200

17,000

56,300

38,000

34,300

18,700

18,900

18,300

23,000

32,000

61,600

23,700

36,800

24,600

80,800

22,300

20,000

39,300

39,000

79,600

18,900

39,300

18,300

60,000

18,900

17,200

21,000

23,500

54,200

21,200

45,000

29,400

34,300

19,700

24,300

24,100

26,800

22,800

28,000

31,800

21,900

33,300

34,300

40,000

26,800

28,700

25,300

24,600

21,900

31,100

63,600

65,200

37,300

32,000

18,900

21,200

24,600

24,200

38,000

17,800

10,300

28,000

17,000

31,600

38,800

40,800

24,900

32,300

317300

25,100

20,300

17,200

19,800

62,900

64,400

61,400

43,800

»# Below base
FLOOD RECORDS - OHIO RIVER BASIN 219

Flood stages and discharges of 

Clinch River at Clinton and near Coal Creek, Tenn. Continued

Gage

height Discharge 

(feet-) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1927 Mar. 

Apr. 

June

1928 Apr.

June

Nov. 

1929 Jan.

Feb. 

Mar.

May 

Nov.

10

24

1

1

22

30

30

30

20

21

26

28

7

23

24

4

8

21

19

19

19.81

18.81

23.59

12.76

12.22

11.97

23.48

23.9

17.55

14.34

15.55

19.74

18.75

30.7

27.75

14.34

16.24

23.50

17.00

17.7

28,000

25,400

38,500

19,300

18,000

17,600

45,400

46,400

30,700

22,800

25,900

36,000

33,700

63,400

56,200

22,800

27,400

45,400

29,, 300

31,000

1930 Feb.

1931 Apr.

Dec. 

1932 Feb.

Mar. 

Dec.

1933 Feb.

Mar.

1934 Feb. 

Mar.

7

24

24

16

1

1

5

14

30

30

30

10

17

21

21

28

5

10

25

25

11.28

11.82

12.5

11.86

25.60

28.2

22.88

13.43

13.00

21.00

21.65

12.70

16.06

19.28

17.43

15.28

20.82

13.49

20.69

22.49

*» 16,000

17,100

P 18,700

17,300

50,700

P 57,200

44,000

20,700

19,800

39,200

P 40,700

19,100

27,100

35,000

30,300

24,500

38,500

20,300

38,200

P 43,000

** Below base

Note.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak).

Hlwassee River at Murphy, N. C.

Location.- June 1896 to Jan. 29, 1921, at old highway bridge at Murphy, Cherokee County,

half a mile above mouth of Valley River; Jan. 30, 1921, to Nov. 7, 1926, at new

highway bridge just above old location; thereafter 500 feet downstream. 

Drainage area.- 410 square miles. 

Records available.- July 1896 to August 189?; October 1897 to June 1917; October 1918 to

September 1933. Only gage-height records and vflood estimates prior to October 1897. 

Sources of data.- Tennessee Division of Geology Bulletin 34 and IT. S. Geological Survey

records. 

Gages.- Nonrecordlng gage read once dally 1896 to 1917 and twice daily 1918 to Nov. 7,

1926; recording gage thereafter. Zero of gage raised 2.0 feet Jan. 30, 1921. Zero

of recording gage is 0.20 foot higher than zero of gage used 1921-26, elevation

1,510.3 feet above mean sea level. 

Stage-discharge relation.- Subject to slight shifts. Fish trap constructed about August

1922 became part of control for gage at highway bridge. In general, rating curves

are well defined to about 10,000 second-feet. 

Regulation.- Small diurnal fluctuation caused by power-plant operation since 1924; no

effect on flood flows.

Flood stages and discharges 

(Base discharge 4,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1897 Feb.

Mar.

Apr.

July

1898 Mar.

Apr.

Aug.

Sept.

Oct.

1899 Feb.

Mar.

23

6

12

5

25

29

5

4

11

3

4

18

4

7

27

15

19

23

7.92

9.20

9.90

8.20

10.85

11.10

8.75

9.80

10.00

13.97

14.40

9.20

14.00

9.90

9.10

10.80

18.40

8.15

4,200 Dec. 12

6,600 1900 Feb. 13

7,900 1901 Jan. 12

4,800 Feb. 4

9,600 Mar. 26

..... Apr. 2

9,930 20

5,790 May 22

7,590 Aug. 6

7.950 14

15,200 18

15,900 23

6,510 Dec. 15

15,200 29

7,770 190S Feb. 2

6,330 28

9,390 Mar. 29

23,100 1903 Feb. 8

4,710 17

9.10

12.60

9.20

7.55

10.80

7.65

11.40

10.60

7.65

7.95

8.45

12.70

9.10

13.30

9.10

14.15

10.90

7.60

9.15

6,330

13,100

6,940

4,060

9,820

4,060

10,900

9,460

4,060

4,780

5,500

13,200

6,760

14,300

6,760

15,900

10,000

4,060

6,940

* Estimated
FLOODS IN THE UNITED STATES

Flood stages and discharges of Hiwassee River at Murphy, N. C. Continued

Sage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1903 Feb.

Mar.

Apr.

1904 Mar.

1905 Feb.

July

Dec.

1906 Jan.

July

Aug.

Sept.

Nov.

1907 Mar.

July

Sept.

1908 Jan.

Feb.

Mar.

Apr.

Dec.

1909 Feb.

Mar.

May

June

July

1910 May

1911 Jan.

Apr.

1912 Mar.

July

1913 Mar.

1914 Apr.

Nov.

Dec.

1915 Dec.

1916 Feb.

May

July

1917 Feb.

Mar.

1918 Oct.

Dec.

28

8

11

23

30

14

7

9

21

12

3

9

4

23

17

30

30

19

2

30

23

6

12

15

24

25

7

10

16

10

13

25

28

1

10

22

4

7

8

21

3

5

9

15

29

31

16

19

14

27

20

30

5

26

18

29

2

24

10

19

1

20

4

4

24

27

30

22

12.00

7.95

9.95

11.80

7.85

7.65

7.80

8.75

8.2

10.3

10.0

8.7

8.2

9.5

8.20

8.7

9.60

15.8

8.3

8.7

11.4

8.0

9.2

10.6

9.9

8.1

9.9

8.8

8.9

8.8

10.8

9.1

8.4

10.5

8.8

10.3

10.2

8.2

8.4

8.4

8.8

8.9

8.5

9.1

11.7

9.5

9.0

9.4

13.0

11.8

7.7

8.8

8.7

9.0

12.6

12.8

9.9

9.0

11.5

9.4

8.2

9.4

12.8

14.7

14.5

9.3

10.6

13.4

12,000

4,780

8,380

11,600

4,420

4,060

-:.4t 3,990

5,790

4,710

8,490

7,950

5,610

4,710

7,050

4,710

5,610

7,230

18,400

4,890

5,610

10,200

4,050

6,210

8,730

7,470

4,230

7,070

5,090

5,270

5,090

8,690

5,630

4,370

8,330

5,270

7,970

7,790

4,190

4,550

4,550

5,270

5,450

4,730

5,810

10,500

6,530

5,450

6,170

12,600

10,500

*it 3,110

5,090

4,910

5,450

11,900

12,300

7,070

5,450

9,950

6,170

4,010

6,170

12,300

P* 15,800

15,400

5,990

a] 326

13,100

Dec.

1919 Jan. 

Dec.

1920 Jan.

Mar.

Aug. 

Dec.

1921 Feb.

1922 Jan.

Feb. 

Mar. 

May 

Dec.

1923 Jan.

Feb.

Mar. 

May

1924 Mar.

Apr.

1925 Jan.

1926 Jan. 

Dec.

1927 Mar. 

Dec.

1928 Mar.

Aug. 

Sept.

1929 Feb.

Mar.

May

Sept.

Nov.

1930 Mar.

1931 Apr.

Dec.

1932 Jan. 

Feb. 

Mar. 

May 

Dec.

-::- » Below base

Note.- All discharge quantities are 

(momentary peak).

22

2

9

24

26

29

2

2

4

14

14

14

10

21

21

15

9

4

15

17

17

1

5

13

17

30

5

5

18

18

18

18

18

26

28

28

8

16

30

30

16

3

6

28

5

15

24

7

20

26

26

3

3

13

15

7

4

4

22

14

14

30

3

31

1

12

14

17

28

28

14.15

8.3

9.4

8.7

8.1

8.1

13.4

14.6

10.0

8.1

11.0

12.8

8.6

12.5

14.2

7.6

7.6

6.8

6.7

9.9

11.85

6.8

6.8

7.2

6.6

6.7

6.60

8.35

6.9

6.85

6.90

7.00

7.4

8.45

6.12

11.72

10.31

6.90

5.90

7.51

8.26

12.20

P

P

P

P

P

P

P

P

P

P

P

P

 »*

P

P

P

14,400

4,110

6,280

5,090

4,070

4,070

13,100

15,100

7,300

4,070

9,200

12,400

7,560

13,800

16,500

5,960

5,960

4,680

4,180

9,940

13,400

4,360

4,360

5,080

4,010

4,180

4,010

7,150

4,540

4,360

4,540

4,820

5,500

5,550

6,560

10,300

4,800

5,870

17,400

10,400

4,050

4,020

4,590

6,180

5,960

6,960

4,310

4,940

5,680

14,300

12,300

4,670

7,330

4,170

5,530

3,570

4,540

8,500

4,970

7,200

10,100

5,580

4,000

4,750

4,940

6,390

5,700

6,190

16,500

18,700

average daily flows except as designated by "P"
FLOOD RECORDS - OHIO RIVER BASIN

Toceoa River near Dial, Ba.

Location.- Half a mile above Shallow Ford, 1 mile above Stanley Creek, and 4 miles northwest of Dial, Fannin County.

Drainage area.- 175 square miles.

Records available.- January 1913 to September 1934.

Sources of data.- Tennessee Division of Qeology Bulletin 34 and U. S. Qeologioal Survey 

records.Eiacharge measurements for 1913-15 and gage-height records furnished by 

Tennessee Electric Power Co.

Sage.- Recording. Zero of gage is 1,781.12 feet above mean sea level.

Stage-discharge relation.- Slightly shifting. Rating curves well defined to about 4,000 

second-feet.

Flood stages and discharges 

(Base discharge 1,500 second-feet)

Qage

height Discharge 

(feet) (second-feet)

Date

1913 Feb. 

Mar.

Apr. 

Hay

1914 Apr. 

Nov. 

Dec.

1915 Feb. 

Dec.

1916 Feb. 

May 

June 

July

1917 Feb. 

Mar.

Apr. 

1918 Jan.

Oct. 

Dec.

1919 Jan. 

Feb. 

Mar.

Apr.

May

Dec.

1920 Jan.

Feb. 

Mar.

Apr.

Aug.

Sept. 

Dec. 

1921 Feb.

1922 Jan.

Feb. 

Mar.

#» Below base

Note.- All discharge quantities are 

(momentary peak).

Qage

height Discharge 

(feet) (second-feet)

27

14

21

27

3

23

14

30

4

25

1

18

29

2

23

15

9

10

16

19

1

20

4

21

24

27

5

28

30

29

14

16

22

2

22

5

9

27

11

7

9

24

26

4

29

2

2

4

10

14

20

9

14

10

10

20

21

21

15

10

3.9

6.6

3.45

6.0

4.4

5.0

3.05 **

3.7

4.6

4.6

4.3

5.65

7.10

4.20

3.80

3.85

10.0 P

8.30

3.80

3.80

3.5

4.2

6.47

3.5

6.3

4.9

4.45

3.85

3.40

5.52

3.40

3.75

7.68

4.02

4.00

3.80

3.54

3.60

3.54

4.03

6.15

3.42

3.62

3.90

3.84

6.05

7.20 P

4.72

3.78

5.30

4.57

3.60

6.25

7.45

9.25 P

3.52

6.2

8.00 P

3.85

4.35

1,940

5,140

1,550

4,360

2,450

3,160

1,260

1,760

2,680

2,680

2,340

3,660

5,430

2,200

1,840

1,860

9,200

6,990

1,840

1,840

1,580

2,200

4,700

1,580

4,460

2,900

2,450

1,880

1,500

3,570

1,510

1,800

6,080

2,040

2,020

1,840

1,620

1,680

1,620

2,050

4,280

1,530

1,690

1,930

1,880

4,160

5,560

2,720

1,830

3,330

2,570

1,680

4,400

5,880

8,220

1,600

4,340

6,600

1,880

2,350

27

19

4

17

17

29

29

7

11

16

27

5

5

18

18

18

18

26

28

28

9

30

30

16

28

5

14

23

28

1

7

19

27

25

25

3

15

7

7

4

4

22

14

14

6

13

30

3

22

31

1

12

17

25

28

28

31

9

5

3

3

18

3.6

3.65

4.9

4.7

5.5

3.75

3.95

3.35

3.7

3.4

3.4

4.25

6.00

4.7

3.8

3.75

4.4

4.15

4.45

5.40

3.15

3.85

4.05

3.55

4.30

4.32

5.47

5.30

4.03

3.90

4.55

3.93

4.41

5.12

7.10

4.32

5.28

4.72

5.61

3.92

4.57

3.64

6.29

8.05

3.76

3.80

4.22

4.18

4.04

5.03

3.99

4.81

4.42

4.82

7.51

8.10

5.00

3.94

7.05

P

P

P

P

**

P

P

P

P

P

P

P

1,660

1,700

2,900

2,810

3,550

1,800

1,980

1,510

1,760

1,550

1,520

2,390

4,100

2,710

1,840

1,840

2,400

2,060

2,360

3,400

1,240

1,800

1,980

1,550

2,220

2,220

3,540

3,300

1,980

1,860

2,470

1,900

2,320

3,060

5,600

2,220

3,300

2,620

3,660

1,760

2,400

1,560

4,580

7,120

1,640

1,680

2,040

2,040

1,900

2,960

1,850

2,670

2,240

2,670

6,300

7,200

2,900

1,800

2,280

4,040

5,560

1,590

Mar. 

Apr. 

May 

Dec.

1923 Apr. 

May 

June

1924 Jan.

Feb. 

Mar.

Apr.

1925 Jan.

1926 Jan.

1927 Mar.

1928 Mar.

Aug.

1929 Feb. 

Mar.

Apr. 

May

June 

Sept.

Nov.

1930 Mar.

1931 Apr.

Dec.

1932 Jan.

Feb. 

Mar.

May 

Dec.

1933 Jan. 

May

1934 Mar.

June

average dally flows except as designated by "P"
222 FLOODS IN THE UNITED STATES

Oeoee River at Emf, Tenn.

Location.- January 1913 to June 7, 1924, 600 feet below plant 2 of Tennessee Electric

Power Co., half a mile upstream from Emf, Polk County, and ij- miles downstream from 

mouth of Goforth Creek- thereafter 10C feet farther downstream*

Drainage area.- 530 square miles.

Records available.- January 1913 to September 1933.

Sources of data.- Tennessee Division of Geology Bulletin 34 and U. S. Geological Survey 

records. Discharge measurements prior to 1915 and gage-height records prior to 

1925 furnished by Tennessee Electric Power Co.

Gage.- Recording. Zero -of gage is 830.00 feet above mean sea level.

Stage-discharge relation.- Not permanent. Rating curves fairly well defined to about 

8,000 second-feet,

Storage and regulation.- Blue Ridge Reservoir on Toocoa River, drainage area. 231 square 

miles, available capacity, 159,000 acre-feet, completed in December 1930. Entire 

flow above dam was impounded from Dec. 6, 1930, to Mar. 3, 1931, and almost completely regulated thereafter.

Flood stages and discharges 

(Base discharge 3,500 second-feet)

Date

Sage

height Discharge 

(feet) (second-feet)

Sage

height Discharge 

(feet) (second-feet)

1913 Jan. 

Feb.

Mar.

May

1914 Apr. 

Dec.

1915 Feb. 

Oct. 

Dec.

1916 Feb. 

May 

June 

July

Dec.

1917 Feb.

Mar.

Apr. 

1918 Jan.

Oct.

Dec.

1919 Jan.

Feb. 

Mar.

May 

June 

July 

Oct. 

Dec.

1920 Feb. 

Mar. 

Apr.

Aug. 

Dec.

27

12

27

14

21

27

23

14

4

25

1

5

18

25

29

2

24

15

10

10

28

1

20

1

4

7

17

25

5

12

30

30

15

22

2

26

22

5

9

27

8

26

6

23

9

4

29

2

4

21

10

14

20

14

22

6.5

6.5

8.4

10.5

7.0

11.4

7.4

5.77

6.94

8.12

7.00

5.81

9.60

5.50

10.02

7.00

6.45

6.49

10.48

13.7

5.66

5.72

7.74

6.34

12.66

7.95

5.87

7.76

6.9

5.85

7.5

8.50

5.50

10.40

6.76

5.70

6.35

6.60

6.60

5.75

5.90

5.60

5.85

5.70

7.20

5.80

6.50

11.70

8.62

6.22

6.61

7.62

6.55

10.43

6.42

4,780

4,780

8,870

14,000

5,740

16,200

6,590

3,540

5,620

8,230

5,740

4,110

12,400

3,500

13,200

6,630

5,480

5,580

14,300

P 21,400

5,600

3,900

8,170

5,260

19,200

8,830

4,220

8,390

6,420

4,220

7,730

9,930

3,500

14,100

6,130

3,900

5,260

5,790

5,790

4,000

4,320

3,700

4,220

3,900

7,070

4,110

5,580

17,000

10,200

4,990

4,180

5,880

4,080

12,000

3,880

1921 Feb.

Apr. 

1922 Jan.

Feb. 

Mar.

May 

Dec.

1923 Jan. 

Feb. 

Apr. 

May

June

July

1924 Jan.

Feb. 

Mar. 

Apr.

Dec.

1925 Jan.

1926 Jan.

1927 Mar. 

Dec.

1928 Mar.

July 

Sept.

1929 Feb. 

Mar.

Apr. 

May

June

Sept.

Nov.

10

10

17

21

21

15

2

10

15

17

4

17

17

24

13

14

16

29

12

28

17

3

11

27

5

18

18

30

8

8

18

18

18

25

28

29

9

16

30

30

27

3

6

28

5

14

23

16

2

6

7

19

27

26

3

9.90

10.75

6.35

10.30

12.5

7.37

7.36

9.25

7.19

5.67

7.65

9.5

10.0

6.25

6.2

6.35

6.2

6.35

6.2

6.6

6.25

6.35

6.35

6.7

6.7

8.6

9.4

6.4

6.2

9.1

6.15

7.1

7.9

6.82

8.38

6.92

6.42

6.70

8.20

10.3

6.17

7.03

6.40

6.90

7.08

7.34

7.05

6.30

7.00

9.75

8.20

7.27

6.25

6.70

6.30

10,700

P 12,800

3,780

11,900

P 17,200

5,430

5,450

9,660

5,120

5,250

6,030

9,670

P 10,700

3,710

3,770

3,860

3,660

3,870

3,630

4,310

3,960

3,870

3,870

4,440

4,440

7,880

P 9,47O

3,950

3,920

P 8,870

3,570

5,890

P 7,680

4,610

P 7,500

4,780

3,950

4,460

7,320

P 11,300

3,650

5,060

3,960

4,780

5,120

5,470

4,950

3,790

4,950

P 10,300

7,120

5,470

3,710

4,440

3,790
FLOOD RECORDS - OHIO RIVER BASIN

Flood stages and discharges of Ocoee River at Baf, Tenn. Continued

Date

1929 Nov.

1930 Mar.

1931 Apr. 

Dec.

1932 Jan. 

Feb.

Apr.

Cage

height Discharge 

(feet) (second-feet)

14

14

17

7

4

14

30

3

12

30

7.50

7.75

7.03

7.32

9.25

P

 **

P

5,830

6,370

4,950

5,470

3,390

4,490

4,960

3,770

4,300

9,050

Gage

Date height Discharge

(feet) (second-feet)

May 1 4,790

Dec. 12 3,770

14 4,300

17 3,600

28 9.40 9,470

28 9.71 P 10,100

1933 Jan. 9 6.55 4,270

Feb. 8 3,630

20 * 4,200

« Estimated 

** Below base

Note.- All discharge quantities are average dally flows except as designated by 

(momentary peak).
FLOODS IN THE UNITED STATES 

Part 4. St. Laurence River Basin

Fox River at Berlin, 'Vis.

Location.- In sec. 16, T. 17 N., R. 13 E., lower gage at Government look and dam 2 1/3

miles upstream from Berlin, Green Lake County. 

Drainage area.- 1,430 square miles. 

Records available.- January 1898 to December 1934. 

Source of data.- Corps of Engineers, II. S. Army. 

Gage..- Nonreoording gage read to hundredths three times daily, noon reading generally

being used to determine daily discharge. Zero of gage is 744.52 feet above mean

sea level. 

Stage-discharge relation.- Considerably affected by ice. Control permanent. Both banks

low and subject to overflow. 

Storage and regulation.- Natural storage in Swan, Buffalo, Puckaway, and Green Lakes and

Puekeyan Marsh. Natural regulation from large swamp area.

Flood stages and discharges 

(Base discharge 2,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

2,730 

2,800 

2,830 

4,800 

2,000 

2,450 

2,600 

2,670 

2,450 

2,240 

5,400 

2,170 

2,310 

4,560 

2,520 

5,920 

2,900 

4,450 

2,200 

2,200 

2,520 

2,240 

4,020 

2,830 

2,670 

2,910 

3,080 

2,38O 

2,600 

2,240 

2,050 

4,100 

2,830 

3,53Q 

2,380 

4,000 

4,200 

4,540 

2,830 

2,750 

3,000 

2,830 

2,310

« * Below base 

Note.- All discharge quantities are average daily flows 

Gage

height Discharge 

(feet) (second-feet)

1898 Mar.

1899 Apr.

1900 Apr.

1901 Mari

1902 Mar.

May

1903 Mar.

Aug.

Sept

1904 Mar.

Apr.

May

1905 Mar'.

May

June

1906 Mar.

Nov.

1907 Mar.

Apr.

1908 Mar.

May

1909 Mar.

May

1910 Mar.

Apr.

1911 Feb.

June

Dec.

1912 Mar.

May

Sept

1913 Mar.

May

1914 June

1915 Mar.

Sept

Nov.

16

9

2

29

13

25

12

24-25

29

. 10-16

27

29

14-16

29 -Apr. 2

18-21

10-11

10-12

30

30-Dec. 2

15

28-31

13-16

14-15

1-2

27

3-6

17

29

26-27

8

11-12

31-Apr. 1

30-June 3

6

23-27

19-20

25-27

31

31

11-12

18

. 20-21

28-29

11.4

12.3

11.7

13.8

11.2

11.7

11.5

11.2

14.4

13.5

11.3

14.6

13.4

11.3

13.0

11.7

11.5

11.8

12.0

11.6

13.1

11.7

12.5

13.3

11.7

11.6

11.9

11.7

1916 Mar.

Apr.

May

June

Nov.

1917 Mar.

Apr.

June

July

1918 Mar.

May

1919 Mar.

Apr.

1920 Mar.

1921 May

1922 Mar.

Apr.

June

1923 Apr.

1924 Apr.

May

Aug.

1925 Mar.

1926 Apr.

June

1927 Mar.

June

1928 Mar.

1929 Mar.

Apr.

May

1930 Mar.

Apr.

1931 Apr.

1932 Jan.

1933 Apr.

May

1934 Apr.

28

23

17

13-15

5

19

25-26

27

22-25

13-14

4-8

21-23

13-14

20

23

20-21

23

29

1-2

16

12-13

18-19

15-17

12

9-10

13-14

22-24

23

1-2

1

12

2-3

23-S4

21

7

1

5

22-23

5

10

11

17-18

6-8

11.2

11.8

14.4

11.3

14.7

13.1

11.5

14.0

11.2

14.6

11.S 

14.7

6,400

2,750

2,450

2,910

2,040

2,040

2,040

5,650

2,750

2,520

2,380

6,050

2,100

2,830

4,120

2,670

2,170

5,150

2,450

5,920

4,450

4,560

2,450

6,050

4,020

2,670

3,350

2,520

3,440

2,100

3,170

2,910

5,920

6,620

4,910

3,170

3,000

2,040

1,140

1,910

2,600

2,520

1,910
FLOOD RECORDS - ST. LAWRENCE RIVER BASIN

Wolf River at New London, Wis.

Location.- In sec. 12, T. 22 N., R. 14 E., at New London, Waupaca County, three-quarters

of a mile below Embarrass River. 

Drainage area.- 2,240 square miles. 

Records available.- March 1896 to December 1934.

Sources of data.- Gage-height records by Corps of Engineers, U. S. Armyj discharge records based on measurements made by U. S. Geological Survey. 

Gage.- Nonrecording gage read to tenths once daily. Zero of gage is 749.37 feet above

mean sea level (New York City datum). 

Stage-discharge relation.- Affected by ice. Control shifts. Banks overflow at high

stages. 

Storage and regulation.- Flow at all stages affected by natural storage in numerous

lakes and swamps but only at low stages by power plants above stations. 

Historical data.- Flood of Apr. 16, 1888, reached stage of 11.6 feet. 

Remarks.- During flood stages some water from Embarrass River flows around station and

enters Wolf River below. Flood measurements in early records did not include this

overflow.

Flood stages and discharges 

(Base discharge 3,360 square miles)

Date

Gage

height Discharge Date 

(feet) (second-feet)

3,420 1919 Mar. 21-22

4,390 Apr. 14-15

«* 2,860 May 11-12

4,650 Nov. 12

5,430 18-19

#* 2,750 1920 Mar. 28-29

5,810 Apr. 28-30

4,390 1921 Mar. 28-30

6,230 May 3

# * 3,050 1922 Apr. 13

5,100 June 14-15

5,160 July 17-18

6,470 1923 Apr. 24

4,280 1924 Apr. 11

7,250 23

4,580 May 16-18

5,100 Aug. 25-26

4,350 1925 June 19-20

4,050 1926 Mar. 30

3,420 Apr. 16-17

3,500 May 1-3

## 3,120 31

4,980 June 21

4,790 Sept. 26

4,960 Oct. 7-8

4,960 1927 Mar. 16-19

9,180 May 15-17

6,020 1928 Mar. 26-27

8,170 Apr. 15

7,250 S1-S4

7.4 3,760 Aug. 30

9,9 8,490 Sept. 22

7.6 4,260 Oct. 25-26

6.9 3,700 1929 Mar. 21-22

9.7 8,960 Apr. 10-12

9.2 7,510 May 3-4

7.2 4,050 1930 Mar. 18-21

9.7 8,960 1931 June 25-26

9.45 8,060 1932 Apr. 15

7.4 4,270 May 14

6.95 3,850 1933 Apr. 5-6

9.3 6,740 May 9-11

9*5 7,270 1934 Apr. 8-9

# Estimated 

 »« Below base 

Note.- All discharge quantities ore average daily flows.

Gage

height Discharge 

(feet) (second-feet)

1896 May

1897 Mar.

1898 Apr.

1899 Apr.

May

July

Oct.

Nov.

1901 Apr.

1902 May

1903 Mar.

1904 June

1905 Apr.

June

1906 Apr.

Dec.

1907 Mar.

1908 Mar.

May

1909 May

1910 May

1911 May

Oct.

Dec.

1912 Apr.

May

July

Sept.

1913 Mar.

Apr.

1914 May

June

1915 Mar.

Apr.

1916 Apr.

May

June

1917 Apr.

May

June

1918 Mar.

May

7-9

27

1-4

15-18

6-6

26-27

13

6-8

1

13

26

1-4

1

17

1-6

2-4

30-31

18

5

23

1-4

25-26

14

18

3

30

30

9

19

7

6-7

9-10

27

14-18

4

26

22

12-13

1

3-7

15

22

30-31

8.7

7.3

6.6

6.5

10.3

6.5

7.9

8.8

11.4

8.3

7.6

10.2

8.7

9.1

9.3

7.8

7.4

8.0

7.4

7.6

6.4

7.5

6.7 

9.5 

8.9 

8.2 

6.9

8.1

8.2

11.0

10.3

8.3 

5.6 

4.3 

7.4

7.9 

6.3 

8.4-

6,150

6,350

4,130

3,510

3,430

10,800

3,430

4,900

6,560

15,500

4,960

4,170

10,100

5,950

6,790

7,280

4,680

4,270

3,660

4,270

4,470

3,430

4,370

3,740

3,360

6,340

3,660

7,810

6,340

5,150

3,820

5,020

5,150

11,300

9,400

5,290

2,900

2,160

4,260

3,490

5,320

3,490

6,000

478O-SS W
FLOODS IN THE TOUTED STATES

Black River at and near Watertown, N. Y.

Location.- Feb. 22, 1897, to Dec. 31, 1901, about 500 feet above Huntingtonville dam 

near Watertown, Jefferson County; Aug. 29, 1902, to Mar. 23, 1917, at dam of Lefevre Paper Co., formerly owned by Black River Traction Co., 1 mile above Pelts 

Mills and about 8 miles above first site; Mar. 24, 1917, to July 17, 1920, about a 

quarter of a mile below highway bridge and below village of Black River; thereafter 

about 150 feet below Vanduzee Street Bridge, in Watertown, and about 7 miles above 

mouth of river.

Drainage area.- Feb. 22, 1897, to Dec. 31, 1901, 1,870 square miles; Aug. 29, 1902, to 

Mar. 23, 1917, 1,828 square miles; Mar. 24, 1917, to July 17, 1920, 1,858 square 

miles; thereafter 1,876 square miles.

Records available.- February 1897 to September 1934. Flood estimates only Jan. 1 to 

Aug. 28, 1902.

Sources of data.- U. S. Geological Survey except records for Felts Mills Jan. 1, 1914, 

to Mar. 23, 1917, when that station was maintained by New York State engineer.

Gages.- Nonrecording gages read twice daily prior to Sept. 3, 1921; recording gage 

thereafter.

Stage-discharge relation.- Discharge at Felts Mills dam includes water through wheels, 

water over dam, and leakage. Controls probably permanent.

Storage, regulation, and diversions.- Storage of 21,000 acre-feet prior to 1925 and 105 

acre-feet thereafter in Stillwater Reservoir, 23,000 acre-feet In Old Forge and 

Sixth Lake Reservoirs, and about 40,000 acre-feet in 8 canal reservoirs above 

Forestport. Some regulation of flood flows. Diversion of water out of drainage 

area via Forestport feeder and Black River Canal (about 200 second-feet May to 

November) not Included in discharges. Diversion of water for water supply of city 

of Watertown not included in Huntingtonville and Watertown records.

Remarks.- Station formerly known as Black River at Huntingtonville Dam near Watertown

TT897-1901), Black River near Felts Mills (1902-17), and Black River at Black River 

(1917-20).

Historical data.- Flood of April 1869 estimated at 39,700 second-feet at Watertown.

Flood stages and discharges 

(Base discharge 10,000 second-feet)

Date

1897 Mar.

Apr.

1898 Mar.

Apr.

1899 Jan.

Apr.

1900 Feb.

Apr.

Nov.

1901 Mar.

Apr.

Dec.

J.902 Mar.

1903 Mar.

Oct.

1904 Mar.

Apr.

May

1905 Apr.

June

Sept.

1906 Jan.

Apr.

1907 Apr.

May

Dec,

1900 Mar.

24

9-10

28

15

22

27

5

24

16

8

21

29

28

4

10

24

16

5

19

31

4

12

25

12

20-21

27-28

5

12

2

4

1

7

24

21

7

26

18

1

5

29

30-31

6.48

5.60

6.07

8.10

5.97

5.33

5.38

7.72

6.82

5.58

5.58

7.70

10.15

592.48

593.90

596.85

594.00

592.55

593.15

592.55

594.15

593.95

594.00

592.55

592.60

592.45

593.80

532.90

593.30

592.85

592.55

593.10

Average

Gage

height Discharge 

(feet) (second-feet)

16,500

11,500

14,100

27,900

13,600

10,100

10,400

25,000

14,000

12,200

30,000

13,900

18,800

11,400

11,400

84,800

47,000

10,000

30,000

16,000

10,200

17,800

34,000

18,400

10,600

13,900

10,700

19,200

24,000

26,000

18,200

18,400

10,800

11,100

10,300

19,000

14,200

16,900

12,600

11,100

15,500

Momentary peak

Gage

height Discharge 

(feet) (second-feet)

8.41

6.85

5.60

5.60

7.70

10.4

592.5

593.90

596.30

594.10

592.60

593.20

592.6

594.30

594.00

594.00

592.60

592.60

592.60

593.90

593.00

593.60

592.90

592.60

30,200

19,000

11,500

11,500

24,800

49,000

10,300

17,800

34,400

19,000

10,800

14,200

11,000

20,200

18,400

18,400

11,100

11,100

11,100

19,500

14,700

18,500

12,900

11,300

 » Estimated
FLOOD RECORDS - ST. LAWRENCE RIVER BASIN

Flood stages and discharges of 

River at and near Watertown, N. Y. Continued

Average

Gage

height Discharge 

(feet) (second-feet)

Momentary peak

1908 Mar.

Apr.

May

1909 Apr.

May

1910 Mar.

Apr.

1911 Apr.

May

Dec.

1912 Apr.

May

June

1913 Jan.

Mar.

1914 Apr.

May

1915 Feb.

Apr.

1916 Jan.

Apr.

May

1917 Mar.

Apr.

June

Nov.

1918 Mar.

Apr.

1919 Mar.

Apr.

1920 Mar.

Apr.

Dec.

1921 Mar.

1922 Mar.

Apr.

June

July

1923 Apr.

1924 Jan.

Apr.

May

Oct.

1925 Feb.

Mar.

Apr.

Nov.

Dec.

1926 Apr.

May

31

12

2

9

16

5

13

7

27

2-3

10

17

4

15

7

18

25

24

1

21

16

28

1

11

22

1-2

27

14

28

2

25

19

29

4

23

14-15

14

2

24-25

24

4

19

14

29

6

17

27-28

28

6-7

6

17

11

23

16

31

13-14

25

2-3

2

9

25

14

8

17

21

4

16

3

12

15

26

16

22

30

18

17

9

16 '26

5

592.55

592.55

593.30

594.35

592.45

592.50

592.90

592.55

593.05

593.50

593.80

593.85

593.30

595.00

595.45

594.05

592.15

592.80

594.15

594.05

596.25

593.8

592.05

594.8

592.40

593.80

594.9

593.00

594.0

592.7

594.5

13.0

13.4

12.2

10.3

10.8

10.1

12.2

9.8

12.7

12.4

11.6

9.7

10.9

5.4

6.8

8.7

8.0

5.4

6.8

9.2

6.9

5.4

8.4

6.9

8.1

8.9

6.6

6.6

6.3

5.5

6.6

5.7

5.8

6.1

5*5

5.8

6.3

5.5

6.3

5.3

6,4

9.9

7.9

11,300

12,600

17,300

22,800

13,000

13,200

15,100

12,200

15,000

17,600

19,400

19,700

16,300

24,800

28,000

19,900

10,500

13,700

15,300

18,600

32,800

18,600

10,200

24,600

11,600

11,800

18,100

13,900

19,600

12,800

22,600

18,100

19,300

16,000

11,500

12,600

11,100

16,000

10,400

17,300

17,300

15,100

10,600

13,400

10,200

15,200

22,800

20,000

10,290

15,200

25,000

15,600

10,200

21,600

15,600

20,400

23,600

14,400

14,400

13,200

10,500

15,200

11,600

12,000

13,200

11,000

12,000

14,000

11,000

14,000

10,300

14,400

29,900

20,800

Gage

height 

(feet)

593.80

592.60

598.60

593.30

594.40

592.50

592.60

592.90

592.60

593.10

593.50

593.90

594.0

593.3

595.0

595.4

594.1

592.2

592.9

594.2

594.1

596.3

594.0

592.10

594.9

592.40

593.70

595.0

593.20

594.0

592.7

594.6

13.11

13.41

12.41

10.51

10.9

10.2

12.3

9.9

12.7

12.6

11.7

9.75

11.0

5.5

6.90

8.78

8.10

5.47

6.90

9.45

6.96

5.48

8.50

6.95

8.50

9.08

6.65

6.67

6.30

5.58

6.63

6.04

5.80

6.18

5.65

5.84

6.37

5.50

6.42

5.38

6.42

10.3

8.00

Discharge 

(second-feet)

16,100

11,500

17,300

23,100

13,200

13,800

15,100

12,500

15,300

17,600

20,000

20,600

16,300

24,800

28,500

20,200

10,700

13,900

15,400

18,800

33,100

19,600

10,300

25,200

11,600

12,100

18,700

14,800

19,600

12,800

23,100

18,400

19,300

16,600

12,000

12,900

11,300

16,300

10,600

17,300

17,900

15,400

10,700

13,600

10,500

15,600

23,100

20,400

10,400

15,600

26,200

15,800

10,500

22,000

15,800

22,000

24,400

14,600

14,700

13,200

10,800

15,300

13,000

12,000

13,500

11,500

12,200

14,300

11,000

14,500

10,500

14,500

31,900

21,300
FLOODS IK THE WITED STATES

Flood stages and discharges of 

Black River at and near Watertown, K. Y. Continued

Average Momentary peak

1926

1927

1928

1929

1930

1931

1932

1933

Nov.

Mar.

Nov.

Dec.

Mar.

Apr.

May

Jan.

Mar.

Apr.

May

Jan.

Feb.

Apr.

Apr.

Jan.

Apr.

May

Oct.

Apr.

19

20

17

18

2

11

15

29

9

8

21-22

21

18

26

9

6

10-11

11

24-25

24

9

16

13

18

12

13

3-4

4

8

9

1934 Apr.

20

3

4

14

19

height 

(feet)

6.6 

7.2

7.2 

6.1 

6.2 

6.7

5.5 

6.4

6.9 

6.7 

6.6

7.9

5.7

6.7 

6.2 

6.8

5.9

6.6 

7.1

Discharge 

(second-feet)

14,000 

16,600

11,600 

16,600 

12,100 

12,400 

14,400 

30,700 

10,000 

13,200

15,300 

14,400 

14,000 

16,200 

20,800

11,300

15,200 

13,100 

15,600 

13,600

18,300 

12,000

23,300 

14,800 

16,900

14,400 

11,800 

11,800

height 

(feet)

6.78

7.2

6.34

7.27

6.12

6.26

6.85

10.6

5.61

6.58

6.98

6.72

6.76

7.4

5.80

6.80

6.23

6.87

6.67

7.62

6.10

8.90

6.70

7.30

7.01

Discharge 

(second-feet)

16,bOO 

13,000

16,900

12,100

12,700

15,000

33,900

10,400

13,900

15,600

14,500

14,700

17,500

22,300

11,600

15,600

13,300

15,900

15,100

19,400

12,800

26,000

15,200

17,900

16,500

Moose River at Moose River and McKeever, K. Y.

Location.- June 5, 1900, to Dec. 31, 1922, at Moose River, Lewis County, 5 miles below

below mouth of South Branch of Moose River; thereafter half a mile west of McKeever, 

Herkimer County, about 2 miles below mouth of South Branch of Moose River and about 

3 miles above first location.

Drainage area.- June 5, 1900, to Dec. 31, 1922, 368 square miles; thereafter 365 square 

miles.

Records available.- June 1900 to September 1934.

Source of data.- U. S. Geological Survey.

Gages.- Nonrecording gage read twice daily prior to November 1920; once daily November

1920 to December 1922; recording gage installed at McKeever Hov. 2, 1922, but record 

not used until Jan. 1, 1923. Gage datum at Moose River lowered 5.OO feet Jan. 1, 

1913.

Stage-discharge relation.- Control probably permanent.

Storage and regulation.- About 23,000 acre-feet storage in Old Forge and Sixth Lake Reservoirs. Slight regulation.

Historical data.- Discharge for flood of April 1869 estimated at 11,000 second-feet at 

Moose River.

Flood stages and discharges 

(Base discharge 4,000 second-feet)

1901 Apr. 

Dec.

1902 Mar.

Average

Gage

height Discharge 

(feet) (second-feet)

7.2 

 * 9.2

22

16

18

30

13

Estimated

Momentary peak

Gage

height Discharge 

(feet) (second-feet)

5,800

9,500

8,500

4,860

4,000

7.6

* 11.0

* 9.17 

6.8

* 6.05

6,470

* 14,500

* 9,500 

5,160

* 4,050
FLOOD RECORDS - ST. LAWRENCE RIVER BASIN

Flood stages and discharges of 

Moose River at Moose River and MoKeever, N. Y. Continued

Date

Average

Gage

height Discharge 

(feet) (second-feet)

Momentary peak

1903 Mar.

Apr.

Oct.

1904 Apr.

May

Sept.

1905 Mar.

Apr.

June

Sept.

1906 Jan.

May

1907 May

Oct.

Dec.

1908 Apr.

1909 Apr.

May

1910 Mar.

1911 Apr.

May

Dec.

1912 Apr.

1913 Mar.

NOT.

1914 Apr.

1915 Apiv.

1916 May

1917 Apr.

June

Oct.

1918 Apr.

1919 Apr.

Dec.

1920 Dec.

1921 Mar.

1922 Apr.

June

1923 Apr.

Dec.

1924 Uan.

May

Oct.

1925 Feb.

Mar.

Apr.

1926 Apr.

May

NOT.

1927 Mar.

Dec.

1928 Apr..

May

24

4

Jo

10

30

2

30

31

6

22

13

4

5

24

14

1

9

11

28

30

14

15

20

2

8

11

1

26-27

27

29

15

2

13

17

23

27

10

20

12

18

3

21

12

31

18

12

1

15

10

21

26

12

18-19

18

22

23

6

7

22

1

12

1

5

1

13

28

26

25

4

17

19

1

8

9

8

5

6.7

* 8.5

6.15

6.50

6.95

6.05

6.6

6.2

7.1

6.5

6.65

7.65

6.13

6.15

5.90

6.10

7.2

6.6

7.48

7.38

5.98

6.28

7.18

7.1

6.35

6.30

6.4

8.6

7.0

8.5

9.0

15.5

11.2

14.4

12.0

13.0

11.4

12.2

12.6

11.9

10.3

14.0

9.0

12.0

12.2

12.5

11.8

14.2

11.7

# 13.0

8.4

8.5

7.6

11.5

10.0

7.7

12.7

# 9.0

 » 11,000

5,010

 » 8,100

4,190

4,700

5,400

4,050

4,860

4,260

5,640

4,700

4,930

6,560

4,160

4,580

4,220

4,510

6,220

5,260

6,700

6,510

4,330

4,780

6,190

6,060

4,880

4,810

# 4,540

7,200

5,260

7,060

7,660

12,900

4,230

10,200

5,320

7,060

4,490

5,630

6,310

5,170

*» 3,170

9,250

## 1,910

5,320

5,630

6,130

5,030

9,700

4,890

7,060

4,800

5,000

4,330

6,880

4,650

4,850

7,030

4,000

4,280

4,450

8,780

6,830

4,410

4,130

4,260

* 4,740

10,400

# 5,600

Gage

height 

(feet)

7.1

* 9.7

6.2

6.60

7.00

6.10

6.7

6.5

7.5

7.3

7.3

7.8

6.23

6.25

6.25

6.25

7.2

6.7

8.23

7.43

6.23

6.53

7.23

7.1

6.50

6.30

6.8

9.1

7.2

9.0

9.2

16.3

11.3

14.4

12.1

14.0

11.5

12.4

13.2

12.8

14.5

is^o

12.6

13.2

12.0

14.5

11.9

* 15.1

9.0

9.50

8.56

12.0

8.88

9.28

11.53

8.32

8.41

8.74

12.14

10.57

8.7

7.89

8.09

# 10.0

13.14

# 9.3

Discharge 

(second-feet)

 » 11,500

5,640

 » 10,800

4,260

4,860

5,480

4,120

5,010

4,700

6,300

5,960

5,960

6,810

4,300

4,740

4,740

4,740

6,220

5,420

7,870

6,590

4,700

5,160

6,270

6,060

5,110

4,810

5,020

7,780

5,500

7,660

7,900

15,500

4,360

10,200

5,470

9,250

4,620

5,960

7,460

6,680

10,400

"7)660

6,310

7,460

5,320

10,400

5,170

11,900

5,500

6,050

5,060

8,900

5,380

5,810

8,340

4,820

4,910

5,240

9,680

7,570

5,240

4,330

4,570

# 6,830

11,100

# 5,960

# Estimated 

« Below base

 # First daily reading after frozen period; may not be peak.
FLOODS IN THE UNITED STATES

Flood stages and discharges of 

Moose River at Moose River and McKeever, N. Y. Continued

Date

1929 Jan.

Mar.

Apr.

May

1930 Jan.

Apr.

1931 Apr.

1932 Jan.

May

Oct.

1933 Apr.

1934 Apr.

20

16

17

24

6

7

4

9

8

13-14

13

11

16

1

7

18

19

17

Average

Gage

height Discharge 

(feet) (second-feet)

9.4 4,400

4,340

4,890

5,620

4,930

8,760

4,520

4,250

4,910

4,480

4,740

8,230

5,740

Momentary peak

Gage

height Discharge 

(feet) (second-feet)

10.75 

8.64

8.95 

10.02

9.20 

12.70 

8.91

8.13 

9.54 

8.62 

8.65 

12.77

9.47 

8.78

* 5,900 

5,170

5,540 

6,860

5,840 

10,500 

5,490

4,610 

6,010 

5,150 

5,180 

10,600

6,160 

5,340

Estimated
FLOODS IN THE 0HITED STATES 

Part 5. Hudson Bay and upper Mississippi River Basins

831

St. Mary Blver near Kimball, Alberta

Location.- Sept. 1, 1902, to June 4, 1908, a quarter of a mile north of international 

boundary near Cardaton, Alberta, and 6 miles below Kennedy Creek; July 27, 1908, 

to Dec. 31, 1912, half a mile north of international boundary; thereafter in SW£ 

sec. 25, T. IN., R. 25 W. fourth meridian, ij miles southwest of Kimball, Alberta, 

and 5 miles north of international boundary.

Drainage area.- 1902-12, about 475 square miles; thereafter, 497 square miles.

Records available.- September 1902 to September 1934.

Sources of data.- Dominion Water Power and Hydrometric Bureau, Department of the Interior, Canada, and U." S. Geological Survey.

Sages.- Wonrecordlng gages read to half-tenths once daily prior to January 1913; recording gage during open water and nonrecording gage during ice periods thereafter. 

Zero of recording gage is 3,917.OO feet above mean sea level (Canadian Government 

datum).

Stage-discharge relation.- Affected by ice. Control shifts, and one bank subject to

overflow at locations used prior tc 1913; control shifts slightly at high, stages, 

and banks do not overflow at present location.

Storage, regulation, and diversions.- Natural storage and regulation from several lakes 

including Upper and Lower St. Mary Lakes. Subsequent to 1915 artificial regulation for irrigation at Sherburne Lake R eservoir on Swift Current Creek. Subsequent to July 1917 diversions of 500 to 700 second-feet through St. Mary Canal 

during irrigation season (June to October).

Flood stages and discharges 

(Base discharge 2,600 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

1903 May

June

1904 May

June

July

1905 June

1906 June

1907 May

June

1908 May

June

July

1909 June

July

1910 Apr.

May

27

8

17

29

24

7

18

8

7

5-6

12

18

3

8

23

29

15

27

1

5

6

4-8

21

5-6

28-29

27

9

May 27-June 2

1911 May

June

1912 May

June

1913 June

1914 May

June

1915 June

1916 June

1917 May

June

1918 May

June

16

25-26

4

13-14

25

21-22

14

2

28

20

4

20

26

26

22

22

30

17

30

11

11

8

14

5.95

7.15

7.00

6.85

6.05

6.15

6.05

5.70

6.05

5.75

5.75

6.2

6.6

6.75

7.05

6.9

6.10

6.30

6.95

12.75

6.85

6.85

5.35

6.6

4.7

4.6

4.7

5.8

4.9

5.8

5.8

5.6

5.2

4.6

6.09

5.65

4.78

5.00

4.62

4.21

4.8

7.80

8. OS

7.07

5.85

6.34

6.91

6.93

5.61

6.35

3,060

6,180

5,720

5,280

3,270

3,900

3,380

2,690

3,270

2,660

2,660

3,490

4,450

4,830

5,620

5,220

3,260

3,720

5,360

18,000

3,050

5,380

5,380

3,210

5,010

2,820

2,860

2,960

3,810

2,930

3,810

3,890

3,750

3,480

2,900

5,380

4,250

2,830

3,120

2,630

2,670

P 2,930

8,620

P 8,930

6,730

3,220

3,950

5,200

P 5,230

3,380

4,970

Date

1919 May

1920 May

June

1921 May

June

1922 May

June

1923 May

June

1924 May

June

1925 May

June

Oct.

1926 May

1927 May

June

July

Sept.

1928 May

July

1929 May

June

1930 May

June

June

1931 May

1932 May

June

1933 June

1934 May

June

30

30

21

18

18

26

26

9

22

29

7

7

27

11

11

19

8

17

17

23

24

24

13

3

24

29

11

11

5

14

27

27

2

25

26

14-15

4

4

12

12-13

18

23

18

6

9

18

10

18

31

8

8

height

(feet)

6.09

6.13

5.31

6.20

6.28

6.45

6.68

6.17

5.35

5.98

6.54

6.55

5.41

5.52

5,56

5.11

5.18

5.22

5.25

6.09

6.00

5.56

4.02

3.90

5,86

6.31

7.30

7.43

5.43

5.00

6.47

6.43

5.83

5.49

5.42

5.09

4.88

5.04

5.18

5.12

4.60

5.14

5.23

5.91

5.95

5.70

S.19

5.35

5-.17

6.11

6.18

Dischargi

( second- f ei

P

P

P

P

P

P

P

*

*

P

P

P

P

« 

P

P

4,33.0

4,380

2,760

4,440

4,600

4,910

5,310

4,400

3,050

4,180

5,250

5,260

3,250

3,440

3,510

2,810

2,920

2,980

3,030

4,990

4,780

3,820

* 1,280

* 1,090

4,360

5,300

7,480

7,770

3,480

2,630

5,330

5,250

4,090

3,750

3,610

2,960

2,620

2,900

3,160

3,050

* 2,340

2,840

3,040

4,120

4,180

3,760

3,030

3,320

3,000

4,790

4,930

#* Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOODS IN THE UNITED STATES

Red River at Fargo, N. Dak.

Location.- Prior to Aug. 51, 1914, at highway bridge connecting Front Street, Fargo, H. 

Dak. with Main Street, Moorhead, Mlnn., half a mile below Island Park Dam; thereafter In sec. 7, T. 139 H., R. 48 W., just above Island Park Dam; Fargo, Cass County, 

and 10 miles above mouth of Sheyenne River.

Drainage area.- 6,420 square miles.

Records available.- May 1901 to September 1934. No winter records prior to 1918.

Source of data.- U. S. Geological Survey.

Gages.- Honrecordlng gage read to tenths once daily prior to September 1914; to halftenths or hundredths once dally September 1914 to October 1924; to tenths once daily 

October 1924 to September 1930; to hundredths once daily thereafter. Zero of gage 

was 861.33 feet above mean sea level (1929 adjustment) May 27, 1901, to Aug. 31, 

1914; 873.70 feet above mean sea level (1912 adjustment) Sept. 1, 1914, to Aug. 1, 

1928; 870.00 feet above mean sea level (1912 adjustment) thereafter.

Stage-discharge relation.- Control shifts at first location. Dam is control for ordinary 

stages at present location. Dam settled 0.7 foot during high water of 1916 and at 

various other times, causing changes in stage-discharge relation; rebuilt and crest 

raised to 877.29 feet above mean sea level (1912 adjustment). Little effect from 

Ice or debris at dam. Bank-full stage, about 25 feet at first location.

Remarks.- Independent gage-height records obtained by U. S. Weather Bureau since May 

1901 at Front Street highway bridge and published as at Moorhead, Mlnn.

Historical data.- Flood of Apr. 7, 1897, reached stage of 40.1 feet at Front Street highway bridge (data*of U. S. Weather Bureau).

Flood stages and discharges 

(Base discharge 750 second-feet)

Sage

height Discharge 

(feet) (second-feet)

Sage

height Discharge 

(feet) (second-feet)

1902 Mar.

May

June

July

1903 Apr.

1904 Apr.

June

1905 Mar.

May

June

July

Aug.

Sept.

1906 Apr.

May

July

Aug.

Sept.

Oct.

NOV.

1907 May

June

1908 Apr.

May

June

July

1909 Mar.

Apr.

May

Aug.

Sent.

1910 Mar.

17

29

23

10

7-8

&

11

8

20

10

28

31

17

8

24

13

31

18

23-28

9

18

23

6

17

31

5

6

30

25

29

30

1

1

17

7

22

13

28

27

31

17

30

8-9

30

12

18

29

28-29

20

10.30

10.00

10.50

10.10

9.50

13.90

12.80

12.4

21.3

10.6

14.8

9.5

18.4

10.0

10.0

10.4

10.3

11.5

9.8

15.5

15.0

11.8

11.4

14.0

12.9

12.7

11.5

11.3

10.8

10.6

11.0

12.1

11.3

19.3

12 .9

10.2

14.7

12.9

10.5

13.0

11.0

9.8

9.8

12.5

9.6

9.6

9.6

10.0

22.9

1,100

1,000

1/180

1,040

850

2,450

2,010

I, "810

5,220

1.1ID

2,830

850

4,250

1,000

1,000

1,140

1,100

1,520

940

3,050

2,840

1,570

1,430

2,430

1,990

1,910

1,460

1,390

1,230

1,160

* 978

1,640

1,370

4,420

1,920

1,010

2,600

1,920

1,100

* 1,250

# 1,120

911

911

1,780

853

853

853

970

* 4,700

Apr.

1911 Apr.

1912 Apr.

May

1915 Apr.

July

Sept.

1914 Apr.

May

June

1915 Apr.

May

June

July

Oct.

1916 Apr.

May

June

July

Aug.

Sept.

Oct.

1917 Apr.

May

1918 Mar.

May

1919 Apr.

1920 Mar.

Apr.

May

June

July

1921 Mar.

Apr.

June

1922 Mar.

Apr.

May

12

24

11

8

14

15

8

16

4-5

2

12

30

9

9-11

20-21

18

2

19

6-14

7

26

20

2

6

13

11

14

26

18

1

3

4

30-31

25

5-7

27

10

28

17

24

14

2

26

6

4

27

28

11

11

11.7

13.0

8.7

10.4

10.6

10.0

11.9

9.9

9.5

13.7

15.9

14.3

5.2

3.6

3.5

5.4

6.0

4.8

3.50

19.6

13.9

5.4

5.4

5.3

5.2

17.3

4.9

6.0

4.30

3.95

14.0

5.6

3.1

3.1

2.7

13.3

3.5

3.4

3.5

3.6

4.4

4.0

3.2

4.7

3.65

9.5

9.6

11.0

4.0

1,500

1,960

** 608

1,040

1,100

870

1,460

839

790

2,220

3,060

2,440

2,450

906

856

2,620

3,110

2,020

836

* 7,440

6,360

2,620

2,620

2,520

2,430

7,720

2,120

3,110

1,510

1,240

* 5,200

2,800

750

750

« 630

6,120

1,060

1,000

1,060

1,120

1,690

1,370

890

1,970

1,150

4,600

P

5,200

1,370

* Estimated 

*# Below base
FLOOD RECORDS - HUDSON BAY BASIN

Flood stages and discharges of Red River at Fargo, H. Dak. Continued

Gage

height Discharge 

(feet) (second-feet)

Cage

height Discharge 

(feet) (second-feet)

1922 June

1923 Apr.

June

1924 Apr.

1925 June

1926 Mar.

1927 Mar. 

Apr.

June

17

13

18

29

30 

20-22

24

19

5

19-20

18

3.1 

4.6 

5.4 

7.9 

2.5 

3.2 

4.3 

5.4 

4.4 

3.3 

3.1

835

1,870

2,650

3,960

«* 530

885 

1,600 

2,650 

1,690

912

794

1928 Mar. 

June

1929 Mar.

1930 Mar. 

Apr. 

May

1931 Apr.

1932 Apr.

1933 Apr.

1934 Apr.

21

20

29

17

5

16

3

11

5

10

9.6

3.4

12.8

7.3

10.0

9.0

9.5

8.55

9.44

9.04

8.55

 it 3,840

974

4,440

1,100

* 1,340

780

1,120

«* 365

868

*» 605

# » 323

* Estimated 

** Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Red River at Grand Forks, N. Dak.

Location.- Prior to Oct. 16, 1926, at Northern Pacific Railway bridge between Grand 

Forks, N. Dak., and East Grand Forks, Minn., half a mile below mouth of Red Lake 

Riverj thereafter in sec. 34, T. 152 N., R. 50 W., at Grand Porks, Grand Porks 

County, 2 miles below mouth of Red Lake River.

Drainage area.- 25,500 square miles.

Records available.- May 1901 to September 1934.

Source of data.- TJ. S. Oeological Survey.

Gages.- Nonreoording gage read to quarter-tenths once daily prior to 1923; to tenths once 

daily 1923 to Nov. 3, 1933; recording gage thereafter. Zero of gage at present location is 778.42 feet above mean sea level (1929 general adjustment). Zero of gage 

at first location was about 0.4 foot higher than that at present location. Dam 

which drowned out gage constructed below first location in 1926; gage at first location would have read same as second gage for same discharge if dam had not been 

constructed.

Stage-discharge relation.- Affected by ice and occasionally by aquatic growth. Control 

shifts slightly. Bank-full stage, about 25 feet.

Historical data.- Corps of Engineers, tl. S. Army, kept intermittent gage-height records 

and made few discharge measurements 1873-1921. U. S. Weather Bureau has published 

gage-height records since 1916. Datum of TJ. S. Geological Survey is 5 feet lower 

than that used in above-mentioned records. Dates and stages of important early 

floods were as follows: Apr. 21, 1882, 49.5 feet; Apr. 28, 1883, 40.6 feet; Apr. 

24, 1893, 45.5 feet; Apr. 10, 1897, 50.2 feet (estimated discharge, 43,000 secondfeet).

Flood stages and discharges 

(Base discharge 4,000 second-feet)

Date

1902 Mar.

1903 Apr.

May

1904 Apr.

June

July

1905 Apr.

May

June

July

Aug.

Sept.

1906 Apr.

May

July

*

«*

31 25.9

11 27.95

29 15.25

27 40.62

12 14.90

1 14.21

7 16.20

16 26.0

11 13.2

2 13.90

8 13.70

21 14.70

30 15.10

20 19.90

23 12.80

8 33.3

18 36.0

20 17.2

29 17.35

6 14.65

Estimated

Below base

Gage

height Discharge 

(feet) (second-feet)

18,800

7,140

32,900

6,750

6,270

7,660

16,700

5,370

5,880

5,720

6,480

6,780

10,900

5,090

24,100

27,600

8,520

8,640

6,530

Date he ight Di s charge 

(feet) (second-feet)

1907 Apr. 

June

1908 Apr.

May 

June

1909 Apr. 

June 

July 

Aug.

1910 Mar. 

Apr.

1911 June

1912 Apr.

1913 Apr.

1914 Apr. 

May 

June 

July

1915 Apr.

7

18

11

29

25

13

13

3

30

17

22

27

12

9

13

17

5

17

3

11

39.8

20.35

32.75

13.65

19.1

17.85

16.00

13.20

18.80

17.30

30.70

20.58

10.65

12.7

20.4

11.12

12.22

18.15

14.65

30,300

10,600

20,500

5,360

9,520

8,480

5,180

5,050

9,260

8,040

18,500

10,800

3,500

4,710

11,200

4,020

4,750

9,200

6,450

9,950
FLOODS IN THE UNITED STATES

Flood stages and discharges of Red River at Grand Forks, N. Dak. Continued

1915 May 

June 

July

1916 Apr. 

May 

June 

July 

Aug.

Sept.

1917 Apr.

1918 Mar.

1919 Apr. 

July

Aug.

1920 Mar. 

June 

July

1921 Mar. 

Apr.

1922 Apr. 

May

20

21

3

23

30

6

14

21

30

16

28

5

18

31

17

4

29

10

11

14

Gage

height Discharge 

(feet) (second-feet)

30.8

33.9

11.3

23.2

4,740

8,240

21,500

29,000

8,730

8,990

14,700

5,080

5,490

4,670

20,200

21,600

4,480

7,980

13,400

13,600

4,780

30,300

7,030

4,540

4,180

11,500

16,600

11,700

1923 Apr.

July

1924 May

1925 Apr. 

June

1926 Mar. 

Apr.

1927 Mar. 

Apr.

1928 Apr. 

June

1929 Mar. 

Apr.

1930 Mar. 

Apr. 

May

1931 Apr.

1932 Apr.

1933 Apr.

1934 Apr.

Gage

height Discharge 

(feet) (second-feet)

22

22

2

2

1

12

28

13

20

6

13

14

28

2

22

24

9

20

7

18

10

10

10

3

12

26.15

8.2

15.2

19.0

18.1

13.6

21.6

19.0

20.0

18.7

18.5

21.8

11.0

28.0

12.0

18.7

18.9

14.7

6.44

21.80

22.07

15.17

9.90

15,900

P 16,200

5,000

** 2,530

6,770

9,690

* 7,720

5,090

7,790

9,690

10,600

9,440

9,280

12,200

4,140

» 17,100

4,730

* 6,770

9,610

6,430

*# 1,580

» 10,200

P# 10,400

» 4,380

## 3,150

» Estimated 

** Below base

Mote.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

Red Lake River at Crookston, Mlnn.

location.- Prior to July 1, 1909, on highway bridge connecting Robert Street and St.

Paul Street, Crookston, Polk County; thereafter 300 feet downstream and a quarter 

of a mile below dam of Crookston Light, Water & Power Co.

Drainage area.- 5,320 square miles.

Records available.- May 1901 to September 1934. No winter records prior to 1908.

Source of data.- TJ. S. Geological Survey.

Gages.- Nonrecording gage read to half-tenths once daily July 1, 1909, to Sept. 27,

1911, and Oct. 1, 1919, to Sept. 30, 1922; to tenths once daily Oct. 1, 1922, to 

Sept. 26, 1930; recording gage Sept. 28, 1911, to Sept. 30, 1919, and subsequent . 

tp Sept. 26, 1930. Zero of gage is 832.36 feet above mean sea level (1929 adjustment).

Stage-discharge relation.- Affected by Ice and by aquatic growth. Control shifts. Bankfull stage, about 20 feet.

Storage and regulation.- Natural storage in and regulation by Red Lake, numerous small

lakes, and a large swamp area. Flood flows not affected bj power plant regulation.

Historical data.- Flood of Apr. 11, 1897, reached stage of 25.2 feet and was augmented 

by backwater from Ice. Serious inundations caused by backwater from ice occurred 

In 1824, 1825, 1826, and 1852. In 1826 and 1852 river rose about 66 feet above 

low water (from information in files of Crookston Times).

Flood stages and discharges 

(Base discharge 2,500 second-feet)

	Gage 

Date height Discharge

	(feet) (second-feet)

1901 Hay 18 3,660

June 6 2,580

14 2,780

18 3,200

26 5,270

July 7 5,970

1902 Mar. 28 9.85 5,020

Apr. 8 7.25 2,660

May 3 9.95 5,120

21 10.00 5,170

June 9 9.80 4,970

1903 May 25 8.44 3,690

1904 Apr. 7 18.30 11,900

12 17.90 11,500

19 14.85 8,900

24 20.32 13,600

Date

May 

June 

1905 Apr.

May

June

July

Aug.

Sept.

Oct.

8-10 

23

9 

19

3

9

13 

30

7 

18 

29

5 

18

4

20-21 

23

Gage 

height 

(feet)

11.90

9.82

8.85

8.60

9.7

7.1

14.10

7.8

7.25

9.20

9.30

8.60

10.00

8.00

8.70

7.35

Discharge 

Second-feet)

6,420

4,650

3,820

3,620

6,650

2,540

8,390

3,100

2,660

4,220

4,310

3,740

4,900

3,260

3,820

2,740
FLOOD RECORDS - HUDSON BAY BASIN 255

Flood stages and discharges of Red Lake River at Crookston, Mlnn. Continued

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1906 Apr.

June

1907 Mar.

Apr.

June

1908 Apr.

May

June

Sept.

1909 Apr.

July

Aug.

1910 Mar.

Apr.

1911 June

1912 Sept.

1913 Apr.

1914 June

1915 Apr.

May

June

1916 Apr.

May

June

July

1917 Apr.

1918 Apr.

5

15

2

28

4

18

23

13

17

7

28

23

8

1

5

21

14

26

20

26

1

22

10

29

8

16

19

12-13

9

19

18-19

29

17

29

5-10

1-5

1

11

1-2

15.3

20.97

8.15

10.35

11.95

9.7

11.2

8.9

8.55

16.6

8.15

12.2

9.0

8.55

' 8.30

8.71

7.60

8.25

13.8

11.0

10.9

11.1

8.15

6.8

12,4

9.5

9.0

7.3

8.0

7.4

7.8

13.9

21.5

9.5

10.3

11.9

6.2

9,410

14,200

3,380

4,100

6,260

4,400

5,630

3,760

3,490

10,300

3,180

6,470

3,840

3,490

3,290

3,630

2,740

3,250

7,830

5,460

5,380

5,540

3,380

## 2,120

6,920

4,480

4,060

2,550

2,980

2,550

2,830

7,860

14,400

4,150

* 3,600

* 3,800

* 2,900

* 5,320

** 1,760

1919 Apr.

July

Aug.

1920 Mar.

Apr.

1921 Apr.

1922 Apr.

May

1923 Apr.

1924 Apr.

1925 June

1926 Mar.

June

1927 Apr.

May

1928 Apr.

June

1929 Mar.

Apr.

1930 Apr.

May

1931 Apr.

1932 Apr.

1933 Apr.

1934 Apr.

2

5

5

15

25

10

16

7

8

10

18

13

21

20

23

9

24

23

6

13

13

6

11

25-26

2

7

23

19

8

7

12

8-9

9

9

2

9

7.7

20.8

21.1

8.6

23.3

10.3

10.8

10.0

11.0

8.4

1-5.0

8.2

12.5

5.1

13.5

12.3

8.6

8.7

13.2

14.0

10.1

12.5

13.3

8.9

9.1

8.7

14.9

7.5

9.5

9.8

4.23

9.42

9.78

2,760

14,400

P 14,700

3,430

* 10,100

4,800

5,230

* 3,500

4,550

5,400

3,280

7,100

3,120

# 5,820

#* 1,090

7,550

6,500

3,430

3,510

7,280

P 8,000

4,640

6,680

7,370

* 3,050

3,830

3,430

* 7,910

2,620

* 3,490

4,370

*# 730

4,070

P 4,390

*# 1,210

*# 1,270

* Estimated 

#* Below "base

Note.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak). Breaks In record: Nov. 1, 1918, to Mar. 24, 1919; Oot. 1, 1919, to 

Mar. 24, 1920; June 1 to Aug. 23, 1920; Nov. 1, 1920, to Mar. 31, 1921.
FLOODS IN TEE UNITED STATES

Mississippi RiTer at ELk River, Minn.

Location.- Prior to July 18, 1932, In sec. 10, T. 121 N., R. 23 W. fifth principal merl3Tan, on highway bridge at Elk River 2,500 feet below mouth of Elk River; thereafter In SE-J sec. 34, T. 33 N., R. 26 W. fourth principal meridian, on opposite 

side of river and 75 feet downstream.

Drainage area.- 14,500 square miles.

Records available.- July 1915 to September 1934.

Source of data.- TJ. S. Geological Survey.

Sages.- Honrecording gage read to hundredtfas twice dally prior to July 18,. 1932} recordIng gage thereafter. Zero of gages is 847.92 feet above mean sea level (1912 

adjustment).

Stape-dlscharge relation.- Permanent during open-water seasons; considerably affected by 

Ice.Rating curves well-defined to 12,400 second-feet and fairly well defined to 

26,300 second-feet.

Regulation and storage.- Regulation from power plants above station and storage In the

following reeervoirs: Wlnneblgoshlsh, Leech Lake, Pokegama, Sandy Lake, Pine River, 

Gull Lake; combined capacity, 2,230,000 acre-feet; controlled area, 4,540 square 

miles. Storage negligible 1932-34 owing to drought.

Remarks.- An ice and log Jam caused a stage of 14.8 feet on Apr. 8, 1916. Maximum dlacEarge occurred during period Apr. 1-10, 1917, when gage wae not readj probably 

about Apr. 5; eetimated on basis of power-plant records, 34,000 second-feet.

Historical data.- On Apr. 1, 1907, there was a flood estimated aa 29,800 second-feet 

( 73d Cong., 1st seas., H. Doc. 66, p. 22).

Flood stages and discharges 

(Base discharge 7,700 second-feet)

Date

1915 July

Oct.

Nov.

Dec.

1916 Apr.

Hay

June

July

Aug.

Sept.

1917 Apr.

May

1918 May

June

1919 Apr.

May

June

1920 Mar.

Apr.

May

JuneJuly

1921 Apr.

May

June

1922 Mar,

Apr.

22

8-10

13-15

28

11-12

7

25

26

27

4-6

24-26

10

17-20

11

25-26

24

27

2

9

2

15

15

27

5

15

16

27-29

28

28

26-30

12

24-25

2

15-17

2-3

9

1

15

16

31

5

10-11

13

6.8

4.7

5.8

5.1

5,4

10.8

9.8

9.4

6.1

9.2

6.0

6.5

6.2

8.52

8.63

5.08

5.56

6.12

&*81

5,88

7.18

7.23

5,14

5.67

6..S

6.30

9.56

9.77

6.41

6,89

5.78

6. 16

8.32

8.62

5.11

6.61

6.66

8.07

7.15

10.06

5.95

Gage

height Discharge 

(feet) {second-feet)

15,400

9,200

10,200

7,930

8,880

27,000

23,500

22,200

11,100

21,500

10,800

9*200

11,400

Gage

height Discharge 

(feet) (second-feet)

19,100

19,400 Ma5

7,930

9,520 Jur 

11,100

10,200 1928 «ai 

10,500

14,700 Apl 

P 14,800

9,620

7,930

9,840 Mas 

10,200

8*560 Sei 

22*800 Oct 

P 24,100 

12>100

13*700 1989 Max 

10,200 

10,200

18,400 Api 

19,400 

10,200

7,«30 1930 Maj 

12,700 1931 Jur 

t 12,900 1932 Haj 

17,700

14,700 1933 Jut 

24,600 1954 Apl 

10*800

t Below base

Note.- All discharge quantities are average dally flows except aa designated by "P" 

(momentary peak). Break in record! Apr. 1-10, 1917.

23

23

3-5

9

14

26

19

8

10

15

18

28

9

9

21

22

30

1

18

27

27

6

13

16

26

5

10

27

15

23

28

21

21

26

6-7

9-10

18

16

16-3-7

IS

13

2

19

5.57

5.80

5.47

4.35

4.30

6.63

5,11

5.08

6.68

7.23

5.17

7.70

7.8

7.55

5.53

5.10

5.29

7.21

7.46

6.11

&.60

5.06

6.16

5.26

5.15

6.08

5.81

6.03

8.77

8.43

9.9S

5.14

5.20

6,12

7.07

6.60

8,17

5.30

6,37

4.14

9,5SO

P 10,200

9 ,.200

t 5,800

t S,500

12,700

7*930

7,930

7*930

13,000

14,700

8,240

16.400

P 18,700

16,000

9,200

7,930

7,930

8,560

14,700

P 15,700

11,100

9,580

7,930

11,400

8,560

8,240

11,100

10,800

10,800

10,800

18,800

P 29,900

11*800

7,930

8,240

7,930

U,300

8*980

7,7#>

F 8,050

11,600

t 4,940
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN 237

Mississippi River at St. Paul, Mlnn.

Location.- In sec. 6, T. 28 N., R. 22 W., at St. Paul, 6 miles below mouth of Minnesota 

River. Position of gage changed slightly several times during period of record 

but always within reach of river bounded by Wabasha and Jackson Streets.

Drainage area.- 36,800 square miles.

Records available.- September 1866 to December 1869, April 1872 to September 1934. No 

daily discharge records prior to March 1892. Discharge measurements 1867-68, 

1889-97. and 1904-34. No winter gage-height records prior to 1903-4 (except 

1896-97); no winter discharge estimates prior to 1914-15 (except 1896-97).

Sources of data.- Gage-height records 1866-69 obtained in 1874 by Gen. A. W. Greely,

Signal Service, XT. S. Army, probably from St. Louis & St. Paul Packet Co.; 1872 to 

March 1925 from XT. S. Signal Service and XT. S. Weather Bureau} subsequent gageheight records and all discharge records from XT. S. Geological Survey. Discharge 

measurements from Corps of Engineers, XI. S. Army, 1867-68, 1889-97, and from XT. S. 

Geological Survey 1904-34.

Gages.- Nonreeordlng gage read to tenths once dally prior to Mar. 17, 1925} recording 

gage Mar. 17, 1925, to Apr. 7, 1951. Weekly gage readings only during winters 

1903-4 to 1911-12. Zero of all gages was 684.16 feet above mean sea level (1912 

adjustment).

Stage-discharge relation.- Affected by ice. High-water control permanent} low-water 

control shifted, owing to construction of wing dams, dredging, and other channel 

improvements. Subsequent to Apr. 7, 1931, navigation dam at Hastings controlled 

all except extremely high stages, and discharge records have been computed from 

records of Ford Motor Co. power plant and Minnesota River. Flood stage, about 

14 feet.

Storage and regulation.- Low-water regulation from power plants above station and storage in the following reservoirs: Winnlbigoshlsh (1884), Leach Lake (1884), 

Pokegama (1884), Pine River (1886), Sandy Lake (1895), Gull Lake (1912); combined 

capacity, 2,230,000 acre-feet; controlled area, 4,540 square miles. Figures in 

parentheses give dates when reservoirs began operating. Regulation from reservoirs 

negligible 1932-34 owing to drought.

Remarks.- An important flood occurred in March 1870, during period when no continuous 

gage-height records were available.

Flood stages 

(Base gage height 6.2 feet)

Date

1867 Apr.

May

June

July

1868 Mar.

Apr.

May

June

1869 Apr.

Sept.

1872 May

July

1873 Mar.

Apr.

May

June

1874 Apr.

June

July

22

25

14

1

23

23

4

6-8

7

7

26-29

24-27

19-22

8-9

24

2

9

21

22

1

13

10

27

22-23

2

Gage

height

(feet)

17.4

10.3

16.2

17.0

18.6

8.3

9.3

8.4

6.9

15.6

14.4

16.1

7.7

6.4

8.6

10.1

9.2

16.4

11.4

15.7

15.5

t 8.9

9.0

9.7

11.6

Date

1875 Apr.

June

Sept .

1876 Apr.

May

1877 Apr.

May

July

1878 Mar.

Apr.

1879 July

1880 Apr.

May

June

1881 Apr.

June

July

Oct.

Nov.

1882 Apr.

May

June

16

8

9

10

19

22-23

21-23

25-26

8-9

17-18

27

11

5-7

15

17-18

29

29

5

17

18-19

9

18

5-6

13

16-17

30

Gage

height

(feet)

18.0

10.9

8.3

11.0

9.9

10.4

7.0

7.7

7.1

6.4

6.7

10.8

7.2

7.1

15.2

19.5

P 19.7

9.7

9.9

6.5

13.0

13.1

12.9

13.3

11.7

10.0

Date

Aug.

1883 Apr.

May

June

1884 Apr.

May

Oct.

1885 Apr.

June

1886 Mar.

Apr.

May

June

1887 Mar.

Apr.

1888 Apr.

May

June

1889 May

1890 June

1891 Apr.

26-27

7

22

24

8-10

3

5-7

26-29

10

5

28-29

18-19

29

21

3-5

20

25-26

17

14

11

28-29

15-16

21

23

9

17

Gage

height

(feet)

8.2

t 7.4

12.5

8.8

8.5

9.8

10.2

7.8

6.5

6.6

7.3

7.4

8.2

6.7

8.0

6.3

7.9

9.6

14.4

14.1

11.2

9.0

** 4.5

7.0

6.3

6.4

t First day of record; may not be peak 

** Below base
238 FLOODS IN THE UNITED STATES

Flood stages and discharges of Mississippi River at St. Paul, Minn. 

(Base discharge 14,600 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1892 May

June

July

Aug.

1893 Apr.

May

1894 Apr.

May

1895 June

1896 Apr.

May

June

189V Apr.

June

July

1898 June

July

1899 Apr.

May

June

Aug.

Oct.

1900 Oct.

1901 Apr.

May

June

July

1902 May

June

1903 Mar.

Apr.

May

June

July

Aug.

Sept.

Oct.

1904 Apr.

June

Oct.

1905 Mar.

Apr.

May

June

July

Aug.

Sept.

Oct.

Nov.

1906 Apr.

June

Aug.

Sept.

Nov.

1907 Apr.

June

July

Sept.

1908 Apr.

May

June

26

9

21

28

3-4

10

5-7

25

21

16-17

18

7

21-22

12-13

27

6

23

11 a-9

13

14

8

22-23

26

24

7

12

9-11

30

11-13

26-27

9-10

27-28

18

19

3-4

13

8

22-24

14

11-12

11

27-28

28

10-12

18-19

11-12

11

21

21

26

29

19

12

17-18

1-2

28

2-5

30

4

1-2

18-19

25

25-26

1

9

2-3

4

12.6

9.8

9.8

6.7

6.6

10.9

14.7

10.6

11.8

4.6

10.7

9.3

10.5

8.9

6.8

18.0

6.8

13.6

10.7

6.9

10.5

7.6

11.0

8.8

8.8

6.6

7.5

7.3

6.2

. 7.2

7.5

6.8

8.3

8.9

10.9

11.9

7.7

6.3

11.9

13.5

9.9

7.8

7.8

5.9

6.7

11.7

8.4

14.8

8.2

7.4

6.0

5.9

12.0

13.3

6.9

8.4

8.3

7.9

6.3

13.3

8.9

11.0

6.7

6.3

5.9

5.6

7.5

15.3

45,700

30,700

30,700

16,400

19,000

36,300

58,800

34,800

41,200

*» 9,640

35,300

28,300

34,300

26,300

16,800

80,800

15,600

49,600

35,300

17,200

34,300

20,200

36,800

25,800

25,800

16,000

19,800

18,900

14,400

18,500

19,800

16,800

24,000

26,800

36,900

42,500

21,400

15,800

42,500

51,800

31,600

21,800

21,800

14,400

17,400

41,300

24,500

59,800

23,600

20,200

14,700

14,400

43,000

50,600

18,200

24,500

24,000

22,300

15,800

50,600

26,800

57,400

17,400

15,800

15,300

14,200

21,400

63,200

June

1909 Apr.

June

Aug.

1910 Mar.

1911 Oct.

1912 Apr.

May

1913 May

1914 May

July

Sept.

1915 Mar.

Apr.

May

July

NOT.

1916 Apr.

May

July

Aug.

Sept.

1917 Apr.

June

July

1918 Mar.

June

Aug.

1919 Mar.

Apr.

June

1920 Mar.

May

June

July

1921 Apr.

June

1922 Mar.

Apr.

1923 May

1924 Aug.

1925 June

1926 Mar.

1927 Mar.

Apr.

May

June

1928 Mar.

Apr.

May

1929 Mar.

1930 May

1931 June

1932 Apr.

1933 Apr.

1954 Apr.

14

29

4-5

8

18

18-20

19

8

4

10

27-30

27-28

8

3-4

20-21

7

5

10

4-5

15

6

28

-30

6-7

28

19-20

8

8

15-17

1

24-25

4

27

25-26

22

27-29

29

1

17

19

4-7

12

16

21

1

13-14

7-8

26-28

20-21

20

27

28

19

19

24-27

27-28

15

28-29

30

26-27

7-8

22-24

24

19

26

12-13

6

12

15.0

16.8

13.0

8.8

8.2

6.3

10.6

4.8 **

6.5

11.2

6.2

6.1

6.0

12.2

5.8

5.9

10.5

6.3

9.9

6.8

16.6

15.1

13.8

12.4

6.2

6.1

16.0

16.2 P

8.1

6.7

7.5

6.5

5.5

12.5

13.8

12.4

13.6

8.2

7.6

10.2

11.3

6.4

6.7

7.1

10.2

12.6

4.3 **

4.0 #*

6.2

6.35 P

5.2

5.5 P

11.50

11.60 P

11.2

8.4

7.30

11.3

11.4 P

8.2

7.0

12.9

13.0 P

8.78

««

««

61,200

73,000

48,900

27,100

24,400

16,700

35,800

11,800

17,400

39,000

16,700

15,800

15,500

40,500

14,900

15,200

31,100

16,300

28,600

17,800

73,500

61,200

51,100

41,600

16,000

15,800

68,600

70,200

22,000

17,500

20,900

17,600

14,700

45,300

54,500

44,600

53,100

24,600

22,500

32,600

37,800

18,600

19,500

20,800

32,600

46,000

13,200

12,900

16,500

16,800

14,200

14,500

34,300

35,000

32,400

21,000

18,200

33,000

33,600

20,500

17,500

45,000

45,800

22,000

9,670

17,600

14,400

7,460

# * Below base

Note.- All discharge quantities are average daily flows except as designated tiy "P" 

(momentary peak).
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIS 239

Mississippi PLiver at Le Claire, Iowa

Location.- At foot of Dodge Street, Le Claire, Scott County, 15 miles above Davenport 

and 155 miles above Keokuk.

Drainage area.- 88,600 square miles.

Records available.- June 1875 to September 1954, except August and September 1875.

Sources of data.- Gage-height records from U. S. Signal Service, U. S. Weather Bureau, 

and Corps of Engineers, U. S. Army. Discharge records determined by Mississippi 

River Power Co. in collaboration with the Corps of Engineers, U. S. Army.

Gage.- Nonrecording. Zero of gage is 562.19 feet above mean sea level.

Stage-discharge relation.- Affected by ice. Control permanent except for a change in 

1915, when a canal was constructed about a third of a mile below gage.

Storage and regulation.- Several navigation dams on main stream and numerous storage

reservoirs on headwaters and tributaries. Effect on flood flows of these regulating works is not large.

Historical data.- Flood record prior to June 1875 taken at Davenport, Iowa, and gives 

flows that are comparable with those at Le Claire. Gage-height records refer to 

Davenport gage.

Flood stages and discharges 

(Base discharge 80,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1861

1862

1866

1867

1870

1871

1873

1874

1875

1876

Apr.

May

May

June

Mar.

Apr.

May

June

July

May

July

Apr.

June

July

Sept

Mar.

Apr.

May

27

4

4

28

24

24

14

16-17

11

17

18-20

29-30

15-16

6

18-20

18

19-21

7-10

May 30-June 2

1877

1878

1879

1880

1881

1882

1883

1884

1885

1886

1887

July

Apr.

June

June

July

Apr.

June

Apr.

May

June

July

Oct.

Apr.

May

July

May

July

Mar.

May

June

Sept

Oct.

Apr.

May

June

July

Aug.

Mar.

May

Mar.

Apr.

7-8

3

5

1

13

25-26

26-27

8

25

16

12

15

14

26-27

22

28

10-11

1

28-30

27-28

3

4

23

27-28

18

20

9-10

6

1-4

3-4

25

28- Apr. 1

1-2

13

20

» Estimated

15.1

16.0

16.0

14.7

16.6

17.0

13.1

9.5

8.4

6.6

5.8

10.3

6.1

6.3

5.9

7.7

10.1

10.2

10.2

8.0

6.9

5.5

6.5

5.9

5.9

7.5

7.0

14.5

7.2

10.7

7.0

6.5

13.9

11.3

8.7

7.3

10.7

7.8

9.1

7.0

6.2

5.8

9.1

9.2

6.9

7.8

6.5

5.5

6.7

6.4

6.5

9.8

6.1

9.4

197

214

214

189

225

233

160

151

130

98

85

167

90

93

87

 ::- 113

165

165

165

123

104

80

96

87

87

114

106

250

109

174

106

96

237

186

136

111

174

120

144

106

92

85

144

146

104

120

96

80

100

95

96

157

90

149

,000

,000

,000

,000

,000

,000

,000

,000

,000

,400

,600

,000

,400

,600

,200

,000

,000

,000

,000

,000

,000

,800

,800

,200

,200

,000

,000

,000

,000

,000

,000

,800

,000

,000

,000

,000

,000

,000

,000

,000

,000

,600

,000

,000

,000

,000

,800

,800

,000

,200

,800

,000

,400

,000

Ib88

1889

1890

1891

1892

1893

1894

1895

1896

1897

1898

1899

1900

1901

1902

1903

1904

1905

Apr.

May

27

14-16

May 30-June 1

Apr.

June

May

Apr.

May

June

Mar.

Apr.

May

May

Mar.

May

Apr.

July

June

Apr.

May

June

Apr.

May

Oct.

Nov.

Mar.

Apr.

May

July

Apr.

June

July

Aug.

Sept.

Oct.

Mar.

Apr.

June

Oct.

Mar.

Apr.

26-27

28-29

2-3

19-20

6-7

5

26

13

23

12-15

7

30-31

2

4-5

28-29

17-18

24-28

24-27

29-30

17-18

30

24-26

4

3-4

20

15-16

21

21-24

26-27

19

3-4

4-8

21

7

29-30

23-25

27

25-26

10-11

26-27

27

12-13

13

14

4

7

9

8

6

6

11

13

8

9

10

8

9

5

8

9

11

6

6

7

7

7

9

5

6

9

7

6

7

8

6

8

10

8

5

10

8

7

7

6

6

6

7

May 31 -June 1 8

1906

1907

1908

1909

June

Sept.

Apr.

June

Apr.

July

Oct.

May

July

Apr.

21-22

3

22-25

11-12

11-13

13-14

5

13-14

20

22

10

5

10

7

10

7

6

6

8

8

.0

.45

.4 -:H

.4

.0

.4

.3

.5

.8

.95

.0 *

.6

.7

.7

.8

.4 *«

.3

.3

.9

.4

.0

.5

.1

.2

.4

.9

.7

.0

.1

.5 *

.0

.0

.1

.0

.2

.1

.6

.8

.4

.1 #

.4

.8

.5

.8

.5

.1

.6

.6

.4

.8

.5

.1

.1

.5

.6

.0

219,000

248,000

f 64,300

113,000

142,000

150,000

95,600

96,800

196,000

238,000

100,000

153,000

174,000

136,000

157,000

* 70,000

128,000

148,000

198,000

95,200

88,800

114,000

107,000

109,000

149,000

87,200

100,000

142,000

107,000

84,000

106,000

123,000

90,400

123,000

165,000

125,000

82,400

176,000

130,000

101,000

113,000

102,000

90,800

102,000

114,000

125,000

172,000

82,400

169,000

120,000

171,000

107,000

90,400

96,800

134,000

123,000

*--::- Below base
240 FLOODS IN THE UNITED STATES

Flood stages and discharges of -Mississippi River at Le Claire, Iowa. Continued

Gage 

Date height Discharge

(feet) (second-feet)

121,000

95,200

92,000

85,600

73,100

84,000

120,000

104,000

92,000

93,600

123,000

100,000

82,400

102,000

111,000

92,000

90,400

82,400

123,000

172,000

195,000

146,000

87,000

93,900

142,000

90,400

99,300

123,000

166,000

# Estimated 

« Below base 

Note.- All discharge quantities are average dally flows*

Gage

height Discharge 

(feet) (second-feet)

1909

1910

1911

1912

1913

1914

1915

1916

1917

1918

1919

May

June

Mar.

Feb.

Oct.

Apr.

May

Mar.

Apr.

May

June

July

Apr.

June

Aug.

Mar4.

Apr.

May

June

July

Mar.

Apr.

June

Apr.

June

Apr.

2-3

18-21

10-11

26-27

25

18

21-22

7

20

28-29

27

17-18

15

20-21

13-15

23-24

4-7

5-7

29

17

5

8-10

21

31- Apr. 1

21

15

2

13-14

25

7.9

6.4

6.2

5.8

5.0

5.7

7.8

6.9

6.2

6.3

8.0

6.7

5.6

6.8

7.3

6.2

6.3

6.0

8.5

11.0

12.1

9.7

6.5

6.9

9.5

6.7

7.2

8.5

10.7

July

1920 Apr.

Juns

July

1921 May

1922 Feb.

Apr.

May

1923 Apr.

May

1924 Hay

Aug.

1925 June

1926 Apr.

Oct.

1927 Mar.

Hay

1928 Apr.

Sept

Nov.

1929 Apr.

1930 June

1931 July

1932 Apr.

1933 Apr.

May

1934 Apr.

12

9

3

1

11-13

27

23

27

7-8

5-7

9-11

23

19-20

26-27

7

30- Apr.

12

26

9-10

30

1-3

2-3

28

6-11

22-23

8-13

22-23

19-20

6.8

13.4

6.7

7.4

6.4

6.6

12.9

6.5

7.6

7.1

6.8

7.6

6.9

5.9

7.1

9.0

7.0

7.4

8.1

6.9

6.2

9.7

6.3

3.1

7.1

6.8

6.3

6.4

92,100

222,000

90,400

103,000

85,300

80,060

212,000

87,000

106,000

97,500

92,100

106,000

93,900

77,200

97,500

133,000

95,700

103,000

116,000

93,900

82,000

146,000

83,600

40,700

97,500

92,100

83,600

85,300

Mississippi River at Keokuk, Iowa

Location.- January 1878 to May 1913 at upper lock of canal at Galland (formerly Nashville), Lee County, about 8 miles above Keokuk; thereafter at dam of Mississippi 

River Power Co. at Keokuk.

Drainage area.- 119,000 square miles.

Records available.- January 1878 to May 1913 at Galland, May 1913 to September 1934 at 

Keokuk.

Sources of data.- Gage-height records from January 1878 to May 1913 from Corps of Engineers, IT. S. Army. Discharge records furnished by Mississippi River Power Co.

Gage.- Nonrecording gage read twice daily January 1878 to May 1913. Gage heights subsequent to May 1913 are for the lower lock at Keokuk. Zero of gage at Galland is 

496.93 feet and at Keokuk 477.84 feet above mean Gulf level.

Stage-discharge relation.- Permanent control for period January 1878 to May 1913; thereafter discharge computed from power-house records. Backwater from Des Moines River 

affects gage readings used subsequent to May 1913.

Storage and regulation.- Several navigation dams on main river and numerous storage

reservoirs on headwaters and tributaries. Effect on floo'd flows of these regulating works is not large.

Historical data.- Flood of June 6, 1851, had a stage estimated as 13.5 feet at Galland 

(discharge, .360,000 second-feet).

Flood stages and discharges 

(Base discharge 100,000 second-feet)

Date

1878 May 

June

July 

1879 June

July 

1880 Apr.

1881 Apr. 

May 

June

July

9-11 

11

19-20 

2-3

16 

25 

29

23-24 

16 

15-16

30

18-19

5.0 

6.4

4.5 

4.85

4.8 

6.2

10.6

9.6 

8.3 

6.7

5,4

8.2

Gage

height Discharge 

(feet) (second-feet)

1-13,000 

150,000 

101,000 

110,000 

108,000 

145,000 

271,000 

241,000 

203,000 

159,000 

150,000 

201,000

Oct. 31-Hov. 1

1882 Apr. 25

June 3-4

12

30

20-21 

18 

21 

17 

4

1883 Mar. 

May 

June 

July

Gage

height Discharge 

(feet) (second-feet)

1884 Apr.

May

1 

9-10

11.3

9.2

8.2

7.3

7.7

5.0

8.2

6.6

4.6

6.0

9.45

5.8

293,000

230,000

201,000

175,000

186,000

113,000

201,000

156,000

103,000

140,000

236,000

134,000
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIH 241

Flood stages and discharges of Mississippi River at Keolcuk, Iowa Continued

Gage

height Discharge 

(feet) (second-feet)

Date height Discharge 

(feet) (second-feet)

1884 Oct.

1885 Mar.

Apr.

May

June

Aug.

Sept.

1886 Mar.

May

1887 Mar.

May

1888 Mar.

May

1889 Apr.

1890 Apr.

July

1891 Mar.

May

1892 Apr.

May

June

1893 Mar.

May

1894 Mar.

May

June

1895 Mar.

1896 May

June

1897 Apr.

July

1898 Mar.

1899 Mar.

May

June

1900 Mar.

Apr.

May

Oct.

Nov.

1901 Mar.

Apr.

1902 June

July

Aug.

1903 Mar.

Apr.

June

July

Oct.

1904 Mar.

Apr.

June

1905 Mar.

Apr.

June

1906 Mar.

Apr.

July

1907 Apr.

May

June

July

Oct.

1908 Mar.

May

June

9-10

19

25-26

10

13

8-9

27

19

31

6

15

4

28

1

18

20

29

1

27-28

3

6

22

8

7

29

17

15-17

9

12

4

11

7-9

19

3

28-29

26

20

20-21

5

22

3

29

16-17

5-6

22-23

6

24

19

24-26

4

2

13

21-22

19

11

17

6

24-26

7

26-27

30

29-May 1

12-15

30

22

3

10

25-27

7-10

26-28

2-3

17-18

27

14

21

8

3

11-12

16

9

* Estimated

7.1

5.4

6.4

6.4

6.4

§.3

6.2

4.7

7.9

8.6

6.0

6.6

6.0

9.55

12.0

3.8

5.15

7.4

6.0

6.05

4.65

5.2

8.0

10.3

11.75

7.8

8.3

4.75

6.3

6.65

2.65

5.6

6.0

6.8

9.2

4.5

4.8

4.9

5.7

6.1

6.1

6.7

5.45

5.4

5.0

4.75

5.95

5.15

6.4

6.1

6.0

5.7

7.5

4.8

5.45

6.45

10.55

6.0

7.7

6.1

7.15

6.3

5.0

6.5

5.9

6.25

8.6

7.8

5.75

7.9

5.55

7.4

4.8

5.15

6.3

4.75

4.8

5.1

6.2

7.4

170,000

* 102,000

150,000

150,000

150,000

121,000

145,000

106,000

192,000

212,000

140,000

156,000

140,000

240,^00

31 4 , 000

«# 84,200

118,000

178,000

140,000

141,000

104,000

119,000

195,000

262,000

306,000

* 150,000

203,000

107,000

148,000

158,000

#* 59,200

129,000

140,000

161,000

230,000

101,000

108,000

111,000

132,000

142,000

142,000

159,000

* 102,000

124,000

113,000

10*7,000

138,000

118,000

150,000

142,000

140,000

132,000

181,000

108,000

125,000

152,000

270,000

140,000

186,000

142,000

171,000

148,000

113,000

153,000

137,000

146,000

212,000

189,000

133,000

192,000

128,000

178,000

108,000

118,000

148,000

107,000

108,000

116,000

145,000

178,000

#* Below base

478 O 35 16

July

1909 Apr.

May

June

July

Dec.

1910 Mar.

1911 Feb.

Oct.

1912 Apr.

May

1913 Mar.

Apr.

June

1914 June

July

1915 Feb.

Apr.

June

July

Aug.

Oct.

1916 Jan.

Mar.

May

June

1917 Mar.

Mar.

May

June

1918 Mar.

May

June

1919 Mar.

Apr.

May

June

Nov.

1920 Mar.

Apr.

May

June

July

1921 Apr.

May

Sept

1922 Mar.

Apr.

May

1923 Apr.

May

1924 June

Aug.

1925 June

1926 Apr.

Sept

Oct.

1927 Feb.

Apr.

May

June

1928 Feb.

Mar.

Apr.

Nov.

1929 Mar.

Apr.

1930 Feb.

June

1931 July

2

29

5-7

23

12

29-30

8

8

20-23

21

26

6-7

28

29

19

2-3

24

14-17

28

3

24

7-8

12

7

2

27

31

9

11

17

31- Apr. 1

2

9

17

6

27-28

28

12

21

25-27

8

7

14

17

10-11

14

4-5

4

29

12-13

24

2

24-25

29

9-10

6

29

24-25

23

11

4

9

16

2

8

3

21

14

19

28

4-5

17

17

12

21

23

21

27

18

3

6.9

7.45

7.5

6.0

6;25

5.4

5.5

4.7 #

5.4

6.6

6.0

8.85

5.15

7.45

6.2

9.35

11.15

10.0

13.25

9.9

9.05

13.55

10.55

12.3

11.7

12.95

16.3

16.4

14.3

9.2

11.7

13.5

13.3

14.95

8.85

9.7

11.75

16.45

14.45

16.0

17.2

10.95

9.9

10.55

16.45

11.3

9.15

8.55

8.95

9.5

9.45

9.15

17.4

9.9

11.7

8.5

13.7

12.95

10.05

8.7

9.9

11.0

11.75

13.05

9.7

14.1

14.75

10.8

12.5

13.5

13.65

8.9

9.05

11.8

11.8

19.15

18.25

8.65

13.7

4.85 «

164,000

180,000

181,000

140,000

146,000

124,000

126,000

104,000

124,000

156,000

140,000

220,000

118,000

169,000

130,000

110,000

122,000

112,000

142,000

107,000

102,000

140,000

108,000

133,000

120,000

149,000

206,000

213,000

176,000

102,000

142,000

158,000'

131,000

169,000

100,000

116,000

130,000

192,000

173,000

196,000

205,000

111,000

111,000

117,000

230,000

120,000

104,000

100,000

102,000

108,000

103,000

104,000

240,000

107,000

148,000

102,000

145,000

160,000

112,000

104,000

111,000

107,000

117,000

147,000

113,000

175,000

164,000

128,000

142,000

165,000

158,000

100,000

108,000

150,000

132,000

247,000

237,000

104,000

163,000

* 48 , 500
FLOODS IN THE UNITED STATES

Flood stages and discharges of Mississippi River at Keokuk, Iowa Continued

Date

1931 Dec. 3

1932 Apr. 24-25

1933 Apr. 9

Gage

height Discharge 

(feet) (second-feet)

9.75

9.8

14.45

105,000

106,000

160,000

Date

May 13-14

26

1934 Apr. 22

Gage

height Discharge 

(feet) (second-feet)

10.65 114,000

13.25 154,000

7.3 *» 83,500

*» Below base 

Note.- All discharge quantities are average daily flows.

Mississippi River at Hannibal, Mo.

Location.- At Wabaah Railway bridge at Hannibal, Marion County.

Drainage area.- 137,300 square miles (data of U. S. Weather Bureau).

Records available.- Oage-height records August 1878 to December 1934. Miscellaneous

discharge measurements, 1878, 1880, 1881, 1910, and 1930. 

Sources of data.- Gage-height records by U. S. Weather Bureau. Discharge measurements

by Corps of Engineers, U. S. Army. 

Gagea.- Nonrecording gage read at least once daily. Recording gage installed June 12,

1914. Zero of gage is 449.07 feet above mean sea level (1929 general adjustment).

All gage-height records, referred to same datum. 

Stage-digcharge relation.- Continually subject to change; affected by ice, irregularity

of sloped natural instability of channel, and river training works involving levees,

dredging, etc. Flood stage, about 13 feet. 

Remarks.- Only those gage-height crests which were 0.7 foot or more above preceding and

following low pointa were used in this compilation. Irregularity of conditions

affecting stage-discharge relation made it inadvisable to apply results of discharge

measurements to determination of daily discharge for any extended periods before or

since measurements were made. 

Historical data.- Flood of 1851 reached stage of 21.6 feet (data of Mississippi River

Commission). Fragmentary gage-height records to an unknown datum are available

1870-74; these records indicate that no important floods occurred in that period.

Flood stages 

(Base gage height 11.0 feet)

Date

1879 June 2-3

1880 Apr. 27-28

June 10

July 3

1881 Apr. 25-26

May 20

June 23

July 2

21

Oct. 27

1882 Apr. 27-28

May 9-11

June 5-6

14

July 2

1883 Feb. 20

May 20

June 22-23

Aug. 4-6

1884 Apr. 3

May 10

Oct. 13

1885 Jan. 13

Mar. 10

16

Apr. 27

June 15-16

Aug. 3

1886 Feb. 24

26

Apr. 3

May 9

17

1887 Feb. 13

Mar. 17

Gage

height

(feet)

** 10.62

11.25

11.25

18.67

19.08

16.67

14.83

13.83

16.83

20.58

18.17

17.58

17.17

15.92

18.42

15.83

17.58

15.50

11.08

18.50

11.75

14.75

12.25

12.42

13.25

13.08

12.83

12.58

12.79

13.00

15.42

17.08

16.25

12.00

11.17

Date

May 5-6

1888 Mar. 28

Apr. 17

May 17

June 24

July 11

1889 May 30 *»

1890 July 3

1891 Mar. 29-30

Apr. 23

1892 Apr. 6

23

May 9

25-27

June 6-7

July 3

1893 Mar. 19

May 1-2

17-18

28

1894 May 12

June 4-6

1895 June 27 »»

1896 May 22-23

June 3-4

1897 Jan. 4

Apr. 4

29

1898 May 21

1899 May 8

23

June 4

July 1

1900 Mar. 15

1901 Mar. 26

Gage

height

(feet)

11.83

13.92

14.25

23.08

14.17

14.42

8.67

13.5

12.1

12.2

12.6

12.1

18.5

17.3

19.8

20.8

13.7

15.9

16.1

16.8

11.8

12.1

5.2

12.8

13.3

11.2

16.6

20.8

11.7

11.3

15.0

12.7

13.3

13.0

12.7

Date

Apr. 8

1902 June 3

July 23

Aug. 22-23

1903 Mar. 9

Apr. 12

June 8

July 26

Oct. 10

1904 Jan. 26

Mar. 31

Apr. 11

28-29

June 5

1905 Mar. 31

Apr. 23

June 1-6

12

13

27-28

1906 Feb. 27

Apr. 25-29

1907 Jan. 22

Apr. 17-19

June 13

July 23

1908 May 17

June 1

10

15

July 1-2

1909 Apr. 26-29

May 9

28

June 12-13

July 1-2

Gage

height 

(feet)

12.9

11.4

16.6

11.7

11.5

14.2

22.5

12.2

15.8

12.2

14.1

11.2

16.4

11.0

12.7

12.1

12.2

P 18.3

18.1

14.8

12.4

15.2

11.4

13.6

11.5

14.7

13.8

17.6

15.9

16.3

14.8

14.8

15.3

13.3

14.4

11.9

*» Below base
FLOOD RECORDS - TIPPER MISSISSIPPI RIVER BASIH

Flood stages of Mississippi River at Hannibal, Mo. Continued

Apr.

May

1928 Jan. 

Apr. 

Sept.

Nov.

Dec.

1929 Jan. 

Feb.

Mar.

Apr.

May

June

July

1930 June

1931 Nov.

1932 Jan. 

Apr.

1933 Apr.

May

July

1934 Apr. 

Dec.

 » Ice gorge 

 * » Below base

Mote.- Unless designated by "P" (momentary peak) gage-height values are single 

daily readings, usually taken in morning.

Minnesota River near Montevideo, Minn.

Location.- At highway bridge 800 feet below mouth of Chippewa River and 1 mile south of

Montevideo prior to Feb. 6, 1932; on bridge 300 feet upstream on U. S. highway 212

thereafter.

Drainage area.- 6,300 square miles. 

Records available.- July 1909 to September 1934. 

Source of data.- U. S. Geological Survey. 

Gage.- Nonrecording gage read to hundredths twice daily during open-water season except

in 1919 and 1920, when it was read only once daily; gage was read two or three

times a week during periods of ice effect, about Nov. 15 to Mar. 15. Zero of gage

is 910.87 feet above mean sea level (1912 adjustment). 

Stage-discharge relation.- Permanent except as affected by ice. Bank-full stage, about

14 feet. 

Regulation.- Slight fluctuation caused by power plant on Chippewa River in Montevideo;

regulation of low flow at Lac Qui Parle Dam.

Flood stages and discharges 

(Base discharge 400 second-feet)

Date

Gage 

height

(feet)

1909 July

1910 Mar.

1911 Feb.

Oct.

1912 Apr.

1913 Mar.

Apr.

May

1914 June

1915 Feb.

Mar.

June

July

Aug.

Oct.

1916 Jan.

Apr.

May

June

1917 Apr.

May

June

1918 May

June

1919 Mar.

9 P

10

20-21 *#

22

26-28

8

31-Apr.l

10

31-June 2

25-26

25 P

7-8 *

2

8

22

30

13

26

5

3-4

23

29

1

22-23

16

28-29

10

2

28

3-4

9

17-18

31

13

13 P

27

21-22

16.6

16.5

10.9

1S.7

11.1

19.0

14.3

13.1

11.2

11.4

11.44

11.8

14.3

15.4

12.7

11.0

12.9

13.0

16.1

13.1

12.7

15.3

18.3

16.2

19.1

16.4

16.9

14.1

15.0

16.2

18.1

17.6

14.0

17.7

17.8

12.4

16.2

Date

Mar.

Apr.

May

June

Nov.

1920 Mar.

Apr.

May

June

July

1921 Apr.

May

Sept

1922 Mar.

Apr.

May

1923 Apr.

1924 June

Aug.

1925 June

1926 June

Sept

Oct.

1927 Feb.

Mar.

Apr.

21

28-29

28

8

9

15

18-19

30

22

14

5

16

27

3-4

14

.23-25

15

25

25

30

11-12

30

27

24

18

5

6

10

10

17-18

17

3-4

3

9

22

4

17

Gage

height

(feet)

P 16.3

17.8

P 17.9

20.1

13.2

11.5

12.0

16.6

19.5

14.7

11.5

12.5

11.3

11.7

11.3

11.4

11.9

18.8

P 18.87

11.6

12.9

15.2

14.3

11.7

12.7

12.5

F 13.2

14.1

P 14.2

14.2

P 14.4

16.7

P 16.8

11.3

12.0

16.5

15.3

22

22

15

20

20

26

6

13

8

14

13

13

19

19

18

31

6-7

3

25

2

23

27

19

3

17

19

30

3

25

10

11

14

27

1

23

2

Gage

height

(feet)

17.9

P 18.0

12.7

13.8

P 14.1

15.7

17.0

14.1

11.3

13.5

11.0

P 11.1

17.8

P 17.9

11.0

* 12.3

11.1

13.8

20.4

20.2

21.7

22.1

12.8

12.6

11.9

15.5

12.2

11.0

11.0

F 15.9

15.7

14.8

15.8

11.9

** 8.5

»* 9.7

1909 July 

Aug. 

Nov.

1910 Mar.

22

14

21

9

13 

IV

Gage

height Discharge 

(feet) (second-feet)

5.4

4.65

4.34

8.10

9.32

9.74

805

587

500

1,770

2,250

2,420

Date

.85 P 2,460

Apr, 

May

June

1911 Mar.

1912 Apr.

23

17

30

13

15

6

Gage

height Discharge 

(feet) (second-feet)

R.12

5.66

4.91

4.26

3.96

5.1

4.9

1,780

889

659

478

400

715

656
244 FLOODS IN THE UNITED STATES

Flood stages and discharges of Minnesota Hiver near Montevideo, Minn. Continued

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1912 May

June

1913 Apr.

1914 Apr.

May

June

July

Aug.

Sept.

Oct.

Nov.

1915 Apr.

May

July

Sept.

Oct.

Nov.

Dec.

1916 Apr.

May

July

Aug*

Oct.,

NOV.

1917 Apr.

June

July

1918 Mar.

Apr.

May

June

1919 Mar.

Apr.

May

June

Nov.

1920 Apr.

May

June

9

9

18

19

2

11

18

6

8

10

20-21

1

5

12

18-19

4

22

14-15

22-26

19-21

3

9

2

9

3-5

22

18

11-13

20-21

8

26-27

16

2-5

3

22-26

30

3-4

25-29

24

17

4-5

4

29

16

16

23

30

30

6

13

29-30

13

27

5-6

22

19

25

12

17-18

21-22

25

16-20

3

26-29

14

24

 ::- 14

8.0

4.8

5.8

5.4

6.2

4.4

4.6

4.5

4.0

4.5

4.8

4.9

6.9

12.6

5.3

4.4

4.7

5.6

5.2

4.6

8.7

8.6

11.1

5.1

6.0

6.2

5.5

4.7

5.5

14.4

14.41

13.5

12.9

13.2

8.4

5.57

3.53

15.1

15.16

6.30

5.02

5.51

7.75

8.05

16.90

6.9

6.0

4.85

4.95

4.8

5.3

4.95

9.65

10.1

8.75

8.9

6.45

18.85

4.10

11.33

7.60

7.48

14.15

* 5,900

P 6,300

1,730

627

934

807

1,070

516

571

543

418

543

627

656

1,310

3,810

776

516

599

846

731

568

» 2,520

2,000

1,960

3,160

703

967

1,030

817

* 594

442

7,540

P 7,580

5,210

4,400

4,760

1,870

846

817

10,000

P 10,200

1,060

675

* 817

* 1,610

* 1,690

P

* 1,270

967

619

675

619

759

675

2,410

2,660

2,050

2,100

1,100

* 22,000

436

3,180

1,450

1,410

6,310

July

Sept.

Oct.

Nov.

Dec.

1921 Mar.

Apr.

June

Sept.

1922 Mar.

1923 Apr.

May

1924 Apr.

May

June

1925 Mar.

Apr.

June

1926 Mar.

Apr.

Aug.

Sept.

1927 Mar.

Apr.

May

July

1928 Apr.

May

1929 Mar.

Apr.

1930 Feb.

Mar.

May

Nov.

1931 Feb.

1932 Mar.

Apr.

1933 May

1934 Dec.

9-10

6-8

28-29

16-19

26-27

15

9-10

16

21

25-26

9

9

15-18

25-26

25

25

17-18

17

20

9

17

21

30

8-10

13-14

20

15

27

29

26-29

1

23

23

27

14

24-25

23

19-20

22

4

18

18

21-22

11-12

27-28

17

7

19

3

19

19

28-29

21-22

12

20

24

16

19-20

22

5

1

7

10

20

6-9

14.95

5.35

5.50

4.70

4.80

5.28

4.95

4.98

5.15

5.38

8.08

8.18

4.45

4.50

14.01

14.08

5.95

6.05

4.44

5.30

4.27

4.00

4.87

4.15

4.39

4.06

4.49

4.96

4.06

7.05

4.8

6.3

6.50

6.20

4.55

3.95

4.86

3.96

4.20

6.00

.8.92

9.1

8.48

6.42

7. 85

4.10

6.27

5.20

4.45

10.67

10.91

6.25

7.32

5.62

5.72

5.55

6.72

6.39

3.62

4.20

7.45

4.07

4.15

4.19

1.60

8,930

731

759

540

566

703

619

619

731

788

1,740

P 1,760

514

540

6,310

P 6,530

967

P 982

514

759

488

410

647

462

514

436

540

675

436

1,300

619

1,100

P 1,130

1,030

566

410

647

410

462

967

2,100

P 2,180

1,920

1,100

1,610

410

1,060

731

518

2,960

P 3,080

1,030

759

675

876

846

1,200

1,100

-:» 324

«« » 281

765

407

430

430

«« * 27

* Estimated 

«- Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIH 245

Minnesota River at Mankato, Minn.

Location.- Prior to Oct. 19, 1921, at Slbley Park, 1,000 feet below mouth of Blue Earth 

River and 2 miles above center of Mankato, Blue Earth County; thereafter at Main 

Street highway bridge in Mankato.

Drainage area.- 14,600 square miles (no change owing to new location).

Records available.- May 1903 to October 1921 at Sibley Park; March 1922 to September 

1934 at Mankato.

Sources of data.- Discharge records by U. S. Geological Survey; gage-height records by 

U. S. Weather Bureau through Nov. 30, 1924.

Gages.- Nonrecording gage read to tenths once daily May 20, 1903, to Oct. 19, 1921, at 

Sibley Park and Mar. 15, 1922, to Mar. 25, 1925, at Mankato; recording gage thereafter. Relation between gages at two locations has not been determined. Zero of 

present gage is 747.925 feet above mean sea level (1929 adjustment).

Stage-discharge relation.- Considerably affected by ice. Control shifts. Flood stage, 

Sibley Park, 18 feet; flood stage, Main Street, 22 feet.

Regulation.- Nearest dam on Minnesota River is at Minnesota Palls, 140 miles upstream. 

A dam on Blue Earth River at Rapidan, a few miles above mouth, controls low flow 

of that river.

Historical data.- Highest known flood occurred in 1881; stage, about 27 feet at Sibley 

Park gage and 31.5 feet at present gage (discharge, about 65,000 second-feet).

Flood stages and discharges 

(Base discharge 3,500 second-feet)

1903 May

July

Aug.

Sept.

Oct.

1904 Apr.

1905 Mar.

May

June

July

1906 Apr.

May

June

Aug.

Sept.

Nov.

1907 Mar.

Apr.

May

June

July

Aug.

Sept.

1908 Mar.

Apr.

Apr.

May

June

July

1909 Mar.

May

June

July

Nov.

1910 Mar.

1911 Mar.

Oct.

1912 Apr.

20

29

4

21

7

17

5-6

17

30

9

12-13

24-25

6

23-24

18

28

9

3

11

17

4

10-11

12

20-30

27

1

23

5

30

21-22

23-24

30

22

17

24

20-21

29-May 1

31

26

29

29-30

2

19-21

27

6

15

25

1-3

30

12

13-14

20

2

9.2

19.6

7.85

7.3

5.9

6.9

5.95

15.65

7.35

13.45

8.3

7.4

6.1

6.8

10.1

6.3

12.65

8.1

8.0

9.3

6.6

9.2

7.8

8.0

7.2

6.9

9.3

10.8

7.3

14.1

8.9

5.8

6.0

6.0

5.7

6.9

17.5

21.2

9.0

17.3

8.3

5.5

6.7

8.9

8.4

7.6

10.9

6.9

14.85

2.0

5.3

8.4

height Discharge 

(feet) (second-feet)

9,560

38,700

6,960

6,060

4,090

5,460

4,160

27,300

6,140

20,500

7,740

6,220

4,620

5,620

11,900

4,900

18,600

6,830

6,690

9,290

5,050

9,940

7,260

7,600

6,300

5,840

10,200

13,600

6,460

22,100

9,310

4,340

4,600

4,600

3,960

4,200

5,840

32,000

43,800

9,520

31,400

8,340

3,900

5,610

9,520

8,530

7,070

14,000

5,920

20,000

847

3,650

8,530

Gage

height Discharge 

(feet) (second-feet)

Apr.

May

1913 Apr.

May

1914 June 

July

1915 Mar.

May

July

Aug. 

Sept. 

Nov.

1916 Mar. 

Apr. 

May

June 

July

1917 Apr. 

May 

June

July

1918 Mar. 

June 

July 

Aug. 

Nov.

1919 Mar. 

Apr. 

May

25

29

8

15

27

25

29

11

17

1

13

19

1

28

4

7

12

31

7

14

24

30

10

22

8

20 

14 

28 

22 

19

28-29

16

26-27

6

10 

15 

15 

22

2

12 

28

7

26-27 

20

4

30 

24

2 

13

22-23

19

19-20

6

7,6 

6.6 

5.9 

6.3 

5.7 

7.1 

9.9 

8.1

5.7 

7.9 

14.6 

5.9 

6.5 

5.7 

8.3

7.5

7.6

6.3

8.7

8.9

10.1

9.4

5.5

6.1

17.0

14.7

9.4

10.6

7.0

6.4

8.5

8.4

13.8

15.8

6.8

10.2

11.6

9.2

7.1

5.2

10.7

7.1

5.0

10.9

5.2

5.6

7.4

14.7

17.0

4,450

3,770

7,070

5,460

4,450

5,010

4,170

5,880

11,000

7 ,.550

5,280

3,890

7,890

23,100

4,670

5,530

4,400

8,650

7,160

7,340

5,230

9,450

9,850

12,400

10,900

4,140

4,950

30,200

23,900

11,200

13,800

6,550

5,620

9,270

9,070

21,600

26,900

6,230

12,900

16,200

10,500

6,470

3,760

14,100

6,710

3,790

14,500

4,030

4,520

7,220

23,900

30,200

6,710

*# Below base
246 FLOODS IN THE UNITED STATES

Flood stages and discharges of Minnesota River at Mankato, MInn.--Continued

Gage

height Discharge 

(feet) (second-feet)

1919 May

June

July

19 20 Mar.

Apr.

May

June

July

1921 May

June

1922 Mar.

Apr.

May

1923 May

1924 July

1925 June

July

1926 Mar.

Sept.

1927 Mar.

Apr.

9-10

21

1

27

26

30

20-21

20

18

30

14-15

16

25

15

4

4

2

17

17

12-13

22

22

23

14

15

27

8.1

18.9

16.8

9.9

6.7

7.1

5.9

8.3

12.0

5.9

4.8

13.5

10.9

12.8

8.9

5.49

7.8

13.1

8.60

8.8

7.92

14.30

14.50

13.55

8,490

35,800

29,600

14,300

7,570

8,300

6,390

10,900

19,600

4,910

3,570

9,040

6,440

8,340

4,350

** 1,630

3,540

8,240

P 8,640

3,810

4,650

P 4,880

4,100

11,400

P 11,700

10,800

Date

1928

1929

1930

1931

1932

1933

1934

May

June

Feb.

Mar.

Apr.

May

Aug.

Mar.

Apr.

Feb.

May

June

Mar.

Apr.

May

Mar.

Apr.

Apr.

12

26

30-31

10-12

24

14

20

20

23

6

27

18

18

7

16

29

22

16

23

5

30

30

8

7-8

1

3

4

6-7

Gage

height Discharge 

(feet) (second-feet)

8.10

10.60

10.90

8.45

9.40

9.0

13.4

14.0

10.1

9.2

7.20

18.85

19.0

10.80

10.40

11.05

9.95

7.45

4.30

11.90

12.27

12.88

9.63

7.63

9.47

15.05

14.80

5.30

4,430

7,280

7,640

4,880

5,900

4,930

9,590

10,700

6,100

5,220

3,960

21,100

21,400

9,120

8,560

9,400

7,440

4,580

 1,160

6,080

6,920

8,310

6,560

4,560

4,010

13,500

13,100

1,980

* Estimated 

** Below base

Note.- All discharge quantities are average dally flows except as designated by 

(momentary peak).

St. Croix River at Swiss, Wls.

Location.- In sec. 33, T. 42 N., R. 15 W., at highway bridge near Swiss, Burnett County,

5t miles below mouth of Namakagon River. 

Drainage area.- 1,550 square miles. 

Records available.- March 1914 to September 1933. 

Source of data.- U. S. Geological Survey. 

Gage.- Nonrecordlng gage read to quarter-tenths every day during open-water season and

on alternate days during Ice periods. 

StaKe-dlscharge relation.- Permanent for open channel; slightly affected by aquatic

growth and considerably affected by Ice. Bank-full stage, about 8 feet.

Flood stages and discharges 

(Base discharge 2,000 second-feet)

Date

1914 Apr.

June

July

1915 Apr.

May

June

Nov.

1916 Apr.

May

June

1917 Apr.

July

1918 May

June

24

29

28

14

12

18

9-10

19-20

19

12

21-22

22

16

30-31

15

30

4

21-23

21

21

21

1-4

2

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

4.0

3.6

4.1

2.9

2.7

4.0

2.6

4.2

4.4

5.9

6.6

6.73

2.9

3.1

2.4

3.6

4.52

2.36

2.96

3.05

2.8

3.1

3.15

3,870

3,450

3,870

2,650

2,430

3,970

2,320

4,230

4,500

3,840

8,220

8,480

2,660

2,880

2,150

3,450

2,280

2,170

2,780

2,840

2,630

2,950

3,000

1919 Mar. 

Apr.

1920 Mar. 

Apr. 

May 

June

July

1921 Apr.

1922 Apr. 

May

1923 Apr.

June

1924 Apr. 

May

1925 Mar.

29 

11 

27

27-28 

24

2

12 

17

2

a

8

8

30

11

5

19-21 

16

23-24 

26 

26 

12 

28

3.20

3.46

5.41

2.59

2.95

2.38

2.67

5.47

5.55

3.08

2.78

2.62

6.14

2.75

2.69

2.32

3.40

2.38

3.18

2.59

3,000

3,330

6,050

2,430

2,840

2,130

2,530

2,530

6,220

6,300

2,950

2,630

2,430

7,280

2,630

2,530

2,130

2,990

3,280

2,730

2,230

3,060

2,430

* Estimated
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN

Flood stages and discharges of St. Croix River at Swiss, Wis. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1926 Apr. 

Oct. 

Nov.

1927 Mar. 

Apr.

May

1928 Apr.

May 

July

15

5 

16-19

19

6

20

26

5

23-26

4-5

7

9

20-22 

24-25

2.15

2.59

2.19

5.65

3.00

2.26

2.46

3.54

2.61

3.34

3.34

2.26

2,030

2,420

2,030

6,360

2,820

2,120

2,320

3,350

2,420

3,240

3,240

2,120

2,120

2,120

Sept. 

Oct.

1929 Mar.

1930 May

1931 June

1932 Apr.

1933 Apr. 

May

17

21-23 

31 

31 

14 

14 

24 

24

10

3

20

2

3.80

2.98

4.35

3.22

3.28

3.12

3.22

3.26

3.35

3.55

2.31

2.62

3,690

2,820

3,350

3,460

3,020

3,130

2,920

3,020

3,130

3,240

2,920

3,160

2,340

2,690

* Estimated

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

St. Croix River nearest. Crcix Palls, Wis.

Location.- In sec. 18, T. 34 N., R. 18 W., at power plant of Northern States Power Co. 

on Wisconsin side of St. Croix River near St. Croix Palls, Folk County.

Drainage area.- 5,930 square miles.

Records available.- January 1902 to June 1905, January 1910 to September 1934.

Sources of data.- Records from January 1902 to December 1909 from Minnesota State Drainage Commission; thereafter from power-house records furnished by Minneapolis 

General Electric Co. and Northern States Power Co.

Regulation.- Plow regulated since 1890 for logging and power purposes at Nevers Dam 

(capacity, 19,000 acre-feet).

Remarks.- During periods of missing record, Sept. 13-20, Oct. 7-11, 1903, no daily discharges were computed but they were all above 20,000 second-feet.

Flood discharges 

(Base discharge 8,880 second-feet)

1902

1903

1904

1905

Date

May

June

July

Mar. 2

Apr.

May

June

July

Oct.

Apr.

May

June

Oct.

Apr.

May

June

23

5

10

10

2-23

4

12

25

28

6

12

25

28

2

11

12

9

15

23

10

7

5

12

22

6

8

15

29

9

15

17

Discharge

(second-feet)

9,600

11,900

10,500

12,900

11,500

12,200

20,200

9,740

10,500

15,600

16,200

12,100

12,600

10,400

11,600

23,600

18,300

12,600

11,300

13,400

17,900

11,300

15,000

18,700

12,200

10,600

15,000

9,180

15,100

12,300

10,900

Date

June

1910 Mar.

1911 May

1912 Apr.

May

1913 May

1914 May

June

1915 Apr.

May

June

Nov.

1916 Apr.

May

July

1917 Apr.

1918 June

1919 Mar.

23 

28

18

21

23

6

28

6

15

22

2

29

29

6

20

15

22

27

14

5

23

20

26

1

9

5

16

3-4

25

27-28

Apr. 12

Discharge 

second-feet)

9,060 

11,800

9,390

9,870

 :H:- 7,500

9,670

11,300

33,500

9,540

8,980

12,300

15,300

9,980

11,400

12,900

9,330

15,100

11,200

11,200

19,000

35,100

14,100

20,000

21,500

8,940

17,700

12,600

10,100

9,930

13,200

14,900

May

1921

1922

1923

1924

1925

1926

1927

May

1928 Mar. 

Apr.

May

Apr. 15 

June 25 

Mar. 26 

Apr. 13

25

28 

1

25

June 4 

16-18

30

July 8 

Apr. 9 

Apr. 1 

10-11 

May 7

12

Apr. 28 

May 15 

Apr. 26 

Sept. 22 

Mar. 18 

Apr. 3

17

22

25

30

8

22

25

6

Discharge 

(second-feet)

14,300

8,930

35,800

13,000

9,390

10,600

9,370

11,100

10,900

11,200

11,500

9,600

11,500

13,600

18,600

10,400

9,780

8,880

9,800

« 5,860

** 6,140 

27,600 

11,400 

17,900 

10,400

 21,700 

9,440 

21,800 

17,200 

12,200 

11,600 

13,100

«* Below base
248 FLOODS IN THE UNITED STATES

Flood discharges of St. Croix River near St. Croix Falls, Wis. Continued

1928 Sept. 19 

Oct. 21

1929 Mar. 18

22

Apr. 1-2

Discharge 

(second-feet)

10,300

9,420

15,500

15,800

16,900

Date

Apr.

1930 May

1931 June

8

18

21

16

16

Discharge 

(second-feet)

15,600

12,700

11,900

17,500

8,890

Date

Apr,

1932 Apr. 

May

1933 May

1934 Apr.

26

10

10

Discharge 

(second-feet)

16,600 

18,500 

13,400 

-:» 7,060 

12,100

** Bolow base 

State.- Breaks in record: Sept. 13-20, Oct. 7-11, 1903.

Apple River near Somerset, Wis.

Location.- In sec. 21, T. 31 N., R. 19 W., at power plant of Northern States Power Co.,

3%"miles below Somerset, St. Croix County. 

Drainage area.- 550 square miles. 

Records available.- January 1901 to September 1934. Monthly records only prior to July

1914. 

Sources of data.- Discharge determined from power-house records of Northern States Power

Co. Tailrace discharge checked by IT. S. Geological Survey. 

Regulation.- Power dams at and above this station probably have little effect on flood

flows. 

Remarks.- Monthly records show discharge of 2,280 second-feet in June 1905 and 2,250

second-feet in May 1906.

Flood discharges 

(Base discharge 592 second-feet)

Discharge 

(second-feet)

1914 Sept.

1915 Apr.

May

June

July

1916 Apr.

May

July

1917 Apr.

1918 Mar.

May

June

1919 Mar.

16

7

23

9

21

16

5

23

17

25

5

6

16

21

26

30

21

31

3

10

17

21

28

*# 433

824

612

660

726

631

1,740

1,800

640

845

713

966

679

658

625

691

786

895

1,160

686

743

959

689

Apr.

1920 Mar.

Apr.

May

June

July

1921 Mar.

1922 Mar.

Apr.

June

1923 Apr.

May

1924 Apr.

1925 Mar.

12

26

12

12

18

30

6

29

26

28

11

18

24

28

18

27

8

22

4

8

24

Discharge Date 

(second-feet)

1,120 1926 Mar. 

1,370 Sept.

637

647 1927 Mar.

721 

1,220 May

604 June

671 Sept.

872 1928 Mar.

936 Apr. 

1,420

748

636 May

870 

1,220 Oct.

610 1929 Mar.

613 1930 Feb. 

1,060 1931 Hov.

677 1932 Apr.

612 

 SKS- 537 1933 Apr.

598 1934 Apr.

0

2.5

5

20

14

18

25

22

13

27

16

21

23

5

8

19

20

26

2

8

12

1

5

Discharge 

jecond-f eet)

932

754

715

913

982

843

601

657

1,160

598

654

854

630

695

686

1,140

919

#« 381

1,220

691

1,300

1,670

#*, Below base 

Note.- All discharge quantities are average daily flows.

Chippewa River at Chippewa Falls, Wis.

Location.- Prior to June 19, 1932, in SEi sec. 6, T. 28 H., R. 8 W., at highway bridge

at Chippewa Falls, Chippewa County, a quarter of a mile below mouth of Duncan Creek; 

thereafter in lot 1, sec. 12, T. 28 N., R. 9 W., 1 mile below mouth of Duncan Creek.

Drainage area.- 5,600 square miles.

Records available.- June 1888 to September 1933. Open-water record only from 1888 to 

1899.

Sources of data.- Sage-height records furnished by Chippewa Lumber & Boom Co., U. S. 

Weather Bureau, and Chippewa Valley Railway, Light & Power Co. prior to Jan. 1, 

1913, and by U. S. Geological Survey thereafter. All discharge determinations by 

U. S. Geological Survey.

Gage.- Nonrecording gage read to tenths once daily prior to January 1914} recording gage 

thereafter.

Stage-discharge relation.- Affected by ice but otherwise practically permanent until 1928, 

after which discharge determinations were based on power-Jiouse records. Flood stage, 

about 16 feet.

Storage and reRulation.- Flow regulated at the following reservoirs for power purposes:

Rest Lake, capacity, 23,000 acre-feet; Flambeau (1926). capacity, 132,000 aere-feet;- 

Moose Lake, capacity, 11,000 acre-feet; Chippewa (1923), capacity, 229,570 acrefeet; Wissota (1917), capacity, 50,000 acre-feet.

Historical data.- The greatest known flood since 1838 occurred Sept. 10, 1884, stage, 

26.94 feet (discharge not estimated).
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN 249

Flood stages and discharges of Chippewa River at Chippewa Falls, Wis. 

(Base discharge 20,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1888 June

July

1889 May

1890 Apr.

May

Oct.

1891 Apr.

1892 Apr.

May

June

1893 Apr.

May

1894 Mar.

Apr.

May

1895 June

1896 Apr.

May

1897 Mar.

Apr.

May

June

July

1898 May

1899 Apr.

May

June

Oct.

1900 Apr.

July

Aug.

Sept.

Oct.

Nov.

1901 Apr.

1902 Apr.

June

Nov.

1903 Mar.

Apr.

May

July

Aug.

Sept.

Oct.

1904 Apr.

May

June

July

Oct.

1905 Mar.

*

 :: -:: 

22

19

8

14

21

13

24

17

20

24

7

21

28

14

28

3

13

26

31

22

21

7

16

13

19

28

4

16

19

20

24

26

2

5

22

5

19

28

28

29

4

6

20

15

28

20

8

14

25

1

8

13

5

18

3

7

11

28

14

1

16

20

30

1

13

29

5

8

16

5

26

7

27

6

6

3

9

11

22

30

Estimated

Below bas

7.8

8.2

7.4

7.8

7.7

9.0

7.5

7.1

8.5

9.0

7.2

11.2

9.4

8.2

9.1

8.0

11.8

8.2

7.5

7.7

10.4

8.3

14.0

6.8

12.0

7.5

8.0

7.8

7.6

8.5

9.3

9.0

17.0

10.6

7.6

8.8

7.5

7.2

6.8

8.50

7.75

8.75

8.38

7.00

7.18

12.00

7.25

12.00

9.33

7.00

7.83

13.00

13.08

7.17

9.67

7.25

7.25

7.75

7.75

7.17

9.08

10.08

8.60

10.83

9.50

12.42

10.50

7.59

13.25

7.83

6.91

8.00

10.17

7.00

7.00

7.00

11.83

7.41

9.50

e

22,800

24,200

21,300

22,800

22,400

27,200

21,600

20,200

25,400

27,200

20,500

35,800

28,800

24,200

27,600

23,500

38,200

24,200

21,600

22,400

32,700

24,600

47,300

** 19,100

39,000

21,600

23,500

22,800

22,000

25,400

28,400

27,200

60,100

33,400

22,000

26,500

21,600

20,500

« 19,100

26,200

23,300

27,20O

25, BOO

20,400

2o,sqo

40,400

20,200

23,300

29,800

20,400

22,900

44,800

45,500

21,200

31,300

21,300

21,300

23,300

23,300

21,000

28,200

32,800

26,600

27,200

30,200

41,900

34,700

22,600

45,900

24,200

20,500

24,200

33,300

20,400

20,400

20,400

* 28,400

39,600

22,100

30,200

Apr.

May

June

July

Sept.

1906 Apr.

May

June

1907 Mar.

Apr.

Sept.

1908 Apr.

May

1909 May

June

Nov.

1910 May

1911 May

Oct.

1912 Apr.

May

1913 Apr.

July

1914 Apr.

June

1915 Apr.

May

Aug.

1916 Apr.

May

1917 Apr.

1918 May

June

1919 Mar.

Apr.

1920 Mar.

Apr.

1921 Mar.

Apr.

1922 Mar.

Apr.

May

June

1923 Apr.

1924 Apr.

May

3

17

6

18

3

6

8

21

5

10

15

14

24

28

1

30

5

21

26

29

27

8

10

18

4

15

20

24-25

7

19

8

6

24

29

4

19

6

30

5

28

12

12

23

23

5-6

5

2

14

18

23

23

1

13

23

23

28

1

1

26

29

13

13

27

27

1

29

29

29

28

31

10

8

19

22

22

19

26

26

28

10

7.8

8.6

17.5

7.6

7.5

7.8

8.7

7.5

8.67

9.75

11.50

7.42

7.00

7.00

7.96

11.00

8;00

10.00

6.9

8.9

8.0

8.0

7.1

8.5

7.4

7.45

4.0 «-::-

4.5 *-::-

10.55

7.06

7.7

9.4

9.1

8.0

11.0

7.8

7.7

10.7

9.6

10.0

7.1

P

8.0

8.12 P

7.4

P

8.6

9.4

13.45 P

13.40

7.2

7.0

8.32 P

7.86

12.4 P

P

15.41

17.0 P

10.41 P

14.4 P

14.4 P

33,500

26,600

64,400

22,700

23,300

23,500

27,000

22,300

26,900

31,300

38,500

22,000

20,400

20,400

24,100

36,400

24,200

32,300

20,000

27,800

24,200

24,200

20,700

26,200

21,900

21,300

9,870

11,400

33,400

20,200

22,400

28,800

27,600

23,500

35,000

22,800

22,400

33,900

29,700

31,200

20,400

21,500

23,700

24,100

21,500

21,800

39,200

25,900

29,000

52,400

52,100

20,800

20,000

24,900

23,300

34,000

36,300

43,700

22,200

22,200

35,000

45,000

66,200

78,000

38,400

24,100

33,500

30,100

27,800

27,700

60,900

20,800

20,800

59,000

54,000

35,500

46,000

60,000

34,100

29,800
FLOODS IN THE UNITED STATES

Flood stages and discharges of Chippewa River at Chippewa Palls, Wis. Continued

Gage

height Discharge 

(feet) (second-feet)

10.92

10.80

11.6

26,600

30,200

36,200

35,600

40,200

15,200

37,100

21,000

24,300

20,600

Gage

Date height Discharge Date 

(feet) (second-feet)

1925 June 15 *-» 18,600 1929 Mar. 21

1926 Apr. 15 20,200 Apr. 1

Aug. 22 28,200 8

Sept. 6 28,200 1930 June 15

20 11.40 39,000 15

20 12.55 P 46,400 1931 June 22

Nov. 17 26,700 1932 Apr. 9

1927 Mar. 16 12.42 45,400 1933 Apr. 6

16 13.4 P 52,100 * 6

1928 Mar. 26 30,100 May 2

Oct. 22 20,000

-:» Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(.momentary peak).

Flambeau River near Ladysmith, Wis.

Location.- Prior to Sept. 30, 1923, 6 miles above Ladysmith, Rusk County; thereafter

in sec. 35, T. 36 N., R. 5 W., at Big Falls power plant of Lake Superior District 

Power Co., J.4 miles above Ladysmith.

Drainage area.- 1,940 square miles prior to Oct. 1, 1923; 1,910 square miles thereafter.

Records available.- January 1914 to September 1934.

Sources of data.- 1914-23, U. S. Geological Survey records; thereafter power-house records furnished by Lake Superior District Power Co.

Gages.- 1914-23, chain gage read to hundredths twice daily except occasionally, when 

gage was read every other day.

Stage-discharge relation.- 1914-23, not permanent.

Regulation.- Flow regulated at Rest Lakes (drainage area, 225 square miles;, capacity, 

23,000 acre-feet) throughout period of record and at Flambeau Reservoir (total 

drainage area, including that of Rest Lake, 620 square miles; capacity, 132,000 

acre-feet) since Mar. 15, 1926. Storage used principally during winter.

Historical data.- Flood of Apr. 11, 1922, was greatest since June 1880.

Flood stages and discharges 

(Base discharge 5,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1914 Apr.

June

1915 Apr.

May

1916 Apr.

July

1917 Apr.

June

1918 June

Nov.

1919 Mar.

Apr.

May

July

Nov.

1920 Mar.

1921 Mar.

At>r.

1922 Apr.

 »

Note, 

(momentary

29 7.8

28 6.0

13 5.4

17 7.1

17 7.2

23 6.0

12 7.3

17 8.2

23 9.6

4 5.6

21

7 6.6

2 7.2

5 6.8

8 5.50

28

12 7.30

21 5.40

2 5.85

7

7 6.2

11 5.40

31

30 6.40

29 6.30

11 10.2

19 6.80

26 5.70

 it Estimated

 * Below base

9,640

6,140

5,100

9,240

P 9,520

6,140

9,800

12,500

17,400

5,600

6,000

7,880

9,520

8,400

5,400

» 5,120

9,800

5,210

6,000

6,000

6,900

5,210

# 12,000

6,900

6,660

19,500

8,400

5,800

- All discharge quantities are 

peak).

May

June

1923 Apr.

May

1924 Apr.

May

1925 At>r.

1926 Aug.

Sept.

Nov.

1927 Mar.

May

1928 Apr.

May

Sept.

Oct.

1929 Mar.

Apr.

1930 June

1931 June

1932 Apr.

1933 Apr.

1934 Apr.

Sept.

average daily flows

7

18

23

1

17

18

22

25

11

25

20

5

19

16

18

23

6

5

15

22

31

7

15

22

10

20

9

26

except

6.30 7,140

6.04 6,440

8.17 12,500

5.82 6,000

5.37 5,210

9,320

5.840

8,320

7,550

** 3,390

6,150

8,820

8,860

6,460

8,350

5,040

8,120

6,490

6,610

5,460

5,610

7,240

5,710

5,440

7,460

5,140

7,080

6,590

as designated by
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN 251

Jump River at Sheldon, Wis.

Location.- In sec. 26, T. 33 N., R. 5 W., at highway bridge in Sheldon, Rusk County, 11

miles above mouth of river. 

Drainage area.- 510 square miles. 

Records available.- July 1915 to September 1933. 

Source of data.- U. 3. Geological Survey. 

Gage.- Nonrecording gage read to half tenths twice daily except during ice periods, when

it was read on alternate days. 

Stage-discharge relation.- Permanent; considerably affected by ice.

Flood stages and discharges 

(Base discharge 3,500 second-feet)

Gage

height Discharge 

(feet) (second-rfeet)

Gage

height Discharge 

(feet) (second-feet)

1915 Aug. 

Nov.

1916 Apr.

1917 Apr.

1918 May 

June

1919 Mar. 

Apr.

Nov.

1920 Mar. 

June

Apr.

1922 Mar. 

Apr.

1923 Apr. 

June

1924 Apr.

May

1925 June

5

12

4

13

22

22

22

27

1

25

11

11

11

26

17

30

20

28

29

27

10

10

21

9

18

25-26

10-11

14

7.8

6.6

8.4

6.9

9.4

6.83

6.89

8.95

8.7

7.00

8.25

8.38

11.48

7.09

6.57

8.70

7.48

7.75

6.98

9.15

9.3

10.36

7.00

8.50

8.50

8.05

6.75

5,570 1926 Apr. 14

3,560 Aug. 22

5,050 Sept. 5

4,040 19

8,600 19

3,880 Nov. 16

4,020 1927 Mar. 16

7,800 16

7,230 July 18

4,200 1928 Mar. 26

6,290 26

6,620 Apr. 6

4,710 22

12,800 May 6

4,370 1929 Mar. 18

3,560 20-21

7,230 31

5,050 Apr. 8

5,570- June 29

4,200 1930 June 14

8,200 1931 June 14

8,400 21

12,400 1932 Apr. 11

4,200 11

7,180 1933 Apr. 2

7,180 6

6,080 May 2

3,880 2

7.62

7.82

7.62

8.18

8.5

6.92

9.82

9.94

7.10

9.25

9.45

7.62

7.02

6.78

8.60

7.28

7.48

8.28

7.12

9.20

6.98

7.60

7.21

7.3

6.95

7.52

8.20

8.75

5,180

5,610

5,180

6,510

7,220

3,820

10,600

10,900

4,190

9,000

9,530

5,180

4,000

3,640

7,470

4,570

4,970

6,740

4,190

9,000

4,000

5,180

4,380

4,570

4,000

4,970

6,510

7,970

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

«p n

Red Cedar River at- Menomonie; Wig.

Location.- June 17, 1907, to Sept. 3, 1908, at highway bridge 3,000 feet west of Chicago 

& North Western Railway depot, Menomonle, Dunn County; subsequent to May 9, 1913, 

in sec. 26, T. 28 N., R. 13 W., 900 feet below power house of Northern States 

Power Co., 1,000 feet below mouth of Wilson Creek-, 1 mile above first location, 

and 13 miles above mouth of river.

Drainage area.- 1,810 square miles.

Records available.- June 1907 to September 1908, May 1913 to September 1923-, March 1925 

to September 1934.

Source of data.- D". S. Geological Survey.

Gages June 17, 1907, to Sept. 3, 1908, nonreeordlng gage read to tenths twice daily; 

subsequent to May 9, 1913, recording gage. No relation between gages. Zero of 

recording gage raised 0.42 foot when gage was reestablished on Mar. 8, 1925.

Stage-discharge relation.- Permanent.

Regulation.- At power plants at Mer.omonie and Cedar Falls and by following reservoirs: 

Bear Lake, Hemlock, Long Lake, Big Chetac Lake, Cedar Lake, Birch, and Balsam 

(aggregate capacity, 39,100 acre-feet). Information regarding initial dates of 

operation was not obtained.
252 FLOODS IN THE UNITED STATES

Flood stages and discharges of Red Cedar River at Menomonie, Wis. 

(Base discharge 3,000 second-feet)

Gage 

te height Discharge

(feet) (second-feet)

3,110

5,050

6,120

3,290

3,570

5,040

3,880

3,010

SJilO

3,330

3,460

6,700

5,860

3,740

5,600

6.140

3,360

3,320 

11,800 

12,000

4,060

5,230

7,640

6,970

7.570

3,420

4,000

6,000

3,630

5,690 

14,000

3,930

3,-490

5,880

3,100

5,820

* Estimated 

*# Below base

Note.- All discharge 'quantities are average daily flows except as designated by 

(momentary peak).

1907 July

Sept.

1908 Mar.

Apr.

May

June

1913 May

July

1914 Mar.

June

1915 Mar.

Apr.

May

Aug.

1916 Apr.

July

1917 Apr.

1918 Mar.

May

June

1919 Mar.

Apr.

1920 Mar.

Apr.

June

1921 Mar.

1922 Mar.

3

17

21

14

24

27

31

16

22

6

31

6

28

26

6-7

7

24

6

1

1

24

2

4

20

20

28

3

17

10

26

15

19

30

29

28

4.62

5.96

6.65

4.75

4.95

5.95

5.17

4.55

3.82

3.92

4.0

5.35

5.05

4.14

4.95

5.13

3T95

3.93

6.8

7.0

6.05

Date

Apr.

June

1923 Apr.

1925 Mar.

1926 Mar.

Sept.

Nov.

1927 Mar.

1928 Mar.

Apr.

1929 Mar.

Apr.

1930 Feb.

1931 Apr.

1932 Mar.

Apr.

1933 Mar.

Apr.

1934 Apr.

Sept.

5

10

21

20

23

14-15

14

21

26

25

25

5

20

17-18

15

15

24

22-24

21

29

2

8

24

24

20

31

9

18

25-26

1

1

7

4

4

27

Gage

height 

(feet)

5.70

6.25

4.12

5.80

6..1

5.20

3.27

6.70

3.63

3.40

4.45

4.50

3.20

4.28

3.23

3.16

4.86

5.20

3.23

16.0

Discharge 

(second-feet)

5,530

6,000

3,030

3,820

3,120

7,740

P 8,120

4,290

«- 2^660

10,400

P lljOOO

10,100

4,600

5,050

9,850

P 10,700

8,050

3,180

12,500

3,910

3,390

3,390

5,800

P 6^050

#* 1,460

3,000

5,460

3,220

3,010

7,070

P 8,160

3,220

* 29,000

P-::- 40,000

5,590

Black River at Nelllsville, Wis.

Location..- In sec. 15, T. 24 N., R. 2 W., at lower highway bridge in Nelllsville, Clark

County, 1 mile below O'Neill Creek and lj miles above Cunningham Creek. 

Drainage area.- 774 square miles.

Records available.- April 1905 to March 1909, December 1913 to- September 1934. 

Source of data.- U. S. Geological Survey.

Gage.- Nonrecordlng gage read tc quarter-tenths twice daily. 

Stage-discharge relation.- Permanent but considerably affected by ice.

Flood stages and discharges 

(Base discharge 3,790 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1905 Apr. 

May 

June

July 

Sept.

1906 Apr.

May

1907 Mar.

July

1908 Apr.

6 

14

6

6

11 

17

5 

19

3

8 

27

26-27 

29

6 

27

8.2 

10.7 

21.1 

22.4

8.6 

11.2

8.4

8.6 

12.0 

11.4

9.3 

12.4 

11.8 

10.15 

1O.8

3,900

7,900

33,200

37,100

4,340

8,800

4,120

4,340

10,400

9,200

5,180

11,200

10,000

7,000

8,100

May

June

July

1914 Apr.

May

June

1915 Apr.

May

Nov.

22

31

8

7

25

29

22

5

5

28

8

8

22

12

9.7

9.9

8.4

9.9

8.7

9.1

9.1

17.5

19.55

8.4

9.3

9.62

9.4

9.4

Gage

height Discharge 

(feet) (second-feet)

6,200- 

6,500 

4,140 

6,500

4,'560 

5,160 

5,160 

23,000 

28,700 

4,160 

5,480 

5,990 

5,640 

5,640
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN

Flood stages and discharges of Black River at Neillsville, Wis. .Continued

Date

Gage

height Discharge 

(faet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1916 Mar.

Apr.

June

1917 Apr.

1918 May

June

1919 Mar.

Apr.

June

Aug.

Nov.

1920 Mar.

Apr.

June

1921 Mar.

Apr.

June

1922 Apr.

June

1923 Apr.

31

31

22

22

3

4

4

21

26-27

26

1

1

16

21

21

8

11

11

24

24

8

11

11

26

26

24

171':

80

20

28

28

11

4

4

9

9

11

11

13

22

22

12.5

12.78

11.7

11.82

8.2

10.22

10.35

8.54

10.6

11.45

9.8

10.0

13.22

9.71

9.8

10.44

10.80

11.15

10.75

11.4

8.2

9.85

10.45

14.90

15.2

8.48

11.09

11.3

12.08

12.65

11.08

11.15

8.79

10.40

11.45

13.05

13.5

8.15

9.7

9.24

10.01

10.1

P

P

P

P

P

 »

P

P

P

P

P

P

P

P

P

P

P

P

11,000

12,000

9,490

10,000

3,910

6,940

7,200

* 4,290

7,620

9,060

6,280

6,600

5,000

6,120

6,300

7,280

7,960

8,800

7,960

8,980

3,910

6,280

7,400

17,500

18,400

4,290

8,470

9,000

10,600

11,800

8,480

8,800

4,700

7,280

9,400

12,500

13,600

3,910

6,150

5,320

6,650

6,830

1924 Apr.

May

Aug.

1925 June

1926 Mar.

Apr.

1927 Mar.

1928 Mar.

Apr.

May

Aug.

Sept.

Oct.

1929 Mar.

Apr.

1930 Feb.

June

1931 June

Nov.

1932 Mar.

Apr.

May

1933 Apr.

1934 Apr.

Sept.

8

8

17

IB

26

10

22

13-14

14

24

11

11

13

13

24

19

5

21

14

14

17

15

20

8

15

26

14

14

24

20

18

24

30

7

7

6

6

10

5

5

26

10.78

10.9

9.65

9720

12.35

8.78

12.45

8.10

8.45

10.65

11.65

12.0

12.03

12.33

12.07

9.54

9.60

13.35

13.70

16.4

8.70

12.75

12.50

11.39

8.86

8.60

14.35

15.5

9.55

7.20

9.42

9.66

9.40

13.85

9.83

9.34

9.6

8.96

14.80

15.3

13.92

P

P

P

P

P

P

 »

P

 »#

P

P

8,090

8,300

6,100

5,7520

11,200

4,560

11,200

3,790

4,220

7,730

9,600

10,400

8,680

9,190

8,850

4,960

5,090

11,100

11,700

17,500

4,060

7,100

9,530

7,700

4,300

3,950

13,100

15,400

5,150

2,530

4,900

5,280

4,900

11,900

5,410

4,780

5,150

4,420

19,100

80,800

16,100

« Estimated 

«* Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

La Crosse River near West Salem, Wis.

Location.- In sec. 32, T. 17 N., R. 6 W., at highway bridge 2 miles weat of West Salem

and 6 miles below mouth of Dutch Creek. 

Drainage area.- 412 square miles »

Records available.- December 1914 to September 1933. 

Source of data.- U. S. Geological Survey. 

Gage.- Nonrecording gage read to hundradths twice daily. 

Stage-discharge relation.- Affected by ice; control shifts. Bank-full stage, about

10 feet.

Flood stages and discharges 

(Base discharge 800 second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

1914 June

1915 Sept.

1916 Jan.

Feb.

Mar.

Gage

Date height Discharge 

(feet) (second-feet)

9

28

15

29

29

20

13

26

* Estimated

3.2 

4.7 

3.0 

5.4 

5.6 

3.8

4.3

889

1,390

862

* 1,690 

P* 1,700

* 889

* 862 

1,230

Sept.

1917 Mar.

Apr.

July

Aug.

1918 Feb.

Mar.

29

24

24

19

24

3

27

4

2.9

6.79

7.4

6.14

4.32

3.11

5.8

807

2,480

P 2,850

2,060

1,230

862

* 1,190

1,150
254 FLOODS IN THE UNITED STATES

Flood stages and discharges of La Crosse River near West Salem, Wis. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1918 Mar.

June

1919 Mar.

1920 Mar. 

June

1921 Jan. 

June

1922 Feb.

Mar.

Apr. 

June

1923 Mar. 

Apr.

1924 Apr. 

June

Aug.

1925 Feb.

Mar. 

June

14

14

18

11

17

27

17

17

30

22

10

10

24

7

12

14

11

12

12

3

4

7

19

24

30

5

20

20

10

19

15

15

6.4

6.8

6.5

3.8

3.08

6.46

6.65

4.17

3.70

3.48

3.95

8.30

7.72

4.95

3.66

3.54

5.44

6.0

5.55

6.80

4.30

2.86

3.80

6.12

6.40

6.9

6.48

6.22

2,240

P g,i60

2,300

1,060

2,480

862

2,300

P 2,390

1,190

* 835

972

P 1,100

# 2,830

# 2,360

# 1,060

862

972

1,700

P 2,010

1,230

2,240

807

1,230

807

1,060

2,060

2,240

P 2,540

* 1,150

835

1,900

P 2,080

July

Sept. 

Oct.

1926 Mar. 

Apr. 

Aug.

1927 May 

July

1928 Feb. 

Mar. 

Aug. 

Sept.

1929 June

1930 Feb.

1931 June

1932 Feb. 

Apr. 

May 

June

Aug.

1933 Mar. 

Apr.

10

21

8

1-2

23

26

22

22

11

21

21

8

16

23

15

15

14-15

20

20

21

23

28

8

7-8

8

8

20

18

31

7

11

3.04

4.33

2.88

5.60

5.85

3.05

4.42

4.55

10.41

4.49

5.02

9.58

9.8

8.36

4.46

4.66

1,2

6.30

8.99

4.23

1,230

862

807

835

1,230

810

1,740

P 1,840

835

1,260

P 1,330

2,420

1,120

1,370

4,620

P 4,780

830

1,030

P 1,070

# 2,990

*# 528

1,040

1,220

1,270

2,010

P 2,220

866

1,040

2,500

800

800

# Estimated 

*# Below base

Note.- All discharge quantities are average dally flows except as designated by 

(momentary peak).

 pit

Wisconsin River at Merrill, Wis.

Location.- At site of former highway bridge 300 feet below present bridge at east end of 

Merrill, Lincoln County, on line between sees. 12 and 13, T. 31 N., R. 6 E., half a 

ml^e below mouth of Prairie River.

Drainage area.- 2,630 square miles.

Records available.- November 1902 to September 1933.

Source of data.- U. S. Geological Survey.

Gages.- Nonrecordlng gage read to tenths prior to Sept. 10, 1914$ recording gage thereafter.

Stage-discharge relation.- Practically permanent; affected by lee.

Regulation.- Flow regulated by 10 power plants upstream and by 19 lakes and reservoirs 

on Wisconsin and Tomahawk Rivers (total combined usable capacity, 191,000 acre-feet 

In summer and 226,000 acre-feet In winter). About 50 percent of drainage area is 

controlled.

Remarks.- Owing to uncertainties In base data no record is given for period Nov. 18, 1902, 

to June 17, 1903.

Flood stages and discharges 

(Base discharge 7,100 second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

1903 July 

Aug. 

Sept.

Oct.

1904 Apr.

5

6

16

26

5

7

9

28

* Estimated

8.80

7.45

11.50

7.20

8.00

8.85

7.20

8.50

12,800

7,900

19,800

7,240

9,560

12,300

7,240

11,200

Date

May

June

July

9

27

6

12

24

28

11

Gage

height Discharge 

(feet) (second-feet)

7.30

8.40

10.60

8.30

7.55

7.25

7.25

7.20

7,520

10,900

18,100

10,600

8,200

7,380

7,380

7,240
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN

Flood stages and discharges of Wisconsin River at Merrill, Wis. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1904 Aug.

Sept.

Oct.

1905 Apr.

May

June

July

Sept.

1906 Apr.

May

June

July

Aug.

1907 Apr.

May

1908 Apr.

May

July

Nov.

1909 Apr.

May

June

Nov.

1910 Apr.

1911 May

Oct.

1912 Apr.

May

July

Aug.

Sept.

1913 Apr.

July

1914 Apr.

June

1915 Apr.

Aug.

1916 Apr.

June

13

4

26

11

26

3

9

17-18

6

18-19

27

1

6

20

5

14

3

7

8

23

26

4

5

8

17

16

29

25

7

9

22

27

7

11

19

9

16

7

23

7

19

8

16

24

27

5

24

29

24

24

11

2

4

3

18

28

29-30

30

29

30

13

6

7

6-7

14

22

22

4

9

7.15

7.80

7.75

10.40

7.20

9.20

8.60

7.80

10.4

10.6

7.6

7.4

8.2

7.35

7.65

10.05

7.8

8.25

7.5

7.55

8.45

8.6

7.35

8.3

8.35

8.15

9.25

7.35

7.85

7.35

8.35

7.35

8.65

8.4

8.26

8.05

7.85

7.1

7.35

11.1

9.3

8.5

7.7

8.3

7.5

7.6

8.2

8.1

13.5

17.4

9.6

12.4

9.1

9.5

9.1

8.4

8.8

8.9

8.1

7.8

7.30

8.22

9.42

12.35

12.8

8.45

7.7

7,120

8,940

8,800

17,500

7,240

13,000

11,000

8,480

17,200

18,000

7,910

7,360

9,680

7,220

8,050

16,000

8,480

9,840

7,630

7,770

10,500

11,000

7,220

9,990

10,200

9,520

13,200

7,220

8,620

7,220

10,200

7,220

11,100

10,300

9,840

9,220

8,620

** 6,540

7,180

19,000

13,000

10,800

8,140

9,860

7,860

7,860

9,570

9,570

27,200

P 45,000

14,000

23,500

12,600

12,000

12,300

10,200

10,700

P 11,000

P 8,700

7,890

7,150

7,520

P 6,760

9,040

12,600

22,500

P 24,100

9,680

7,630

July

1917 Apr.

May

June

1918 May

June

1919 Mar.

Apr.

June

Nov.

1920 Mar.

June

1921 Mar.

Apr.

1922 Apr.

1923 Apr.

June

1924 Apr.

May

1925 June

1926 Apr.

May

Aug.

Sept.

Nov.

1927 Mar.

1928 Mar.

Apr.

May

Sept.

Oct.

1929 Mar.

Apr.

June

1930 June

1931 June

Nov.

1932 Apr.

1933 Apr.

May

3

3

10

13

13

22

2

8

28

28

2

27

11

11

27

11

29

29

16

21

28

27

28-29

11

11

22

22

9

9

17

17

27

10

14

14

16

25

 4

21

21

21

16

18

18

26

6

24

6

14-15

14

5

13

17

19

30

7

7

13

29

14

16

21

21

25

10

11

17

2

2

8.0

8.1

8.8

9.7

10.12

11.2

11.87

9.2

9.65

10.86

8.01

10.40

10.90

8.32

8.19

7.68

8.38

10.06

11.00

8.82

9.20

9.58

7.70

9.08

11.81

12.2

8.34

7.65

8.05

7.65

7.5

7.95

7.65

8.70

8.87

7.46

7.53

8.89

P

P

P

P

P

P

P

P

P

P

 SHf

P

P

P

P

P

P

P

P

8,430

8,700

7,480

7,880

10,700

9,92'0

8,950

7,510

12,900

13,400

11,600

8,950

12,500

12,900

8,300

8,060

18,700

19,200

7,130

9,840

10,500

14,800

13,500

17,700

18,400

20,300

20,700

10,800

11,900

12,500

13,300

12,200

11,300

7,370

5,520

7,710

7,440

7,630

14,500

17,400

8,430

8,430

15,700

17,400

9,260

8,980

7,630

9,540

14,700

17,700

10,700

11,900

13,100

7,630

11,600

20,500

21,900

9,260

7,370

8,430

7,370

7,110

8,430

7,360

10,400

11,000

7,100

7,100

11,000

** Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOODS IN THE UNITED STATES

Wisconsin River at Muscoda, Wis.

Location.- In sec. l t T. 8 N., R. 1 W., at highway bridge half a mile above Eagle

Tttll Cpeek and 1 mile nopth of Muscoda. 

Drainage area.- 10,300 square miles. 

Records available.- December 1902 to December 1903, November 1908 to October 1912, and

December 1913 to September 1935. 

Sources of data.- Gage-height records Fov. 1, 1908, to Oct. 30, 1912, from U. S. Weather

Bureau; subsequent gage-height records and entire discharge record from U. S.

Geological Survey. 

Gages.- Nonpecopding gage ppiop to Nov. 21, 1929, pead as follows: to tenths once daily

prior to Oct. 30, 1912; to half-tenths twice dailv December 1915 to Sept. 30, 1917?

to hundpedths twice daily Oct. 1, 1917, to Noy. 21, 1929; recording gage thereafter. 

Stage-discharge relation.- Affected by shifting control and by ice. Bank-full stage,

about 9 feet. 

Regulation.- Flow regulated by 37 power plants upstream and 19 lakes and reservoirs

(total usable capacity, 191,000 acpe-feet in summer and 226,000 acre-feet in winter). 

Historical data.- Flood of June 11, 1881, reached a stage of 11.1 feet.

Flood stages and discharges 

(Base discharge 19,400 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1903 Mar.

May

June

July

Sept.

Oct.

1909 App.

May

1910 May

1911 May

Oct.

1912 Apr.

May

June

Aug.

Sept.

1914 May

June

July

1915 Apr.

May

1916 Mar.

Apr.

June

1917 Apr.

May

June

1918 Mar.

May

June

1919 Mar.

Apr.

-»

-:,< -:.< 

27

10

20

5

11

14

23

25

15

20

29

16

23

3

30

14

25

6

14

30

30

4

2

20

10

7-8

13

8

17

29

27

9

21

29

29

10

16

1-8

10-11

11

19

27

8

15

25

15-16

27

30

17

4-5

4

28

3

16

Estimated

Below base

7.88

5.78

5.78

7.16

6.48

5.21

10.08

9.88 «

6.58

5.5

6.4

6.0

5.3 

 »*

5.2

9.8 *

7.9

5.6

6.1

5.2

5.7

5.9

6.9

6.2

8.8 *

6.4

8.5

5.4

6.0

5.7

5.6

8.7

6.6

9.1

9.18 P

7.0

6.5

5.60

6.82

6.95 P

5.72

6.08

6.09

5.14

6.1 *

6.8

6.9

5.8

8.0

8.04 P

6.35

5.50

7.94

59,300

22,400

22,400

32,500

26,700

19 , 400

60,500

59,200

26,100

20,900

26,200

25,600

19,900

35,700

19,400

58,500

39,300

21,400

24,200

19 , 400

21,900

23,000

30 , 000

24,800

46,500

26,200

44,700

20,400

23,600

21,900

23,100

49,500

30,000

53,500

54,300

33,200

29,200

23,100

51,600

52,800

23,800

26,400

26,400

26,400

20,500

20,300

29,300

30,100

22,400

39,900

40,300

28,500

22,500

41,500

1920

1921

1922

1923

1924

1925

1926

1927

1928

1929

Apr.

July

Hov.

App.

June

Mar.

Apr.

May

Feb.

Mar.

Apr.

Apr.

Apr.

May

June

Apr.

Aug.

Sept

Oct.

Mar.

Apr.

May

June

Mar.

Mar.

Apr.

May

Aug.

Sept

Oct.

Mar.

Apr.

16

18

2-3

18

2

2

18

23

28

2

6

6

25

12

16

4

20 .

27

15

24

24

2-3

16-17

22

22

20

26

29

29

22

25

4-5

9

20-21

20

6

11-12

16

30

28

14

31-Apr. 1

13

18-19

26

28

12

28

22

22

15

19

25-26

26-27

6

14

7.98 P

7.86

5.90

6.99

10.10 P

5.64

5.75

7.33

5.6-7

7.57

7.74 P

7.50 #

4.95

10.60

5.45

8.65

7. 66

7.79

7.89 P

7.35

6.81

5.90

6.00 P

6.88

5.22

8.22

8.28 P

5.30

6.20

5.15

5.28

8.10

8.20 P

4.92

5.20

5.12

5.62

5.12

6.35 *

8.58

6.78

5.45

6.95

6.48

5.78

5.88

9.38

9.48 P

5.15

5.50

6.55

8.81

7.38

9,26

42,300

40,500

24,400

30,800

62,200

64,400

23,800

24,400

36,800

23,800

37,700

39,000

22,500

20,800

72,100

24,400

30,000

52,500

39,500

40,500

41,400

36,800

31,600

24,400

25,100

33,100

21,200

43,000

43,800

21,800

28,000

21,200

21,800

42,200

43,000

19,400

21,200

20,600

23,800

20,600

21,200

46,200

32,400

22,500

33,900

30,100

25,200

25,900

51,800

52,600

22,500

23,100

30,900

47,800

36,900

51,800
FLOOD RECORDS - TJPPHl MISSISSIPPI RIVER BASIN 257

Flood stages and discharges of Wisconsin River at Muscoda, Wis. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1929 Apr.

1930 June

1931 June 

Dec.

1932 Apr.

May

21

30

22

29

1

7

15

14

7.15

5.43

7.60

3.10

5.06

4.96

7.86

5.24

35,400 

22,500 

38,400 

«* 10,500 

20,400 

19,800 

40,000 

21,000

1933 Mar. 

Apr.

May

31

7

7

11

17

7

21

5.24

6.20

6.54.

6.44

6.25

5.51

5.22

21,600

27,900

30,000

29,300

27,900

23,400

21,000

«* Below base

Note.- All discharge quantities are average daily flows except as designated by P" 

(momentary peak).

Kiokapoo River at Gays Mills, Wis.

Location.- In see. 28, T, 10 N., R. 4 W., at highway bridge 300 f,eet below power plant

of Interstate Power Co., in Gays Mills, Crawford County, 2 miles below mouth of

Talnter Creek and 25 miles above mouth of river. 

Drainage area.- 629 square miles. 

Records avaiTable.- December 1914 to June 1934. 

Sojaree of data.- U. S. Geological Survey. 

Sage.- Honrecording gage read to half-tenths twice daily prior to 1928 and to hundredths

thereafter.. 

Stage-discharge delation.- Considerably affected by ice. Control, shifts. Bank-full

stage, about 10 feat. 

Regulation.- Operation of several power plants above station does not affect flood flows.

Flood stages and discharges 

(Base discharge 1,260 second-feet)

Date

1914 June

1915 July

1916 Jan.

Feb.

Mar.

June

1917 Mar.

Apr.

June

July

1918 Mar.

May

1919 Mar.

May

Nov.

1920 Mar.

Apr.

May

23

23

30

30

28

28

18

18

27

4

4

24

24

21

21

8

25

25

23

23

14

19-20

19

10

10

20

28

13

17

17

3

8

12

12

27

2

2

24

* Estims

5.3

5.5

6.6

6.85

8.2

8.6

5.5

5.6

7.7

9.8

10.00

11.02

15.05

6.52

6.75

6.35

7.50

7.7

13.15

13.9

9.5

9.8

10.15

9.0

9.8

6.8

6.6

6.35

11.65

11.9

6.58

6.75

7.25

7.3

7.38

5.82

5.9

7.52

ited

478 O 35 17

Gage

height Discharge 

(feet) (second-feet)

1,260

1,330

1..760

1,880

1,760

2,760

1,300

1,370

2,010

3,360

3,460

3,500

6,300

1,640

1,740

1,600

1,990

2,060

4,740

5,310

2,620

2,740

2,900

2,520

2,900

1,710

1,670

1,600

3,800

3,950

1,600

1,740

1,780

1,920

1,880

1,360

1.420

1,960

Date

May 

June

1921 Sept.

 Apr.

June

1923 Mar.

Apr.

1924 Apr. 

June

Aug.

1925 Feb. 

Mar.

June

24

18

18

30

6

6

17

17

21

21

6-7

6

26

11

11

3

3

12

12

3

3

12

12

26

26

8

19

24

30

4

4

10

20

10

10

18

15

15

8.1

10.05

10.5

9.00

9.08

9.31

7.93

8.75

8.60

8.65

8.42

9.10

6.08

7.55

5.98

8.40

8.55

5.60

5.75

12.38

12.50

6.25

6.35

5.82

6.9

8.06

6.62

5.98

7.51

10.22

10.7

9.10

9.35

9.00

6.66

6.80

8.95

9.02

Gage

height Discharge 

(feet) (second-feet)

2,200

2,950

3,250

2.560

2,360

2,440

1,920

2,480

2,160

2,400

2,300

2,620

1,450

1,940

1,420

2,260

2,340

1,270

1,330

4,240

4,300

1,450

1,510

1,330

1,660

2,140

1,560

1,340

1,900

3,100

3,370

2,570

2,700

2,470

1,560

1,590

2,470

2,480
258 FLOODS IN THE UNITED STATES

Flood stages and discharges of Kickapoo River at Gays Mills, Wis. Continued

Gage

height Discharge 

(feet) (second-feet)

1925 July

Aug. 

Sept.

1926 Mar. 

Apr. 

Aug.

1927 Mar. 

May

Sept.

Oct.

1928 Feb. 

Mar.

July

Aug. 

Sept.

10

21

7

7

21

26

23-24

24

13

11

11

29

12

18

5

9

13

13

3

9

23

17

8.59

8.82

5.97

7.12

7.02

6.05

7.62

8.9

5.85

9.08

9.25

7.38

10.48

9.30

7.35

11.07

12.39

12.65

7.10

6.32

6.80

11.86

2,260 1929 Mar.

2,380

1,280 Apr.

1,700

1,620 June

1,280 1930 Feb.

1,650 June

2,100 1931 June

1,280 1932 Feb.

2,520 Mar.

2,620 June

1,820 July

2,380

2,420 Sept.

1,840 1933 Mar.

3,320

4,460 Apr.

4,580

1,720 May

1,410 July

1,600 1934 Jan.

4,190 Apr.

15

15

9

26

13

23-24

14

4

12

27

8-912'

12

20

31

31

7

11

19-20

2

23

5

12.45

12.80

8.54

5.84

6.35

9.75

7.90

7.50

8.65

10.78

11.35

7.32

13.70

13.96

9.25

11.12

8.33

10.49

7.90

12.25

Gage

height Discharge 

(feet) (second-feet)

5,210

5,840

2,440

1,300

1,520

2,640

2,090

778

1,490

1,530

2,010

3,620

4,240

1,410

6,990

7,350

2,310

4,010

1,780

3,400

1,640

5,000

* Estimated 

» Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak)

Maquoketa River below North Fork of Maquoketa River, near Maquoketa, Iowa

Location.- In SW^NEj sec. 17, T. 84 K., R. 3 E., 2 miles below North Fork of Maquoketa 

River and 3 miles northeast of Maquoketa, Jackson County.

Drainage area.- 1,550 square miles.

Records available.- September 1913 to September 1934.

Sources of data.- U. S. Geological Survey records except gage-height records after Oct. 

1, 1927, which were kept by Iowa Railway & Light Corp., and discharge measurements) 

1929 to 1931, made by Corps of Engineers, U. S. Army and furnished through University of Iowa.

Sages.- Nonrecording gage read to hundredths once daily prior to July 14, 1924; recording gage thereafter. Readings discontinued during ice periods.

Stage-discharge relation.- Seriously affected by ice. Control shifts. Bank-full stage, 

about 12 feet.

Historical data.- A stage of about 23.5 feet, discharge about 24,300 second-feet, was 

reached probably in 1905.

Flood stages and discharges 

(Base discharge 3,500 second-feet)

height Discharge 

(feet) (second-feet)

1914 June 

Sept.

1915 June 

Sept.

Oct. 

1916 Jan.

Feb. 

Mar.

Juno

1917 Mar.

1918 Feb.

Mar. 

May

6

15

13

28

28

18

22

27

23

27

27

2

11

14

22

13

13

26-27

14

25

11.6

16.4

12.8

18.1

19.4

9.0

14.3

14.3

8.7

20.7

22.0

11.6

13.1

13.3

8.5

16.4

16.8

10.2

8.3

7.7

7,530 1918 June

6,280 Aug. 

11,200 1919 Mar.

7,260 

13,800 

16,200 Apr.

4,440 May

8,700

8,700 June

4,190

18,700 July 

21,300 Aug.

6J280 Sept.

7,530 Oct.

7,720

4,050 Nov. 

11,200 1920 Mar. 

11,800

5,240 Apr.

3,920

3,510 May

5

18

12

17

17

16

4

7

3-4

17

10

21

19

1

5

11

12-13

26

2

20

23

11.8

9.0

10.3

15.8

16.57

8.6

15.3

11.1

10.4

7.7

12.6

8.3

8.0

8.3

12.0

14.0

13.0

11.0

10.3

13.6

Gage

height Discharge 

(feet) (second-feet)

6,430

4,400

5,470

10,400

11,400

4,260

9,800

5,990

5,540

3,680

7,060

4,070

3,880

4,070

6,600

9,690

8,400

7,420

5,920

5,470

8,000

* Estimated
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN 259

Flood stages and discharges of 

Maquoketa River below North Fork of Maquoketa River, near Maquoketa, Iowa---Continued

1920 June

1921 Apr.

1922 Jan.

Feb.

Mar. 

Apr. 

May 

July

1923 Apr.

Sept1924 Mar. 

June 

July

Aug.

1925 Mar. 

June

1926 Mar. 

Sept.

Oct. 

Nov.

Gage

height Discharge 

(feet) (second-feet)

4,140

3,590

7,240

7,500

6,500

3,660

14,200

15,200

4,460

5,140

6,180

8,500

18,300

18,500

6,670

3,880

3,840

3,840

5,550

4,020

19,300

17,000

3,600

18,000

19,100

6,930

4,340

7,180

8,190

4,490

3,550

4,600

3,940

3

21

17

20

25

5

24

24

20

11

26

23

4

4

2

21

6

24

22

24

20

21

19

17

17

1

9

21

21

25

1

6

27

8.4

7.7

12.8

7.8

18.3

18.85

8.9

9.8

11.4

14.0

20.5

20.6

12.1

8.0

8.7

8.7

11.0

9.0

19.8

18.6

8.3

19.1

19.7

11.80

8.95

12.8

9.15

Mar. 

May

June 

Oct.

1928 Mar.

Aug. 

Mov.

1929 Mar.

1930 Feb.

1931 Sept,

Oct. 

Nov.

1932 Mar.

May 

Dec.

1933 Apr. 

May

July 

1934 July

2

5

12

10

24

24

28

21

6

11

13

30

18

7

14

20

20

25

25

11

12 

24 

26 

26 

26 

25 

1

16 

GO 

20

6

6

height Discharge 

(feet) (second-feet)

4,000

7,830

4,110

7,880

10,400

12,900

5,920

8,100

5,910

6,850

11,100

4,470

4,490

7,670

21,000

6,760

8,320

4,080

6,090

7,820

4,400

5,520

7,040

11,400

3,560

5,600

4,730

3,710

7,580

9,130

6,130

6,920

7,520

15.9

9.15

12.4

20.2

12.90

8.1

11.00

15.0

13.5

13.60

* Estimated

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

Rock River at Afton, V/is.

Location.- On line between sees. 22 and 27, T. 2 11., R. 12 E., at highway bridge in 

Afton, Rock County, three-quarters of a mile above mouth of Bass Creek.

Drainage area.- 3,190 square miles.

Records available.- February 1914 to September 1934.

Source of data.- TJ. S, Geological Survey.

Gafr.es.- Nonrecording gage read to hundredths twice daily February 1914 to August 1932; 

recording gage thereafter. Zero of gage is 743.18 feet above mean sea level.

Stage-discharge relation.- Considerably affected by icej practically permanent during 

open-water season.

Regulation.- Some regulation of flood flow at several lakes and reservoirs near headwaters.

Flood stages and discharges 

(Base discharge 3,200 second-feet)

Date

1914 Apr. 

Sept.

1915 Mar. 

May 

Aug. 

Sept.

Dec. 

1916 Jan.

6-8

15

5

29

9-12 

13 

13 

26 

3-4 

22 

28 

27

Gage

height Discharge 

(feet) (second-feet)

4.8

6.2

7.7

4.6

5.3

8.9

9.88

8.3

5.3

8.0

7.2

8.9

3,450

4,530

7,190

3,240

4,040

8,910

10,300

8,040

4,040

4,900

6,490

8,910

Date

Apr.

May

June

1917 Mar.

Apr.

May

June

July

1-3

24

1

14-15

16

1-2

1

26

6

13

13

3-6

Gage

height Discharge 

(feet) (second-feet)

9.1 

6.7

6.0

4.56

8.65

8.90

5.60

5.60

4.65

6.68

8.56

9,200 

5,810 

5", 810 

4,900 

3,240 

8,470 

8,910 

4,400 

4,400 

3,240 

5,810 

8,470

# Estimated
260 FLOODS IN THE UNITED STATES

Flood stages and discharges of Rook River at Afton, Wls. Continued

.Sage

height Discharge 

(feet) (second-feet)

Gage 

Date height Discharge

(feet.) (second-feet)

3,240 Mar.

4,040

10,9OO Apr. 

12,700 May

5,290 June

3,240 Oct.

3,240

4,770 1928 Feb.

9,900 Mar. 

10,000

9,900 Apr.

5,550

4,520 June

4,160 , July

8,200 Nov.

4,040

3,470

3,260 Dec.

7,550 1929 Mar.

7,100

7,670 Apr.

8,200 June

8,640 Aug.

7,710 1930 Mar.

3,580

4,510 Apr.

3,680 May 

10,300 1931 Mar.

5,290 Nov.

3,580 1932 Mar.

7,100

4,270 1933 Mar.

4,300 Apr.

4,720 May

5,060

4,540 1934 Apr.

4,670

#» Below base

Note.- All discharge quantities are average dally flows except as designated by 

(momentary peak).

Rock River at Lyndon, 111.

Location.- In HE* sec. 21, T. 20 N., R. 5 £., at highway bridge In Lyndon, Whitaside 

County, 14 miles above mouth of Rook Creek.

Drainage area.- 9,010 square miles.

Records available.- November 1914 to September 1934.

Source of data.- U. S. Geological Survey.

Gage.- Nonrecerdlng gage read to hundredths twice daily throughout period except climatic year 1916, during which It was read once dally. During seasons of fairly 

constant ice effect gage was read 3 times a week. Zero of gage Is 584.37 feet 

above mean sea level (1929 general adjustment).

Stage-discharge relation.- Affected by ice; control practically permanent. Bank-full 

stage, about 10 feet.

Diversion.- About 100 second-feet diverted at Sterling Dam to Illinois and Mississippi 

Canal.

Flood stages and discharges 

(Base discharge 15,000 second-feet)

1917 NQT.

1918 Fob.

Kar.

Stay

1919 Stay

Oct.

1920 Apr.

June

1921 May

Sept.

Dec.

1922 Feb.

Mar.

Apr.

May

1923 Mar.

Apr.

1924 Apr.

Aug.

Sept.

1925 Feb.

1926 Mar.

Apr.

1927 Feb.

2

28

14

24-86

23

27

12

5

1

1

4

SO

26

23

2

26

7-8

17

23

3

16

11

11

21

26

12

22

12-14

8-9

28

20

8

2fc

23

30-31

11-14

5

4.58

6.3

9.7

10.5

6.3

4.6

4.56

5.91

9.19

9.35

6.57

5.70

5.38

8.26

5.26

4.86

4.72

8.04

7.66

8.16

8.40

8.65

8.09

5.78

4.96

9.52

6.44

4.98

7.70

5.60

5.68

6.04

6.28

5.91

5.99

20

20

29-30

29

4

7

12

21-22

21

29

14

14

29

3-4

18

23-25

27

19-20

13

23-24

8

16

1

4

4

21-23

6

28

27

27

27

31

9

18-19

18

11

6.72

6.77

4.80

6.18

6.68

5.60

5.28

6.51

6.28

6.35

7.30

7.42

4.96

4.82

5.64

5.31

5.56

5.02

10.81

9.51

5.62

4.88

5.76

5.96

5.33

4.88

2.37

5.58

5.21

5.67

6.40

7.35

9.10

9.28

5.25

5,610

P 5,750

3,290

4,930

5,610

4,180

3,830

5,330

5,060

5,190

6,510

P 6,670

3,500

3,290

4,160

4,160

3,830

4,160

9,110

13,000

10,100

4,160

3,390

4,380

P 4,620

3,830

3,390

1,320

4,160

3,720

P 4,270

5,250

6,640

9,140

P 9,440

*» 2,710

Date

1915 Feb. 

June 

Aug. 

Sept.

Oct.

1916 Mar.

June

1917 Mar.

25 

14

4

18

-30

4 

28

9

height Discharge 

(feet) (second-feet)

12.9

10.7

10.9

12.0

11.6

10.8

17.0

12.5

23,200 

15,200 

TS.gOO 

19,800 

18,300 

15,100 

39,500 

21,000 

# 18,100

Date

June

1918 Feb. 

Mar.

1919 Mar. 

May 

Nov.

14 

14

21-28 

7

16

28

20

5-6

1

Gage

height Discharge 

(feet) (second-feet)

12.26

12.6

13.60

14.42

11.26

16.50

14.00

12.15

20,200 

21,40O 

26,800 

25,400 

28,600 

16,800 

37,000 

27,000 

20,500

* Estimated
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIH 261

Flood stages and discharges of Rock River at Lyndon, 111. Continued

Gage

height Discharge 

(feet) (second-feet)

1920 Mar.

1921 Apr.

1922 Feb.

Mar.

Mar.

Apr.

1923 Mar.

Apr.

1924 Aug.

1925 Feb.

Mar.

1926 Feb.

Mar.

Apr.

Dec.

1927 Feb.

13 

22 

27

2S

24

28

21

31-Apr. 1

12

12

17

26-28

2-3

11

9

23

23

10

2*

25

3

26

2

10-11

19

7

7

15.96 

12.96 

16.29

13.66

12.85

13.07

12.33

12.63

13.47

13.8 P

13.76

12.50

10.86

14.7

10.90

14.40

14.7 P

13.21

17.70 P

16.92

15.94

13.66

12.26

13.22

12.16 #

15.04

15.07 P

35,000 

23,400 

36,200

25,600

22,300

23,400

20,600

21,600

25,000

26,2OO

26,200

21,100

16,000

S9,800

16,000

28,600

29,800

23,800

39,OOO

35,800

23,800

25,800

20,400

23,800

16,900

31,000

31,400

Gage 

Date height Discharge

(feet) (second-feet)

Apr.

May

June

Oct.

Dee.

1938 Jan.

Feb.

Mar.

Apr.

Nov.

Dec.

1929 Mar-.

Apr.

1930 Feb.

1931 Aug.

Oct.

1932 Mar.

1933 Apr.

May

1934 Apr.

22

2

25

4

14

30

1

9

14

7

16-17

20

16

17

3

13

22

26-27

25-27

11

Ij.

28

8

11

22

27-28

7-8

11.14

10.66

14. 98

12.10

10.88

12.27

10.92

10.92

10.80

11.10

10.85

15.63

13.45

12.20

13.50

11.15

6.49

13.03

13.40

11.20

11.26

11.07

12.79

13.78

6.50

* Estimated 

## Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Break in record: Aug. 7 to Oct. 9, 1920.

Pecatonica River at Preeport, 111.

Location.- In NWj sec. 32, T. 27 N., R. 8 E., at Hancock Avenue Bridge, in Froepcrt,

Stephenson County, 2 miles above mouth of Yellow Creek. 

Drainage area.- 1,330 square miles.

Records avaiTable.- September 1914 tc September 1934. 

Source of data.- U. S. Geological Survey. 

Gage.- Nonrecording gage read to hundredths twice daily. Zero of gage is 739..S2 feet

above mean sea level. . 

Stage-discharge relation.- Affected by shifting control and by ice. Bank-full stage,

about 16 feet.

Storage and regulation.- Little effect on flood flows fron a number of dams upstream. 

Historical data.- Floods of March 1916 and 1929 were the greatest known in hiiitory of

Pecatonica Valley.

Flood stages and discharges 

(Base discharge 2,600 second-feet)

1914 Sept.

1915 Feb.

June 

Aug.

Sept.

1916 Jan. 

Feb.

Mar. 

June

1917 Mar. 

June

16

16-19

28

14

4

4

17-18

17

28

26

26

21

23

28

9

16

14

18.35

15.6

17.1

12.; 2

12.6

12.72

16.1

16.19

15.80

16.1

16.20

14.02

14.1

19.4

13.09

16.05

14.02

Gage

height Discharge 

(feet) (second-feet)

13,000

5,520

8,520

2,670

2,880

2,940

6,310

6,490

5,810

6,310

6,490

2,670

2,770

17,000

3,120

6,140

3,830

Gage

height Discharge 

(feet) (second-feet)

1918

1919

1920

Feb.

Mar.

Mar.

May

Sept

Oct.

Oct.

Nov.

Mar.

15

15

2

2

15

15

16-17

16

4

4

24

1-S

6-7

6

31-Nov. 1

11

16

16.20

16.35

15.97

16.07

15.73

15.79

17.20

17.6

13.25

13.40

13.20

13.15

13.83

13.99

13.63

12.82

15.40

F

P

P

P

P

P

6,490

6,880

6,140

6,310

5,660

5,810

8,790

10,000

3,240

3,380

3,240

3,240

3,670

3,830

3,520

5,000

5,250
FLOODS IN THE UNITED STATES

Flood stages and discharges of Pecatonica River at Freeport, 111. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

1920 Mar.

Apr.

1921 Aug.

1922 Feb.

Mar.

Apr.

1923 Mar.

Apr.

July

1924 Mar.

June

July

Aug.

1925 Feb.

4

Mar.

June

1925 Mar.

Apr.

June

Oct.

1927 Feb.

16

27

22

22

20

25-26

25

9

22

22

11

11

1-3

5

5

6-7

6

6

 7

30

26

25

V

23

10

24

24

21

27

2

21-22

10

14

3

5

5

15.5

14.81

12.46

12.90

11.82

18.69

18.8

14.51

12.85

12.88

14.06

14.24

13.63

15.07

15.55

18.23

18.35

11.98

12.61

13.70

13.80

12.06

12.48

14.80

13.28

, 14.21

14.28

1S.39

12.50

12.98

13.02

14.08

15.08

14.36

14.62

14.89

P

P

P

P

P

P

P

P

P

5,380

4,560

2,820

3,060

2,600

14,200

14,500

4,27(3

3,000

3,060

3,910

4,000

3,580

5,080

5,790

12,600

13,100

2,600

2,910

3,660

3,860

2,940

3,120

4,720

3,540

4,090

4,180

2,880

2,930

3,150

3, ISO

4,000

4,040

3,870

4,060

4,400

Mar.

May

Sept.

Oct.

Dec.

1928 Feb.

Mar.

Apr.

Aug.

Nov.

Dec.

1929 Mar.

Apr.

1930 Feb.

June

1931 Sept.

Nov.

1932 Mar.

June

Dec.

1933 Apr.

May

July

1934 Jan.

13

12

30-31

14

20

8-9

30

12

16

8

5

28

19

16-17

16

16

11

21

27

24

24

16

27

21

25

29

10

29

3

3

3

9

17

23

6-7

15

12.68

12.91

14.40

13.15

12.58

15.50

14.4V

16.23

16.7

12.23

12.15

14.82

14.78

13.23

19.51

19.76

13.86

12.28

11.89

16.21

16.25

12.13

10.90

13.55

13.79

16.24

14.07

14.19

17.30

17.37

13.44

13.15

12.15

15.31

15.43

11.79

2,940

3,020

3,870

3,170

2,900

5,310

3,960

6,640

7,810

2,740

2,740

4,280

4,210

3,170

17,000

P 18,400

3,560

2,780

2,620

5,980

P 6,060

2,700

*» 2,240

3,220

3,330

5,650

3,500

3,690

8,260

P 8,600

3,270

3,180

2,740

4,560

4,670

*» 2,580

** Below baae

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Sugar River near Brodhead, Wis.

Location.- In sec. 26, T. 2 N., K. 9 E., at highway bridge 2 miles southwest of Brodhead, Green County, and 2 miles above Jordan Creek.

Drainage area.- 529 square miles.

Records available.- February 1914 to September 1933.

Source of data.- U. S. Geological Survey.

Gage.- Honrecording gage read twice daily to quarter-tenths.

Stage-discharge relation.- Not permanent; affected by ice. Bank-full stage, about 7 

feet.

Flood stages and discharges 

(Base discharge 1,000 second-feet)

1914 June 

Sept.

1915 Feb. 

Aug. 

Sept.

Hov. 

1916 Jan.

Gage

height Discharge 

(feet) (second-feet)

28

15

15

24

4

14

18

27

27

28

23

28

21

3.8

8.1

9.0

6.9

5.4

10.0

6.4

6.7

6.95

4.4

8.2

8.2

4.4

1,100

4.V50

P 6,500

2,970

1,920

8,600

2,550

2,790

P 3,070

1,350

* 4,500

 ::- 3,450

-::- 1,150

Mar. 

May 

June

1917 Mar.

June

1918 Feb. 

Mar.

May

Gage

height Discharge 

(feet) (second-feet)

27

2

8

12

22

6

13

19

27

5

14

19

22

8.9

3.7

4.7

6.4

4.7

3.72

6.58

5.2 *

8.6 -::-

7.12

7.87

5.8

3.6

6,090

1,010

1,500

1,830

1,540

1,060

2,710

1,010

2,490

3,180

4,350

2,160

1,010

* Estimated
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN

Flood stages and discharges of Sugar River near Brodhead, Wis.-- Continued

1918 May

1919 Mar.

Sept. 

Oct.

Hov.

1920 Mar.

Apr. 

June

1921 Apr. 

Sept.

1922 Feb. 

Mar.

Apr.

1923 Mar. 

Apr.

1924 Mar.

June 

July 

Aug.

1925 Feb. 

Mar.

1926 Mar.

Apr. 

Oct.

1927 Feb.

24

17

17

23

6

1

13

27

27

22

19

28

24

23

7

22

11

4

4

4

6

29

26

24

7

22

10

20

20

20

9

2

4

6

6

22

14

Gage

height Discharge 

(feet) (second-feet)

3.8

8.55

8.7

4.8

6.18

4.66

6.13

6.2

4.04

4.02

3.5

3.60

9.71

6.52

4.11

5.65

4.75

8.52

8.65

4.25

4.74

5.61

4.11

4.61

5.39

3.46

5.14

5.3

3.38

3.56

3.70

7.42

7.6

4.12

3.38

1,100

6,090

6,380

1,580

2,420

1,520

2,360

2,360

2,420

1,160

1,160

1,020

1,020

5,390

2,870

1,320

2,240

1,800

7,000

7,580

1,480

1,780

2,360

1,420

1,720

1,720

2,150

1,050

2,000

2,140

1,020

1,120

1,170

4,080

4,440

1,390

1,020

May 

Oct.

1928 Feb. 

Mar.

Apr. 

June 

Aug.

Nov. 

Dec.

1929 Mar.

Apr.

1930 Feb.

1931 Sept. 

Nov.

1932 Mar.

July 

Dec.

1933 Feb. 

Mar.

 May

July

21 

11 

30

7 

12

9

16 

13 

13

8 

30

5

25 

19 

15 

14 

14

8

13 

21 

28 

20 

25 

27 

27 

13

26-27 

25 

31 

31

3

8

10 

13 

17 

21

3

Gage

height 3iseharge 

(feet) (socond-feet)

4.03

4.20

5.21

3.54

6.44

3.55

7.21

7.42

4.12

3.42

3,52

4.96

5.62

4.39

9.82

9.95

6.20

3.90

7.26

4.10,

4.38

7.24

7.38

4.22

5.51

3.80

8.48

8.81

3.82

4.04

4.00

3.46

3.70

8.18

1,330

1,450

2,050

2,050

1,070

2,920

1,120

3,930

4,250

1,450

1,070

1,120

1,990

2,320

1,570

10,800

11,400

2,600

1,170

3,930

775

1,310

1,410

3,990

4,350

1,310

1,030

1,120

7,970

9,200

1,180

1,280

1,280

1,030

1,130

6,830

2,540

 iHf Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Iowa River at Iowa City, Iowa

Location.- June 1, 1903, to July 21, 1906, in sec. 10, T. 79 N., R. 6 W., at Iowa Avenue 

highway bridge, Iowa City, Johnson Countyj Dot. 30, 1913, to Nov. 18, 1921, in sec. 

15, T. 79 N., R. 6 W., at Benton Street Bridge, 500 feet below Chicago, Rook Island 

& Pacific Railway bridge, three-quarters of a mile below first location, and half a 

mile below Iowa State University damj thereafter in sec. 15, T. 79 H., R. 6 W., 200 

feet below Burlington Street Bridge and 50 feet below new hydraulic laboratory of 

Iowa State University.

Drainage area-.- 3,230 square miles.

Records available.- June 1903 to July 1906, October 1913 to September 1934. Fragmentary 

record June-July 1907. Prior to winter 1918-19 no gage-height records Kept when 

river was frozen over.

Sources of data.- U. S. Geological Survey and Iowa State University. Record for JuneJuly 1907 from 71st Cong., 2d sess., H. Doc. 134.

Gages.- Nonrecording gage read to hundredths once daily June 1, 1903, to July 21, 1906; 

to half-tenths twice daily from Oct. 30, 1913, to Sept. 30, 1916; to hundredths 

once daily Oct. 1, 1916, to Nov. 19, 1921; recording gage thereafter. Zero of gage, 

42.05 feet 1903-6, and about 39.00 feet Oct. 30, 1913, to Nov. 18, 1921; 40.0 feet 

Hov. 19, 1921, to Sept. 30, 1928; 39.0 feet thereafter. Elevations of zero, and 

gage-height records for June-July 1907 and October 1931 to September 1933 have been 

reduced to Iowa City datum.

Stage-discharge relation.- Affected by ice; control shifts.

Remarks.- Discharge records during periods of missing gage-height records December 1907 

to October 1913 and winters 1915-18 and adjustments for ice effect and shifting 

control computed from records at power plant. Dam built between Burlington Street 

and Benton Street in the summer of 1906 drowned out first gage. Elevation of 

crest, 49.0 feet, Iowa City datum. Record for June-July 1907 taken at a location 

about 3,000 feet upstream from dam at Iowa State University.

Historical data.- Fragmentary records 1851-93 taken from 71st Cong., 2d sess., H. Doc. 

134; gage heights referred to Iowa City datum but may not have been taken at location of present gage.
264 FLOODS IN THE UNITED STATES

Flood stages and discharges of Iowa River at Iowa City, Iowa 

(Base discharge 5,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

1851 June

1881 July

1893 Mar.

1903 June

1904 Mar.

Apr.

1905 Mar.

May

June

1906 Jan.

Feb.

Mar.

Apr,.

1907 June

July

1908 June

1909 Apr.

May

July

1910 Mar.

1911 Feb.

1912 Mar.

Apr.

1913 Mar.

1914 Sept.

1915 Feb.

Apr.

May

June

.July

Aug.

Sept.

1916 Jan.

Feb.

Mar.

1917 Mar.

June

1918 Feb.

May

June

17

13

13

3

25

26

20

25

15

24

10

21

28

2

26

3

10

11

15

20

3

29

20

7

9

14

17

19

21

20

29

4

18

24

15

18

18

24-25

1

29

4-5

28

2

7

30

26

1

26

26

15

18

29

9-22

16

27

7

63.28

51.8

54.4

14.65

7.8

5.28

6.30

6.50

7.10

8.00

7.60

6.00

9.4

9.9

5.95

7.6

52.6

53.6

64.2

53.8

7.8

7.7

8.6

10.8

10.3

10.7

7.4

12.4

11.8

13.2

12.7

19.45

50,000

40,200

12,000

P

21,800

8,410

5,100

6,350

6,600

7,390

8,710

8,110

5,900

11,400

11,900

5,840

8,110

8,000

9,500

13,000

10,000

5,850

6,110

6,640

12,400

9,520

7,140

9,680

9,070

8,360

5,410

11,400

20,000

6,300

7,030

» 8,000

5,310

20,000

20,000

5,580

6,620

9,340

8,700

9,210

5,240

11,500

6,240

5,280-

10,500

P 12,300

5,700

5,700

17,500

ft 7,300

6,500

14,200

P 36,200

 June

July

'1919 Mar.

Apr.

May

June

Nov.

1920 Mar.

Apr.

May

1921 Sept.

1922 Apr.

1923 Apr.

1924 Mar.

June

July

Aug.

1925 Mar.

1926 Sept.

1927 May

June

Oct.

19S8 Feb.

Mar.

Nov.

1929 Mar.

Apr.

May

. Aug.

19SO Feb.

June

1931, Sept .

Nov.

Dec.

1932 Jan.

1933 Apr.

May

1934 July

8

7

12

16

20

23

27

4

7

6-7

13

25

13

17-18

26

2

23

16

16

21

n*z 

£iO

11

3

10

30

8

11

24

1

1

27

23

21

23

23

1S-13

24

24

21

7

14

13

18

7

16

25

1-6

'6

7-8

22

24

15

15

28

27

1

6

17

10

25-26

18

19.2

8.7

7.3

9.7

9.8

8.7

8.9

9.4

11.6

8.5

7.4

7.2

8.2

9.3

9.0

8.4

8.0

8.1

8.4

12.0 

12.20

6.9

9.7

8.9

7.2

9.4

7.8

7.6

15.0

15.34

10.1

7.5

3.35

14.94

15.06

8.66

11.8

10.38

10.63

8.77

7.72

8.24

16.47

7.70

9.94

13.3

4.6

48.1

48.4

46.0

46.3

48.99

47.68

42.20

35,300

7,220

5,430

8,820

9,000

7,270

7,510

8,300

12,800

6,940

5,560

5,350

6,570

8,130

7,660

6,820

6,330

6,450

6,820

13,800 

14,300

5,780

8,280

7,310

6,140

7,860

5,860

5,620

19,100

P 19,900

9,060

5,500

*ft 1,510

17,400

P 17,800

6,390

9,310

P 10,900

5,100

8,670

8,820

6,510

5,600

» 5,240

21,900

5,380

5,600

8,070

8,310

5,340

6,880

11,300

P 13,600

-"-ft 2,79O

7,400

7,750

5,100

5,400

8,700

7,130

»-::- 1,840

* Estimated 

 * ::- Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOOD RECOKDS - UPPER MISSISSIPPI RIVER BASIN

Iowa River at Wapello, Iowa

Location.- In sec. 27, T. 74 N., R. 3 W., at highway bridge at city limits of Wapello, 

Louisa County, 15.4 miles above mouth of river.

Drainage area.- 12,480 square miles.

Records available.- February 1915 to September 1934.

Sources of data.- Gage-height records by IT. S. Geological Survey in collaboration with

Mississippi River Power Co., which furnished record for 1927-33. Discharge data by 

IT. S. Geological S\irvey

Gage..- Nonrecording gage read to hundredths once daily Feb. 26, 1915, to Sept. 30, 1924; 

to half-tenths once daily Oct. 1, 1924, to Sept. 30, 1931; to hundredths once daily 

Oct. 1, 1931, to Apr. 17, 1934; recording gage thereafter. Nonrecording gage read 

several times daily during high water. Prior to winter of 1920-21 gage was read 

two or three times a week during periods when river was frozen over.

Stage-discharge relation.- Seriously affected by shifting control and by ice. Levees 

on left bank subject to overflow at very high stages.

Remarks.- Levee on left bank broke during flood of June 1918.

Historical data.- Flood of June 1892 was probably much higher than that of June 1918.

Flood stages and discharges 

(Base discharge 18,000 second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

30,700 

31,200 

18,000 

22,400 

34,200 

40,300 

25,500 

34,700 

12,500 

43,500 

18,500 

18,000 

21,000 

31,700 

19,700 

33,700 

34,200 

23,200 

24,600 

28,800 

28,000 

23,200 

16,900 

27,800 

27,800 

18,000 

63,400 

24,600 

26,900 

25,500 

30,200 

26,000 

51,200 

6,740 

25,500 

27,800 

18,900 

25,600 

23,200 

60,800 

62,000 

28,600 

' 7,230

* Estimated 

** Below base

Note.- All discharge quantities ai?e average daily flows except as designated by " 

(moment ary pe ak).

1915

1916

1917

1918

1919

1920

1921

1932

Feb.

Apr.

June

July

Oct.

Jan.

Mar.

Apr.

June

Mar.

June

Feb.

May

June

July

Mar.

Apr.

May

June

Nov.

Mar.

Apr.

May

June

Sept.

Mar.

Apr.

26-27

1

5-6

31

1

24

27

28

28

1-2

9

15

18

29

29

15

14

29

8

9

8

18

23

23

18

23

7

7-8

18

26

13

18

29

3

23

15

5

24

24

2

12

22

12-13

11

10

10

7

10

8

8

12

12

9

7

6

6

12

13

11

7

9

14

14

6

10

10

10

9

8

10

7

6

7

7

7

9

8

7

7

6

9

9

8

7

6

7

.5

.0

.5

.7

.5

.6

.2

.6

.7 P

.6

.3

.8

.8

.6

.20 P

.8

.5

.8

.94 P

.5

.8

.5

.7

.83 P

.6

.9

.2

.3

.7

.3

.8

.2

.7

.9

.7

.2

.4

.5

.6 P

.6

.1

.6

.5

41,800

33,700

36,300

22,600

36,300

20,000

24,800

48,300

48,900

31,700

21,300

19 , 200

19,200

48,300

52,000

43,500

22,100

32,700

63,100

60,300

19,200

36,300

37,400

38,100

31,700

28,300

34,700

21,300

18,800

21,300

23,400

20,900

32,200

28,300

23,000

20,900

18,800

31,900

32,400

26,500

20,500

18,400

22,300

Date

1923 Apr.

1924 Mar.

June

July

Aug.

1925 June

1926 Sept

Oct.

1927 Feb.

Apr.

May

June

Oct.

1928 Feb.

Mar.

July

Sept

Nov.

Dec.

1929 Mar.

Apr.

May

1930 Feb.

June

1931 Sept

Nov.

Dec.

1932 Mar.

Apr.

June

1933 Apr.

May

1934 Apr.

6-7

7

31-Apr. 3

25

28

28

27

22-23

21

25

3

7-8

5

20

11

26

26

4

22

9

16

15

5

2

19-20

18

20

13

20-21

26

4

26

17

. 27-28

27

2

27

5

27

7

7

24

11

heighl

(feet

9.4

9.5

6.6

7.6

10.1

11.23

8.3

10.2

5.10

11.76

6.7

6.60

7.30

9.6

6.95

9.95

10.1

7.75

8.1

9.0

9.1

7.8

6.3

8.8

8.8

6.6

16.5

8.1

8.6

8.3

9.3

8.4

13.3

3.1

8.3

8.8

6.8

8.3

7.8

15.24

15.38

9.16

3.27

Gage

Discharge
FLOODS IN THE UNITED STATES

Cedar River at Cedar Rapids, Iowa

Location.- In sec. 28, T. 83 N., R. 7 W., in central part of Cedar Rapids, Lynn County,

1,000 feet above Eighth Avenue Bridge and half a mile below dam. 

Drainage area.- 6,640 square miles.

Records available.- February 1903 to September 1934. 

Sources of data.- U. S. Geological Survey records, except gage-height records by U. S.

Weather Bureau Apr. I, I9U9, to Aug. 20, 1920, and discharge determinations by

Corps of Engineers, U, S. Army, 1929-31. 

Gages.- Nonrecording gage read to tenths once daily prior to Aug. 21, 1920; recording

gage at same datum thereafter. 

Stage-discharge relation.- Seriously affected by ice in severe winters. Control shifts

occasionally. Bank-full stage, about 14 feet. 

Historical data.- Flood of Mar. 19, 1929, is greatest known, the next highest having

occurred in June 1851; stage, about 20 feet; discharge, about 65,000 second-feet.

Gage heights for the two floods probably not comparable owing to artificial changes

in channel cross-section.

Flood stages and discharges 

(Base discharge 10,000 second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

height Discharge 

(feet) (second-feet)

1903 Mar.

Apr.

May

June

July

Aug.

Sept.

1904 May

1905 Mar.

May

1906 Mar.

May

1907 Feb.

Mar.

July

Aug.

1908 Mar.

May

June

1909 Mar.

Apr.

May

Nov.

Dec.

1910 Mar.

1911 Feb.

1912 Mar.

Apr.

1913 Mar.

May

1914 June

1915 Feb.

Mar.

June

Aug.

Sept.

1916 Jan.

Feb.

Mar.

Apr.

May

June

14

18

18

31

12

14

19

9

21

29

11

23

20

30

20

23

6

20

17

11

30

26

8

30

22

29

3

16

20

2

11-12

7

14

16

18

22

1

18

25

26

19

17

25

29

2-5

6

28

28

25-26

19

30

26

20

6

6.25

6.4

6.3

16.55

5.95

7.15

6.0

7.3

6.4

5.55

7.0

9.0

7.9

16.27

6.35

6.6

6.55

8.4

8.15

6.2

8.65

8.0

6.5

8.8

7.4

6.9

6.8

6.7

7.9

7.2

8.5

6.0

9.5

6.8

6.6

8.7

17.2

8.9

6.9

6.0

7.7

7.2

10.2

11.7

11.0

6.2

9.3

6.1

6.5

6.4

9.9

7.2

6.2

7.9

11,200

11,800

11,400

52,400

10,100

14,800

10,200

15,400

11,800

* ::- 8,840

14,500

22,800

18,200

50,500

11,300

12,300

12,10Q

19,400

18,400

10,800

20,400

17,800

11,900

21,000

15,400

13,500

13,100

12,700

17,400

15,400

19,000

10,100

23,700

13,100

12,300

12,700

54,100

21,400

13 , 500

10,100

16,600

14,600

26,500

32,400

29,600

10,800

22,900

10,400

12,000

11,600

25,300

14,600

10,800

17,400

1917 Mar.

June

1918 Mar.

May

June

1919 Mar.

Apr.

May

June

1920 Mar.

Apr.

May

1921 June

Sept.

1922 Feb.

Mar.

Apr.

1923 Apr.

1924 Mar.

Apr.

Aug.

1925 June

1926 Sept.

1927 May

June

1928 Feb.

Aug.

1929 Mar.

Apr.

1930 Feb.

1931 Sept.

Nov.

1932 Mar.

Apr.

June

1933 Apr.

May

1934 Apr.

26

26

13

29

23

25

7-8

20

15

5

7

15

23

26

30

21

23

1

1

21

26-27

26

11

15-16

4

4

8

1

22

22

18

18

21

25

25

1

12

29

29

19

19

9

16

30

24

26

28

4

2

2

23

4

4

22

9

16.8

17.2

8.2

6.8

6.4

7.0

10.5

11.4

9.4

6.7

7.0

7.2

6.4

7.0

7.5

6.4

6.9 8'.0

8.4

6.6

10.9

12.15

6.2

6.6

7.7

7.80

6.60

6.2

10.1

10.54

6.8

7.00

6.12

6.73

6.77

6.38

7.48

10.88

11.05

19.1

20.1

7.62

6.62

9.00

6.86

4.01

8.05

6.50

8.64

8.73

8.23

18.26

18.60

7.03

5.49

P

P

P

P

P

P

*»

P

P

 :K:-

P

P

 » > 

52,600

54,200

18,600

13,100

10,400

12,500

26,200

29,700

21,800

11,400

12,500

13,300

10,400

12,500

14,400

10,400

12,200

16,300

17,900

11,100

28,300

33,300

10,100

11,500

15,700

16,000

11,400

10,100

24,500

26,300

12,200

12,800

9,450

11,500

11,800

10,500

14,300

28,500

29,200

67,200

72,000

14,800

11,200

20,300

12,200

3,020

16,300

10,800

18,600

19,100

17,100

63,300

64,800

12,600

8,440

«- Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN

Skunk River at Coppoclc, Iowa

Location.- In sec. 1, T. 73 N., R. 8 VV., at highway bridge one eighth of a mile above 

Chicago, Burlington & Quincy Railroad bridge at Coppock, Henry County, and a 

quarter of a mile above mouth of Crooked Creek.

Drainage area.- 2,890 square miles.

Records available.- October 1913 to September 1934.

Sources of data.- U. S. Geological Survey 1913-26, 1932-34; Mississippi River Power Co. 

1927-32.

Gage.- Nonrecording gage read to hundredths once daily except winters prior tD 1920-21 

when gage was read once a week or oftener while the river was frozen over. Subsequent to 1917 several readings daily during rapidly changing high stages.

Stage-discharge relation.- Affected by ice and by drift lodging against railroad bridge 

below gage at high water. Control shifts.

Historical data»- Greatest known flood on or about May 31, 1903, gage height, about 22 

feet; estimated discharge, 25,000 second-feet; determined from high-water marks 

and flow at comparable stations.

Flood stages and discharges 

(Base discharge 5,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1914 Sept.

1915 Feb.

May

June

July

Aug.

Sept.

Oct.

1916 Jan.

Feb.

Mar.

May

June

Sept.

1917 Mar.

May

June

1918 May

June

1919 Mar.

May

June

Nov.

1920 Mar.

Apr.

May

1921 May

June

Sept.

1922 Feb.

Mar.

July

22

24

27

8

13

11

25

4

11

16

29

2

25

27

24

2

27

15

25

7

6

14

17

1

5

22

7

14

14

29-30

9

10

17

17

5

9

11

12

18

27

27

2

20

24

30

13

11

18-19

21

27

23

11

11

23-24

11.4

14.4

11.1

11.1

10.9

13.3

11.5

16.3

10.9

11.3

12.9

14.4

11.9

12.6

10.0

10.2

17.1

11.6

10.0

10.0

10.8

11.9

10.1

12.0

10.2

11.1

16.6

17.3

17.5

11.8

19.7

19.3

14.9

15.02

14.0

12.6

11.0

15.4

15.43

11.6

13.2

12.3

10.4

12.4

10.4

12.8

11.6

14.60

10.7

10.8

10.85

10.7

6,430

10,700

6,260

6,260

6,020

9,090

6,740

13,700

6,020

6,500

 8,540

10,700

7,230

8,130

5,040

5>260

15,000

6,860

5,040

5,040

5,910

7,230

5,150

7,360

5,260

6,260

14,200

15,400

P 15,700

7,100

P 19,600

18,800

11,500

P 11,700

10,100

8,130

6,140

* 6,000

5,910

12,200

P 12,300

6,860

8,950

7,740

5,470

7,870

5,480

* 7,480

6,860

11,000

5,800

5,910

P 5,970

5,800

1923 Apr.

Oct.

1924 Mar.

June

July

Aug.

1925 June

1926 June

Aug.

Sept.

1927 Feb.

Apr.

May

June

1928 Feb.

June

July

Aug.

Nov.

Dec.

1929 Mar.

Anr.

1930 June

1931 Sept.

Nov.

1932 Jan.

June

July

Aug.

1933 Mar.

May

1934 Jan.

1-2

2

1

11

30

25

29

4

25

7

4

15

1

10

16

26

27

6

2

16

19

19

10

25

4

13

30

4

6

19

14

19

1

20-21

26

15

15

28

18

20

29

1-2

18

26

28

5

11

13

31

13

25-26

26

26

10.2

10.24

10.8

12.2

11.0

11.2

18.85

11.8

13.1

11,0

13.82

10.17

14.28

17.62

19.10

19.34

14.52

10.52

11.52

15.27

15.42

10.57

11.28

11.22

10.5

14.0

13.6

14.3

14.1

10.7

17.7

11.4

13.5

14.4

20.8

22.13

8.2

10.6

10.2

15.3

12 .?

10.6

11.8

11.6

10.7

10.8

11.0

10.50

12.70

13.89

13.98

6.17

5,260

P 5,300

5,580

7,610

6,140

6,370

18,000

7,100

8,810

6,260

«* 4,360

9,520

4,940

10,100

15,400

17,900

P 18,200

10,400

5,260

6,500

11,600

P 11,800

5,360

6,140

6,020

5,580

10,100

9,520

10,600

10,200

5,800

36,000

6,620

9,380

10,700

22,200

P 25,200

 >::- 3,360

5,690

5,260

12,100

8,540

5,690

7,100

6,860

5,800

5,910

6,140

5,580

8,260

9,960

P 10,100

#-::- 1,640

 » Estimated 

## Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOODS IN THE TOUTED STATES

Des Moines River at Keosauqua, Iowa

Location.- In sec. 36, T. 69 N., R. 10 W., at county bridge in Keosauqua, Van Buren 

County, a quarter of a mile above old dam site and Government locks.

Drainage area.- 13,900 square miles.

Records available.- May 1903 to July 1906, April to December 1910, and August 1911 to 

September 1934.

Sources of data.- U. S. Geological Survey May 1903 to July 1906 and August 1911 to September 1927; Corps of Engineers, D. S. Army April to December 1910; gage-height 

records by Mississippi River Power Co. October 1927 to December 1933; discharge determinations by D. S. Geological Survey October 1927 to September 1934.

Sages.- Nonrecording gage read to half-tenths once daily prior to Dec. 22, 1933, with 

these exceptions: prior to 1916 observations discontinued during ice periods; 

1916-21 gage read two or three times a week while river was frozen over; subsequent 

to 1916 Sunday readings were discontinued} subsequent to August 1911 several observations made daily during times of rapid change at high stages. Recording gage installed Dec. 22, 1933.

Stage-discharge relation.- Considerably affected by ice. Control shifts.

Historical data.- Greatest known flood prior to that of June 1, 1903, was that of June 

1, 1851, stage, about 24 feet, estimated discharge, about 80,000 second-feet.

Flood stages and discharges 

(Base discharge 17,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

1903 June

July

Aug.

Sept.

1904 Mar.

Apr.

July

Sept.

1905 Mar.

May

June

July

Aug.

Oct.

1906 Jan.

Feb.

Mar.

Apr,

1910 Apr.

1911 Sept.

1912 Apr.

1913 May

1914 Sept.

1915 Feb.

June

July

Aug.

Sept.

Oct.

1916 Jan.

Feb.

Mar.

May

1917 Mar.

May

1

24

15-16

23

31

10

24-25

25

9

12-13

26-27

22

28

1

15

10

1

25

19

21

25

30

16

18

6

29

4

16

21-22

18

16

25

3

19

11

15

24

3

18

28

2

22

23

17-18

27

27

1

15

24

29

1

27.70

7.15

6.10

6.30

10.20

7.40

6.20

7.35

6.88

6.28

15.15

8.08

6.60

9.40

8.60

22. SO

9.40

8.2

7.6

7.90

10.65

9.88

7.82

7.75

16.6

8.1

9.2

10.8

10.0

12.2

16.4

6.6

6.6

7.2

17.0

16. 2

7.4

9.9

10.1

7.4

10.2

6.7

13.7

14.2

6.6

9.7

10.1

9.2

7.6

97,100

21,100

17,200

18,000

32,400

22,000

17,600

21,800

20,100

17,900

43,300

24,500

19,100

26,200

23,400

75,800

26,200

22,000

19,900

21,000

30,800

28,000

20,700

20,400

#* 11,800

«* 12,600

54,700

22,400

26,200

31,900

29,000

37,000

52,600

17,500

17,500

19,500

54,800

59,200

20,100

28,600

29,400

20,100

29,700

17,800

42,600

44,400

17,500

28,000

29,400

26,200

20,800

May

June

1918 May

June

1919 Mar.

Apr.

May

June

Nov.

1920 Mar.

Apr.

May

July

1921 Apr.

June

Sept.

1922 Apr.

May

July

1923 Mar.

1924 Mar.

June

1925 June

1926 June

Sept.

Oct.

1927 Feb.

Apr.

May

June

1928 Aug.

Nov.

Dec.

1929 Mar.

5

6

14

29

10-11

25

17

13

17

26

8

8

12

24

11

17

26

4

21

28

15

14

20

3

18

21

21

17

28

19

28

5-6

30

10

28

28

16

16

9

15

25

6

5

16

19

1

19

25

4

5

18

16

17

8.0

14.8

17.8

9.0

12.8

13.0

14.0

8.0

8.3

10.8

13.5

11.9

8.8

7.5

8.1

8.7

14.1

7.1

11.2

7.7

10.2

10.9

6.5

6.9

8.9

9.4

9.45

8.4

9.4

6.8

9.2

8.8

8.2

7.2

13.0

7.30

9.45

9.50

11.55

11.50

7.65

7.00

9.05

13.95

7.4

6.96

9.35

8.75

7.2

10.6

6.5

13.5

Gage

height Discharge 

(feet) (second-feet)

22,100

46,700

57,800

25,500

39,300

40,000

43,700

22,100

23,100

31,900

41,800

35,900

24,800

20,400

22,400

24,500

44,100

19,100

33,300

21,100

29,700

32,200

17,200

18,500

25,200

26,900

27,100

23,500

26,900

18,200

26,200

24,800

22,800

19,500

40,000

41,800

19,800

26,900

27,200

34,800

34,400

20,800

18,800

25,500

43,700

20,100

18,800

26,900

24,800

19,500

31,200

17,200

41,800

** Below base
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN

Flood stages and discharges of Des Moines River at Keosauqua, Iowa Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Eis charge 

(feet) (second-feet)

1929 Apr.

1930 June 

19S1 July

Oct.

Ilov. 

1932 Jan.

1

20

25

28

15

5

8

25

4

7.0

10.4

11.3

9.3

9.8

6.7

9.2

11.6

10.6

18,800

30,400

33,700

26,600

28,300

17,800

26,200

34,800

31,200

Jan. 

liar. 

June 

July 

Aug.

1933 Apr.

1934 Apr.

15

6

28

10

13

18

1

8.2 

9.3 

8.5

7.6

7.40

7.15

3.70

22,800

25,500

23,800

25,200

25,200

20,800

20,100

33,300

8,740

* Estimated 

*-::- Below base

Note..- All discharge quantities are average daily flowa except as designated by "F" 

(momentary peak).

Raccoon River at Van Meter, Iowa

Location.- In SW^ sec. 22, T. 78 N., R. 27 W., at highway bridge a third of a mile from 

railraod station at Van Meter, Dallas County, 1 mile below junction of North and 

South Raccoon Rivers and 30 miles above junction of Raccoon and Des Moines Rivers.

Drainage area.- 3,410 square miles.

Records available.- April 1915 to July 1934.

Sources of data.- U. S. Geological Survey except gage-height records since Nov. 4, 1927 

by U. S. Weather Bureau.

Gages.- Nonrecording gage read -co hundredths once dally prior to May 31, 1923; to tenths 

once dally Nov. 5, 1927, to Aug. 8, 1934} recording gage May 31, 1923, to Nov. 4, 

1927, and subsequent to Aug. 8, 1934. In general dally gage readings were discontinued during Ice periods. Zero of gage is 841.12 feet above mean sea level.

Stage-discharge relation.- Seriously affected by ice. Control shifts. Rating well defined to 15,000 second-feet. Bank-full stage, about 13 feet.

Flood stages and discharges 

(Base discharge 4,680 second-feet)

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (sesond-feet)

1915 May

July

Sept.

Oct.

1916 May

1917 Mar.

June

1918 May

June

1919 Mar.

Apr.

May

June

Oct.

Nov.

1920 Mar.

Apr.

May

1921 Feb.

June

Sept.

*

#9

29

13

19

29

30

2O-21

25-26

23

27

7

10

13

27

8

16

24

30

4

4

6

11

17

21

28

1

5

10

5

13-14

21

13

17

1

20

Estinu

Below

15.8

8.0

13.3

11.8

12.9

7.5

6.9

10.9

10.2

17.5

16.8

13.5

8.4

13.6

9.6

12.4

7.6

12.2

11.1

10.5

10.8

9.4

8.1

7.8

8.4

8.4

9.7

11.5

12.2

9.0

10.0

9.2

7.3

11.0

ited

base

22,900 1922 Feb.

5,320 Apr. 

13,900 1923 Mar. 

11,000 

18,700 Oct.

4,680 1924 Mar.

3,960

9,540

B,450 June 

31,800 

28,000 

14,300

5,860 1925 June 

14,600

7,450 Aug. 

12,000 1926 June

4,880 Sept. 

11,500

9,670

0,74O

9,200 1927 Feb.

7,180 Apr.

5,490 May

5,120 1928 Aug.

5,860 Dec.

5,8(50 1929 Mar.

7,590

5,500

9,000 1930 May

6,640 1931 June

8,010 Nov.

6,910

5,120 1932 Jan.

9,510

25-26

11

27

27

4

2

5

29

8

17

25

25

17

17

8

14

3

12

20

20

8

17-18

26-27

27

14

12

12

14

13-16

21

24

24

1

5-6

7.6 *

12.0

11.3

11.50 P

11.1

10.7

8.0

11.2 *

11.0

8.1

14.2

15.23 P

8.1

8.45 P

8.2

10.85

18.96 P

9.6

0.26

8.90

10.5

8.0 *

15.5

18.5 P

16.0

8.B

8.1

13.0

14.2 P

12.3

10.0

4,760

11,200

9,780

10,100

9,470

8,880

5,390

9,100

9,320

5,520

:.6,300

J!0,100

5,520

6,000

5,640

8,370

4,750

8,450

S.4,800

40,000

6,750

5,130

5,850

8, '000

4,770

£0,200

27,700

£2,600

5,870

5,030

12,300

15,400

10,900

7,420
FLOODS IN THE OTITED STATES

Flood stages and discharges of Raccoon River at Van Meter, Iowa Continued 

Date

Gage

height Discharge 

(feet) (second-feet)

1932 Jan. 

Mar.

June

13

4

4

20

8.0

14.0

14.2

8.3

4,910

14,800

P 15,400

5,270

Date

1933 Jan. 

Apr.

1934 Apr.

Gage

height Discharge 

(feet) (second-feet)

25

5

7

8.0

10.0

5.0

4,910

7,420

*# 2,020

** Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Kankakee River at Momence, 111.

Location.- In NE^ sec. 24, T. 31 N., R. 13 E., at highway bridge in Momence, Kankakee

County, 1-J- miles above mouth of Tower Creek. 

Drainage area.- 2,340 square miles. 

Repords available.-February to December 1905, February to July 1906, December 1914 to

September 1934.

Source of data.- U. S. Geological Survey. 

Gage.- Honrecording gage read probably to tenths twice daily, 1905-6; to hundredths twice

daily Dec. S, 1914, to Apr. 30, 1917; to hundredths once daily May 1, 1917 to Feb.

15, 1931, and to hundredths twice daily thereafter. Zero of gage is 5.38 feet above

Momence City datum and 610.32 feet above mean sea level. 

Stage-discharge relation.- Affected by shifting control, by aquatic growth during spring

and summer, and by ice in winter. Banks not overflowed at high stages. 

Remarks.- A maximum stage of 7.5 feet on Jan. 21, 1916, resulted from combined effect of

ice and high discharges.

Flood stages and discharges 

(Base discharge 2,970 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Date

1905 Feb.

Mar.

Apr.

May

June

Sept.

1906 Feb.

Mar.

Apr.

1915 Feb.

July

1916 Jan.

Apr.

May 3i

June

1917 Mar.

Apr.

1918 Feb.

Dec.

1919 Mar.

May

1920 Mar.

28

2

7

19-20

25-26

22

12

17-18

27

11

18-19

3

25

4

8

28

10

26

11

15

22

22

31

3-8

0-June 1

16-17

22

15

23

6-7

29

25

24-27

18-21

20

5-10

12

3.8

3.9

4.5

3.05

3.2

3.2

4.5

3.95

3.75

3.3

3.0

3.05

3.10

3.42

3.30

3.25

3.50

3.8

3.8

3.8

5.7

6.4

4.2

3.5

3.3

2.95

3.3

2.95

3.10

3.48

3.08

4.15

3.60

4.60

4.65

3.80

4.00

5,030

5,300

6,960

3,090

3,460

3,460

6,960

5,700

4,900

3,710

2,970

3,090

s',2io

4,020

3,840

3,580

4,230

5^180

4,640

4,640

* 11,400

P* 14,000

6,300

4,370

3,850

2,980

3,850

2,980

3,350

4,370

3,350

6,300

4,370

7,060

P 7,200

4,930

5,480

Mar.

Apr.

May

1921 Mar.

Dec.

1922 Jan.

Mar.

Apr.

May

1923 Mar.

May

Dec.

1924 Feb.

Mar.

June

1925 Mar.

1926 Feb.

Mar.

Apr.

June

Oct.

Nov.

1927 Feb.

Mar.

Apr.

May

26

22

1

13-14

18-20

25

3-5

20

6

16-17

20-23

1-4

11-12

27

16

18-19

7-8

15

7

15

14-15

30

10-12

29

20

27-Mar.l

26

10-11

25-27

15

4

17

1

6-8

14-15

21-23

20

30

25

Gage

height Discharge 

(feet) (second-feet)

3.62

4.20

4.17

3.40

3.36

3.29

3.28

3.27

3.33

3.28

3.90

4.60

5.48

3.25

3.80

3.79

3.60

4.24

4.33

3.36

3.28

4.56

3.75

4.49

3.74

4.00

3.46

5.05

3.38

3.57

3.82

3.47

5.77

4.70

3.72

3.78

4.80

4.64

4.27

4,370

5,940

5,940

3,830

3,830

2,970

2,970

2,970

2,970

3,230

4,820

6,850

9,650

2,980

4,430

4,150

3,870

5,600

6,200

3,340

3,090

6,800

4,150

6,500

4,430

4,720

3,420

7,870

3,190

3,660

4,170

3,420

5,620

6,890

3,910

4,170

7,210

6,570

5,620

 Estimated
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN

Flood stages and discharges of Kanlcakee River at Moraenoe, 111.--Continued

Gage 

Date height Discharge

(feet) (second-feet)

5,930

3,150

5,930

8,890

6,570

5,930

4,140

3,150

4,700

3,490

9,650

3,270

4,210

6,240

6,560

5,020

6,560

5,310

5,920

6,890

5,610

3,490

# Estimated 

 ! :.- Below base

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

1927

192S

1929

June

Oct.

Nov.

Dec.

Jan.

Feb.

Mar.

Apr.

Jan.

Feb.

Mar.

Apr.

May

June

4

3

30-Dec. 2

15

11

21

19-20

25-27

9

9

24-25

16

28

18-19

22

1-2

13

21

26-27

3-5

15

17

4.35

3.38

4.39

5.30

5.00

4.70

3.78

3.38

4.00

5.64

7.06

5.80

3.94

4.63

4.70

4.22

4.66

4.23

4.50

4.82

4.38

3.60

1930

1931

1S32

1933

1934

Jan.

Feb.

Apr.

May 

Nov.

Jan.

Feb.

Mar. 

Dec.

Feb.

Mar.

Apr.

May

Apr.

1-2

7

15

13

25-26

1 

16

21

12-13 

25-26

22-25

12-14

28-Apr. 1 

27

29

1

21

27~1 

17-19

12-14 

6-10

4.75

4.09

4.49

3.41

4.2c

D.78 

5.30

4.06

3.10 

3.69

3.72

3.72

4.04 

4.04

3.86

3.49

4.01

4.06

4.78 

4.42

4.86 

3.30

Gage 

height 

(feet)

4.75

4.09

4.49

3.41

4.2c

D.78

5.30

4.06

3.10

3.69

3.72

3.72

4.04

4.04

3.86

3.49

4.01

4.06 

4.78

4.42

4.86

3.30

Discharge 

( second-feet

:: 3,600

" 4,740

C,920

3,150

5,580

4,170

4,170

5,000

 ::- 2,500'

3,290

3,290

3,290

4,000

4,120

3,880

2,970

4,120

4,370 

6,260

5,150

6,550

«* 2,570

Pox River at Algonquin, 111.

Location.- In NWt sec. 34, T. 43 N. 4 K. 8 E., at Chicago Street Bridge, Algcnquin, McHenry County, 100 feet above Public Service Co.'s dam and 300 feet abo\e Crystal 

Lake outlet.

Drainage area.- 1,340 square miles.

Records available.- October 1915 to September 1954.

Source of data.- U. S. Geological Survey.

Gage.- Nonrecording gage read to hundredths twice daily, except during the period Oct.

1, 19S6, to Feb. 15, 1931, when it was read to hundredths once da5.1y. Zero of gags 

is 729.31 feet above mean sea level (1929 general adjustment).

Stage-discharge relation.- Permanent for high stages.

Regulation.- Undetermined amount infrequently from Pox chain of lakes and Lake Geneva.

Flood stages and discharges 

(Base discharge 1,800 second-feet)

1915 Oct.

1916 Jan. 

Mar.

June

1917 Mar.

1918 Mar.

1919 Mar. 

May

1920 Mar.

1921 May 

Dec.

1922 Mar.

Apr.

1923 Mar. 

Apr.

1924 Apr. 

July 

Aug.

1925 Feb.

1926 Sept.

3

28-29

31

31

12-15

28-29

6

14

21-22

6-7,

19-20

30

1

1

7

23-24

4-5

4

28

12-14

4

1-2

13-14

25-26

25-3C

2.86

3.49

4.85

5.3

2.78

2.80

4.34

4.43

4.00

2.89

3.93

4.16

4.12

4.15

2.56

2.60

3.00

2.95

2.38

3.3

3.50

2.49

3.47

2.44

2.21

Gage

height Discharge 

(feet) (second-feet)

2,430

3,480

6,070

8,000

2,260

2,260

5,400

5,600

4,800

2,730

4,450

5,050

4,850

4,950

2,100

2,100

2,750

2,750

1,800

3,280

3,660

1,950

3,660

1,880

1,500

Oct.

Nov.

Nov.

1927 Feb.

Mar.

Apr.

May

June

1928 Mar.

Apr.

June

July

Nov.

Dec.

1929 Mar.

Apr.

May

1930 Feb.

Apr.

May

4-8

19-21

30-Dec. 1

11

16

21

24

20-21

9-10

21-24

30

13-14

1-15

16-18

10-11

30

6-9

21-25

18-19

16

22-23

13-14

27 -Mar. 1

25-26

6

2.67

2.77

2.67

2.93

3.01

2.77

2.77

2.67

2.67

2.67

2.75

2.45

2.55

2.45

3.15

2.47

3.07

2.87

4.37

3.37

2.47

2.68

2.58

2.56

Gage

height Discharge 

(feet) (second-feet)

2,220 

2,380 

2,220 

2,550 

2,720 

2,380 

2,380 

2 220 

2'220 

2,220 

2,380 

1,840 

2,060 

1,840 

3,080 

1,840 

2,900 

2,550 

2,380 

5,450 

3,450 

1,840 

2,260 

2,100 

2,100

 ::-:,< Below base
272 FLOODS IN THE UNITED STATES

Flood stages and discharges of Fox River at Algonquin, 111. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1931 Mar. 28-Apr. 1

1932 Apr. 1-3

1933 Apr. 11-12

1.66

2.46

2.86

755

1,880

2,580

May 13-16

27-31

5

3.37

3.16

1.88

3,470

3,100

1,040

-::-.:- Below base

Kote.- All discharge quantities are average daily flews except as designated by "P" 

(momentary peak).

Vermillion River at Streator, 111.

Location.- Prior to Sept. 24, 1925, in SEi sec. 2, T. 30 N., R. 3 E., at former highway 

bridge 300 feet upstream from present South Bloomington Street Bridge, Streator, La 

Salle County; thereafter at South Bloomington Street Bridge.

Drainage area.- 1,080 square miles.

Records available.- July 1914 to June 1931 except October and November 1920 and February 

to June 1921.

Source of data.- U. S. Geological Survey.

Gage.- Nonrecording gage read to hunflredths twice daily prior to Aug. 22, 1916; to hundredths once daily thereafter. Relation between gage daturas at two sites not determined.

Stage-discharge relation.- Affected by shifting control and by ice.

Diversions.- Subsequent to 1926 water supply for city of Streator, diverted from river 

1 mile above station and returned as sewage through Prairie Creek, 2 miles below 

gage.

Flood stages and discharges 

(Base discharge 2,500 second-feet)

Gage

height Discharge 

(feet) (second-feet)

	Gage 

Date height Discharge

	(feet) (aecond-feet)

Aug. 22 8.50 2,990

1925 Feb. 9 8.10 2,710

Mar. 20-21 8.00 2,640

1926 Feb. 26 8.68 2,820

Apr. 8-9 12.20 5,700

24 9.08 3,120

Sept. 5 13.50 6,870

15 11.80 5,340

24 16.12 9,400

Oct. 2 19.40 12,400

Nov. 15 17.10 10,000

26 10.80 4,350

1927 Feb. 3 13.90 7,010

5 19.33 12,200

Mar. 14 8.47 2,630

21 11.56 4,990

Apr. 4 9.62 3,400

19 18.76 11,800

29 9.59 3,400

May 19 17.53 10,400

23 18.10 11,000

June 2 10.00 3,710

4 16.70 9,650,

Oct. 1 9.40 3,260

Nov. 30 9.84 3,550

Dec. 11 8.90 2,910

14 13.00 6,200

1928 Jan. 12 9.80 3,550

1929 Jan. 26 8.71 2,770

Feb. 27 12.94 6,110

Mar. 5 9.32 3,190

16 14.50 7,550

Apr. 1 8.52 2,630

11 9.15 3,120

1930 Feb. 24 10.67 4,270

Apr. 19 11.81 '5,150

21 11.61 4,990

 » Estimated

Note.- All discharge quantities are average daily flows except as designated by "P* 

(moment ary pe ak).

19l5 Feb.

Aug.

Sept.

1916 Jan.

Mar.

May

June

1917 Mar.

June

1918 Feb.

1919 Mar.

May

1920 Mar.

Apr.

1921 Nov.

Dec.

1922 Mar.

Apr.

1923 May

1924 Mar.

June

Aug.

2

5

1

3

3

19

21

21

27

31

28

16

9

23

13

6

13

15

17

5

12

30

20

2

15

20

26

1-3

11

18

1

30-31

9

25

28

9

7.6

9.3

8.9

15.7

18.35

8.8

19.5

22.4

8.3

11.4

3.2

9.5

7.8

8.7

11.43

11.80

10.32

11.00

12.95

9.39

14.08

22.88

8.65

7.90

9.50

10.90

9.80

18.80

7.70

7.90

8.90

8.00

10.00

12.60

10.70

2,510

3,720

3,410

9,340

P 12,000

3,340

13,100

P 16,000

2,990

5,400

2,920

3,880

2,640

3,270

5,400

5,750

4,520

5,080

6,830

3,800

7,820

16,500

3,200

2,710

3,880

5,000

4,120

* 6,500

12,400

2,570

2,580

3,270

2,640

4,140

6,410

4,700
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN

Sangamon River at Monticello, 111.

Location.- In SWj sec. 12, T. 18 H., R. 5 E., at Illinois Central Railroad bridge half

a mile west of Monticello, Piatt County. 

Drainage area.- 550 square miles. 

Records available.- February 1908 to December 1912, June 1914 to September 1921, and

December 1921 to September 1933. 

Source of data.- U. S. Geological Survey. 

Gage.- Ifonrecording gage read to tenths once daily prior to Feb. 15, 1931. a:ad to hundrejjlhs twice daily thereafter.

Stage-discharge relation.- Affected by shifting control and by ice.

Remarks.- Gage heights from various periods in record are not comparable because many 

and extensive channel changes have been made.

Flood stages and discharges 

(Base discharge 1,500 second-feet)

Gage

Date

1908 Feb.

Mar.

Apr.

May

1909 Feb.

Apr.

June

July

1910 Jan.

1911. Apr.

Sept.

Nov.

1912 Feb.

Mar.

Apr.

May

1913 Mar.

1915 Aug.

Sept.

1916 Jan.

1917 Mar.

June

1918 Feb.

Apr.

June

Dec.

1919 Mar.

June

1920 Mar.

Apr.

May

1921 Mar.

May

Sept.

1922 Mar.

Apr.

May

1923 Mar.

May

*

Hote.-

17

87

8

27

8

14

18

25-26

8

14-15

22

14

12

21-22

16

29

20

27

20

29

20

30

13

25

1

1

17

21

80-21

24

31

16

9

14

23

29

26

25

18

25

15

87-29

22

12-13

18

28-29

27

4

17

31

9

13

17

30

16

14

Estimated

height 

(feet)

12.0

10.6

10.8

11.1

13.5

15.2

12.0

11.1

9.8

10.9

10.5

9.7

14.85

10.2

10.10

9.56

10.20

10.8

13.9

11.7

10.3

11.9

9.8

17.7

13.6

13.65

11.7

12.3

10.4

11.0

13.7

10.20

12.0

14.40

9.98

9.92

11.2

10.9

13.0

15.15

11.0

10.65

14.85

10.55

12.95

10.4

10.4

10.5

12.00

12.80

11.70

13.45

11.90

10.30

13.40

13.20

All discharge qui

Dischargf 

(second-fe<

4,250

2,540

2,760

3,120

6,560

9,280

4,250

3,120

1,740

2,880

2,430

1,66C

8,720

2,120

2,020

1,550

2,120

2,760

7,200

3,860

2,220

4,120

1,740

* 13J600

4,860

P 4,940

2,640

3,200

1,810

2,140

5,020

1,540

2,530

6,180

1,610

1,560

2,270

2,060

4,650

7,370

2,500

2,080

7,960

2,080

5,150

1,880

1,880

1,980

3,750

4,870

3,360

5,750

3,620

1,800

5,250

4,950

antities are

Date

Gage

height Discharge 

(feet) (second-feet)

May

Aug.

Oct.

Dec.

1924 Feb.

Mar.

June

Aug.

Sept.

1925 Feb.

Mar.

1926 Feb.

Apr.

Sept,

Oct.

Nov.

1927 Feb.

Mar.

Apr*

May

June

Oct.

Dec.

1928 Feb.

1929 Jan.

Mar.

Apr.

May

July

1930 Jan.

Feb.

Apr.

1931 Sept.

1932 Jan.

1933 Mar.

Apr.

May

18

11

28

8

14

7

31

9

30

21

21

25

3

9

19

27

8

8

7

13

28

4

18

3

28

4

11

21

21

27

6

3

1

10

16

8-9

15

23

1

18

3

11

6

20

8

4

15

26

18

23

19

19

20

27

3

IS

23

13.25

12.20

11.40

11.3

11.7

11.2

11.2

10.7

13.3

13.2

13.4 ?

11.8

10.5

10.80

10.90

10.95

13.20

13.3 P

13.30

12.30

12.70

18.40

11.80

12.00

13.60

11.80

10.50

13.80

12.20

11.30

10.90

10.4

12.7

12.5

11.5

10.4

10.7

12.9

10.2

11.2

11.2

12.6

10.9

11.3

14.7

11.6

11.6

11.3

10.7

10.9

10.48

10.18

12.77

10.56

11.39

14.41

11.66

4,95O

3,560

2,570

2,460

2,930

2,350

2,350

1,890

5,100

4,950

5,250

3,050

1,750

1,970

2,060

2,330

5,420

5,580

5,580

4,030

4,630

15,400

3,320

3,600

6,060

3,320

1,850

6,400

3,880

2,670

2,220

1,770

4,630

4,330

2,920

1,770

2,020

4,940

1,530

2,350

2,350

4,090

2,060

2,460

7,270

2,810

2,810

2,460

1,890

2,060

1,740

1,530

4,390

1,690

2,370

7,920

2,740

___ - .-- -_-_ _ _ _._rage daily flows except as designated by "P" 

(momentary peak).

478 O 35 is
274 FLOODS IK THE UNITED STATES

Sangamon River at Riverton, 111.

Location.- In SWt sec. 9, T. 16 IT., R. 4 W., at Wabash Railway bridge in Riverton, Sangamon County, 5 miles below mouth of South Fork.

Drainage area.- 2,560 square miles.

Records available.- February 1908 to December 1912, and August 1914 to September 1933.

Source of data.- IT. S. Geological Survey.

G_age.- Konrecording gage read to tenths once daily prior to August 1916; to hundredths 

once daily August 1916 to Feb. 15, 1931; and to hundredths twice daily thereafter. 

Zero or gage is 503.15 feet above mean sea level.

Stage-discharge relation.- Affected by shifting control and by ice.

Historical data.- Flood of 1883 reached a gage height of approximately 32 feet on present gage; that of 1875 said to have been 0.5 foot lower, (discharge not estimated).

Flood stages and discharges 

(Base discharge 7,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1908

1909

1910

1911

1912

1915

1916

1917

1918

1919

1920

1921

Feb.

Mar.

May

Apr.

July

Jan.

Jan.

Apr.

Oct.

Feb.

Mar.

Apr.

May

Feb.

May

July

Aug.

Jan.

Feb.

Mar.

June

Feb.

May

Mar.

June

Mar.

Apr.

May

June

Mar.

Apr.

27

10

9

23

15

21

16

16

1

29

23-24

30

20

1

13-14

6

30

14

24

22

3

15

7

13

19

11

22-23

29

20

28

21

14

18

3

30

28

22

22

26

22

24

21

21

.1

.3

.4

.6

.3

.2

.6

20.9

27

21

25

23

23

24

21

21

23

21

26

22

27

23

27

22

21

22

21

23

21

22

22

25

23

22

22

22

.1

.8

.2

.9

.4

.5

.0

.0

.2

.2

.8

.1

.8

.43

.40

.70

.65

.03

.60

.37

.55

.58

.09

.07

.79 ."77

.50

.10

8

8

13

8

10

7

8

7

19

8

14

12

7

13

7

7

10

7

18

8

20

11

19

9

8

9

8

11

8

9

8

14

11

9

10

9

,010

,230

,100

,580

,600

,020

,010

,060

,200

,300

,900

,100

,580

,300

,180

,180

,700

,450

,500

,780

,800

,100

,900

,800

,010

,ceo

,010

,100

,010

,620

,450

,200

,400

,560

,100

,460

1922

1923

1924

1925

1926

1927

1928

1929

1930

1931

1932

1933

Hov.

Mar.

Apr.

Mar.

Oct.

Apr.

June

Dec.

Mar.

Apr.

Sept.

Oct.

Nov.

Feb.

Mar.

Apr.

May

June

Oct.

Apr.

Jan.

Apr.

May

June

July

Feb.

July

Jan.

Apr.

May

24-26

16-17

2-3

11

19

20

21-22

1-4

27-28

25-26

20-21

8-9

11

4

29

6

21

6

17

11

29

14

4

8

25

14

23

5

20

14

11-13

28

5

23

3

16

24

21.22

27.22

24.73

23.22

26.77

23.62

21.00

22.90

22.34

23.31

25.40

30.15

32.04

22.32

23.72

25.50

24.95

25.45

22.13

26.10

22.80

25.67

22.26

24.05

23.65

22.41

23.50

24.8

21.00

22.82

22.52

11.51

16.15

24.07

26.05

24.58

8,080

20,300

14 , 500

22,700

19,300

11,000

7,800

8,500

9,500

* 8,200

10,200

13,400

25,200

30,200

7,780

9,980

13,500

12,500

13,300

7,500

14,900

8,510

14,000

7,640

10,400

11,400

9,240

11,200

14,000

7,100

9,930

9,800

** 1,040

 :.'» 3,030

12,700

18,700

14,200

-"- Estimated 

-::-::- Below base 

Kote.- All discharge quantities are avers je daily flows.
FLOOD RECORDS - UPPER MISSISSIPPI RIVER BASIN

Kaskaskia River at Vandalia, 111.

Location.- In SSf sec. 16, T. 6 N., R. 1 E., at Gallatin Street Bridge, Vindalia, 

Fayette County, 3^ miles above Hickory Creek.

Drainage area.- 1,980 square miles.

Records available.- February 1908 to December 1912, August 1914 to September 1934.

Source of data.- U. S. Geological Survey.

Gage.- Nonrecording gage read to half-tenths once daily prior to Dec. 31, 1912; to hundredths ones daily Aug. 11, 1914, to Jan. 28, 1931; and to hundredths twice daily 

thereafter. Datum lowered 2 feet on Oct. 1, 1932, making zero of ga,;e 453.30 

feet above mean sea level.

Stage-discharge relation.- Affected by shifting control and by ice. Gage heights for 

different portions of the record not comparable because Influence of levees 

varied.

Remarks.- Levees above station failed on days indicated as estimated, and an undetermined discharge passed around gaging station.

Historical data.- Flood of 1875 is said to have reached a stage of 22.8 faet.

Flood staget and discharges 

(Base discharge 5,500 second-feet)

Gage

height Discharge 

(feet) (second-feet)

height Discharge 

(feet) (second-feet)

1908 Feb.

Mar.

May

1909 Feb.

Mar.

Apr.

July

lc'10 Jan.

Mar.

May

July

1911 May

Oct.

1912 Feb.

Mar. 20

Apr.

1915 Feb.

May

June

July

Aug.

1916 Jan.

June

1917 June

1918 Feb.

Apr.

May

Dec.

1919 Mar.

June

Nov.

Dec.

1920 Feb.

Mar.

May

June

1921 Dec.

1922 Mar.

Apr.

1923 Mar.

28

11

6

24

25

11

8

14

14

20

1

25

18

2

4-5

29

,22-23

30

29

4

27

22

13

21

31

23

2

6

6

14

27

11-12

23-24

19

27

2

1

23

14

27

19

19

26

2

26

16

1

9

15

18

17

19.8

18.9

21.2

16.8

17.2

17.1

20.3

20.9

18.4

17.5

19.7

18.55

16.9

6.5

20.0

19.6

19.8

20.1

18.7

17.3

22.2

16.1

17.6

22.1

22.0

17.4

18.59

20.21

23.0

18.25

17.70

18.51

17.49

20.10

18.6

18.96

16.41

18.07

18.34

19.0

20.78

21.0

16.35

16.26

16.75

19.02

18.15

19.20

19.74

19.87

21.58

7,020

6,570

* 7,720

5,520

5,720

5,670

7,270

7,570

6,320

5,870

6,970

6,400

5,570.

» 5,370

* 13,000

6,970

7,060

7,210

6,540

6,990

14,800

5,850

7,320

14,600

14 , 400

7,100

8,600

11,100

P 16,400

8,060

7,440

8,460

7,210

11,000

8,600

9,180

6,090

7,930

8,190

9,180

12,200

P 12,600

6,090

6,010

6,460

* 16,500

* 14,500

-» 17,000

* 18,200

* 18,800

13,700

Apr.

Dec.

1924 Jan.

Mar.

Dec.

1925 Mar.

1926 Feb.

Apr,

Sept.

Oct.

1927 Feb.

Mar.

Apr.

May

June

Oct.

Dec.

1928 Jan.

Feb.

Apr.

May

June

1929 Jan.

Mar.

Apr.

May

June

July

1930 Jan.

1931 Sept.

1932 Jan.

1933 Jan.

Feb.

Mar.

Apr.

May

1934 Aug.

15

15

31

31

22

15

20

27

13

17

4

2

20

2

16

20

24

30

14

4

.9

14

1

15

21

7

7

18

22

21

15-17

28

2

19

16

23

5

14

1915'

18

13-14

18

24

24-25

26

26-27

2

18

15

15

21

19

16.00

19.82

17.48

18.72

18.25

19.25

18.. "1

17. G7

16.32

If .47

20.38

18.06

20.26

18.54

18.57

17.65

18.46

19.63

15.99

19.40

18.83

18.35

20.55

18.24

16.16

17.69

18.48

17.42

16.68

17.05

16.77

18.73

16.13

20.14

16.62

18. OS

19.49

20.58

19.23

16.89

16.26

19.91

5.42

15.39

17.84

17.73

17.38

20.08

1R.17

22.37

22.65

21.39

14.76

5,770

10,500

7,210

8,740

8,060

9,500

8,190

7,440

6,010

8,460

* 20,000

7,930

* 19,800

* 15,200

* 15,500

7,320

8,460

10,100

5,770

9,820

8,880

3,320

11,800

8,C60

5,930

7,440

8,460

7,100

6,360

6,660

G,460

3,740

5,850

11,000

6,270

7,800

9,980

13 ,800

9,500

6,560

6,010

10.600

*» 1,010

5,550

5,910

5,840

5 , 660

8,060

6,200

16,900

P 17,500

14,300

* :: 4,250

 » Estimated 

« * Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Break in record: Mar. 13 to June 24, 1921.
FLOODS IN THE UNITED STATES

Big Muddy River at Plumfield, 111.

Location.- In Wj- sec. 20, T. 7 S., R. 2 E., at highway bridge at Plumfield, Franklin

County, li miles below mouth of Middle Fork, prior to July 13, 1932; in SWf sec.

20, at highway bridge on Illinois State route 149, half a mile below former site,

thereafter.

Drainage area.- 753 square miles.

Records available.- August 1914 to September 1933. 

Source of data.- XI. S. Geological Survey. 

Gage.- Nonreoording gage read to hundredths once daily at former station; to hundredths

twice daily at present site. Relation between gages not determined. 

Stage-discharge relation.- Affected by vegetation at high stages and by ice. Control

shifts occasionally.

Flood stages and discharges 

(Base discharge 3,000 second-feet)

Date

1915 Feb.

May

Aug.

Dec.

1916 Jan.

Feb.

1917 Jan.

Apr.

1918 Feb.

Apr.

May

Dec.

1919 Mar.

June

Oct.

Dec.

1920 Mar.

May

June

1921 Mar.

Nov.

Dee.

1922 Mar.

Apr.

1923 Feb.

Mar.

May

Dec.

1924 June

1925 Map.

4

31

25

20

4

1

1

8

6

14

30

15

17

25

20

28-29

31-Nov. 4

31

4

15

28

23

5

31

22

27

18

2

19

5

19

19

15

25

21

21

23.8

18.5

23.4

17.1

17.4

30.0

30.2

24.66

19.52

20.81

22.98

24.30

80.84

18.30

20.56

16.67

24.20

24.24

18.25

20.18

16.98

22.84

18.91

19.2

20.15

20.22

21.21

25.1

17.62

18.80

22.96

E0.82

19.41

17.06

18.95

12.55

Gage

height Discharge 

(feet) (second-feet)

8,830

4,250

8,430

3,370

3,550

16,000

16,300

9,770

4,960

6,020

8,030

9,330

6,020

4,110

5,840

3,170

9,230

9,270

4,040

5,520

3,320

7,830

4,530

4,740

5,520

5,520

6,380

10,200

3,670

5,140

9,000

5,590

4,880

3,370

4,600

1,670

Date

1926 Feb. 

Mar. 

Apr.

1927 Jan. 

Mar. 

Apr.

May

June

Dee.

1928 Feb. 

June

Dec.

1929 Jan. 

Mar. 

Apr. 

May

June 

Dec.

1930 Jan.

Mar.

1931 Sept.

1932 Jan.

Dec. 

1933 Jan.

Apr. 

May

19

1

12

24-25

23

4

17

12

4

16

10

10

25

21

27

1

14

10

17

17

21

16

1

6

6

4

20

26

27

3

25

4

2O

9

17

17.5

17.00

16.93

22.44

20.86

22.42

26.02

21.03

21.93

24.29

18.24

17.82

20.40

18.89

23.06

18.92

17.93

18.46

23.01

21.33

16.94

26.49

17.79

17.74

17.78

21.15

22.41

21.19

20.63

23.05

22.70

21.81

18.94

21.07

27.86

Gage

height Discharge 

(feet) (second-feet)

3,330

3,080

3,030

7,200

5,760

7,200

10,900

5,500

6,310

8,680

3,370

3,130

4,970

4,430

8,100

4,430

3,730

4,150

8,000

6,420

3,030

11,800

3,660

3,590

3,660

6,330

7,410

6,330

5,570

7,690

6,770

5,880

3,540

5,250

12,700

*» Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
277

FLOODS IK THE UNITED STATES 

Part 6. Missouri River Basin

Beaverhead River at Barratts, Mont.

Location.- At highway bridge a few feet below railroad bridge in SW^BEi sec. 19, 1.8 S., 

R. 9 W. , 1 mile southwest of Barratts, 2 miles below Grasshopper Creek, and 10 

miles southwest of Dlllon, Mont.

Drainage area.- 2,850 square miles.

Records available.- August 1907 to August 1933 except winters of 1911-15, 1923-25, 

1926-29, 1931-32 .

Source of data.- U. S. Geological Survey.

Gage.- Honrecording gage read to tenths or half-tenths twice daily prior to Jan. 1, 1923, 

and to hundredths thereafter.

Stage-discharge relation.- Rock control shifts occasionally.

Regulation and diversions.- Slight effect from storage in Limn Reservoir on Red Rock

Creek completed in 1909 (capacity, 57,000 acre-feet; enlarged to 80,000 acre-feet 

in 1934). Many large diversions above station; among other tracts are about 49,000 

acres irrigated in Red Rock River Basin and about 25,000 acres in Dillon Valley. 

During period of record little increase occurred in diversion, which began about 

1870.

Flood stages and discharges 

(Base discharge 800 second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

Sage

height Discharge 

(feet) (second-feet)

1908 Apr.

Hay

June

Oct.

Dec.

3909 Apr.

Hay

June

1910 Mar.,

Apr?

May

1911 June

1912 Apr.

May

20

12

2027'

31

4

11

19

26

23

17

28

6

11

29

10

17

21

5

22

IS

22

6-7

12

28

3

8-10

15-16

21

4

4

9

11-12

22

28

Hay 31^-June 1

June

Aug.

Oct.

1913 Apr.

May

June

July

Aug.

1914 Apr

10-11

15

3

3

19

19

30-Kov.l

1-2

6

14-1520 

28-29

1

9

19-20

31

13-14

28

29

6

23

2.36

2.25

2.20

3.75

5.10

4.95

5.15

6.00

2.08

2.12

2.3

2.45

2.8

2.65

3.2

3.25

2.05

2.5

3.70

3.00

2.78

2.82

2.90

3.02

2.05

2.00

2.20

2.20

2.70

2.1

2.2

2.2

2.6

3.9

3.2

3.2

4.9

4.4

2.8 '

3.3

2.1

8.2

2.2

3.7

2.8

3.4

3.5 3.2"

5.2-

3.4

3.2

4.0

4.3

3

n a

2.2

2.2

2.8

909

834

800

1,880

2,920

2,800

2,960

3,640

809

831

885

970

1,190

1,090

1,480

1,5JO

805

1,000

2,010

1,490

1,330

1,360

1,420

1,500

860

835

965

965

1,310

835

? 900

900

1>160

2,100

1,580

1,580

2,900

2,500

1,300

P 1,660

835

P 900

900

1,860

1,240

1,650

1,580

1,610

1*510

1,650

1,510

2,070

2,280

1,510

880

880

1,220

Hay

June

Nov.

1915 Apr.

Hay

June

July

1916 Mar.

May

June

July

Oct.

1917 Apr.

Hay

June

1918 May

1919 Apr.

1920 Hay

June

1921 Apr.

Hay

June

1922 Apr.

May

June

1923 May

June

1924 Apr.

May

4

11

6

12

26-Hay 5

11

21

2-6

12

9

10

10

20

7

20

27

11-12

22

22

4

27-29

12

25-27

16

16

21

31

5

5

11

20

7

28

17

18

16

9

22

11

18

25

25

22

22

28

28

10

10

17

17

23-24

1

8

24

15

15

4

3.0

3.15

3.1

2.25

2.8

2.5

2.8

2.4

3.5

2.4

2.32

2.5

2.15

3.3

2.48

2.68

2.75

4.0

4.2

2.98

2.4

2.25

3.0

5.65

5.70

4.6

4.3

4.2

4.3

4.45

4.8

2.1

2.3

2.69

2.28

2.73

4.2

2.82

2.87

4.12

4.17

4.72

4.77

3.92

3.97

3.62

3.67

2.70

2.76

2.40

2.90

2.36

2.39

2.33

1,350

1,410

1,410

898

1,220

1,040

1,220

986

1,660

986

900

P 1,020

840

1,540

1,020

1,150

1,210

2,010

P 2,150

1,340

961

840

1,340

3,130

P 3,200

2,430

2,220

2,150

P 2,220

2,290

2,570

818

938

1,130

836

1,230

* 980

* 1,230

* 2,050

2,070

1,160

1*180

1,940

P 1,970

2,320

P 2,360

1,820

P 1,850

1,630

P 1,660

1,090

1,120

918

1,200

896

P 912

879

» Estimated
FLOODS IH THE TJNITED STATES

Flood stages and discharges of Beaverhead River at Barratts, Mont. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1925 Apr.

May

June

1926 Apr.

1927 May 

June

14

23

23

5

11 

11 

17 

17 

23 

23

19-20 

29 

12

2.61

2.37

2.16

3.50

2.77

2.80

3.35

3.50

2.65

2.70

2.40

2.2

3.30

1,140

993

871

1,670

1,230

1,250

1,580

1,670

1,160

1,190

1,010

894

1,550

June

1928 Mar.

May

1929 May

June

1930 Apr.

1931 Apr.

1932 June

1933 May

14-15

23

23

13-15

8-10

18

9-10

8

7

17

18

18

3.2

2.90

2.97

2.40

2.20

2.30

1.84

1.50

2.89

2.15

2.85

2.87

P

t

t

P

1,490

1,310

1,350

1,010

894

952

702

535

1,300

895

1,240

1,300

t Below base

Note.- All discharge quantities are average dally flows except as designated by 

(momentary peak).

Missouri River at Fort Benton, Mont.

Location.- In NE^ sec. 26, T. 24 H., R. 8 E., at highway bridge at Fort Benton, Chouteau 

County.

Drainage area.- 24,600 square miles.

Records available.- July 1881 to September 1934.

Sources of data.- U. S. Geological Surrey records except gage-height records prior to 

1910, which were furnished by U. S. Army Engineers, and U. S. Weather Bureau.

Gage.- Honrecording gage read to tenths once dally 1881-1915; to hundredths twice dally 

1916-18, and to hundredths once dally (twice daily during periods of rapid fluctuation) 1919-20j recording gage thereafter.

Stage-dlschargfe relation.- Control practically permanent for high stages.

Regulation and diversions.- Numerous small diversions 1881-91. Gradual increase In 

diversions 1891-1921. Large increase in diversions, principally on Madison and 

Sun Rivers 1921. Total diversions 1934 estimated at about 2,000 to 3,000 secondfeet. Little regulation prior to 1915, when Hebgen Reservoir on Madison River was 

completed, capacity, 350,000 acre-feet. Regulation due to storage on Sun River 

since 1929.

Flood stages and discharges 

(Base discharge 15,000 second-feet)

Date

1881 June

1882 May

June

1883 May

June

1884 June

1885 May

June

1886 May

June

1887 May

June

1888 May

June

1889 June

1890 May

June

1891 Apr.

May

June

July

Aug.

1892 May

June

#

*»

24

18-19

19

26

12

14

11

17-18

14

30-31

16

16

8

18

10

19

10

3

1-31

1-30

28

12

20-21

30

17

14

6-7

31

14

Estimated

5.35

4.50

7.90

5.20

6.36

6.65

4.00

4.25

9.65

5.65

4.35

4.00

7.65

10.10

4.60

4.35

6.70

3.40

4.65

4.60

4.80

6.70

7.70

3.50

6.0

11.0

Below base

Gage

height Discharge 

(feet) (second-feet)

25,600 

20,800 

41,400 

24,700 

31,600 

33,400 

18,000 

19,400 

54>000 

27,400 

19,900 

18,000 

39,700 

57,600 

21,300 

19,900 

33,700 

11,700 

18,300 

17,600 

15,400 

21,600 

21,300 

22,400 

33,700 

40,000 

15,400 

29,500 

65,500

June

July

1893 Apr.

May

June

1894 Apr.

June

1895 May

June

1896 June

1897 Mar.

Apr.

May

June

July

1898 Apr.

May

June

July

1899 Apr.

May

June

26-26

3-4

1

20-21

16-18

2

29-30

8

3-7

26

15

29

20-23

30

23

1

8-9

22-23

17

28

8

30 -May 1

20

30

20-21

3

12-14

14

5-7

8.9

8.5

3.6

6.4

7.1

3.6

5.5

9.8

4.0

4.6

4.8

4.1

7.8

4.0

4.1

4.7

5.3

5.8

4.2

4.0.

3.7

3.9

6.7

7.2

7.4

5.3

4.0

5.0

7.0

Gage

height Discharge 

(feet) (second-feet)

48,200

45,400

15,900

31,900

36,200

15,900

26,500

55,200

18,000

21,300

22,400

18,600

40,700

18,000

18,600

21,800

25,300

28,300

19,100

18,000

16,400

17,400

33,700

36,800

38,100

25,300

18,000

23,500

36,500
FLOOD RECORDS - MISSOURI RIVER BASIN

Flood stages and discharges of Missouri River at Fort Benton, Mont. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1899

1900

1901

1902

1903

1904

1905

1906

1907

1908

1909

1910

1911

1912

1913

1914

1915

1916

1917

1918

1919

1920

June

July

May

June

May

May

June

July

May

June

July

May

June

June

27

29

1-31

1-30

5

23-24

22

3

3

5

19

9-10

5

8-9

25

6

11

May 31-June 1

June

June

July

Apr.

May

June

June

July

May

May

Juno

May

June

Aor.

May

June

May

June

Apr.

May

Juno

Mar.

May

June

Mar.

Apr.

May

June

May

June

May

May

#

 :>

17-18

25-26

22

16

14-15

6

6

23

12

22

30

7

18

29

4

15-16

18

20

24-27

15-20

21-24

15

1-6

30

27

15-16

23

26

1-2

8-10

15-16

13

11

23

?3

31

8-9

25

27

14-15

9

19

20

30

lti-17

Ice gorge

Estimated

8.6

3.9

6.0

6.3

6.5

6.3

3.8

3.8

3.8

6.3

4.2

4.0

5.4

5.4

3.8

4.1

4.3

9.6

6.3

6.4

4.4

15.2

18.0

9.4

9 .^

8.6

0.3

6.8

3.7

4.5

3.5

3.5

3.8

6.7

6.1

6.4

4.0

4.9

5.2

5.8

5.9

3.5

5.9

5.5

6.0

5.0

4.35

4.59

9.25

8.95

3.99

4.28

4.35

9.86

9.27

6.30

5.37

46

17

-::- 27

-::- 19

29

31

32

31

16

16

16

31

19

18

25

25

16

18

19

53

31

31

20

120

P 140

52

54

46

31

34

16

20

* 23

v, 23

"r 15

* 31

30

31

18

22

-:; 45

24

28

20

15

* 23

* 23

* 26

# 25

20

21

P 50

43

18

19

20

55

51

15

23

P 31

 :: * 13

25

,100

,400

,400

,100

,500

,300

,500

,300

,900

,900

,900

,300

,100

,000

,900

,900

,900

,600

,600

,600

,300

,900

,200

,000

,000

,ROO

,400

,100

,300

,300

,400

,300

,500

,500

,400

,900

,000

,900

,000

,900

,000

,700

,300

,900

,400

,500

,500

,500

,300

,100

,200

,600

,900

,000

,600

,100

,200

,000

,300

,000

,200

,900

,700

1921

1922

1923

1924

1925

1926

1927

1920

1929

1930

1931

1932

1933

1934

June

July

May

June

May

June

Apr.

May

June

May

May

June

Apr.

May

May

June

Apr.

May

June

May

June

Apr.

Apr.

May

Juno

May

June

Jan.

June

18-20

8

13

29-30

16-17

16

12

28-29

12-13

12

25

11

17

30

8

26

27-28

18

21

16

20

25

25

31

5-6

16

22

21

21

1

7

25

3

2

15

30

14

28

12-13

21-23

27

25

29-30

2

19

19

13

16

20

20

24

12

13

21

29

6-7

10

11

16

3

9

9

6

3

3

5

6

6

4

6

6

6

.20

.47

.85

.32

.33

.45 P

.01

.20

.45

.48 P

3.24

3

4

5

4

C

6

5

5

7

7

6

6

5

5

5

5

5

5

5

5

9

10

6

7

7

5

5

5

5

5

5

5

5

4

4

4

4

5

5

5

4

6

6

6

6

1?

5

.45

.70

.05 P

.77

.05

.13 P

.15

.70

.00

.05 P

.90

.10

.50

.60

.35

.45 P

.10

.10

.00

.15

.95

.30

.00

.50

.60

.20

.20

.40

.43

.5

.5

.41

.5 P

.8

.7

.80

 »*

.90

.73

.95 P

.75

.78

.15

.49 P

.18

.08

.2 ¥if

.4 P

30,700

15,200

17,200

25,400

31,500

32,200

19,300

32,500

34,100

34,300

15,000

18,000

10,600

23,300

16,100

25,400

23,700

23,800

24,300

18,800

21,800

29,500

29,800

28,900

24,100

20,800

21,300

19,900

20,400

18,600

18,600

18,000

18,000

50,100

52,900

23,500

32,800

33,400

19,100

19,100

20,200

20,200

20,800

20,800

20,200

20,800

16,900

16,400

16,900

9,090

17,400

21,800

23,500

22,400

18,400

24,400

26,200

24,400

23,800

16,200

19,600

-:.-::- Below base

Note.-

(momentary

All discharge quantities are

peak) .

average daily flows except as design ated by
FLOODS IN THE UNITED STATES

Missouri River at Bismark, H. Dak.

Location.- Prior to Oct. 17, 1928, on Northern-Pacific Railway bridge about 2 miles west 

of Bismarck, Burleigh County; thereafter in sec. 31, T. 139 N., R. 80 W., at city 

water plant 1 mile west of Bismarck and 0.4 of a mile below first location.

Drainage area.- 186,400 square miles.

Records available.- Gage-height records February 1881 to October 1882, May 1886 to September 1934; daily discharge records September 1904 to December 1905 and October 

1927 to September 1934.

Sources of data.- Gage-height records February 1881 to November 1898 by Missouri River 

Commission and November 1898 to October 1928 by 0. S. Weather Bureau; subsequent 

gage-height records and all discharge records by U. S. Geological Survey. Northern Pacific Railway kept continuous gage-height records 1881-91, which were not 

available for this renort.

Gages.- Nonrecording gage read to tenths once daily Feb. 19, 1881, to Jan. 1, 1888, and 

Nov. 16, 1898, to Oct. 16, 1928; to tenths twice daily Jan,. 2, 1888, to Nov. 15, 

1898; recording gage subsequent to Oct. 16, 1928. Zero of recording gage is 

1,622.62 feet above mean sea 16vel which is same as zero of nonrecording gage, but 

former gage reads several tenths of a foot lower than latter owing to s lope of 

river between locations.

Stage-discharge relation.- Continually subject to change; affected by ice, irregularity 

of slope, and natural instability of channel. Bank-full stage, about 14 feet.

Storage and diversions.- Several storage reservoirs on tributaries. Numerous diversions 

above station.

Remarks.- Only those gage-height crests which were 1.0 foot or more above preceding and 

following low points were used in this compilation. Irregularity of conditions 

affecting stage-discharge relation made it inadvisable to apply results of discharge measurements to determination of daily discharge for any extended periods 

before measurements were made.

Flood stages 

(Base gage height 9.0 feet)

Date

1881 Feb.

Mar.

Apr.

May

June

Jiily

1892 "Apr.

June

20

20-22

31

31

20

29

5

10

25

9

5

20-23

Gage

height

(feet)

11.2

17.4

# 26.1

P# 27.6

10. V

9.9

13.0

14.0

12.0

10.8

12.9

13.0

1887 Mar.

June

Sept

1888 Mar.

Mar.

Apr.

June

July

1889 Mar.

1890 June

July

1891 Apr,

June

July

1892 Mar.

June

July

1893 Apr.

June

1894 Mar.

Apr.

16

18

21

8

22

6

8

31-Apr. 1

14

25

6

24

8

2

3

8

14

24

30

14

20-21

20

3

7

3

6-7

19

15

27

8

11.2

27.4

26.9

12.6

14.5

9.7

10.4

16.8

15.3

14.3

12.3

11.0

10.2

9.3

12.0

9.5

10.3

11.2

12.3

10.4

10.1

9.7

9.1

14.5

11.5

15.0

11.5

10.1

15.0

17.8

Date

May

June

1895 Mar.

1896- Mar.

,June

1897 Apr.

May

1898 Apr.

June

1899 Mar.

Apr.

May

June

July

1900 Apr. .

1901 May

June

1902 Mar.

June

1903 Apr.

1904 Apr.

1905 Mar.

1906 Apr.

June

1907 Mar.

Apr.

May

June

1908 June

1909 Apr.

June

21

13

25

10-11

30

31

10

23-24

6

8

11

27-28

15

3

26

22

14

26

4

10

7-8

3

28

5

28

19-20

4

6

7

23

23

3

11-12

18-19

4-5

11

30

14-15

29

8

19

4

3

15

26

Gage

height

(feet)

11.5

13.7

11.6

11.1

10.8

12.7

11.5

11.7

21.7

23.5

# 17.1

9.1

10.6

10.5

12.6

10.9

21.2

9.1

9.6

10.7

11.9

12.8

9.8

 10.2

9.0

9.6

9.3

12.4

14.2

9.1

P 10.5

10.3

12.6

9.5

9.4

9.5

9.6

9.5

12.2

11.4

15.1

9.5

11.1

13.9

13.9

Date

July

1910 Mar.

1911 Mar.

1912 Apr.

July

1913 Apr.

1914 Apr.

July

1915 Apr.

June

1916 Mar.

Apr.

June

July

1917 Apr.

June

1918 Mar.

June

1919 Apr.

1920 Mar.

June

1921 June

1922 Apr.

1923 Apr.

June

1924 Apr.

1925 Mar.

1926 Mar.

1927 June ;

1928 Mar.

4

14

14

25

6

7

7

7

7

1

7

16

1

20-21

20

3

7

11

27

5

8

8

6

29

23

25

5

6

29

30

22

24

24

3

7

9

30

8

29

31

23

SI-23

22

22

24

Gage

height 

(feet)

12.4

# 23.5

P# 26.4

10.4

16.4

9.2

18.0

P 18.6

10.2

9.1

9.6

9.2

12.4

15.2

P 15.3

10.2

10.4

10.2

10.6

11.8

22.2

P 23.6

9.0

10.8

13.6

11.5

P 15.6

14.6

P 18.5

17.8

9.8

12.0

P 12.7

9.8

9.3

11.0

10.5

9.5

10.6

12.6

#* 7.7

11.2

7? H.5

P# 12.0

13.2

# Ice gorge 

w* Below base 

P Momentary peak
FLOOD RECORDS - MISSOURI RIVER BASIS

Flood stages of Missouri River at Bismark, N. Dak. Continued

1928 Mar.

June 

July

1929 Mar.

height 

(feet)

24 P 

26 

5 

11

27 #

13.8

10.6

9.5

16.39

# Ice gorge

 :K:- Below base

P Momentary peak 

Note.- Break in record:

Mar. 

1930 Mar.

Gage 

height 

(feet)

27 P# 17.8 

6 # 11.36 

6 P# 11.58 

9 *» 5.26

July 25 to Sept. 25, 1886.

Date

1932 June

1933 Mar.

13

21

21

20

Gage 

height 

(feet)

«* 8.26

# 9.31

P# 9.53

«# 5.36

Missouri River at Pierre, S. Dak.

Location.- Prior to 1917 on right bank at Fort Pierre, Stanley County, about 300 feet 

below mouth of Bad River; thereafter in SWj sec. 32, T. Ill N., R. 79 W., on 

Chicago & North Western Railway bridge at Fierre, Hughes County, 1^ miles above 

mouth of Bad River.

Drainage area.- 246,700 square miles prior to 1917; 243,500 square miles thereafter.

Records available.- Daily gage-height records intermittently August 1891 to September 

1934; daily discharge records October 1929 to September 1934.

Sources of data.- Gage-height records by U. S. Weather Bureau prior to Oct. 1, 1929; subsequent gage-height records and all discharge records by tf. S. Geological Survey.

Gages.- U. S. Weather Bureau nonrecording gage read to tenths once daily (oftener during 

high water) prior to Oct. 1, 1929; to hundredths twice daily Oct. 1, 1929, to Mar. 

10, 1932; U. S. Geological Survey recording gage thereafter. Gages at two locations 

used prior to and subsequent to 1917 were set to read same. Zero of present Weather 

Bureau gage is 1,416.41 feet above mean sea level; zero of Geological Survey recording gage is 1,414.41 feet above mean sea level. All gage-height records in this 

compilation refer to datum of Weather Bureau gage.

Stage-discharge relation.- Continually subject to change; affected by ice, irregularity 

of slope, and natural instability of channel. Flood stage, about 14 feet prior to 

1917 and about 13 feet thereafter.

Remarks.- Only those gag«<-height crests which were 1.0 foot or more above preceding and 

following low points were used in this compilation. Irregularity of conditions 

affecting stage-discharge relation made it inadvisable to apply results of discharge measurements to determination of daily discharge for any extended periods 

before measurements were made.

Historical data.- Flood of March 1881 reached a stage of 21 feet at first location. 

Gage destroyed July 1905 and March 1916 by floods of unreported magnitudes.

Flood stages 

(Base gage height 8.0 feet)

1892

1893

1894

1895

1896

1897

1898

1899

1900

Date

July

Apr.

Apr.

June

July

Apr.

June

Apr.

May

Apr.

May

June

Apr.

May

June

Apr.

June

9

9

11

12-13

9

2

11-12

26

13

30

17

30

5

28

19

28

5

11-12

28

6

5

14

Gage

height 

(feet)

9.3

10.0

9.8

8.0

»# 6.6

9.5

9.8

10.0

12.1

8.7

8.7

8.3

9.4

11.2

15.9

9.3

10.9

10.5

11.5

8.5

8.8

8.5

Date

1901 Apr.

May

June

July

1902 Mar.

June

July

1903 Apr.

June

July

1904 Apr.

June

1905 June

4

28-30

7

18

30

10

29

10

18

15

9

25

8

10

9

21

1906 May 31 -June 1

June

1907 May

June

July

1908 June

1909 June

13

21

28-29

15

1

22

4

13

Gage

height

(feet)

8.3

9.2

9.6

9.8

9.5

8.7

8.0

9.2

8.8

8.3

9.0

9.2

9.0

12.7

10.6

8.7

8.1

10.7

8.8

8.8

9.1

10.0

11.4

9.0

11.1

Date

June

July

1910 Mar.

1911 June

1912 Apr.

May

June

Julv

1913 Mar.

Apr.

June

1914 June

1915 Apr.

June

1916 Feb.

Mar.

1918 Mar.

29

5

5

18

18

28

10

12

17

8

26

10

20

13

30

10

19-20

28

26

4

22

29

i" Gage

height

(feet)

11.4

11.4

P 12.0

14.5

P 15.0

9.4

14.0

8.3

9.8

10.9

10.0

15.0

10.3

9.4

# 9.5

10.9

10.7

8.9

9.6

# 10.1

10.2

10.8

** Below base 

# Last reading before or first reading after break in record; may not be peak.
FLOODS IH THE UNITED STATES

Flood stages of Missouri River at Pierre, S. Dak. Continued

1918

1919

1920

1921

1922

1923

Date

June

Apr.

Mar.

Apr.

May

June

June

Apr.

June

Apr.

June

s

26

8

22 #

1

1 P

14

8

24

26

26 P

6

12-13

2

23

23 P

15-16

7

Gage 

height

(feet)

10.4

11.0

8.6

12.9

13.1

11.7

3.7

10.8

11.9

12.1

8.5

8.7

8.0

9.8

10.1

8.2

8.7

June 

July

Oct. 

1924 Mar.

Apr. 

June

1925 Apr. 

June

1926 June

1927 May

June

1928 Jan.

24

4

4

7

6

14

11

15

21

2

9

24

30

1

10

10

5-6

27

30

Gage 

height 

(feet)

8.6

10.0

P 10.2

8.9

10.7

12.1

9.4

9.1

9.0

9.9

9.5

8.6

8.6

«* 7.7

13.9

P 14.4

10.3

11.6

10.4

1929

1930

1931

1932

1933

1934

Date

Mar.

June

July

Mar.

June

June

June

June

July

May

June

June

26

4-6

15

22

16

22

30

30

4

12

7

12

15

15

3

28

28

25

20

Gage

height

(feet)

9.7

9.4

9.8

8.7

» 9.2

8.3

10.1

P 10.4

9.7

9.5

«:- 6.51

-::-::- 6.53

8.94

P 8.96

8.48

8.14

P 8.29

8.37

#-::- 6 . 40

* Estimated 

#» Below base

# First reading after break in record; may not be peak. 

P Momentary peak

Hote.- Breaks in record: Oct 1, 1891, to Mar. 31, 1892; Nov. 21, 1892, to Apr. 4, 

1893; Nov. 20, 1893, to Mar. 17, 1894; Nov. 18, 1894, to Mar. 20, 1895; Nov. 22 to Dec. 

31, 1895; July 3 to Nov. 29, 1905; July 1 to Dec. 31, 1913; July 1, 1914, to Mar. 31, 

1915; July 1, 1915, to Feb. 23, 1916; Mar. 5, 1916, to Mar. 19, 1918; July 1, 1918, to 

Mar. 24, 1919; July 1, 1919, to Mar. 21, 1920; July 1, 1920, to Feb. 25, 1921.

Missouri River at Sioux City, Iowa

Location.- At highway bridge at Sioux City, Woodbury County, about half a mile below Big 

Sioux River.

Drainage area.- 311,650 square miles (U. S. Weather Bureau).

Records available.- Daily gage-height records September 1878 to December 1934; discharge 

measurements 1878-79, 1895, 1928-31; daily discharge records September 1928 to September 1931.

Sources of data.- Gage-height records by Missouri River Commission 1878-88 by TJ. S.

Weather Bureau 1888-1928, 1931-34 and by 0. S. Geological'Survey 1928-31; discharge 

measurements by Corps of Engineers, TJ. S. Army, 1878-79, 1895; by U. S. Geological 

Survey 1928-31; daily discharge records by 0. "S. Geological Survey.

Gage.- Nonrecording gage usually read to tenths twice daily 1878-88, 1929-31; to tenths 

once daily 1888-1928, 1931-34. Zero of gage is 1,078.64 feet above mean sea level.

Stage-discharge relation.- Continually subject to change; affected by ice, irregularity 

of slope, and natural instability of channel.

Remarks.- Irregularity of conditions affecting stage-discharge relation made it inadvisable to apply results of discharge measurements to determination oF daily discharge 

for any extended periods before or since measurements v/ere made. Only those gageheight crests which v/ere 0.8 foot or more above preceding and following low points 

were used in this compilation.

Flood stages 

(Base gage height 12.0 feet)

1879 Apr. 

June

1880 Apr. 

June 

July

1881 Mar. 

Apr.

7

16

26

4

19

7-8

19-20

27

1

7

23

23

14

29

27

Gage

height

(feet)

15.2

14.2

14.8

12.9

12.5

13.7

13.7

16.3

17.3

20. G

22.2

P 22.5

14.1

.12.3

13.1

Date

1883

1884

1885

1886

1887

Apr.

May

June

July

Mar.

Apr.

June

Mar.

June

Mar.

June

Mar.

June

17

24

25

9

22

4

21

13

15

20

21-22

13

17

26-27

11

Gage 

height

(feet)

12.1

12.4

12.9

13.2

14.0

15.6

15.0

12.65

14.07

14.4

12.4

12.3

12.1

17.4

14.8

1388

1889

1890

Date

June

Sept.

Mar.

Apr.

May

June

July

July

June

25-26

11

21

21

4

8

18

29

13

28-29

4

10

1

7

12

Gage

height

(feet)

15.8

12.5

16.4

P 16.6

15.9

14.8

15.9

13.5

14.2

16.3

15.0

15.3

*» 9.6

13.5

12.8

#* Below base
FLOOD RECORDS - MISSOURI RIVER BASIN

Flood stages of Missouri River at Sioux City, Iowa Continued

Date

Gage 

height

(feet)

1890

1891

1892

1893

1894

1895

1896

1897

June

June

July

June

July

Mar.

Apr.

June

At>r. M'ay

June

May

June

Mar.

Apr.

June

Mar.

Apr.

21

13

19

29

4

20

26

10

12

12 #

11

22

29

13

25

17-18

29

2-3

6-7

21

5

14

28

21

4

15

May31-June 1

1898 Apr.

June

20

1

5-6

June30-July 2

1899

1900

1901

1902

1903

1904

Apr.

May

June

July

Apr.

June

June

July

June

May

June

July

Apr.

#

 :,- ::-

P

23

31

8

14

1

11-12

8

17

9

18

21

3

13

12

21

30

28

10-11

12 P

Ice gorge

Below bas

Momentary

12.0

12.0

13.3

13.1

14.6

13.4

13.6

13.9

15.9

14.0

15.4

14.1

13.7

16.0

14.2

15.7

14.8

17.9

12.7

12.4

13.6

14.2

13.9

14.3

14.1

16.4

12.1

12.7

13.1

13.8

14.7

18.4

12.4

14.0

13.2

14.0

13.9

12.4

12.0

12.7

13.4

13.5

12.5

12.1

12.4

12.0

12.3

12.5

13.2

15.7

e

peak

Date

Apr.

June

1905 July

1906 Apr.

June

1907 Feb.

Mar.

Apr.

May

June

July

1908 June

July

1909 June

July

1910 Mar.

1911 June

1912 Mar.

Apr.

June

July

1913 Apr.

June

1914 May

June

191& Feb.

Apr.

May

June

July

Aug.

1916 Feb.

Mar.

Apr.

July

13

10-11

7

7 P

8

3

16

23-24

17

19

14

15

30

18

1

14

1

23

13-16

6

15-16

15 P

1

10

20

30

29

2

10-11

20

10

12

7

29-3O

13

29

23-24 #

8

12

27

16

18

5

21

12

15

25

10-11

15

10

Gage

height

(feet)

15.4

13.3

17.5

18.0

12.6

13.4

15.2

12.8

12.2

12.4

13.7

12.2

15.2

14.5

14.2

13.7

12.4

15.2

12.0

13.4

14.5

14.7

14.5

13.8

16.6

12.0

13.1

12.6

16.1

12.1

14.3

16.4

13.2

12.2

13.5

13.0

12.2

14.9

14.9

12.2

14.4

14.9

13.0

12.1

13.3

13.9

13.7

13.7

13.0

14.9

Date

July

1917 Mar.

Apr.

May

June

1918 Mar.

June

1919 Apr.

1920 Mar.

Apr.

May

June

1921 June

1922 Apr.

June

1923 Mar.

Apr.

June

July

1924 Apr.

June

1925 Apr.

June

1926 June

1927 May

June

1928 Feb.

Mar.

1929 Apr.

1930 Apr.

1931 June

1932 June

1933 June

1934 Mar.

May

24

28

13

27

6

21

29

10

25

29

6

27

10

17

16

30

3

16

18

27

27

28

8

17

24

10

23

24

10

26

30

4

13

21

4

11

26

21

13

13

7

21

5

6

28

1

10

16

16

27

3

4

Gage

height

(feet)

13.8

13.2

16.5

13.6

13.2

12.3

13.4

X2 »8

13.0

14.7

12.2

13.8

13.6

12.1

12.0

12.7

15.4

16.1

12.0

15.1

P 14.2

14.0

12.2

12.5

13.1

," 14.5

P# 16.8

16.5

13.2

12.7

13.0

13.3

12.6

12.1

13.1

13.6

12.1

 x-it 10.2

16.5

P 16.6

12.2

12.7

F 12.6

12.5

12.0

# :: 11.93

«# 9.60

«:- 9.71

-::-::- 11.7

*- :.- 10.2

P 13.4

12.3
FLOODS IN THE UNITED STATES

Missouri River at Omaha, Nebr.

Location.- Prior to Oct. 19, 1931, at Douglas Street Bridge between Omaha, Nebr., and

Council Bluffs, Iowa; thereafter at Nebraska Power Co.'s intake, 200 feet upstream 

from power plant and half a mile below Douglas Street Bridge.

Drainage area.- 322,800 square miles.

Records available.- Daily gage-height records April 1872 to September 1934; discharge 

measurements 1877-80, 1882, 1895, 1928-34; daily discharge records September 1928 

to September 1934.

Sources of data.- Sage-height records by Missouri River Commission 1872-74, by U. S. 

Weather Bureau 1875 to November 1929, and by U. S. Geological Survey thereafter. 

Discharge measurements by Corps of Engineers, U. S..Army, 1872-95, and by U. S. 

Geological Survey 1928-34. Daily discharge records by U. S. Geological Survey 

1928-34. '

Sages.- Nonrecording gage read to tenths once daily prior to Dec. 1, 1929; to hundredths 

twice daily Dec. 1, 1929, to Oct. 19, 1931; recording gage thereafter. Zero of all 

gages is 958.24 feet above mean sea level, but recording gage reads several tenths 

of a foot less than nonrecording gage because of slope of river between locations.

Stage-discharge relation.- Continually subject to change; affected by ice, irregularity 

of slope, natural instability of channel, and river traning works involving dikes, 

etc.

Remarks.- 0. S. Geological Survey gage on Illinois Central Railroad bridge used to determine daily discharge records Sept. 7, 1928, to Nov. 30, 1929, but these readings were discarded as not being comparable with those at Douglas Street Bridge. 

Only those gage-height crests 1.0 foot- or more above preceding and following low 

points were used in this compilation. Irregularity of conditions affecting stagedischarge relation made it inadvisable to apply results of discharge measurements 

to determination of daily discharge for any extended periods, before measurements 

were made.

Historical data.- Flood of June 1844 said to have reached stage 10 feet higher than 

flood of 1881.

Flood stages 

(Base gage height 12.5 feet)

Da1

1872 June

July

1873 Apr.

June

July

1874 June

1875 Apr.

June

1876 Apr.

June

July

1877 Apr.

May

June

June

July

1878 Apr.

May

June

July

1879 Apr.

June

Aug.

1880 Apr.

June

July

1881 Mar.

Apr.

June

1882 June

;e

29

11-12

25

12

9

4

15-18

27-28

27-28

15

20-21

4

7

29

13

30-July

8

21

27

28-29

7-8

25-26

26

9

7

18

28

1

6

21

9

22

27

9

24-25

16

30

28

Gage

height

(feet)

13.4

14.5

12.8

15.0

13.1

16.0

12.6

17.8

15.2

13.7

14.8

14.6

16.1

14.2

17.4

1 15.2

14.6

13.8

14.5

16.8

17.5

17.8

14.4

17.0

13.2

15.6

17.0

13.0

15.8

15.6

17.1

16.9

16.0

22.0

23.8

14.2

13.2

14.5

1883 Apr. 

May 

June 

July

1884 Mar. 

Apr. 

June 

July

1885 June

1886 June

1887 Mar.

June

1888 Apr.

May 

June

1889 July

1890 June

1891 June

1892 May 

June 

July

1893 Apr. 

June

1894 Apr. 

May 

June

1895 June

1896 Apr. 

June

1897 Mar. 

Apr. 

June

1898 June 

July

1899 Apr. 

June

18-19

25

28

8

24

6

22

4

11

17

11-12

18

28

12-13

26

29

5

9

19

30

30

1

9

20

29-30

23

11-12

3

12

23-24

14

26

19

8-9

6

16

30

23

15-17

3

9

3

25

1

Sage

height

(feet)

13.3

14.2

14.2

15.2

15.5

17.0

14.6

13.2

14.7

16.6

12.9

12.5

17.9

13.5

14.0

14.9

15.8

15.2

15.9

13.1

16.3

»* 9.7

12.9

13.4

14.4

13.1

13.2

15.3

15.1

12.9

15.1

13.4

14.9

** 12.0

13.4

14.3

13.7

15.0

17.1

12.6

13.6

14.7

18.5

12.8

Date

June

July

1900 Apr.

1901 June

1902 June

1903 June

July

1904 Apr.

June

1905 July

1906 Apr.

June

1907 Mar.

Apr.

9

15-16

2-3

9

23

14

1

12

15

12-14

9

10

4

18

16

8

16

May31-June 1

June

July

1908 June

1909 Mar.

June

July

Aug.

1910 Mar.

Juno

1911 Apr.

June

July

1912 Apr.

June

July

1913 Apr.

June

19r-20

. 4

18

25-26

8

23

7-8

17

3

14

9

12

22

14

1

8

2

4

14

22

13

14

10

Sage

height

(feet)

13.6

13.7

14.2

*# 11.7

13.8

*» 12.4

14.4

12.6

16.5

13.8

15.5

13.1

15.8

16.8

14.5

13.5

14.8

17.6

.17.0

17.3

17.3

19.1

15.8

14.2

17.5

18.5

18.5

12.5

14.5

14.6

19.5

12.6

13.1

12.5

14.7

15.1

18.5

13.3

15.3

18.7

13.9

« » Below base
FLOOD RECORDS - MISSOURI RIVER BASIN

Flood stage of Missouri River at Omaha, Nebr.--Continued

1914 June 

July

1915 Apr. 

May 

June 

July 

Aug.

1916 Feb. 

Mar.

Apr.

May

July

1917 Mar. 

Apr. 

May 

June 

July

1918 Mar.

June 

July

1919 Mar. 

Apr.

1920 Mar. 

Apr.

14

3-4

13

28

18

20-21

6

25

11

26

13

27

11-12

29

18

29

10

1

26

31

7

1

18

12

19

17

26

5

27-28

Gage

height

(feet)

14.0

13.9

16.7

12.5

15.5

16.5

14.8

13.1

15.2

14.8

15.1

12.5

16.2

15.1

18.7

15.3

15.4

15.5

14.2

17.3

14.0

15.8

13.2

15.9

14.8

14.8

13.8

18.9

13.0

Date

May 

June

1921 June

1922 Mar. 

Apr.

May 

June

Apr. 

June

July 

Aug. 

Oct.

1924 Mar. 

Apr. 

May

June

1925 Mar. 

Apr. 

June

18

10

29

30

19

10

16

21

6-7

26

12

24

19

11

19

6

8

5

11

9

15

29-30

22

27

8

5

12

27

Gage

height

(feet)

19.5

14.4

18.1

17.8

13.5

14.8

14.9

12.9

13.2

16. &

13.1

12.8

14.0

15.8

14.2

17.0

13.3

12.5

14.4

15.4

16.0

12.6

14.7

15.0

15.4

16.1

17.2

14.8

Date

July

1926 Mar.

1927 May

1928 Mar.

May

June

July

1929 Mar.

Apr. 

June

1930 Apr.

1931 June

1932 June

July

1933 May

2

28

15

15

3

23

11

29

23

8-9

15

16

20

26

2

7-8

15

11

18

19

19

7

29

29

1

29

5

5

Gage

height

(feet)

13.6

12.6

19.7

P 19.9

16.6

17.1

12.6

15.2

13.1

14.3

15.0

13.1

12 .9

13.6

15.0

-15.3

14.7

#* 11.99

*-::- 10.78

14.98

P 15.12

13.2

12.66

P 13.03

32.80

12.78

12.82

P 15.00

* Below base

P Momentary peak

Note.- Breaks in record: Aug. 25, 1872, to Mar. IS, 18734 May 11-31, 1873; 

Dee. 4, 1873, to Mar. 18, 1874; Nov. 24, 1874, to Mar. 29, 1875; Nov. 24, 1875, to Mar. 

30, 1876; Jan. 5 to Feb. 20, 1877; Oct. 1, 1904, to Feb. 28, 1905; Jan. 1 to Feb. £8, 

1907; Dec. 1, 1907, to Jan. 31, 1908.

Missouri River at Kansas City, Mo.

Location.- Prior to Aug. 30, 1878, on levee at foot of Delaware Street, Kansas City, 

Clay County; thereafter in sec. 31, 0". 50 H., B. 33 W., at Chicago, Burlington & 

Quincy Railroad bridge 1 mile below Kansas River.

Drainage area.- 489,200 square miles.

Records available.- Daily gage-height records April 1873 to September 1934; discharge 

measurements 1883, 1895, 1905, 1909, 1928-34; dally discharge records August 1928 

to September 1934.

Sources of data.*- Gage-height records by U. S. Signal Service, U. S. Weather Bureau, and 

U. S. Geological Survey; discharge measurements by Corps of Engineers, U. S. Army, 

and U. S. Geological Survey; daily discharge records by U. S. Geological Survey.

Gages.- Honrecording gage read to tenths once daily (sometimes oftener during high water) 

prior to Jan. 1, 1931; twice daily Jan. 1 to May 12, 1931; recording gage thereafter. Prior to 1896 no readings when river was frozen over. Elevation of zero of 

U. S. Weather Bureau gage is 715.79 feet above mean sea level. U. S. Geological 

Survey recording gage moved 300 feet upstream and elevation of zero changed to 

715.89 feet Aug. 24, 1934.

Stage-discharge relation.- Continually subject to change; affected by ice, irregularity 

of slope, natural instability of channel, and river training works involving levees, 

dredging, etc. Flood stage, about 22 .feet.

Remarks.- Only those gage-height crests which were 1.0 foot or more above preceding and 

following low points were used in this compilation. Irregularity of conditions affecting stage-discharge relation made it inadvisable to apply results of discharge 

measurements to determination of daily discharge for any extended periods before 

measurements were made.

Historical data.- Flood of June 16, 1844, reached stage of 38.0 feet (U. S. Weather 

Bureau).
FLOODS IN THE UNITED STATES

Flood stages of Missouri River at Kansas City, Mo. 

(Base gage height 16.0 feet)

Dati

1873 May

June

July

1874 June

1875 Apr.

June

July

1876 Apr.

June

Julj

1877 May

June

July

1878 May

June

July

1879 Apr.

June

1880 July

1881 Feb.

Mar.

Apr.

June

July

1882 July

1883 May

June

July

1884 Mar.

Apr.

June

July

1885 June

1886 Apr.

1887 Apr.

June

July

1888 Apr.

May

June

July

1889 Aug.

1890 June

1891 June

July

1892 May

June

July

1893 Apr.

June

July

1894 Apr.

3

28

6

26

5

17-19

30

29

14

17

16

5

22

3-4

10

1-2

18

31

10

2-3

29

11

20

30

10-12

7

30

2

13-14

30

3

18

2-3

3

27

26-27

12

26

9

24

5-6

13

19

17

1

16

29

2-3

7

11

20-22

16

1

16

2-3

14

11

3

7

17

22

1

8

24

29

15

21

3

14

e

14

6

26

5

16

Gage 

height

(feet)

16.1

18.3

19.2

t 19.3

16.2

17.8

17.5

16.5

17.4

18.0

16.8

18.1

18.8

22.2

19.5

16.5

18.0

19.5

19.8

18.5

16.7

16.8

19.2

16.7

16.0

18.6

18.0

21.2

26.3

16.4

17.0

17.0

19.2

17.1

23.8

19.1

16.7

18.1

18.3

17.2

16.6

19.1

«t!5.8

20.2

19.0

18.8

18.9

18.1

18.7

18.3

16.4

18.8

17.7

20.4

«*13.9

17.2

16.8

17.5

18.1

20.2

23.1

20.7

16.4

17.0

23.2

24.9

18.1

17.9

19.8

18.1

17.0

17.2

17.7

18.5

Date

May

June

1895 June

1896 Apr.

May

June

July

1897 Mar.

Apr.

June

July

1898 June

July

1899 Apr.

May

June

July

1900 June

1901 Apr.

June

July

1902 June

July

Sept.

1903 Mar.

June

July

Aug.

Sept.

1904 Apr.

May

June

July

1906 Mar.

May

July

Sept.

1906 Apr.

June

1907 Feb.

June

July

1908 June

July

1909 Mar.

June

July

Nov.

1910 Jan.

1

1

28

20-21

12

21

10

22

3

10

17

6

21

25

19 P

20

27

6

2

6-7

12

5

28-29

28 P

23

2

11

18

9

11

20

15

12-13

24-25

6

11

24

4

14-15

14 P

20

2

15

1-2

28

14

17

1

17

26

6

31

4-5

14

27

8

2

17

4

12

19

11

7

21

23

4

24

8

20-21

16

16 P

10

18

10

11

25

13

17

16

Gage 

leight

(feet)

16.7

20.1

16.9

16.4

16.0

19.2

16.0

16.0

18.8

19.1

17.1

18.2

22. 8

22.6

22.6

17.6

18.0

17.6

21.5

19.7

23.2

23.3

18.0

18.6

21.4

20.6

22.2

16.3

17.8

16.5

17.7

19.4

16.7

19.0

17.5

19.4

23.1

23.2

20.2

17.0

16.7

35.0

17.7

16.6

17.3

18.0

19.4

19.9

16.1

19.4

20.7

20.2

20.7

25.2

16.6

17.0

20.0

23.0

18.6

17.0

17.3

19.7

16.2

18.9

19.8

20.3

23.5

30.2

30.3

21.9

19.0

17.6

20.0

21.6

27.0

17.6

16.5

Date

Mar.

1911 July

1912 Apr.

July

1913 Apr.

June

1914 June

July

1915 Apr.

May

June

July

Aug.

Sept.

1916 Mar.

Apr.

May

June

July

1917 Mar.

Apr.

May

June

1918 Apr.

May

June

July

1919 Mar.

Apr.

May

June

1920 Apr.

May

June

July

1921 July

1922 Mar.

Apr.

June

July

1923 June

July

Oct.

1924 Apr.

June

July

Gage

height 

(feet)

24 20.2

5 **14.1

2 23.1

6 22.6

17 23.2

14 16.7

16 21.9

16 P 22.1

11 16.6

26 16.7

17 21.2

17 P 21.3

1 18.2

15 21.3

30 25.2

12 23.7

21-22 26.9

21 P 27.0

2 23.9

21 29.0

1 26.4

8 24.5

20 19.0

29-30 16.7

15 17.4

27 18.9

15 18.5

16 16.4

25 17.6

21 16.7

5 19.6

15 19.8

30 17.1

20-21 21.6

1 16.9

3 22.7

9 26.6

9 P 26.7

28-29 20.8

2 19.2

30 17.1

8 17.3

1 18.4

18 20.8

13 20.7

5 16.6

14 18.0

7 21.0

7 P 21.1

29 17.1

21 22.6

5 17.4

12 17.1

1 21.6

14 19.6

14 P 19.8

2 21.5

20 16.4

11 21.6

19 17.6

28 18.1

12-13 18.8

13 21.7

21 19.6

6 20.7

6 P 20.9

15 17.2

12-13 16.3

12 P 16.9

1Y 18.7

10 16.3

14 18.4

21 19.6

24 18.7

28 P 22.3

29 22.1

22 16.1

t Last reading before break in record} may not Toe peak. 

#* Below base.
FLOOD RECORDS - MISSOURI RIVER BASIN

Flood stages of Missouri River at Kansas City, Mo. Continued

1925 Apr. 

June

July

1926 Sept.

1927 Apr. 

May

7

7

3

4

6

16

16

18-19

18

28

4

17

24

21

30

18

31

Gage

height

( feet )

17.6

P 17.7

P 16.6

16.2

17.9

19.5

P 19.7

20.0

P 20.7

18.8

16.6

16.0

16.1

24.8

16.7

21.8

19.0

Date

June

1928 June

July

1929 Mar.

Apr. 

June

July

*# Below base

P Momentary peak

Note.- Breaks in record: July 6 to Sept. 

Dec. SO, 1880, to Feb. 5, 1881.

Gage 

height 

(feet)

13

19 

9 

9 P 17.3

20 16.3

29

14

15

15 P 18.1

4 16.7 

22 21.2 

2E P 21.4

5 23.4 

17 19.5 

23 P 22.3

20.4

20.9

17.2

16.2

17.1

17.5

24

8

21.9

19.1

1930 May

June

1931 June 

Nov.

1932 June

July

1933 May

1934 June

Gage 

height 

(feet)

9 16.5

9 P 16.7

15 16.1

17 16.2

24 **11.9

25 18.2 

25 P 18.5 

4 17.4 

12 16.5 

21 20.6 

21 P 20.9

28

6

17.7

18.5

31 *#14.5 

12 **12.2

30, 1873j Dec. 15, 1879, to Jan. 4, 1880;

Missouri River at Herman, Mo.

Location.- In SW^ sec. 25, T. 46 N., R. 5 W., at bridge on State highway 19 at Herman, 

Gasconade County, 7 miles below Gasconade River.

Drainage area.- 528,200 square miles.

Record's avaiTable.- Daily gage-height records April 1873 to September 1934; daily discharge records August 1928 to September 1934.

Sources of data.- Gage-height records prior to Sept. 25, 1930, by U. S. Weather Bureau 

with occasional peak readings try Mississippi River Commission; subsequent gageheight records and all discharge records by U. S. Geological Survey.

Gages.- U. S. Weather Bureau nonrecording gage read to tenths once daily prior to Sept. 

2~6, 1930; U. S. Geological Survey nonrecording gage read to tenths once daily Sept. 

26, 1930, to Jan. 25, 1931; to tenths twice daily Jan. 26, 1931, to Mar. 27, 1932; 

recording gage thereafter. Zero of U. S. Weather Bureau gage is 481.88 feet and 

zero of TJ. S. Geological Survey gage is 481.49 feet above mean sea level. Latter 

gage is 400 feet upstream from former gage but both read same at stage of 4.0 feet.

Stage-discharge relation.- Continually subject to change; affected by ice, irregularity 

of slope, natural instability of channel, and river training works involving levees, 

dredging, etc. Right bank does not overflow; left bank overflows at about stage of 

21 feet.

Storage and regulation.- Osage River, entering 34 miles above station, controlled for 

power since February 1931 by Lake of Ozarks (available capacity, 1,200,000 acrefeet; drainage area, 14,000 square miles).

Remarks.- Only those gage-height crests 1.0 foot or more above preceding and following 

low points were used in this compilation. Irregularity of conditions affecting 

stage-discharge relation made it inadvisable to apply results of discharge measurements to determination of daily discharge for any extended periods before measurements were made.

Historical data.- Flood of June 1844 reached stage of 35.7 feet.

Flood stages 

(Base gage height 16.0 feet)

Date 

1873 June

1874 June

1875 May 

July

Aug. 

1876 Apr.

May

10

19

1 

8 

19 

29 

1 

5 

18-19 

2 

8

Gage 

height 

(feet)

«*15.9

16.5

18.3 

19.6 

19.4 

19.2 

21.9 

16.8 

18.6 

16.6 

22.1

Date

June

July

1877 Apr.

May

June

July

1878 Mar.

Apr.

May

17-18

25

6

17

11

26-27

24

13-14

3

11

24

29-30

Gage

height

(feet)

19.4

20.9

22.9

19.2

16.3

16.6

19.0

22.4

18.9

17.6

18.1

18.4

Date

June

July

1879 June

1880 July

1881 Mar.

Apr.

May

June

13

8

30-31

29

15

18

1

15-16

4

25

5

13

Gage

height

(feet)

18.2

18.5

17.0

19.4

16.7

17.5

18.4

18.6

23.7

16.3

16.6

16.8

**Below base
FLOODS IN THE UNITED STATES

Flood stages of Missouri River at Herman, Mo. Continued

Date

1881 June

July

Nov.

1882 Feb.

20

3

19

21

Gage 

height

{feet}

17.8

17.7

17.2

20.4

Gage 

Date height

(feet)

1896 May

June

1897 Jan.

Apr.

May 30-June 1 17.9

July

1883 Feb.

June

1884 Mar.

Apr.

Mar" S*

June

July

Oct.

1885 Mar.

Apr.

May

June

July

Aug.

Sept.

1886 Mar.

Apr.

May

June

1887 Apr.

June

July

1888 Mar.

Apr.

May

June

July

Aug.

1889 Mar.

May

1890 Jan,

1891 Apr.

June

July

Aug.

1892 Apr.

May

June

July

1893 Apr.

May

June

July

1894 May

June

1895 July

Dec.

3

19

17

25

23-24

24

28

9-10

25

6

If

25

16

1

7

15

5

26

29

16

9

14

14

22 

27

19

12

27

2

16

4-5

27

14

23

IS

3

1

10

14

6

21

30

13

24

9

24

3

21

6

21

15

4

27-28

4

14

18

21

1

3

8

7

10

28

7-8

20

22.2

16.6

20.5

16.1

24.4

P 24.5

17.4

17.4

16.5

18.1

16.5

17.1

17.6

16.6

16.5

19.8

17.7

20 .O

17.7

22.2

19.5

17.8

19.5

16.7 

16.4

16.3

18.2

18.0

16.9

17.4

16.3

19.3

16.9

,16.9

16.8

18.2

19.8

18.2

17.5

16.8

16.6

19.4

##15.2

16.2

19.0

19.4

20.2

17.9

19.2

17.7

24.5

22.3

16,1

16.9

16.6

16.5

16.8

19.0

16.7

16.6

17.1

16.0

16.3

##15.6

18.1

Apr.

July

1898 May

June

June

1899 Apr.

June

July

1900 Mar.

1901 Apr.

1902 July

Sept.

Oct.

19O3 Mar.

June,

Sept.

1904 Apr.

June

July

1905 Mar.

May

July

Aug.

Sept.

1906 Mar.

Apr.

June

1907 Jan.

May

June

July

1908 June

July

1909 Mar.

June

July

Nov.

1910 Jan.

Mar.

May

June

1911 Feb. 

1912 Apr.

June

1913 Mar.

Apr.

1914 June

1915 Feb.

June

July

Aug.

Sept.

1916 Jan.

25

5

4

2

10

22

30-May 1

3

22

5

17

30-Jul. 1

26-27

2

13

11

12-13

17-18 **

3

16

4

8

8

6-7

7 P

16

27

1

6

30

12

4

19

6

14

g

23

19-20

19 P 

29

14

23-24

20

17

15

26

23-24

20

5

12

13

14

19

13

26

9

11

21 ## 

4

19

29

19

26

26 P

16-17

20

26

14

2

15

22-25

4

21

4

11

21

12

21-22

24

20.8

17.0

16.7

16.4

17.8

16.5

18.0

16.0

18.0

16.0

18.8

17.2

1 J.O*:? ft Q 

16.7

18,3

17.8

16.2

15.5

18.0

17.6

16.0

16.3

18.0

29.1

29.5

16.3

23.7

18.5

21.1

19.5

22.7

16.0

16.1

17.6

19.6

16.8

16.3

25.4

25.7 

16.6

16.3

16.3

18.3

16.2

17.2

19.0

19.5

25.0

21.4

16.6

17.9

26.1

16.2

17.3

16.4

19.4

20.2

14.1 

22*5

18.9

20.8

17.3

16.9

17.3

18.7

16.8

17.5 

17.7

25.9

21.2

23.5

20.0

24.3

21,1

20.2

19.6

16.8

17.7

16.5

Date

Jan.

Mar.

Apr.

May

Jane

1917 Apr.

May

June

July

1918 July

1919 Mar.

Apr.

May

June

Dot.

1920 Mar.

Apr.

May

July

1921 May

June

1922 Mar.

Apr.

July

1923 June

July

1924 June

July

1925 June

July

1926 Sept.

Oct.

1927 Mar.

Apr,

May

June

Aug.

Oct.

1928 Apr.

June

July

Nov.

1929 Mar.

Apr.

May

28

29

20

30

9

24

22-23

2

12 P

13

1

2-3

20

15

9

22

5 P

6

15

28

30

9

22-23

2

21

3-4

13

30

17

22

27

1

9

12-13

18

30

19

16

23

5 P

6

1-2

13

19

19 P

30

24

20-21

20 P

30 P

1

19

26

11

21

4

24

10

17

25

6-7

6 P

14

34

14

4

10

13

21

29

14

21

16 P

17

5

11

26

3

15

19

Gage

height 

(feet)

19.6

20.1

17.7

20.7

21.1

17.2

17.8

18.6

24.8

24.7

17.5

16.0

17.8

17.5

17.7

16.8

18.6

18.5

18.2

17.0

20.5

19.2

16.8

16.2

19.0

17.4

18.6

20.2

17.9

17.8

19.0

19.7

23.5

24.6

24.7

16.2

16.9

20.4

17.9

19.3

18.9

16.0

18.6

19.5

19.6

21'.S

16.7

17.9

18.0

16.3

16.1

16.3

16.7

20.0

18.6

21.0

26.8

21.3

18.8

18.0

21.5

21.8

19.6

21.0

17.4

18.6

18.0

18.6

23.7

19.5

16.3

20.7

20. B

19.8

17.6

19.8

22.8

18.8

22.2

24.2

## Below base
FLOOD RECORDS - MISSOURI RIVER BASIN 289

Flood stages of -Missouri River at Herman, Mo. Continued

Date

1929 June

July 

1930 Feb.

Gage 

height 

(feet)

8 24.6

8 P 24.8

26 20.9

10 17.8

7 **15.3

Date

Gage 

height 

(feet)

height 

(feet)

1931 May 

Nov

North Fork of Sun River near Augusta, Mont.

Location.- Prior to Jan. 1, 1916, in sec. 33, T. 22 N., R. 7 W., below Kilraven Ditch, 

14 miles northwest of Augusta, and 21 miles southwest of Chouteau, Mont.; thereafter 8 miles upstream Just above Sun River Diversion Dam in sec. 36, T. 22 N., 

R. 9 W.

Drainage area.- 596 square miles at upper location.

Records available.- August 1889 to December 1890, monthly summaries only; July 1904 to 

September 1928 except winters of 1904-9,. 1912, 1922-25.

Sources of data.- U. S. Geological Survey records except those for 1918-28, which were 

furnished try U. S. Reclamation Service.

Gages.- Nonrecording gage read to tenths once daily 1904-11, 1913-16; to tenths 3 times 

a week 1912; to hundredths twice daily 1917-18; to hundredths once dail^ 1919-20; 

to half-tenths twice daily 1921, and to half-tenths or hundredths once or twice 

daily 1922-28. Relation between zeros of gages at two locations not determined.

Stage-discharge relation.- Controls permanent at both locations.

Diversions.- About 10 second-feet diverted Just above first location prior to 1921.

Diversions at Sun River Diversion Dam began in summer 1921 and are included in record 1924-28; annual diversions, about 55,000 acre-feet 1921; from 50,000 to 

70,000 acre-feet 1922 and 1923. Maximum mean daily diversions, about 600 secondfeet 1921-23.

Remarks.- Record includes all flood peaks except possibly two not recorded, May 21 and 

27, 1922.

Flood stages and discharges 

(Base discharge 3,500 second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

height Discharge 

(feet) (se cond-feet)

1905 June

1906 June

1907 May 

June

July 

1908 June

1909 May 

June

July

1910 Apr. 

May

1911 May 

June

478 O 39 19

6

13

20

2

8

13

23

28-29

4

2

6

26

27

3

16

1

28

28

8

26

5

16

2-3

8

15

Estimated

Below base

4.1

3.1

5.0

5.6

5.2

4.3

5.3

5.4

4.7

5.5

9.5

4.0

4.6

6.0

6.0

3.9

3.8

4.6

5.1

4.2

3.9

4.2

4.5

4.4

4.8

4,070 1912 May 21

2,320 27

5,360 June 2

6,530 10

5,740 1913 May 29

4,090 1914 May 17

5,940 17

6,130 24

4,800 June 2

6,330 1915 May 1

15,000 1916 May 7

4,020 June 10

4,720 21

7,030 21

7,030 29

3,650 July 2

3,500 8

4,340 1917 May 16

5,040 ' 20-21

3,780 25

3,710 26

4,340 June 9

5,000 17

4,780 29

5,690 July 3

4.8 4.3 ' 

3.9 

4.3 

6.6 

4.3 

4.35 

4.0 

4.2 

4.0 

3.9 

3.8 

11.4 

9.70 

6.42 

5.55 

4.45 

5.0 

3.4 

8.2 

7.2 

5.2 

5.40 

3.55 

3.20

5,670

4,580

3,740

4,580

9,830

4,440

4,540

3,850

4,240

3,850

5,820

5,580

32,300

25,000

12,900

10,200

7,180

8,650

4,670

18,700

15,500

9,210

9,790

5,000

4,230
290 FLOODS IH THE UNITED STATES

Flood stages and discharge^ of North Fork of Sun River near Augusta, Mont. Continued

Gage 

Date height Discharge

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1918

1919

1920

1921

1922

1923

(mome

May

June

May

May

June

May

June

June

May

Hote..- 

ntary

5

16

10

10,11

22-23

28

17

7-10

15

19

26

3-4

6

5-6

23

25

4.02

3.03

5.81

6.02

3.10

3.40

3.02

3.40

3.90

4.30

4.40

3.80

4.40

3.20

3.60

6,110

3,880

11,000

P 11.600

4,020

4,670

3,860

4,670

5,820

6,800

7,050

5,580

5,820

7,050

4,230

5,120

All discharge quantities are 

peak).

1984

1925

1926

1927

1928

June

May

June

May

June

Apr.

May

June

May

11-12

15

15

6

20

20

30

17

26

9

11

15

22-23

12

23

26

average daily flows except

3

4

2

2

5

4

5

5

as

.60

.40

.80

.8

.95

.70

.60

.30

5

7

,120

,150

3,640

3

7

4

3

6

3

11

9

8

5

7

10

9

designated

,600

,920

,450

,540

,160

,710

,400

,800

,100

,600

,970

,700

,920

by '

Two Medicine River at Family, Mont.

Location.- In NWj sec. 2, T. 31 N., R. 9 W., at Holy Family Mission, 6 miles above Badger Creek and 16 miles southeast of Browning.

Drainage area.- 368 square miles.

Records available.- April 1907 to October 1924 except winters.

Source of data.- V, S, Geological Survey.

Sage.- Honrecording gage read to tenths once dally 1907-14; to tenths twice dally 1915; 

to quarter-tenths twice dally 1916, and to hundredths twice dally 1917-24. Owing 

to rapidly scouring stream bed gage lowered as follows: July 1, 1908, 0.95 foot; 

June 7, 1913, 2.85 feet; July 2, 1916, 2.4 feet. Temporary gage at unknown datum 

-used May 16-July 1, 1916. Gage washed out and discharge estimated June 5-14, 

1908, June 3-9, 1913, May 4-26, 1918.

Stage-discharge relation.- Control not well defined; channel deepening throughout record.

Storage and diversions.- Storage at Two Medicine Lake Reservoir subsequent to 1914, capacity, 16,000 acre-feet. Total annual diversions, in acre-feet, for Blackfeet 

project for 1912-19 were as follows: 1912, 3,650; 1913, 700; 1914, 15,300; 1915, 

8,259; 1916, 7,036; 1917, 21,284; 1918, 22,324; 1919, 38,319. Only a few small diversions are not included in this project, which has operated since 1912.

Flood stages and discharges 

(Base discharge 1,100 second-feet)

Date

Sage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1907 May

June

July 

1908 Apr.

May

June

1909 May

June

July

1910 Mar.

Apr.

May

8

11

16-17

2

8

23

28

4 

21

15-16

5 or 6

25

5

10

27

29

3

9

19

28

23

13

20

27

10

4.50 

5.00 

5.50 

5.60 

5.60 

8.40 

5.'20 

4.40 

4.50 

5.10

3.75

4.55

4.05

6.25

5.95

6.95

8.15

5.85

8.0

3.7

3.7

3.8 

4.3 

4.0

1,730

2,300

2,930

3,060

3,240

7,550

2,760

1,890

1,990

2,640

15,000

1,280

1,980

1,460

4,240

3,790

5,380

7,600

3,640

7,310

1,240

1,240

1,320

1,790

1,500

May 

1911 Apr.

May

June

Sept.

1912 Apr.

May

June

1913 Apr.

May 

June

1914 Apr.

26 

22

26-27 

6 

9

16

3-4

12

25

5

11-12

29-30

9-10

21

27

2

11

20-21 

26-27

12

3

30

15

20

25

3.7

3.8

4.2

4.6

4.2

6.8

4.5

4.0

3.8

3.6

3.6

3.6

4.2

5.4

4.2

3.7

3.55

4.0

4.0

3.9

1.85 

4.3 

4.6 

4.3

1,240

1,320

1,680

2,040

1,680

4,140

1,950

1,490

1,320

1,150

1,150

1,150

1,680

2,800

1,680

1,230

1,110

1,490

1,490

1,400

7,180

1,270

1,120

1,280

1,120

* Estimated
FLOOD RECORDS - MISSOUKI RIVER BASIH"

Flood stages and discharges of Two Medicine River at Family, Mont. Continued

Date

1914 Apr. 

May

June

1915 May

1916 Feb. 

Mar. 

Apr.

May 

June

1917 May

1918 Jan. 

Apr.

May

1919 Apr. 

May

29-30

3-4

10-11

17

25-26

3-6

2

2

19

12

11

28

6

21

29

2

5

10

16

21

21

11

16

21

29

2

8

16

30

1

14

21

* 4

4

14

1

11

30

24

4.3

4.7

4.5

4.9

4.4

4.2

4.9

5.05

4.30

4.60

4.30

4.55

5.60

4.40

4.70

4.55

5.20

5.20

5.55

7.45

7.5

5.85

7.45

5.65

6.35

6.05

7.65

6.25

4.8

5.80

4.55

4.73

# 7.6

* 7.3

5.8

4.58

5.75

4.67

5.13

Gage

height Discharge Date 

(feet) (second-feet)

1,120 May 29

1,460 29 

1,280 1920 May 9

1,640 14

1,200 19

1,040 21

1,640 21

1,790 June 10

1,140 16 

1,390 1921 Apr. 2

1,140 16

1,340 22

2,280 May 7

1,220 21

1,510 21

1,440 26

2,040 June 2

2,100 8 

2,240 1922 Apr. 29

4,300 May 5

4,500 20

2,600 26

4,740 June 7

2,350 7 

3,240 1923 Apr. 19

2,860 28

5,020 May 5

3,120 11

1,380 26

2,530 June 2

1,110 12

1,300 12

4,950 22 

4,530 1924 May 4

2,530 11

1,140 16

2,470 June 6

1,260 11

1,730 11

Gage

height Discharge 

(feet) (second-feet)

5.38

5.33

5.04

5.31

5.38

5.40

5.48

5.50

5.08

5.08

4.53

5.07

5.42

5.48

5.58

5.25

4.67

5.34

4.68

4.44

5.94

5.34

6.24

6.26

4.62

4.75

4.50

5.25

5.08

4.90

5.55

5.60

4.50

4.98

5.00

5.38

5.38

5.95

6.05

2,030 

1,970 

1,640 

1,S40 

2,030 

2,050 

2,150 

1,930 

1,680 

1,950 

1,140 

1,940 

S,60O 

2,720 

2,920 

2,280 

1,300 

2,450 

1,410 

1,180 

3,900 

2,560 

4,120 

4,160 

1,240 

1,4DO 

1,110 

2,280 

1,930 

1,640 

2,860 

2,960 

1,110 

1,780 

1,810 

2,520 

2,520 

3,660 

3,860

# Estimated

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

liarias River near Shelby, Mont.

Location.- In sec. 20, T. 31 N., R. 2 W., at highway bridge 7 miles southwest of Shelby.

Drainage area.- 2,610 square miles.

Records available.- April 1902 to January 1908, April 1911 to September 1934 except 

winters.

Source of data.- U, S. Geological Survey.

Gages.- Honrecording gage read to tenths once daily 1902-6, 1914-19, to half-tenths

1907-13, 1922, to hundredths 1920-22 except for short periods during 1912, 1913; 

recording gage 1923-34 and parts of 1912, 1913. Zeros of all gages at sane elevation.

Stage-discharge relation.- Control slightly shifting. Gas pipe line below gage caused 

slight backwater beginning Oct. 14, 1930.

Storage and diversions.- Storage at Lake Francis subsequent to 1910 (capacity, 112,000 

acre-feet), at Swift Dam subsequent to June 1, 1913 (capacity, 4,000 acre-feet), 

at Two Medicine Lake Reservoir subsequent to spring of 1914 (capacity, 16,000 acrefeet), and at Four Horns Reservoir subsequent to August 1915 (capacity, 4,000 acrefeet). Total annual diversions above station 1902-11, about 20,000 acre-feet; 

1912-19, about 60,000 acre-feet; and 1920-33, about 80,000 acre-feet.

Remarks.- Probably some peaks above base not recorded in spring of 1904, 1907, 1914, and 

1925, and during periods of fragmentary records, May 23 to June 6, 1914; May 22-31, 

July 19 to Aug. 9, 1923; May 13 to June 21, July 12 to Aug. 5, 1927, and Apr. 28, 

to May 3, 1933. An unrecorded flood occurred on Jan. 1 or 2, 1917 (see record for 

Two Medicine Creek at Family, Mont.).
292 FLOODS IN. THE UNITED STATES

Flood stages and discharges of Marias River near Shelby, Mont. 

(Base discharge 2,160 second-feet)

Gage

Date

1902 May

June

July

19Q3 Mar.

Apr.

May

June

Nov.

Dec.

1904 Apr.

May

June

1905 May

June

1906 June

1907 May

June

July

1911 Apr.

May

June

Sept.

1912 Apr.

May

June

1913 Apr.

May

June

1914 May

1915 May

1916 Apr.

May

June

1917 Apr.

May

June

July

1918 Mar.

May

16

22

SO

11

27

4.

24

51

27

8

16

3

7

30

26

4

19

8

22

29

23

2

7

18

3

26

10

9

21

51

3

9

14

24

28

4

8

22

27

6

17

4

13

25

6

12

9

22

26

10

14

15

23

14

29

20

28

17

20

3

29

6

5

12

22

8

14

20

31

5

12

18

26

28

8

23

6

8

10

height 

(feet)

5.7

14.5

7.0

5.1

4.40

11.5

3.9

6.4

5.8 *.o

4.5

6.5

6.6

4.7

3.9

3.8

3.8

7.2

4.0

4.6

5.4

4.8

4.6

4.40'

4.1

4.9

4.0

4.9

5.4

5.15

6.3

6.65

5.45

14.9

7.4

6.2

5.6

4.5

5.2

5.8

7.75

6.7

5.95

6.7

6.5

5.0

5.5

8.0

7.0

5.0

4.9

4.8

5.4

5.2

7.6

5.2

5.3

5.4

6.5

5.3

5.0

5.9

6.7

6.3

13.5

5.9

7.6

7.0

8.4

7.4

7.9

7.3

7.1

5.9

5.4

4.9

6.2

6.0

5.7

Discharge 

(second-feel

5,230

* 25,000

7,510

4,160

2,930

15,400

2,400

7,400

2,200

2,600

5,600

7,600

7,800

4,000

2,400

2,200

2,200

8,560

2,300

5,360

4,960

3,760

3,360

2,970

2,450

3,940

2,290

4,090

4,840

4,170

6,800

7,580

4,700

29,500

8,970

6,520

4,700

2,470

2)570

5,380

6,110

4,640

3,590

4,640

4,360

2,450

3,130

6,630

5,230

2,450

2,320

2,220

3,210

2,940

6,480

2,560

2,690

2,790

4,430

2,660

2,270

3,500

4,750

4,110

15,600

5,850

7,080

6,350

10,000

7,580

8,830

7,340

6,860

4,220

3,530

2,560

4,810

4,410

3,850

Gage

height Discharge 

(feet) (second-feet)

May 

June

1919 May

1920 Apr.

May

June

July

1921 Mar. 

May

June 

1922 May

1923 May 

June

July

1924 May

June

1925 Apr.

May

June

1926 June

1927 Apr. 

May

June

July 

Aug. 

Sept.

1928 Mar. 

Apr. 

May

June 

July

1929 May

June

1930 Apr.

May 

June

15

2

10

24

4

24

31

14

16

21

10

17

10

17

25

5

13

27

8

12

20

27

7

4

18

21

22

28

4

9

11

3

12

13

22

18

5

17

17

17

13

18

24

3

7

21

21

30

5

23

24

24

28

18

22

9

9

4

17

15

25

29

2

9

14

24

24

50

8

20

15

25

3

3

12

16

17

27

5

6

5.3

4.9

6.3

5.3

4.58

5.48

5.58

7.0

5.7

4.7

7.4

7.4

6.4

6*4

6.3

4.8

4.9

4.76

5.55

5.45

6.54

6.04

5.93

4.85

5.75

5.99

6.02

5.85

5.55

5.65

5,53

5.45

5.72

5.60

5.47

5.55

6.15

6.94

7.00

6.35

5.70

5.75

6.05

5.97

7.18

7.35

6.24

5.55

5.60

4.75

4.8

6.80

7.0

8.5

8.7

9.50

6.05

4.75

5.70

5.65

5.7

5.25

6.8

6.8

7.0

7.1

6.15

5.O5

4.85

5.33

6.12

6.12

6.16

5,12

5.06

5.09

4.77

4.93

5.05

P

P

P

P

P

P

P

P

P

3,160

2,560

5,020

3,160

2,320

3,720

3,890

6,620

4,100

2,480

7,580

7,580

5,310

5,310

5,100

2,260

2,420

2,350

3,710

3,530

5,230

4,640'

4,430

2,490

4,080

4,540

4,690

4,280

5,900

5,900

3,670

3,530

4,030

3,800

3,570

2,440

5,320

4,450

6,110

6,240

4,860

3,580

3,670

4,600

4,440

7,200

7,680

5,020

5,600

5,690

2,180

2,240

5,820

6,240

9,130

10,000

12,000

4,500

2,180

5,660

5,570

5,660

2,880

5,820

5,820

6,240

6,450

4,480

2,580

2,300

3,150

4,200

4,380

4,460

3,080

2,780

2,850

2,290

2,490

2,490

* Estimated
FLOOD RECORDS - MISSDTOI RIVER BASIN 293

Flood stages and discharges of Marias River .near Shelby, Mont. Continued

Gage Gage

Date height Discharge Datte height Discharge

(feet) (second-feet) (feet) (second-feet)

1931 May 18 4.51 2,160. June 10 6.30 P 5,500

18 4.60 P 2,290 17 5.95 4,760

1932 May 14 5.42 4,070 22 5.18 5,260

23 5.42 4,070 Oct. 30 4.87 2,640

June 3 4.66 2,800 1934 Apr. 9 5.23 3,360

11 5.07 3,480 14 5.26 3,360

15 6.98 P 7,000 24-26 6.16 5,070

16 3,990 May 8-9 5.82 4,240

1933 Apr. 27 4.55 2,180 18 5.43 3,580

May 6 4.69 2,400 28-30 4.75 2,460

17 5.18 3,260 June 8 14,000

27 5.52 3,840 8 11.05 P 16,200

June 2 6.12 5,070 27 4.88 2,700

10 6.12 5,070

Mote.- All discharge quantities are average daily flows' except as designated by "P" 

(momentary peak).

South Fork of Milk River at and near international boundary

Location.- Prior to Oct. 1, 1930, in NWi sec. 29, T. 37 N., R. 9 Vf., just above Kennedy 

Coulee, 5 miles south of international boundary, and 30 miles northeast of .Browning, Mont.; thereafter about 10 miles downstream in NWi sec. 6, T. 1, R. 19 W. 4th 

meridian, 1 mile north of international boundary and 20 miles west of -Milk River, 

Alberta.

Drainage area.- 288 square miles prior to Oct. 1, 1930, and 433 square miles thereafter.

Records available.- April 1905 to September 1934. No record during most winters and 

springs.

Source of data.- U. S. Geological Survey.

Gages.- Nonrecording gage read to half-tenths or hundredths once or twice daily for intermittent periods prior to Apr. 13, 1913; recording gage thereafter.

Stage-discharge relation.- Controls shifts at both locations; influenced by aquatic 

growth at upper station. Bank-full stage at upper station, about 12 feet.

Diversions.- Few small diversions above station.

Remarks.- Discharge records at two locations not comparable owing to inflow from tributaries. Probably some peaks not recorded during spring of 1907, 1908, 1909, 1913, 

and May 1-16, 1920.

	Flood stages and discharges 

(Base discharge 230 second-feet1)

Gage Gage

Date height Discharge Date height Discharge

(feet) (second-feet) (feet) (second-feet)

1905 June 26 4.20 ** 144 May 6 3.90 273

1906 May 29 5.2 350 16 6.3 1,040

31 5.50 427 26-28 3.90 273

1907 Apr. 9 5.05 # 370 June 25 5.95 918

May 9 5.88 623 July 1 3.90 273

17 5.38 467 Sept. 5-6 4.35 400

June 8 5.6 534 1912 Apr. 3-5 4.5 445

23 8.45 1,690 9-10 4.15 342

Sept. 17 4.75 286 May 22 5.4 731

1908 Apr. 4 6.10 695 1913 Apr. 13 5.55 # 864

15 5.95 646 19 4.8 588

23 5.22 419 27 4.13 351

May 15 5.65 550 May 3 3.80 248

27 5.7 565 8 3.74 232

June 1 7.55 1,240 13 4.01 311

6 15.4 P# 15,000 19 4.54 494

............ ..... ...... 28 4.32 417

1909 May 29 4.55 # 460 June 28 4.23 386

June 9 5.65 815 1914 Apr. 6 4.35 429

18 4.3 385 12 4.52 488

21 4.55 460 12 4.8 P 588

July 7 4.05 312 1915 Mar. 18 3.73 237

28 5.9 900 Apr. 3 4.07 335

1910 June 9 3.8 246 May 2 3.71 232

1911 Apr. 26 4.15 342 15 3.83 263

# First record in spring; may not be peak

* Estimated 

#-:: Below base
894 FLOODS IK THE UNITED STATES

Fiood stages and discharges of 

South Pork of Milk River at and near international boundary Continued

Gage

Date

1915 June

July

Sept.

1916 Feb.

Mar.

Apr.

May

June

Sept.

1917 Apr.

May

June

1918 Jan.

Apr.

1919 Apr.

1920 Apr.

May

1921 Apr.

May

June

1922 lay

June

1923 Apr.

May

June

1924 Apr.

June

1925 Apr.

4

5

10

26

18

28-29

4

16

20

10

21

12

16

2

28

2

11

23

30

4

8

8

16

21

2

9

22

30

12

2

9

1

1

23

27

27

18

13

13

8-9

20

5

5

6

18

30

10

18

30

11

1

22

22

7

8

8

2

13

18

23

height Discharge 

(feet) (second-feet

5.50

5.45

4.94

4.21

4.35

8.6

5.9

6.6

4.14

3.79

3.82

3.87

4.77

4.52

4.36

4.75

4.82

6.42

3.92

4.3

5.2

4.8

3.40

3*22

2.87

3.14

3.11

4.20

4.22

3.75

3.17

3.48

2.75

3.17

2.70

3.17

3.14

3.04

3.13 s.ai

3.00

2.79

3.00

3.58

3.62

4.96

4.17

3.30

3.65

P 845

826

* 300

624

339

* 235

388

2,840

1,230

1,640

355

242

251

266

626

509

381

616

670

279

1,170

P 1,520

238

377

372

841

681

801

826

370

347

249

P 326

349

851

P 886

632

396

P 533

246

396

231

P 346

357

309

354

247

295

254

369

295

466

P 487

* 350

804

P 903

* 600

658

388

496

Gage

Date

May

1926 Apr.

1927 Apr.

May

June

July

Aug.

Sept.

1928 Mar.

Apr.

May

June

July

1929 Apr.

May

June

1930 Feb.

Mar.

Apr.

May

June

1931 Apr.

1932 Apr.

May

1933 Apr.

May

1934 Mar.

Apr.

May

June

6

14

13

11

22

25

29

30

1

1

12

5

1

18

14

14

26

1

17

28

9

14

19

26

1

1

19

18

27

11-12

3

3

11

20

28

29

3

30

4

12

4

7

7

1

5

5

29

29

6

10

16

15-21

7

19

7

13

9

9

28

height Discharge 

(feet) (second-feel

7.60

3.14

5.12

6.10

5.58

5.57

6.35

4.28

3.20

2.89

2.82

5.04

5.6

2.91

3.01

2.79

3.56

3.13

3.39

3.76

3.10

3.97

4.07

3.09

3.12

3.54

2.86

3.66

3.77

2.88

3.53

5.90

4.93

3.50

3.58

3.52

3.54

2.25

2.10

2.63

2.78

2.60

2.69

2.32

2.43

2.39

2.90

2.12

2.28

2.07

3.24

3.56

2.11

280

357

* 250

P* o ,290

321

* 1,000

1,540

P

1,680

1,670

P

799

340

251

233

1,290

1 ,245

288

274

506

549

458

639

545

729

P 771

333

302

409

243

548

P 597

234

# 420

P 1,570

1,100

* 1,020

436

469

444

452

P 275

230

# 250

P 435

341

447

P 495

315

364

346

* 280

635

270

354

362

809

P 983

266

* Estimated

# First record in spring; may not be peak.

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Break in record: June I to Aug.. 7, 1908; May 1-16, 1920.
FLOOD RECORDS - MISSOURI RIVER BASIS

Lodge Creek at international boundary

Location.- In SEj sec. 12, T. 1, R. 29 W. third meridian, In Saskatchewan, at Willow 

Creek barracks of Royal Northwest Mounted Police, 1 mile north of international 

boundary, and 30 mllea northwest of Havre, Mont.

Drainage area.- 797 square miles.

Records available.- April to May 1910; March 1911 to September 1934 except winters.

Sources of data.- Record furnished by Reclamation Service, Department of Interior, 

Canada, prior to Mar. 31, 1917; U. S. Geological Survey thereafter.

Gages.- Honrecording gage read twice dally to hundredths prior to May 6, 1919; recordIng gage thereafter. Elevation of zero of gages la 2,721.06 feet above mean sea 

level.

Stage-discharge relation.- Affected by Ice. Control shifts slightly.

Diversions.- Several small irrigation diversions above station.

Remarks.- Record begun each spring before high water except possibly 1912 and 1916.

Flood stages and discharges 

(Base discharge 300 second-feet)

	Gage

Date height Discharge De 

	(feet) (second-feet)

1911 Mar. 29 * 684 Apr.

July 4 321 June

Sept. 7 1,830

1912 Apr. 5 # 5,700 July

1913 Apr. 7 920

12 1,010 1924 June

1914 Mar. 16 554

Apr. 3 347 1925 Mar.

7 360

1915 Mar. 25 588 Apr.

29 502

Apr. 4 1,400

July 15 405

18 393 June

Aug. 22 456

1916 Mar. 13 2,030 1926 Mar.

24 1,140

27 1,030 1927 Mar.

May 31 - 437

June 13 855 Apr.

July 4 1,180

1917 Apr. 10 10.13 2,100

16 8.00 1,560

23 7.75 1,540

May 5 4.25 331

19 5.55 654 May

1918 Mar. 31 12.90 * 2,700

Apr. 6 6.10 * 891

9 6.94 * 1,260

12 8.00 * 1,810 1928 Mar.

1919 Apr. 20 4.19 338

1920 Apr. 14 4.86 498 Apr.

21 4.70 469

21 5.26 P 1929 Apr.

June 18 4.36 520 May

18 6.50 P 1,030

1921 Apr. 4 562 1930 Feb.

16 1,070 Mar.

May 10 870

1922 Apr. 8 10.66 1,670 Apr.

11 6.26 819

15 7.08 1,060 1931 July

15 8.10 P 1,350 1932 Feb.

23 8.72 1,530 Apr.

23 9.05 P 1,630

May 1 5.31 555 1933 Mar.

1 5.52 P 611

1923 Apr. 15 4.32 368 1934 Mar.

20 307

20

22

22

9

9

9

9

27

30

3

7

24

24

14

14

2

2

29

31

6

6

8

17

17

27

23

23

29

29

23

24

2

2

24

1

1

23

12

25

5

5

1

29

3

3

20

20

3

11-20

4.30

8.51

6.40

5.67

7.61

6.78

6.06

8.77

7.45

6.78

7.61

5.87

6.90

6.06

6.07

6.46

8.32

10.99

12.41

8.20

9.02

12.60

10.63

7.60

8.33

4.23

6.56

7.10

5.58

6.30

4.60

5.22

2.57

5.29

5.30

5.66

4.50

4.88

## 8.00

Gage

height Discharge 

(feet) (second-feet)

P 363

1,240

P 1,520

373

P 933 

482

P 729

1,280

1,400

981

756

1,480

P 1,690

686

P 1,220

* 448

P* 650

1,260

1,300

703

P 1,010 

749 

752

P 860

1,640

2,970

f 3,680

1,580

P 1,990

P* 3,500

* 2,800 

1,290

P 1,600 

334 

889

P 1,080 

581 

797 

361 

491

P 529

*# 84.0 

544 

546

P 628

* 388 

P* 459

** * 194

* Estimated

** Below base

# First day of record in spring; may not be peak.

## Ice gorge

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
296 FLOODS IN THE UNITED STATES

Battle Creek at international boundary

Location.- In SEi see. 4, T. 1, R. 26 W. third meridian, in Saskatchewan, a quarter of a 

mile above international boundary and 35 miles north of Chinook, Mont.

Drainage area.- 726 square miles.

Records available.- April 1917 to September 1934 except winters.

Source of data.- U. S. Geological Survey.

GaRe.- Recording. '

Stage-discharge'relation.- Slightly shifting.

Diversions.- Several small diversions above station, total probably less than 20 secondfeet. Little change during period of record.

Remarks.- Record started each spring before high water except 1926.

Flood stages and discharges 

(Base discharge 200 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1917 Apr.

* May

1918 Mar. 

Apr.

1919 Apr.

1920 Apr.

May

1921 Apr.

1922 Apr.

May

1923 Apr. 

June

1924 Apr.

1925 Mar. 

Apr.

13

13

23

13

31

6

9

13

16

17

1

13

23

1

11

11

6

17

17

21

4

7

15

25

4

19

21

25

25

11

11

29

2

3

9

25

8.50

5.48

6.08

8.22

5.00

5.83

5.23

5.11

3.28

4.40

4.35

3.80

3.78

4.92

5.08

3.78

4.55

4.71

4.08

6.04

6.14

4.41

5.61

5.44

3.97

3.94

3.81

3.81

6.38

6.15

5.22

4.18

2,830

P 3,200

942

1,280

* 2,500

810

1,310

838

816

« 125

* 227 

558 

293 

284 

843

P 923 

265 

610

P 690 

396

* 920

* 980

* 534 

1,060 

996 

352 

283 

227

P 341 

269

P 269

* 1,160

P 1,430

1,310

858

392

1926 Mar. 

Apr.

1927 Mar. 

Apr.

May

June

July

1928 Mar. 

Apr.

June

1929 Apr.

1930 Mar. 

Apr.

1931 Apr.

1932 Mar. 

Apr.

1933 Apr.

1934 Apr.

24

14

14

31

4

4

17

30

10

22

24

29

16

16

4

29

3

3

10

10

23

25

26

30

12

27

2

2

8

7

3

22

22

3.89

3.89

4.05

4.19

6.47

7.02

5.41

6.28

3.64

6.17

6.42

5.48

4.02

5.29

4.40

7.58

8.93

9.50

4.21

4.42

3.70

4.85

4.07

3.72

5.52

5.64

5.18

5.80

4.51

2.82

4.67

3.92

4.10

3.70

3.89

* 274

274

P 3S6

411

1,700

P 2,010

1,090

1,620

241

968

1,690

1,160 36'5

P 1,030 

523

* 1,140

* 2,000 

P* 2,320

407 

P 516

260

656 

P 763

258

* 432

* 250

* 796

P* 1,070

576

**» 53

* 236 

369

P 418 

260

P 310 

324

 » Estimated, 

#*- Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOOD RECORDS - MISSOURI RIVER BASIH 297

Yellowstone River at Glendive and Intake, Mont.

Location.- At highway bridge at Glendive 1897-1910, 1931-34. About 18 miles downstream

at Lower Yellowstone Diversion Dam, at Intake, in NWi sec. 36, T. 18 H., R. 56 E.,

Jan. 1, 1911, to Sept. 30, 1931.

Drainage area.- 66,100 square miles at Glendive, 66,800 square miles at Intake. 

Records available.- July 1897 to November 1934 except some winters. 

Sources or data.- U. S. Geological Survey records except gage-height records, which were

furnished by Corps of Engineers, U. S. Army 1897-1901 and by U. S. Weather Bureau

1902. 

Gages.- Nonrecording gage read to tenths once daily 1897-1903; to tenths or half-tenths

twice daily 1903-31, and to hundredths twice daily thereafter. Relation between

zeros of gages at two locations not determined. 

 Stage-discharge relation.- At Glendive, shifting control; bank-full stage, about 16

feet. At Intake, control permanent, rock-full dam. 

Diversions and regulation.- Just above Intake station Lower Yellowstone Canal diverts

water for irrigation of 66,000 acres; maximum flow, about 400 second-feet and not

included in record at Intake. Many-diversions from tributaries above Glendive.

Natural regulation at Yellowstone Lake and artificial regulation at Shoshone Dam

affects flow slightly.

Flood stages and discharges 

(Base discharge 35,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1898 Apr.

May

June

1899 Apr,

June

July

1900 May

June

1901 May

June

1902 June

1903 Apr.

June

July

1904 Apr.

May

June

July

1905 June

July

1906 Mar.

May

June

3.907 May

June

July

1908- May

June

July

1909 May

June

July

1910 Mar.

May

10

31

24

8

7

24

3

15

1

9

24

24

1-2

25

19

3

12

20

3

1

27

4

14

23

4-6

8

11-12

16

26

1

4

30

17

27

8

16

26

11

16

24

8

21

24

30

5

18

30

8

31

9

22

7

21

8

17

8.0

9*2 ioU

13.4

7.1

10.9

11.6

7,5

8.8

10.0

7.6

8.8

9.6

6.5

7-jO

7.2

8.0

9.0

8.9

11.90

9.30

9~.6Q

8.60

10.20

S.20

9.4

9.3

8.6

8.0

8.3

8.3

6.7

6.9

8.35

10.1

9.3

9.1

9.2

8.75

10.9

10.7

8.4

6.95

7.9

10.0

10.6

8.85

9.3

7.65

12.0

11.15

11.3

6.85

7.85

7.0

39,200

49^300

62,300

61,000

* 100,000

66,200

70,100

57,100

77,900

51,900

67,800

66,400

57,200

49,500

53,300

53,300

36,400

38,100

55,400

79,400

68,200

65,400

66,800

60,600

90,600

87,800

56,100

38,600

49,700

78,000

86,400

62,000

68,200

46,700

107,000

94,200

96,500

37,600

47,600

38,000

May

June

1911 June

1912 Mar.

Apr.

May

June

July

Aug.

1913 June

Aug.

1914 May

June

1915 June

July

Aug.

1916 Mar. .

June

July

1917 Apr.

June

July

1918 Mar.

June

July

1919 May

1920 May

June

July

1921 June

31

5

9

5

11

18-19

22

29

2

24

13

4

23

6

4

21

17-18

27

7

22

28

6-7

13

13

21-22

28

10

16

27

3

11

13-14

23

28

1

8

16

4

1

6

14

23

11-12

20

20

18

29-30

13

31

20

2

6

15

2-3

21

7.1

7.85

7.85

5.6

6.8

7.7

8.0

10,2

7.1

5.4

8.2

10.1

5.2

5.2

7.7

6.9

5.1

8.0

7.4

7.2

5.7

9.2

9.0

6.3

6.0

5.9

7.6

5.2

5.3

9.0

5.4

9.4

6.8

8.3

7.1

7.8

6.2

6.55

5.95

6.8

9.0

7.8

7.8

10.8

5.9

4.25

6.0

5.6

8.7

7.1

7.25

5.6

5.85

12.6

39,100

47,600

47,600

42,200

59,800

73,800

78,400

114,000

64,400

39,400

81,600

112,000

36,800

3.6,800

73,800

61,400

35,600

62,900

78,400

69,100

66,000

43,600

P 97,400

94,200

52,200

47,900

46,400

72,200

36,800

38,100

f 94,200

39,400

101,000

59,800

83,000

64,400

75,300

# 50,800

56,800

47,900

59,800

94,600

75,300

# 75,300

126,000

46,400

 « 25,900

47,900

42,200

89,700

64,400

66,800

42,200

45,700

P 159,000

* Estimated 

 »# Below base

# First record in spring; may not be peak.
298 FLOODS IK THE UNITED STATES

Flood stages and discharges of 

Yellowstone River at Glendive and Intake, Mont. Continued

Date

1921 June

1922 May

June

1923 May

June

July

Oct.

1924 Apr.

May

June

July

1925 Mar.

May

June

July

1926 May

21

27

29

10

17

17

30

16

20

20

27

5-6

28-29

3

3

3

10

22-23

8

20

30

10

10

25

2

3

18

22

24

4

27

27-28

Gage

height Discharge 

(feet) (second-feet)

11.65

5.9

5.7

7.6

8.5

8.3

6.1

6.6

7.1

6.75

6.5

5.3

5.65

10.4

11.2

7.35

9.3

6.9

6.45

7.8

6.15

5.4

5.1

6.5

7.5

7.40

6.55

7.3

7.25

6.9

6.35

6.0

142,000 

46,400 

43,600 

72,200 

86,400 

83,200 

49,400 

56,800 

64,400 

57,500 

55,200 

38,100 

42,900 

119,000 

134,000 

58,300 

99,800 

61,400 

54,500 

75,300 

50,100 

39,600 

36,000 

55,200 

70,000 

59,100 

57,500 

67,600 

66,800 61,400' 

53,000 

47,900

Gage

height Discharge 

(feet) (second-feet)

22

30

23

1

15

1

5

8

19-20

13

30

7

7

11

19

22

2-3

2

11

11-12

17-18

25

11

19

28-29

29

25

6-7

20

20

12

5.7

5.8

8.5

9.4

5.6

8.6

7.2

8.2

5.8

6.98

7.60

9.00

8.35

6.75

5.90

6.65

5.48

5.35

5.30

5.2

8.7

10.14

11.11

10.11

11.3

11.50

8.15

10.0

10.89

10.97

6.44

43,600

45,000

86,400

101,000

42,200

88,000

66,000

81,600

45,000

50,800

72,200

P 94,600

84,800

59,800

61,400

56,800

40,800

40,800

P 46,100

44,900

39,300

51,600

61,200

51,600

63,100

P 55,100

35,200

53,800

63,700

P 64,800

« 20,600

 *# Below base

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

Big Horn River at Thermopolis, Wyo.

Location.- At highway bridge in sec. 36, T. 43 R. 95 W., at'east edge of Thermopolis.

Drainage area.- 8,080 square miles.

Records available.- May 1900 to December 1905; June 1910 to September 1934.

Sources of data.- U. S. Geological Survey records and 1913 and 1914 reports of Wyoming

State engineer. 

Gage.- Nonrecording gage read twice daily to tenths 1900-1915; to half-tenths 1916; to

quarter-tentha 1917-18, and to hundredths thereafter. Zero of gage is 4,304.80

feet above mean sea level. 

Stage-discharge relation.- Control shifts slightly at high stages. Hot springs near

gage prevent ice formation except during most severe winters. 

Piversions.- Practically no diversions between Thermopolis and junction of Wind and

Popo Agie Rivers. Increasingly large diversions from headwaters about 60 miles

above. Estimated total annual diversions above station in acre-feet were as followa: 1900, 120,000; 1905, 121,000; 1910, 202,000; 1920, 345,000; 1930, 386,000;

1933, 403,000..

Flood stages and discharges 

(Base discharge 7,000 second-feet)

Date

1900 June

1901 May

June

1902 June

1903 June

1904 May 

June

27

21

30

24

5

11

19

30

23

3

10

Gage

height Discharge 

(feet) (second-feet)

6.6

5.25

7.95

7.30

4.15

5.00

5.90

6.55

5.05

7.25

6.00

6.3

14,100

11,100

17,000

15,600

8,700

9,890

8,730

9,840

7,280

12,800

10,100

10,700

1905

1911

1912

June

July

June

June

June

23

2

6

2

5

10

15

28

10

19

11

7.85

5.35

5.65

4.65

6.2

5.5

4.8

5.05

7.0

11.5

10.3

Gage

height Discharge 

(feet) (second-feet)

14,200

8,700

9,350

7,010

10,400

8,880

7,340

7,890

10,000

18,000

19,500
FLOOD RECORDS - MISSOURI RIVER BASIN 299

Flood stages and discharges of Big Horn Kiver at Thermopolis, 'Vyo.--Continued

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1912 June

1913 May 

June

1914 May 

June

1915 June

1916 June

1917 June

July

1918 June

1919 June

1920 Mar. 

June

1921 June

1923 May 

June 

July

Sept. 

1924 Apr.

26

31

7

18

21

30

26

5

22

3

3

12

21

21

30

24

24

8

17

17

24

1

15

1

12

25

3

10

10

26

11

22

26

14

5

16

24

25

29

6

7

7.4

9.6

7.55

5.3

5.6

5.55

6.55

8.4

5.8,5

7.25

7.80

6.6

9.2

9.25

6.8

13.4

13.40

10.2

13.3

12.9

4.6

6.20

6.94

9.7

6.45

8.0

13.4

13.43

6.4

8.2

8.0

6.4

15

6.1

6.3

16.2

15.4

12.6

11.00

10.4

P

P

P

P

 if*

P

*

P

P

12,900

14,700

11,400

7,640

8,140

8,060

9,710

12,800

8,550

10,900

11,800

8,140

12,400

13,000

8,470

19,400

19,400

14,100

19,000

19,200

18 ,'500

4,840

7,660

9,130

13,800

8,600

11,000

20,700

20,70O

8,840

12,100

11,700

8,660

15,300

8,090

8,470

29,800

27,000

20,40O

17,300

16,200

May 

June

1925 June 

July

1926 July

1927 May 

June

1928 May

June 

July

1929 Mar.

June

1930 June

July 

Aug.

1931 June

1932 Hay 

June

1933 June

1934 May

21

31

8

18

26

1

25

5

5

11

11

19

10

16

30

30

30

30

30

9

15

11

11

18

1

13

14

16

16

4

9

9

23

25

18

26

26

4

15

15

8

7.8

9.4

8.6

10.7

6.8

6.30

6.70

7.15

7.30

7.25

7.00

5.60

6.40

8.38

9.65

9.70

9.66

9.90

6.65

5.67

5.60

9.04

9.25

5.95

6.68

6.30

5.48

9.36

9.41

6.51

6.51

7.58

6.58

6.41

8.08

8.16

7.17

9.66

9.88

4.55

P

P

P

P

P

P

P

P

P

 SHf

11,200

14,300

12,800

16,700

9,380

8,230

8,940

9,730

10,000

10,200

9,750

7,160

8,640

12,400

14,700

14,800

14,800

15,200

9,010

7,290

7,160

13,600

14,000

7,900

9,430

8,720

7,210

14,300

14,500

8,660

8,640

8,700

10,800

8,820

8,460

11,600

11,800

10,000

15,000

15,500

3,790

* Estimated 

** Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Nowood Creek at Bonanza, Wyo.

Location.- In sec. 13, T. 49, H., R. 91 W., below Paint Rock Creek, at Bgnanza.

Drainage area.- 1,7'JO square miles.

Records available.- July 1910 to September 1928 except winters.

Sources of data.- U. S. Geological Survey and 1913, 1914 reports of State engineer of

Wyoming. 

Sage.- Nonrecording gage read to half-tenths once daily (twice daily during high stages)

prior to 1919 iand to hundredths thereafter. 

Stage-discharge relation.- Control shifts. 

Diversions.- About 130 second-feet diverted above station during irrigation seasons

throughout period of record.

Flood stages and discharges 

(Base discharge 1,300 second-feet)

Date'

1911 May

June

1912 June 

July

1913 Apr.

May

Gaga

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

16

2

9

16

23

2

15

18

28

11

4.90

5.20

4.50

5.70

5.8

8.3

5.00

5.10

5.25

5.85

1,330

1,480

1,130

1,730

1,960

3,460

1,720

1,800

1,910

2,370

May

June

July

1914 Apr.

May

June

27

7

24

26

11

17

21

24

3

6.30

4.85

4.4S

5.20

5.30

5. CO

6.60

7.40

7loo

2,700

1,610

1,320

1,890

1,970

1,730

3,060

3,760

3,940

3^400
FLOODS IN THE UNITED STATES

Flood stages and discharges of Nowood Creek at Bonanza, Wyo. Continued

dage

height Discharge 

Cfeet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1914 June

1915 May

July

1916 May 

June

1917 May 

June

July

1918 Apr. 

May

June 

1919 May

1920 Mar. 

May

June

1921 May 

June

19

21

1

15

30

6

13

18

25

7

14

7

31

6

11

15

19

22

28

21

11

18

25

5

16

10

17

25

31

7

12

23

20

20

30

23

13

30

10

11

18

24

30

25

29

3

8

19

19

29

7

15

25

29

21

4.75

5.00

5.4

5.5

5.75

6.6

6.8

6.7

5.75

4.75

5.65

5.1

5.4

5.8

6.2

5.8

7.5

6.3

5.3

6.6

6.2

7.2

6.6

5.3

4.7

5.4

4.8

5.4

5.3

7.1

7.8

6.4

5.30

5.42

5.1.0

6.9

6.0

7.6

7.7

5.8

5.6

5.6

5.1

6.3

5.0

6.0

6.3

6.5

6.6

6.3

5.3

5.6

6.6

6.5

1,540

1,730

1,820

1,900

2,090

2,770

2,930

2,850

2,090

1,340

2,010

1,590

1,820

2,140

2,500

2,140

3,780

2,59O

1,740

2,880

2,500

3,480

2,880

1,740

1,310

1,820

1,380

1,820

1,740

3,380

P 4,080

2,680

. 1,660

7 1,760

1,520

3,180

2,320

2,980

3,880

P 3,980

2,140

1,980

1,980

1,690

2,750

1,610

2,460

2,750

P 2,950

3,050

2,750

1,850

2,100

3,050

2,950

May 

June 

1923 June

July 

Sept.

1924 Mar. 

Apr.

May 

June

July 

1925 May

June 

July

1926 May

June 

July

1927 May 

June

July 

1928 May

June 

July

1922 May 

June

1923 Mar. 

May

Note.- All discharge- quantities are average daily flows except as designated by "P 11 

(momentary peak).

27

1

5

13

16

21

25

29

29

28

4

16

6

19

5

15

15

23

27

8

22

22

26

31

22

30

2

6

6

17

25

25

28

7

7

9

2

18

28

9

12

20

25

28

28

4

3-3

19

27

28

30

7

7

11

6.8

5.8

6.4

6.3

5.9

5.0

6.6

7.2

7.35

5.5

6.9

4.9

6.3

7.3

6.4

7.9

8.09

6.0

6.4

5.3

6.99

7.0

5.21

6.31

5.46

5.06

5.16

4.73

5.2

5.0

6.2

6*3

6.0

5.5

5.6

5.5

5.56

6.96

5.29

6.44

6.92

6.21

6.29

7.18

7.46

4.96

5.29

5.17

6.90

5.78

5.72

6.66

7.03

4.94

3,250

2,280

2,850

2,750

2,370

1,600

3,050

3,650

P 3,800

1,930

3,500

1,430

2,760

4,040

2,870

4,880

P 5,160

2,430

2,870

1,760

3,590

P 3,600

1,650

2,730

1,840

1,530

1,620

1,300

1,680

1,520

2,690

P 2,800

2,470

1,950

2,050

1,950

2,010

3,580

1,760

2,950

3,530

2,700

2,790

3,870

P 4,260

1,490

1,770

1,680

3,500

2,360

2,250

3,260

P 3,760

1,520

North Platte River near Northgate (Pinkhampton), Colo.

Location.- In sec. 11, T. UN., R. 80 W., at highway bridge 6 miles south of ColoradoWyoming line and 6 miles northwest of Northgate.

Drainage area.- 1,440 square miles.

Records available.- May to November 1904j May 1915 to September 1934 except winters. 

Records for 1918 fragmentary.

Source of data.- U. S. Geological Survey.

Gages.- Nonrecording gage read to quarter-tenths twice daily prior to Apr. 8, 1918, and 

recording gage thereafter.

Stage-discharge relation.- Slightly shifting.

Diversions.- Decrees for diversion of 3,000 second-feet above station; probably not over 

1,500 second-feet diverted. Little increase in diversion during period of records.
FLOOD RECORDS - MISSOURI RIVER BASTS 301

Flood stages and discharges of

North Platte River near Northgate (Pinkhampton), Colo. 

(Base discharge 1,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Date

Cage

height Discharge 

(feet) (second-feet)

June

July

1925 Mar. 

May 

June

1926 Apr. 

May

June 

July

1927 Apr. 

May

July

19.28 Apr. 

May

1929 Apr. 

May

July 

1930 Apr.

May 

June

Aug.

1931 Apr.

June

1932 Apr.

May 

June

1933 May

June

1934 May

* Estimated 

*» Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

1904 May

1915 June

1916 Apr.

May

June

1917 Apr.

May

June

1918 Apr.

June

1919 Apr.

May

1920 May

June

July

1921 May

June

July

1922 Apr.

May

June

1923 May

June

July

1924 Apr.

May

June

27

4

13

20

12

19

28

3

11

23

7

12

19

19

19

24

18

1

5

11

20

14

9

21

25

31

31

16

21

27

2

11

15

26

29

6

7

19

1

8

17

17

5

19

24

22

8

30

11

15

15

1

7

12

22

29

6

10

11

27

11

16

21

11

15

24

5

13

20

23

29

8

6.80

2.80

2.80

3.1

2.8

2.8

3.4

2.8

3.6

3.2

3.05

3.5

3.6

3.7

3.6

4.8

6.0

4.0

3.8

4.8

5.8

3.05

4-. 2

5.1

3.15

3.30

3.4

4.35

4.75

4.8

4.5

4.65

4.6

3.6

3.8

3.18

3.6

3.5

4.0&

5.0

6.0

6.2

2.91

2.86

2.91

3.54

3.30

3.23

3.50

3.55

3.6

3.60

3.90

3.90

3.75

3.90

4.00

6.10

6.24

3.80

3.55

3.35

3.55

4.35

3.20

2.86

2.97

3.11

4.40

3.85

2,540

1)626

1,020

1,260

1,040

1,090

1,740

1,040

1,980

1,500

1,320

1,860

1,980

P 2,100

* 1,890

3,350

4,840

2,220

2,000

3,200

4,500

1,240

2,610

3,810

1,400

1,570

P 1,690

3,210

3,890

3,980

3,450

3,710

3,620

2,060

2,350

1,500

2,060

1,920

2,730

4,360

6,260

P 6,640

1,180

1,130

1,180

1,860

1,530

1,450

1,800

1,870

P 1,940

2,060

2,500

2,500

2,280

2,500

2,650

6,450

P 6,720

2,350

1,990

1,720

1,990

* 3,500

3,270

* 1,450

1,590

l',200

1,320

1,480

3,350

2,500

16

16

10

29

23

1

7

7

23

18

28

2

28

28

9

1

9

29

3

8

13

19

19

23

12

20

30

5

29

3

11

3

3

10

18

20

26

30

10

16

29

12

12

18

3

11

26

4

2

13

19

22

15

15

15

9

17

17

22

26

15

21

31

7

18

29

23

8

13

14

16

20

31

4.70

4.87

2.67

2.91

2.81

3.35

3.85

3.90

3.40

4.1

3.28

3.45

5.30

5.52

4.35

2.94

3.70

3.83

3.93

3.72

3.68

4.10

4.13

3.93

3.90

4.06

3.8£

2.98

3.81

3.95

4.25

5.13

5.20

3.86

3.84

3.07

2.74

3.65

3.88

4.10

4.43

4.52

4.55

4.39

3.94

3/38

2. "74

3.64

3.00

2.82

2.80

3.07

3.46

2.97

4.64

4.86

4.15

2.92

4.17

4.14

3.02

3.21

3.65

3.86

2.90

3.98

4.24

4.18

4.20

4.19

2.15

P

#

P

P

P

P

#

P

*

 »

P*

f

P

**

3,840

4,130

1,000

1,250

1,120

1,780

2,500

2,570

1,850

2,930

1,680

1,900

5,300

5,760

3,380

1,290

2,250

2,270

2,430

2,100

2,040

2,710

2,760

2,430

2,380

2,640

2,250

1,230

2,120

2,330

2,840

4,900

5,050

2,460

2,430

1,410

1,040

2,040

2,390

2,720

3,360

3,450

3,550

3,260

2,470

3,900

1,790

1,110

2,020

1,300

1,120

1,100

1,330

1,730

2,600

1,180

3,720

4,190

2,820

1,210

2,850

2,800

1,310

1,530

2,080

2,380

1,180

2,530

2,930

2,830

2,860

2,850

549
FLOODS IN THE UNITED STATES

North Platte River at Saratoga, Wyo.

Location.- In sec. 14, T. 17 N., R. 84 W., at highway bridge in Saratoga.

Drainage area.- 2,880 square miles.

Records available.- June 1903 to October 1906j April to December 1909; April 1911 to 

September 1934.

Sources of data.- U. S. Geological Survey records, except 1313-14, when reports of 

State engineer of Wyoming were used.

Sages.- Nonrecording gage read to hunclredths twice daily prior to Nov. 1, 1930; recording gage thereafter. Zero of gages is 6,773.8 feet above mean sea level.

Stage-discharge relation.- Slightly shifting owing to aquatic growth.

Diversions.- Decrees for diversions of about 4,000 second-feet above station; probably 

not over 1,800 second-feet diverted. Little increase in diversions during period 

of records.

Flood stages and discharges 

(Base discharge 4,000 second-feet)

Sage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1903 June

1904 May

June

1905 May

June

1906 May

June

1909 Apr.

May

June

1911 May

JuiVe

1912 May

June

July

1913 Apr.

May

June

1914 Apr.

May

June

1915 June

1916 May

June

1917 Apr.

May

June

1918 May

June

July

1919 May

18

26

14

24

5

9

12

25

29

6

14

29

6

13

24

29

8

20

9

17

26

2

9

17

26

31

9 

30

5

7

10

13

28

30

7

7

11

25

3

7

14

16

21

2

12

10

1

5

11

20

25

19

23

31

20

9

30

14

14

1

30

5.25

5.48

5.00

4.82

6.0

6.1

4.22

5.25

5.65

5.22

5.60

4.30

4.65

4.90

5.50

5.35

7.70

7.30

6.8

6.9

6.8

7.6

7.8

8.0

8.0

8.5

9.4

7.9

7.0

6.7

6.7

7.2

6.7

6.8

7.2

7.2

6.8

8.8

8.8

7.4

10.4

6.9

7.3

9.4

9.5

7.0

7.4

8,200

8,600

7,040

6,330

10,400

11,100

4,510

7,760

9,140

7,660

8,960

4)746

5,760

6,570

8,500

8,010

16,200'

14,700

4,830

5,040

4,830

6,570

7,03O

7,490

7,900

9,500

12,600

7,600

5,160

4,600

4,450

5,000

6,500

7,550

6,000

4,550

5,680

10,300

12,500

12,200

7,300

7,200

6,800

4,640

4,640

5,790

4,490

4,740

5,790

5,790

4,680

9,650

9,650

6,150

13,800

4,920

5,900

11,200

P 11,400

5,160

6,150

1920 May

June

1921 May

June

1922 May

June

1923 May

June

1924 Apr.

May 

June

1926 Apr.

May

June

1927 May 

June

1928 May

1929 Apr. 

May 

June

1930 Apr.

May

1931 June

1932 Apr.

3

10

26

31

9

10

19

7

19

31

12

12

29

29

10

12

27

2

11

11

11

15

29

7

15

15

2

8

8

23

10

12

18

21.

5

28

28

8

21

11

15

20

30

2

11

13

30

30

13

18

28

18

26

11

11

16

23

10

11

31

11

17

22

8.00

7.2

9.0

9.2

9.4

9.2

8.7

6.6

7.2

9.0

9.8

10.0

7.60

7.7

7.60

6.6

7.7

7.8

9.2

9.3

7. -2

6.5

7.2

7.7

7.8

8.0

6.95

7.41

7.49

6.76

6.85

6.90

6.60

6.60

7.00

9.20

9.5

8.20

7.90

7.74

8.05

7.58

6.78

6.91

8.12

8.00

9.57

9.74

7.13

7.05

6.52

7.73

8.43

9.01

9.10

8.86

6.96

7.2

6.92

6.93

6.70

6.52

P

P

P

P

P

P

P

P

P

P

 !Kr

7,970

5,780

10,800

11,300

11,900

11,300

9,930

4,240

5,780

11,900

14,900

15,700

7,380

7,720

7,380

4,270

7,720

8,060

12,800

13,200

6,070

4,010

6,070

7,720

8,060

8,740

5,280

6,750

7,020

4,710

5,160

5,310

4,440

4,440

5,600

12,800

13,900

9,370

7,970

7,450

8,460

6,950

4,760

4,940

8,370

7,970

13,400

14,000

5,400

5,240

4,020

6,370

8,330

10,200

10,600

9, -880

7,180

5,220

4,540

4,540

3,660

4,930

4,260

«* Below base
FLOOD RECORDS - MISSOURI RIVER BASIN

Flood stages and discharges of North Platte River at Saratoga, Wyo.--Continued

Date

Gage

height Discharges 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1932 May 

June

15

23

23

7

16

7.69 

8.43 

8.64 

V.14 

V.44

6,780

9,290

10,100

5,230

6,050

1933 June

1934 May

7

12

12

17

13

7.82

8.35

8.58

8.00

5.44

7,530

8,110

8,660

7,270

1,620

*» Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

North Fork of South Platte River at South Platte, Colo.

Location.- In sec. 25, T. 7 S., R. 70 W., a third of a mile above railroad station at

South Platte and below all tributaries and diversions. No change during period of 

records.

Drainage area.- 484 square miles.

Records available.- June 1909 to September 1910, April 1913 to September 4, 1934 except winters.

Sources of data.- U. S. Geological Survey. Records for 1929 furnished by State engineer of Colorado.

Gages.- Nonrecording gage read once or twice daily to half-tenths prior to May 1925 and 

water stage recorder thereafter. No change in datum. Zero of gage is 6,090.55 

feet above mean, sea level.

Stage-dlscharge relation.- Control shifting throughout period of records.

Storage, regulation, and diversions.- Numerous small fish ponds and ice reservoirs above 

do not affect flow. Adjudicated diversion of 80 second-feet in 1913 and 100 secondfeet in 1933.

Flood stages and discharges 

(Base discharge 400 second-feet)

1909 June

July

Aug.

Sept.

1910 May

July

1913 May

June

July

1914 Apr.

May

June

July

Aug.

1915 Apr.

May

June

1916 May

9

20

25

4

9

23

19

25

7

13

30

29

13

27

30

11

15

18

17

6

17

21

11

23

2

15

5

18

23

31

3

29

13

16

25

1

12

18

11

3.95

4.10

3.80

4.20

3.85

3.15

3.90

3.10

4.35

4.20

3.20

3.95

3.60

3.30

3.30

3.50

3.10

3.10

3.10

3.20

3.40

3.55

4.60

5.50

5.40

4.40

3.55

3.35

3.60

4.30

4.50

3.00

3.30

3.35

3.50

4.20

4.25

4.00

3.07

Gage

height Discharge 

(feet) (second-feet)

1,040

980

920

1,120

890

490

930

520

1,090

970

430

790

675

517

517

620

424

424

424

410

490

552

1,150

1,860

1,780

1,010

552

470

575

1,000

1,120

400

520

542

610

955

980

855

448

Date

Gage

height Discharge 

(feet) (second-feet)

May 

June

1917 May 

June

July

1918 May 

June

July

1919 May

June

July 

Aug.

1920 May

June

July 

Aug.

1921 Apr. 

May

11

1

13

20

5

18

18

10

25

27

24

31

14

22

22

16

23

4

15

21

21

9

19

21

3

19

1

3

3

8

25

25

30

8

27

26

21

24

6

30

3.05

3.05

3.05

3.35

3.55

4.50

4.8

3.55

3.00

3.0

3.35

3.30

4.10

4.40

4.30

3.60

3.40

3.50

3.5

3.70

3.75

3.05

3.10

3.00

3.05

3.45

3.40

3.25

3.60

3.80

4.40

4.45

4.00

4.00

3.40

3.20

3.05

2.60

4.00

4.00

442 

403 

403 

552 

645 

1,140

P 1,300 

645 

400 

400 

575 

552 

920

P 1,080 

1,030 

670 

575 

620 

620 

720

P 745 

420 

440 

400 

420 

598 

530 

485 

598 

575 

1,000

P 1,030 

795 

820 

552 

485 

420 

670 

870 

870
504 FLOODS IN THE UNITED STATES

Flood stages and discharges of 

North Fork of South Platte River at South Platte, Colo. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1921 June 

July

Aug.

1922 May

June

July 

Aug.

1923 May 

June

July 

Aug.

Sept. 

1924 May

June

July

1925 June

1926 Apr.

5

18

23

1

15

24

27

27

30

8

16

28

2

27

1

13

16

17

21

4

16

19

21

28

1

8

12

19

22

1

6

18

27

7

7

14

8

21

25

5,80

5.90

3.60

3.80

3.60

3.50

3.50

3.75

3.62

3.75

3.55

3.62

3.40

3.50

3.55

4.10

4.00

4.32

4.45

4.35

4.22

3.55

3.78

3.60

3.55

3.60

3.40

3.40

4.95

4.00

3.90

3.50

3.58

3.80

3.80

4.72

4.8

4.52

3.20

2.43

3.74.

1,860

P 1,910 620'

770

670

598

485

620

596

P 674

540

546

450-

480

455

695

668

971

1,060

P 1,130

906

500

629

530

515

558

470

455

568

731

662

480

450

558

585

1,300

P 1,380

1,230

470

«* 212

630

July

1927 May

1928 May

June

1929 Aug.

1930 May 

June

Aug.

1931 May

June 

July

1932 May

1933 May

July 

Sept. 

1934 May

6

25

2

7

7

13

4

6

10

18

18

17

23

30

30

8

3

6

7

31

12

19

14

14

18

27

27

2

1

23

23

3

8

23

2

5

11

13

8

10

10

3.82 

4.58 

4.63 

4.70 

5.02 

4.12 

3.20> 

3.27 

3.27 

2.98 

3.14 

3.28 

3.43 

3.87 

4.14 

3.37 

3.50 

3.83 

4.04 

3.42 

3.02 

3.10 

3.66 

3.74 

3.51 

3.69 

3.90 

3.47 

3.08 

3.11 

3.35 

3.23 

3.59

5.38

4.90

4.50

4.52

3.62

3.54

3.28

665 

1,160 

1,200 

1,260

P 1,520 

844 

424 

452 

452 

404

P 459 

512 

572 

802

P 964 

528 

612 

760

P 857 

56O 

416 

443 

660

P 670 

565 

630

P 740 

522 

443 

443

P 518

480

525

1,240

1,130

930

768

776

433

412

 in:- 308

** Below base

Hote.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Clear Creek near Golden, Colo.

Location.- In sec. 6, T. 4 S., R. 70 W., 2 miles above Golden prior to May 3, 1919, and 

in sec. 32, T. 3 S., R. 70 W., a quarter of a mile downstream thereafter} no tributaries or diversions between.

Drainage area.- 380 square miles prior to 1919 and 392 square miles thereafter.

Records available.- December 1908 to December 1909; June 1911 to September 1933, except 

winters.

Sources of data.- U. S. Geological Survey records 1911-29. Reports of State engineer 

of Colorado 1930-33.

Gage.- Recording gage. Change in location only change in datum; relation between two 

datuma not determined.

Stage-discharge relation.- Control shifted slightly nearly every year.

Storage, regulation, and diversions.- Reservoirs on tributaries have an aggregate capacity of 2,100 acre-feet. Decree for diversion of &3 second-feet of Praser River 

water into West Fork of Clear Creek. Diversion of about 25 second-feet from Clear 

Creek siove station.

Historical data.- Flood of Aug. 1, 1888, maintained crest flow of 8,700 second-feet for 

2 hours (estimated by State engineer). A cloudburst July 25, 1923, on small stream 

tributary to Clear Creek just below gage caused backwater stage of 10.2 feet at 

gage (from high-water mark); estimated crest discharge of Clear Creek below tributary, 3,000 second-feet.
FLOOD RECORDS - MISSOURI RIVER BASH? 305

Flood stages and discharges of Clear Creek near Golden, Colo. 

(Base discharge 600 second-feet)

Date

1909 June

July

Aug.

Sept.

1911 June

July

1912 May

June

July

Aug.

1913 May

June

July

1914 May

June

July

Aug.

1915 June

July

1916 June

1917 June

July

1918 May

June

July

1919 May

June

July

1920 May

June

July

1921 May

June

3

9

12

19

27

30

4

18

22

18

21

6

9

13

19

23

6

31

6

25

30

9

12

15

1

27

30

11

18

28

24

11

18

23

26

1

15

18

28

5

18

22

31

2

2

13

19

23

12

13

18

18

29

18

18

21

10

20

26

28

14

23

14

29

21

3

4

26

1

8

8

25

26

7

17

22

31

13

Gage

height 

(feet) 1

2.92

3.65

3.80

4.58

4.80

4.65

4.90

3.12

3.10

3.11

2.98

3.00

3.34

3.31

3.01

3.10

3.75

3.30

4.0

4.4

5.0

3.7

3.8

3.8

3.2

3.35

3.30

3.05

3.20

3.05

2.95

3.55

3.65

4.60

4.60

5.40

4.65

4.45

3.65

3.50

3.20

3.15

3.30

3.25

3.40

4.20

4.30

4.40

3.30

3.08

3.22

3.30

2.96

4.50

4.80

4.50

3.75

3.10

3.05

3.15

5.40

4.80

3.25

2.47

2.21

2.22

2.65

2.65

2.75

2.85

2.90

2.55

2.20

2.40

2.60

2.85

4.35

Discharge 

[second-feet)

692

1,250

1,480

1,970

2,150

1,530

2,290

792

782

800

685

700

898

877

686

740

1,22O

950

1,570

1,970

2,580

1,290

1,380

1,380

880

960

920

742

845

742

680

985

1,060

1,950

1,950

2,900

2,050

1,850

1,140

1,020

820

790

885

852

928

1,400

1,460

1,520

872

764

829

P 872

702

1,450

P 1,670

1,440

976

720

685

780

2,090

1,730

808

910

650

660

P 1,090

1,090

1,190

1,290

P 1,340

990

640

* 690

820

1,060

1,370

3,020

Date

July

1922 May

June

1923 June

July

Aug.

1924 May

June

1925 June

1926 May

June

July

Aug.

1927 May

June

July

1928 May

June

July

1929 June

July

Aug.

1930 May

June

1931 May

June

July

1932 May

June

1933 May

June

July

Gage

height Discharge 

(feet) (second-feet)

6

20

31

31

30

9

13

14

1

5

9

16

4

16

19

27

1

16

22

19

27

7

13

13

21

21

6

26

7

7

26

10

7

21

28

12

19

29

29

10

10

30

31

9

17

29

17

10

15

24

24

5

6

31

31

13

13

27

27

7

7

17

17

1

1

23

23

16

16

26

26

22

22

7

7

14

14

7

7

3.00

2.70

2.40

5.10

2.40

2.90

2.80

2.70

2.75

2.95

3.60

2.85

2.80

3,54

3.26

4.70

4.90

3.21

3.30

3.44

4.05

4.58

4.70

4.05

3.94

3.55

3.64

3.62

3.86

3.86

3.98

4.13

3.62

3.56

4.66

4.54

4.08

3.90

4.04

3.59

3.87

3.88

3.70

3.70

4.42

3.78

4.03

4.10

4.20

4.35

3.94

4.11

4.49

4.61

4.00

4.19

3.94

4.02

3.86

3.95

4.03

4.12

4.15

4.29

4.13

4.19

5.46

5.54

5.72

5.92

5.08

5.20

1,180

935

768

P 4,420

665

* 800

P 1,170

1,060

835

878

1,070

1,940

* 870

* 1,020

* 820

* 1,120

* 660

655

620

1,26O

889

* 1,500

2,180

P 2,450

648

P 720

872

1,440

1,950

P 2,100

1,010

856

628

865

650

841

841

943

P 1,080

650

607

P 1,560

1,450

1,030

875

996

628

769

776

646

653

P 1,280

722

960

P

1,130

P 1,280

641

P

1,060

1,170

704

P

662

P

615

P

698

P

770

P 854

742

P

1,410

P

1,560

P

1,190

P

* Estimated 

478O--35 20
306 FLOODS IN THE UNITED STATES

Flood stages and discharges of Clear Creek near Qolden, Colo. Continued

1933 July 10

10

Gage

height Discharge 

(feet) (second-feet)

1,380 

11.12 P* 7,200

Date 

Sept .

Sage

height Discharge 

(feet) (second-feet)

757 

8.84 P# 5,700

* Estimated

Note.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak).

St. Vrain Creek at Lyons, Colo.

Location.- 1888-91, 1895-1934 in sec. 17, Ti 3 H., R. 70 V/., below junction of North 

and South Forks at Lyons; 1892, gages on both forks above all diversions.

Drainage area.- 1895-1934, 226'square miles; 1888-92, not measured.

Records available.- August 1887 to October 1892, June 1895 to September 1934. Openwater records only prior to 1917.

Source of data.- Reports of State engineer of Colorado.

Sages.- Honrecording gage read once to three times daily prior to 1923; recording gage 

thereafter. Datum of gage used 1887-91 not related to that used 1895-1934.

Stage-discharge relation.- Control permanent; not affected by ice during flood periods.

Storage and diversions.- Total capacity of reservoirs on tributaries of South St. Vraln 

Creek, about 6,000 acre-feet. Decrees for diversion of 726 second-feet from South 

St. Vrain Creek at point about 4 miles northeast of Ward and 12 miles southwest of 

Lyons; total flow during irrigation season drverted each year prior to 1934. 

Supply Ditch diverted from 0 to 110 second-feet during irrigation seasons beginning 1878, and South Ledge Ditch diverted from 0 to 22 second-feet during Irrigation seasons beginning 1870; both ditches head just above station.

Remarks.- Except for 1892, flood peaks shown do not include water diverted In Supply 

and South Ledge Ditches, which if added would increase some peaks not shown here 

and eliminate others.

Flood discharges 

ase discharge 490 second-feet)

Date

1888 June

1889 May

June

1890 May

June

1891 May

June

July

1892 May

June

July

1895 Juno

July

1896 May

Aug.

1897 May

June

(s

19

28

31

15

23

25

30

2

21

27

9

27

13

19

25

7

29

4

10

15

24

1

8

16

14

16

25

3

22

31

30

18

18

27

1

11

26

Discharge 

econd-feet)

491

548

493

500

517

510

590

675

570

555

598

1,400

1,280

1,250

1,300

988

707

798

993

781

1,480

1,130

928

621

1,030

1,040

786

680

653

680

573

529

786

824

860

980

688

Date

1897 July

Aug.

1898 June

1899 Apr.

June

July

Aug.

1900 Apr.

May

June

1901 May

June

1902 June

1903 June

July

1904 July

1905 May

Discharge 

(second-feet)

3

9

15

19

5

17

24

27

14

20

1

29

4

22

29

5

9

24

30

9

14

20

21

29

9

15

23

9

9

13

17

23

29

17

2

2

24

28

548

860

535

497

548

551

508

508

889

1,140

985

539

761

701

918

683

738

610

882

774

610

629

667

604

667

510

730

*# 441

660

706

1,180

1,180

706

549

575

600

565

685

Date

June

1906 May

June

July

1907 May

June

July

Aug.

1908 July

1909 June

July

1910 June

1911 June

1912 May

June

July

1

4

9

22

26

23

28

13

14

22

24

30

3

6

16

2

14

18

26

3

30

19

4

3

9

16

22

16

21

6

9

12

25

28

1

8

16

26

Discharge

(second-feet)

730

1,380

1,440

530

600

780

565

1,020

685

570

700

710

635

635

832

976

784

536

904

512

566

955

1,000

«« 406

576

632

576

642

564

616

883

668

998

998

998

616

778

516

Below base
FLOOD RECORDS - MISSOURI RIVER BASIN 307

Flood discharges of St. Vrain Creek at Lyons, Colo. Continued

Date

1913 June

1914 May

June

July

1915 Apr.

June

July

1916 May

June

1917 May

June

July

1918 June

July

1919 July

Aug.

1920 Hay

11

1

10

28

2

14

20

30

26

12

20

28

21

19

16

22

1

11

18

23

30

11

13

22

14

16

29

31

3

10

27

30

Discharge

(second-feet)

## 426

600

540

870

1,340

1,040

910

670

670

750

830

750

513

540

650

810

490

615

990

1,090

990

688

1,255

1,485

590

590

500

575

950

561

691

548

Date

June

1921 Apr

May

June

July

1922 June

1923 May

June

July

1924 May

June

July

1925 June

1926 Apr.

May

Discharge 

(second-feet)

9

15

25

24

5

29

31

7

13

15

9

13

19

27

2

10

16

20

27

9

14

21

27

30

7

14

25

7

23

22

30

6

659

664

570

622

596

518

674

2,020

518

570

507

574

499

326

531

1,360

1,240

950

890

669

717

717

648

777

960

1,730

594

511

*» 328

839

537

600

Date

May 

June

July 

1927 July

1928 May

June

1929 June

July 

1930 June

Aug. 

1931 June

1932 May 

June

1933 May 

June

1934 May

28 

2

8

13

7 

12 

18

28

15 

29

29

28

14 

12

14 

2

7

16

22 

16

28

19 

2

6

12

18

20

8 

10

21

30-31

Discharge 

(second-feet)

580 

822

1,010

867

605 

498 

508

550

610 

941

665

514

509 

522

661 

502

597

507

507 

543

672

709 

768

850

790

892

988

544 

P 628

514

502

Note. 

(momentary

** Ht Below base o

 All discharge quantities are average daily flows except as designated by "P"

peak).

Republican River at Junction-City and Wakefield, Kansi

Location.- Apr. 26, 1895, to Oct. 31, 1905, at highway bridge, at north end of Washington 

Street, Junction City, Geary County, 3 miles above junction with Smoky Hill River. 

June 21, 1917, to Feb. 14, 1934, In NEj- sec. 5, T. 10 S,, R. 4 E., at highway 

bridge about 1,000 feet north of Union Pacific Railroad station, Wakefield, Clay 

County.

Drainage area.- 25,800 square miles at Junction City; 24,700 square miles at Wakefield.

Records available.- April 1895 to October 1905; June,1917 to February 1934.

Source of data.- U. S. Geological Survey.

Gages.- Nonrecordlng gages at both locations; Wakefield gage read to hundredths twice 

daily. No relation between gages has been established.

Stage-discharge relation.- No well defined control at either station. Bank-full stage 

at Wakefield, about 11 feet on the left bank, above which the river spreads out to 

a width of about 1 mile.

Regulation.- Low-water flow affected slightly by regulation at a dam at Clay Center.

Remarks.- No important tributaries enter between stations, so records are comparable.

Historical data.- Flood of June 22, 1915, rose to a point within a few feet of bridge 

floor at Wakefi.eld, which Is at gage height 22.5 feet. Discharge has been estimated as 70,000 second-feet by Corps, of Engineers, U. S. Army.

Flood stages and discharges 

(Base discharge 4,800 second-feet)

1895 June

July 

Aug.

1896 July

7

18

21

12

17

19

30

18

Gage

height Discharge 

(feet) (second-feet)

9.5

6.15

5.7

5.6

7.25.

5.85

6.05

10.97

35,000

10,400

6,000

5,320

25,000

7,200

9,100

37,500

1897 Apr. 

June 

July

1898 May

June

1899 May 

June

25

30

11

15

21

12

27

4

Gage

height Discharge 

(feet) (second-feet)

7.95

7.4

7.5

7.9

6.95

7.45

8.2

10.0

8,250

6,050

6,360

7,180

5,100

6,160

7,750

12,000

* Estimate'd
308 FLOODS IN THE UNITED STATES

Flood stages and discharges of 

Republican River at Junction City and Wakefield, Kans. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

June

July

Aug.

1924 July

1925 Feb.

1926 Aug. 

Sept.

1927 Apr.

July 

Aug.

1928 June 

July

Aug.

1929 Apr. 

May 

June

July 

1930 May

Oct.

1931 May

1932 Feb. 

Sept.

1933 Apr.

*» Below baae * Value probably too small.

Mote.- All discharge quantities are average daily flows except as designated by "P 1* 

(momentary peak).

1899 June

1900 Mar.

1901 Apr.

1902 May

June

July

Aug.

Sept.

Oct.

1903 Mar.

May

July

Aug.

1904 Apr.

May

June

July

1905 Mar.

May

June

July

Aug.

1918 May

1919 Apr.

May

June

Sept.

1920 May

Sept.

1921 June

1922 July

1923 May

9

9

13

26

8

13

1

4

12

30

21

31

27

4

14

10

15

1

14

19

23

30

16

4

14

17

26d

29

\

5

12

16

26

6

8

13

1

14

19

25

31

6

21

24

2§

29

8

28

1

7

24

10

4

4-5

10

10

21

15

2

5

12

27-28

28

6.8

6.8

7.6

7.5

7.4

9.67

9.3

13.7

3.4

7.6

8.9

8.5

6.6

6.7

8.7

9.5

7.17

IS. 27

7.87

8.9

18.2

8.27

8.45

6.87

8.22

9.1

6.78

8.6

7.6

8.58

7'. 3

10.55

12.85

10.65

10.45

6.7

7.42

7.15

7.35

9.0

9.0

6.5

7.55

8.55

8.7

11,15

15.3

9.0

8.28

8.58

6.45

7.S5

8.2

7.1

11.05

10.7

9.7

6.6

6.6

6.4

8.00

7.65

10.26

4,880

5,010

7,800

7,500

7,200

14,000

12,900

23,100

10,200

7,800

11,700

10,500

4,900

5,150

11,100

13,500

6,450

26,100

8,550

11,700

* 47,500

9,750

10,400

5,550

9,600

12,300

5,350

9,490

7,080

9,440

6,440

15,200

23,300

15,500

14,900

5,260

6,690

6,130

6,540

10,600

10,600

4,900

6,970

9,360

9,750

17,200

35,400

10,600

8,680

9,440

«# 4,650

6,230

8,6SO

5,910

P 18,200

16,800

13,100

4,920

4,920

*# 4,580

8,260

7,380

13,400

4

5

9

12

23

28

3

13

20

23

13

23

13

15

6

12

15

15

17

15

19

19

23

4

13

17

20

21

3

13

24

28

21

25

8

11

14

16

19

23

30

4

4

a

20

12

2

11

11

20

24

29

8

8

12

5

8

16

6

6

86

1

1

24

24

12.86

11.72

11.81

11.77

6.93

8.58

6.65

8.18

6.85

6.63

7.11

7.01

1.02

7.20

8.05

8.70

10.45

11.15

10.28

10.34

10.91

11.62

8.18

9.50

7.13

9.22

7.54

8.97

8.56

10.36

7.26

7.58

8.59

9.17

7.94

7.03

8.16

8.65

7 '.71

6.85

8.57

10.21

10.24

8.50

7.83

7.79

6.85

8.52

8.60

6.95

8.05

6.91

8.97

9.64

7.57

8.08

8.33

7.97

7.27

8.60

8.67

8.41

8.85

8.04

8.46

P

P

P

P

P

P

P

P

P

80,100

17,000

17,300

17,300

5", 910

9,280

5,280

8,360

5,700

5,280

5,910

5,700

4,900

5,270

6,880

8,500

12,800

14,800

12,500

12,500

14,100

16,100

7,690

10,800

5,410

10,000

6,370

9,550

8,610

13,100

5,410

5,970

3,560

9,840

7,100

5,400

7,720

8,560

6,700

5,060

8,560

12,000

12,000

8,350

6,900

6,890

4,890

8,350

8,560

5,290

7,300

5,090

8,450

§,720

5,820

5,650

5,990

6,500

4,880

7,430

7,820

7,860

8,760

6,200

7,220
FLOOD RECORDS - MISSOURI RIVER BASIN

Kansas River at ien, Kans.

Location.- In SWj sec. 12, T. 11 S., R. 6 E., at highway bridge a quarter of a mile below Sevenmile Creek, three-quarters of a mile south of Ogden, Riley County, 2 miles 

below Clark Creek, and 10 miles below point where Smoky Hill and Republican Rivers 

unite to form Kansas River.

Drainage area.- 45,200 square miles.

Records available.- June 1917 to September 1934.

Source of data.- U. S. Geological Survey.

Gage.- Konrecording gage read twice daily prior to June 15j 1934; recording gage thereafter.

Stage-discharge relation.- Control shifts. Bank-full stage, about 18 feet.

Regulation.- Low-water flow affected by operation of power plants at Junction City, Kans,

Flood stages and discharges 

Base discharge 7,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1917 Aug.

1918 June

1919 Mar.

Apr.

May

June

Sept.

1920 Aug.

Sept.

1921 May

June

1922 Apr.

July

Nov.

1983 May

June

July

1924 Aug.

1925 June

1926 Sept.

1927 Apr.

June

July

Aug.

17

8

16

10

4

16

19

82

5

12

22

28

20

3

12

9

9

12

12

28

12

29

5

10

10

29

4

14

22

22

28

12

15

18

15

19

19

23

4

13

17

21

1

21

4

13

16

9.7

11.4

15.25

12.15

11.7

10.1

10.4

10.1

11.6

15.15

10.8

12.9

10.7

10.4

10.36

9.93

10.01

11.59

11.70

10.36

11.75

14.73

15.91

17.81

18.15

11.66

13.27

11.83

11.69

14.22

9.36

12.54

14.40

14.33

15.36

16.87

17.31

14.50

11.90

13.53

16.11

16.11

10.09

12.64

10.43

16.14

14.26

6,930

11,400

23,400

13,800

12,500

8,250

9,010

8,250

12,200

23,100

10,000

16,000

9,210

8,430

8,310

7,070

7,310

11,600

P 11,900

8,310

11,500

20,300

24,400

31,200

P 32,600

11,200

15,700

11,500

11,200

P 18,700

*# 5,610

11,700

16,400

16,100

20,800

25,700

P 27,100

18,100

11,300

15,400

23,000

23,000

7,010

13,000

7,660

23,000

17,500

Aug.

Sept.

1928 June

July

Aug.

Nov.

1929 Mar.

Apr.

May

June

July

4930 May

June

Sept.

Oct.

1931 May

1932 Feb.

June

July

Sept.

1933 Apr.

Aug.

Sept.

1934 June

25

29

7

10

18

21

25

9

12

14

19

24

26

31

4

4

9

14

18

5

21

12

12

2

12

25

13

7-8

8

6

8

15

12

17

7

7

26

20

6

10

18

24

25

2

13

13

22-24

22

15.46

13.50

12.46

12.42

12.48

18.26

13.59

13.95

15.20

15.02

14.35

11.87

12.45

14.35

16.59

16.93

15.58

15.56

11.42

10,41

14.84

16.04

16.23

12.97

13.54

11.91

13.12

15.82

16.14

13.89

14.19

13.08

10.15

10.27

11.21

11.60

10.94

11.49

13.51

12.38

11.04

11.85

10.59

11.53

14.10

14.70

12.45

12.53

21,100

15,400

12,800

12,500

12,800

12,300

15,600

16,700

20,200

19,600

17,800

11,300

12,500

17,800

24,700

P 25,700

21,400

21,400

8,960

8,240

18,500

22,400

7 23,100

13,000

14,400

10,200

13,300

22,600

P 23,700

15,700

16,600

13,500

7', 200

7,050

8,050

P 9,750

8,250

9,170

14,200

11,300

8,100

10,200

7,280

9,170

15,900

P 17,800

10,900

P 11,100

#* Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
310 FLOODS IN THE UNITED STATES

Kansas River at Topeka, Kans.

Location.- Aug. 1, 1904, to June 11, 1917, on Melan arch highway bridge at Kansas Avenue, 

Topeka, Shawnee County; June 12, 1917, to Apr, 3, 1918, on Chicago, Rock Island & 

Pacific Railway bridge, 1,800 feet above Melan bridge; Apr. 4, 1918, to November 

1927, 300 feet below railway bridge; and on Melan bridge thereafter.

Drainage area.- 56,400 square miles.

Records available.- August 1904 to October 1916; April 1917 to September 1934.

Sources of data.- Gage-height record obtained in cooperation with U. S. Weather Bureau. 

Discharge records from U. S. Geological Survey.

Gage.- Nonrecording gage read once daily Aug. 1, 1904, to June 11, 1917, November 1927 

tc September 1934, and read twice daily during open-water season June 12, 1917, to 

Apr. 3, 1918. Recording gage Apr. 4, 1918, to November 1927. Recording gage 

record was not reliable and was supplemented by readings from nonreeording gages. 

Zero of gage on Melan bridge is 854.62 feet above mean sea level and for other 

gages was 855.37 feet above mean sea level. All gages read practically the same at 

high stages.

Stage-discharge relation.- High-water control formed by bridges and levees and probably 

did not change from 1904-21, but changes have occurred since. Ratings are defined 

up to about 70,000 second-feet. Flood stage, about 21 feet.

Historical data.- Gages were established simultaneously by the U. S. Geological Survey 

on Apr. 14, 1904, on" the Atchison, Topeka & Santa Fe Railway bridge and on the 

Chicago, Rock Island & Pacific Railway Taridge with zero of gages set at 857.37 and 

860.187 feet respectively above mean sea level. A flood record was kept at the 

latter gage from Apr. 24 to Aug. 31, 1904. Flood of May 1903 reached elevation of 

888.00 feet at former location, 890.06 feet at latter location, ajid 32.7 feet at 

Melan bridge (discharge, about 220,000 second-feet). Flood of July 7, 1904 reached 

stage of 26.85 feet at Melan bridge (discharge, about 130,000 second-feet). Flood 

of June 10, 1844, was 8.5 feet higher than that of 1903 at a point 6 miles upstream 

and was estimated by U. S. Weather Bureau to have been 42.2 feet on present gage at 

Topeka.

Flood stages and discharges 

(Base discharge 17,800 second-feet)

1905 Mar. 

May

July 

Aug.

Sept. 

1906 Aug.

1907 July

1908 May

June 

July

Aug.

1909 May 

June

July

Sept. 

Nov. 

Dec. 

1910 Jan.

May

2

15

26

2

6

27

5

10

1

20

17

5

9

20

6

12

24

31

9

13

21

1

11

17

26

8

23

28

21

9

23

28

8

12

10

15

4

13

21

28

31

23

28

12.5

11.7

15.7

14.4

11.3

12.4

15.4

17.6

11.3

11.7

14.2

12.3

11.2

12.2

12.6

12.0

14.1

16.3

27.9

24.1

20.4

17.0

11.8

15.1

13.4

11.2

13.7

13.3

12.2

11.4

11.8

11.6

16.6

18.3

12.8

20.3

15.0

18.0

11.2

13.3

11.3

11.3

11.8

Gage

height Discharge 

(feet) (second-feet)

23,200 

19,800 

39,700 

32,500 

18,200 

22,800 

38,000 

50,900 

18,200 

19,800 

31,500 

22,300 

17,800 

21,900 

23,600 

21,000 

30,900 

43,100 

141,000 

102,000 

69,900 

47,200 

20,200 

36,300 

27,400 

17,800 

28,900 

26,900 

21,900 

18,600 

20,200 

19,400 

44,900 

55,300 

24,500 

69,200 

35,700 

53,400 

17,800 

26,900 

18,gOO 

18,200 

20,200

 » Ustimated

May

June

Aug.

1911 Feb.

July

Aug.

Oct.

1912 Feb.

Mar.

Oct.

1913 May

1914 June

1915 May

June

July

Aug.

Sept.

Oct.

1916 Feb.

May

June

31

10

10

18

18

27

15

4

21

21

29

12

13

23

18

29

5

12

20

24

1

6

8

10

15

17

20

31

2

7

15

18

20

31

2

28

17

19

15

25

12

14

22

15.0

15.9

11.2

17.2

15.3

11.9

13.4

14.0

13.4

17.9

16.0

12.9

13.6

13.2

13.2

18.1

12.0

21.6

23.7

21.0

18.3

12.7

12.2

12.0

18.4

21.6

20.6

18.2

18.1

17.3

12.4

12.7

14.0

11.7

11.8

13.0

14.8

16.1

15.7

12.1

11.4

13.2

12.1

Gage

height Discharge 

(feet) (second-feet)

35,700

40,800

17,800

48,400

57,400

20,600

27,400

30,400

27,400

52,800

41,400

25,000

28,400

26,400

26,400

54,000

21,000

79,200

98,200

74,300

55,300

24,100

21,900

21,000

56,000

79,200

71,400

54,700

54,000

49,100

22,800

24,100

30,400

19,800

20,200

25,400

34,600

42,000

39,700

21,400

18,600

26,400

21,400
FLOOD RECORDS - MISSOURI RIVER BASIN 311

Flood stages and discharges of Kansas River at Topeka, Kans. Continued

Date

1917 June

1918 May 

1919 Mar.

Apr. 

May

June

Sept.

1920 Apr.

1921 May 

June

July

1922 Apr. 

July 

Nov.

1923 May 

June

July

Oct. 

1924 Aug. 

1925 June

1926 Sept. 

Oct.

1927 Apr.

June

height Discharge 

(feet) (second-fee

3

7

30 

17

11 

5 

16

5

12

23 

30

13

10 

18

3

6

9 

12 

13

30

6

10 

5 

14

4 

23 

5

18

16 

4

12

16 

19

14

18

17.3

18.3

11.5 

18.1

14.45 

12.75 

12.0

12.7

17.3

12.35 

11.85

10.9

14.6 

14.15

13.2 

11.7

13.72 

14.27 

11.52

11.88 

14.60

20.90 

14.20 

12.15

10.43 ** 

10.09 ## 

11.4

13.25

15.47 

13.00

11.50

15.97 

19.50

12.20

16.60

49,100

55,300

20,600 

54,100

32,700 

24,600 

21,400

24,300

49,000

22,900 

20,800

18,100

33,000 

31,200

26,500 

20,200

28,700 

31,900 

20,400

21,400 

32,600

69,800 

30,700 

22,100

16,100 

15,700

18,500

24,000

35,900 

24,400

19,100

38,600 

59,300

21,300

41,900

Gage

height Discharge 

(feet) (second-feet)

June 

Aug.

Sept. 

Oct. 

1928 June

July

Aug.

Nov.

1929 Mar. 

Apr. 

May 

June

1930 May

1931 Sept. 

Nov.

1932 June

1933 Aug.

1934 July

 »* Below base 

Note.- All discharge quantities are average dally flows.

Kansas River at Bonner Springs, Kans.

22

9

14

26

9

3

20

26

10

12

16

20

1

6

8

15

18

8

20

13

2

23

3

8

14

6

16

2

17

24

21

26

25

12.75

11.08

16.80

12.68

13.60

10.8

11.0

11.5

11.6

15.1

11.8

11.2

10.6

13.3

13.7

11.9

15.1

11.8

21.6

14.4

15.5

13.0

11.0

21 .9

11.5

16.0

14.6

13.7

10.6

12.7

9.5

10.1

7.8

23,600

18,000

43,000

23,200

26,800

18,700

19,400

21,200

21,500

34,600

22,300

20,100

18,000

27,800

29,300

22,600

34,600

22,300

66,900

31,900

36,200

26,700

19,400

69,000

21,200

38,200

32,600

26,700

19,200

25,600

## 14,500

** 16,400

## 10,600

Location.- In NWi sec. 32, T. 11 S., R. 23 E., at highway bridge at Bonner Springs, half

a mile below Wolf Creek and 18 miles above mouth of river. 

Drainage area.- 59,600 square miles. 

Records available.- July 1917 to September 1934. 

Source of data.- U. S. Geological Survey. 

Gage.- Nonrecording gage read twice daily.

Stage-discharge relation.- Not permanent; seriously affected By Ice. 

Regulation.- No effect on flood discharges. 

Historical data.- Discharge for flood of May 1903 estimated as 260,000 second-feet at

mouth of river by Corps of Engineers, U. S. Army.

Flood stages and discharges 

(Base discharge 20,000 second-feet)

1918 May

1919 Mar.

Apr.

May

June

Sept.

1920 Apr. 

July

1921 May.

June

Gage

helght Dis charge 

(feet) (second-feet)

Gage

30

17

17

11

30

6

17

6

13

24

14

14

11

11

19

14.9

21.75

22.2 P

14.3

10.75

12.9

10.6

11.0

15.35

10.45

10.35

11.4

18.4

19.0 P

12.7

45,700

104,000

109,000

41,900

21,900

33,400

21,200

23,100

48,600

20,500

20,000

25,100

71,400

76,500

31,700

1922

1923

1924

1925

1926

Date

July

Mar.

Apr.

July

Nov.

June

July

Oct.

June

Sept.

4

7

15

10

13

14

1

7

11

6

15

4

5-6

20

17

height

(feet)

12.1

10.8

11.9

17.4

15.6

11.84

10.55

12.93

20.34

12.80

10.76

9.40

13.14

17.78

13.49

Dischargi

( second-f ei

28,300

21,500

27,800

63,200

50,300

27,200

21,200

33,400

88,600

32,800

22,100

*» 16,000

34,100

67,800

37,300

*# Below base
FLOODS IH THE UNITED STATES

Flood stages and discharges of Kansas River at Bonner Springs, Kans.-- Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1926 Oct.

1927 Apr.

May 

June

Aug.

Sept. 

Oct.

1928 June 

July 

Aug.

Hov.

5

13

2

10

16

20

20

7

6

14

18

11

15

26

9

3

8

25

13

5

9

18

13.91

11.80

14.99

10.89

17.18

20.66

20.85

10.69

10.76

12.18

15.95

10.17

15.41

11.50

13.06

12.35

12.02

10.22

12.45

12.22

12.99

17.05

39,000 1929 Feb.

26,600 Mar.

47,200 Apr.

23,600

63,000 May

91,500 June

92,700

22,700

23,100 1930 Apr.

30,300 May

54,200 June

20,400

49,900 Sept.

26,600 Oct.

35,40p 1931 Sept.

32,000 Nov.

29,700

20,200

32,000 1932 June

30,800 July

35,600 1933 Aug.

60,200 1934 June

26

7

21

21

14

3

8

24

17

9

7

17

10

17

3

15

18

24

21

5-6

27

26

12.68

10.48

21.90

22.20

13.72

18.25

10.79

14.42

10.14

18.38

13.10

13.14

11.36

10.33

11.94

12.64

14.79

16.68

10.82

12.44

8.70

7.08

32,300

21,000

106,000

P 110,000

38,100

69,600

22,500

42,400

22,300

72,200

35,900

38,200

28,600

23,200

31,300

35,300

48,200

60,200

25,600

30,600

** 15,900

** 9,940

<Nf Below base

Mote.- All discharge quantities are average daily flows except as designated by "P* 

(momentary peak).

Smoky III 11 River near Abilene and at Solomon, Kans.

Location.- Aug. 1, 1904, to Sept. 30, 1921, in SEf sec. 23, T. 13 S., R. 1 E., at highway bridge at Sand Springs, 3 miles above Holland Creek, 4 miles west of Abilene, 

Dickinson County, and about 9 miles below mouth of Solomon River. Subsequent to 

Oct. 10, 1922, in SEt sec. 19, T. 13 S., R. 1 E., at highway bridge 500 feet below 

mouth of Solomon River and 1 mile south of Solomon, Dickinson County.

Drainage area.- 18,700 square miles.

Records available.- November 1904 to September 1921 near Abilene, October 1922 to September 1934 at Solomon.

Sources of data.- Gage-height records furnished by U. S. Weather Bureau. Discharge records by U. S. Geological Survey.

Gages.- Honrecording gage near Abilene read to tenths once daily except for period from 

June 19, 1918, to Sept. 30, 1921, when it was read to quarter-tenths twice daily. 

Honrecording gage at Solomon read to tenths once daily.

Stage-discharge relation.- Hot permanent at either station; affected by ice. Bank-full 

stage, about 22 feet near Abilene and 24 feet at Solomon. Backwater effect from 

power plant about 10 miles below Abilene station began about 1919 and was cause for 

discontinuance of station.

Regulation.- Some regulation from mills upstream and on tributaries.

Remarks.- Ho important tributaries enter between the two stations, so discharge records 

are comparable.

Historical data.- A flood gage set to undetermined datum was maintained at Solomon location from Apr. 11 to July 15, 1904. Maximum stage recorded was 27.9 feet on July 

10 and 11. Levels run to high-water marks_indicate that elevation was about 26.4 

feet on present gage. High-water marks for flood of May 1903 were 35.0 and 28.4 

feet for Solomon and Abilene stations respectively.

Flood stages and discharges 

(Base discharge 3,800 second-feet)

Date

1905 May 

June

July 

Aug.

1906 May

1907 July

1908 June

26

29

4

21

25

8

3

26

1

11

1C

Gage

height Discharge 

(feet) (second-feet)

10.6

10.1

16.5

13.4

16.3

21.2

10.5

9.0

8.7

24.0

23.4

4,420

4,100

8,850

6,420

8,690

12,800

4,360

3,440

3,280

15,600

14,800

June 

July

1909 May 

June

July

Nov. 

Dec.

26 

1

19 

23 

22 

21

27-28

14-15

25

17

4

Gage

height Discharge 

(feet) (second-feet)

21.7

11.4

14.5

15.3

17.8

15.5

11.9

11.0

10.2

13,200 

4,980 

3,910 

3,970 

7,250 

7,890 

9,890 

8,050 

5,330 

4,70O> 

4,160

'«-.'- Below base
FLOOD RECORDS - MISSOURI RIVER BASIN 313

Flood stages and discharges of 

Smoky Hill River near Abilene and at Solomon, Kans. Continued

Gage

Date

1910 Jan.

1911 Aug.

1912 Apr.

May

July

Aug.

Oct.

1913 May

1914 July

1915 Ltay

June

July

Aug.

Sept.

Oct.

1916 June

1917 May

June

Aug.

1918 May

June

Oct.

1919 Mar.

Apr.

May

June

Sept.

1920 Aug.

15

21

29

13

1

9

15

7

22

13

9

11

29

12

25-26

1

5

10

17

22

27

5

12

18

21

31

27

18

16

23

30

3

9

17

31

7

11

17

11

2

5

8

15

18

21

5

14-15

22

27

27

height

(feet)

11.5

11.2

12.1

16.7

10.7

14.4

16.2

11.7

16.4

11.5

12.4

7.8

17.4

20.6

23.3

17.5

15.9

18.8

13.8

21.8

14.5

22.2

11.3

15.1

12.6

14.4

16.0

17.8

18.6

13.4

10.5

10.1

11.1

12.8

10.2

17.0

10.4

15.55

14.9

13.8

11.6

11.6

11.3

13.9

lfe.5

12.8

21.3

11.95

18.5

13.55

Discharg<

(second-fe<

5,050

4,840

5,470

9,010

4,490

7,170

8,610

5,190

8,770

5,050

5,680

«# 2,790

9,570

12,200

14,700

9,650

8,370

10,700

6,720

13,300

7,250

13,600

4,910

7,730

5,820

7,170

8,450

9,890

10,500

6,420

4,360

4,100

4,770

5,970

4,230

9,250

4,360

8,110

7,610

6,780

5,190

5,190

4,980

6,860

6,560

6,050

12,800

5,440

10,500

6,600

Gage 

Date height Discharge

(feet) (second-feet)

Sept.

1921 May

1923 May

June

July

Sept.

1924 May

1925 June

1926 July

Sept.

1927 Apr.

May

June

Aug.

Sept.

1928 June

July

Aug.

1929 Apr.

May

June

July

193CT May

June

Sept.

1931 May

July

1932 June

July

Sept.

1933 Apr.

Aug.

Sept.

1934 June

2

11-12

30

13

17

3

23

1

27

18

18

21

6

10

21

5

21

29

8

23

29

12

21

25

10

22

23

13

2

13

13

9

6

16

10-11

9

10-11

21

7

9

3

17

22

25

5

18

22

9.7

12.2

17.85

25.96

22.2

14.95

12.95

13.45

12.4

13.94

19.74

22.1

13.3

21.2

26.5

13.4

26.8

23.2

20.1

17.4

18.5

24.1

21.8

17.9

28.0

13.7

18.8

23.4

19.5

21.2

24.5

21.7

18.5

20.6

13.4

13.4

11.9

13.4

18.9

22 .2

17.2

18.7

13.1

16.8

12.6

12.1

22.1

3,900

5,610

7,500

14,200

11,000

5,450

4,220

4,450

3,850

3,860

6,800

10,100

4,180

9,440

13,400

4,240

13,700

10,900

8,670

6,900

7,700

13,500

10,900

7,250

18,400

4,460

7,940

10,800

7,620

8,550

12,000

10,800

7,700

9,600

4,260

4,700

3,860

4,260

8,210

11,300

7,010

8,060

4,060

6,750

4,260

3,980

11,200

«* Below base

Note,- All discharge quantities are average daily flows except as designated by 

(momentary peak). Break in record: Oct. 1, 1921, to Oct. 24, 1922.

Solomon River at Niles, Kans.

Location.- In KWi sec. 31, T. 12 S., R. 1 W., 6th Principal meridian, at highway bridge

three-quarters of a mile west of Niles, Ottawa County, and about 15 miles upstream

(by river) from confluence of Smoky Hill and Solomon Rivers. 

Drainage area.- 6.710 square miles.

Records available.- May 1897 to November 1903, October 1917 to September 1934. 

Source of data.- U. S. Geological Survey. 

Gages.- Nonrecordlng gage read probably to tenths once daily 1897-1903; to quarter-tenths

twice daily 1917-20; to hundredths twice daily 1921 to Apr. 25, 1934; recording

gage thereafter. No relation between gage datums of 1897-1903 and 1917-34; latter

datum lowered 2 feet on Sept. 30, 1922. 

Stage-discharge relation.- Affected, by ice. Control shifts. Bank-full stage, about 30

feet (1897-1903 datum) and about 24 feet (present datum). 

 Remarks.- Discharge record from Oct. 1, 1917, to May 14, 1919, obtained from station

formerly operated near Bennington, Kans. Ho important tributaries enter between

this station and the one at Niles.
314 FLOODS IN THE UNITED STATES

Flood stages and discharges of Solomon River at Niles, Kans. 

(Base discharge 1,800 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

June 

July

Sept.

1924 Aug.

1925 Aug.

1926 July 

Sept.

Oct. 

Nov.

1927 Mar. 

' Apr.

May

June

Aug.

Sept.

Oct.

1928 May 

June

July

Aug.

1929 Apr. 

June

July

1930 May 

June

Aug. 

Sept. 

Oct. 

1931 May

July 

Aug.

1932 June 

July 

Aug. 

Sept.

1933 Apr.

Aug.

1934 June

*# Below base * Value probably too small.

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

1897 June

July

1898 June 

1899 May

June

July

1900 Mar.

Apr.

Sept.

1901 Apr.

1902 June

July

Aug.

Oct.

1903 Mar.

May

June

July

Aug.

Sept.

1918 May

June

Sept.

Oct.

1919 Apr.

May

June

July

Sept.

Oct.

1920 Apr.

Aug.

Sept.

1921 May

June

July

1922 June

1923 May

June

15

19

26

2

10 

28

5

9

16

26

1

10

19

16

13

3

22

2

11

31

10

1

8

14

19

15

22

1-2

17

22

27

3

30

4

16

5

8

19

23

31

11

24

6

4

28

10

10

1

4

14

20

5

16

22

24

26

26

1

13

21

1

10

10

8

7

3

29

6

11

11

13.5

20.0

13.5

21.17

10.3 

14.45

23.6

21.5

13.25

12.9

18.75

12.9

20.2

13.4

13.4

16.0

14.6

27.6

22.1

20.2

14.5

29.1

18.1

17.3

14.4

22.7

13.5

15.6

32.1

21.5

25.0

33.8

17.2

14.4

SO. 2

25.9

25.7

28.2

16.7

16.9

13.6

14.35

9.5

14.75

22.6

9.8

10.1

25.0

25.25

15.65

11.4

10.8

15.1

16.2

17.1

11.0

10.0

6.10

23.40

24.06

26.58

26.66

2,000

4,500

2,000

5,380

«« 1,180 

2,360

6,240

5,200

1,940

1,890

3,900

1,870

4,630

2,020

2,020

2,900

2,410

7,040

5,040

4,370

2,380

7,780

3,640

3,360

2,340

5,000

1,860

2,490

9,860

4,560

6,760

* 10,600

3,010

2,120

4,070

6,220

6,140

7,090

2,840

2,910

1,880

4]oTO

7,450

4,340

2,270

4,210

2,080

3,390

3,520

4,210

1,850

4,000

8,360

1,960

2,070

10,000

P 10,200

4,430

2,560

2,320

4,170

4,700

P 5,150

2,400

2,030

** 916

7,180

7,600

9,230

P 9,300

16

3

5

28

19

19

3

3

17

8

20

21

13

17

15

20

24

5

10

13

20

20

5

14

17

20

28

7

10

19

30

2

23

23

28

10

17

23

9

9

23

12

12

23

12

29

8

13

5

5

15

21

13

17

6

8

8

31

9

13

20

9

17

2

2

16

25

25

24

21

22

23.13

14.62

14.32

14.36

13.86

14.0

12.91

13.22

19.37

16.60

22.19

22.40

17.30

13.89

11.69

25.01

18.05

16.08

20.39

13.59

26.87

27.05

15.85

21.68

20.44

18.30

21.66

17.50

19.97

12.56

13.10

12.40

12.52

19.54

19.72

26.26

21.28

22.02

27.48

27.53

24.08

36.48

26.67

IS. 46

17.23

14.74

18.20

12.29

12.20

16.07

16.80

12.65

15. RO

11.93

11.83

18.70

13.35

21.58

22.32

15.68

14.82

16.08

12.19

19.57

19.70

P

P

P

P

P

P

P

P

P

P

P

7,000

2,860

2,740

2,780

2,410

2,490

1,840

1,950

4,130

3,030

5,270

5,350

4,180

2,670

1,840

8,480

4,530

3,640

5,760

2,550

9,760

9,860

3,500

6,480

5,760

4,680

6,480

4,280

5,540

2,150

2,350

2,080

2,120

5,280

5,380

9,340

6,260

6,640

10,200

10,200

7,450

8,750

8,860

2,220

3,900

2,740

3,810

2,420

4,420

4,710

2,510

2,300

2,460

2,100

2,060

3,720

4,040

2,220

3,580

1,940

1,870

4,950

2,550

6,400

6,800

3,540

3,140

3,720

2,060

4,820

4,860
FLOOD RECORDS - MISSOURI RIVER BASIN

Big Blue River at Randolph, Kans.

Location.- In SWj sec. 12, T. V S., R." 6 E., at highway bridge half a mile above Fancy 

Creek and three-quarters of a mile east of Randolph, Riley County.

Drainage area.- 8,880 square miles.

Records available.- April 1918 to September 1934.

Source of data.- U. S. Geological Survey.

Gages.- Nonrecording gage read to quarter tenths or hundredths twice daily prior to May 

15, 1934; recording gage thereafter.

Stage-discharge relation.- Affected by ice. Control fairly permanent between high-water 

periods. Bank-full stage, about 20 feet.

Regulation.- Plow affected by power plant at Blue Rapids.

Historical data.- High-water marks for important floods from 1897 to 1912 have been indicated by Mr. John Nord, of Randolph, and have been reduced to U. S. Geological Survey gage datum.

Flood stages and discharges 

(Base discharge 8,000 second-feet)

1897 Apr. 

1899 May 

June

1902 July 

Aug.

1903 May 

Aug.

1904 July

1905 Sept.

1907 July

1908 May

June

July 

Aug.

1909 July 

Nov. 

Dec.

1910 June

1911 Oct.

1912 Feb. 

Mar.

1918 May

1919 Mar. 

Apr. 

May

June

Sept.

1920 Apr. 

June

1921 June 

July

1922 July

1923 Apr. 

June

Gage

-he i ght Di s charg e 

(feet) (second-feet)

Date

25

21

3

10

31

31

26

6

17

18

22

29

V

12

30

16

20

8

15

3

9

2

19

21

28

23

28

16

10

4

15

4

11

22

12

26

IV

2

5

19

12

24

4

9

21.45

21.6

21.0

2V. 25

21.95

31.7

2V. 85

20.5

19.85

18.6

18.75

24.2

30.95

25.0 l

20.V

20.0

18.6

23.25

24.85

22.1

23.45

21.6

20.6

25.1

20.9

13.15

15.3

13.1

IV. 0

13.65

11.55

14.35

20.30

15.3

12. V

11.65

18.2

19.1

IV. 6

11. V

14.7

13.65

15.00

19.69

12,100

15,200

12,000

IV, 800

11,000

8,140

12,000

21,300

13,400

9,690

8,260

IV, 900

19,400

17,000

8,370

12,600

11,100

13,200

20,500

Gage

height Discharge 

(feet) (second-feet)

June

July

Dot.

1924 June

July

1925 June

Aug.

1926 Sept.

Oct.

Nov.

192V Apr.

June

Aug.

Sept.

Oct.

1928 Aug.

1929 Mar.

Apr.

May

June

1930 May

June

Aug.

1931 Sept.

Oct.

Nov.

1932 June

Sept.

1933 Aug.

1934 May

12

14

2

2V

23

3

19

8

13

18

15

10

15

15

19

30

4

9

15

18

24

8

2

6

V

7

22

12

1

23

2

8

16

5

IV

1

26

12

25

5

1

24

15

19.1V

11.86

14.89

11.78

12.04

IV. 98

19.66

11.53

11.63

12.05

IV. 13

14.19

13.03

16. V4

20.63

13. V9

12.25

19.25

18.64

14.1V

12.00

IV. 09

12.83

14.54

12.81

16. V5

12.V5

15.45

22.18

16.26

12.11

22.42

14. V9

16.58

12. V8

16.05

IV. 74

11.91

17.20

12.40

13.58

14.27

5.60

19,500

8,630

12,800

8,370

8,630

IV, 500

20,000

8,250

8,380

8,900

15,100

11,400

9,800

14,600

19,900

10,800

8,84.0

IV, 900

17,100

11,400

8,600

15,100

9,560

11,800

9,560

14,700

9,440

12,900

22,300

13,600

8,V40

28,700

12,300

15,000

9,640

9,200

16,900

8,500

16,000

9,120

10,000

11,600

** 1,940

*» Below base 

Note.- All discharge quantities are average daily flows.
316 FLOODS IN THE UNITED STATES

Osage River at and near Ottawa, Kans.

Location.- Aug. 26, 1902, to May 31, 1914, In NEi see. 35, T. 16 S., R. 19 E., at Main 

Street Bridge, Ottawa, Franklin County, 1 mile upstream from Skunk Creek, about 1 

mile downstream from Elghtmile Creek, and about llr miles downstream from waterworks dam of city of Ottawa; Oct. 27, 1918, to Sept. 30, 1934, In NWj sec. 6, T. 

17 S., R. 20 W., 100 feet upstream from highway bridge on East Seventh Street, li 

miles southeast of Ottawa, and about 2 miles below first location.

Drainage area.- 1,240 square miles, 1902-14; 1,260 square miles, 1918-34.

Records available.- August 1902 to October 1905; November 1918 to September 1934; gageheight record and estimated discharges for periods April to July 1911-13 and April 

to May 1914.

Sources of data.- IT. S. Geological Survey records except gage-height records 1911-14, 

which were furnished by U. S. Weather Bureau.

Sages.- Honrecordlng gage read to tenths 1902-5, 1911-14; recording gage thereafter. 

Zero of gage from 1911-14 estimated to be about 0.6 foot higher than that from 

1902-5. Elevation of z^ro of gage at East Seventh Street 852.6 feet above mean sea 

level. No relation has been determined between daturas at Main Street and East 

Seventh Street.

Stage-discharge relation.- Affected by ice. Controls permanent. Bank-full stage, about 

24 feet at Main Street and about 27 feet at East Seventh Street.

Regulation.- Extreme low-water flow regulated at city waterworks upstreem.

Remarks.- Flood of Nov. 18, 1928, had a stage of 37.6 feet at Main Street. Discharge 

records prior to 1928 revised above 13,000 second-feet for this report.

Historical data.- Flood occurred on July 8, 1909, during period when no continuous records were kept; stage, 35.9 feet at Main Street and 37 feet at East Seventh Street 

(discharge, estimated, 47,000 second-feet). This flood was probably the second 

largest since 1844 and has been exceeded only by the flood of Nov. 18, 1928.

Flood stages and discharges 

(Base discharge 3,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

1902 Sept.

Oct.

Dec.

1903 Feb.

Apr.

«4

June

Aug.

Sept.

Oct.

Nov.

1904 Mar.

Apr.

May

June

July

Sept.

1905 Mar.

May

July

Aug.

Sept.

1911 Apr.

1912 Apr.

May

1

7

24

6

21

28

4

13

26.

1

8

16

10

8

15

2

26

25

7

9

17

27

30

30

12

16

20

27

27

4

8

8

3

29

26

4

28

19

10

16

19

5

2

13

26

13.5

IS. 9

12.75

22.3

11.6

8.6

8.9

9.9

24.0

23.5

10.8

15.9

7.0

21.5

17.1

12.8

16.6

24.15

13.75

9.55

24.25

9.4

31.8

34.3

7.85

7.5

15.05

26.25

26.6

7.35

30.15

30.7

13.3

17.0

16.08

25.45

9.7

10.8

12.35

23.45

26.28

3.7

13.8

13.2

6.5

6,450

7,170

6,240

11,400

4,600

3,480

3,570

3,960

13,200

12,600

4,320

6,750

4,200

10,600

7,650

6,240

7,440

13,400

5,700

3,840

13,400

3,760

29,300

P 40,300

3,240

3,150

6,300

16,100

P 16,800

3,120

24,300

P 25,800

5,450

7,400

6,860

14,900

3,880

4,320

5,000

12,500

16,300

#* 1,920

6,000

5,700

3,030

*# Below base

Date

July

1913 Apr.

May

1914 Apr.

1918 Oct.

1919 Mar.

Apr.

June

1920 June

Sept.

1921 Mar.

May

June

Aug.

1922 Mar.

Apr.

May 

July

1923 May

June

Oct.

1924 May

1925 June

1926 Apr.

Oct.

1927 Apr.

5

9

7

14

22

2

9

9

18

18

10

10

10

10

3

9

14

14

9

10

10

28

11

11

18

16

4

10

10

28

9 

13

25

1

11

12

16

1

4

4

12

12

5

2

9

heigh-

(feet

8.6

17.5

6.5

6.4

9.8

8.6

10.3

12.5

21.7

22.35

13.9

16.3

11.4

16.55

12.15

11.6

24.85

25.9

11.6

24.7

21.2

10.2

22.9

26.6

20.3

20.5

16.10

32.49

32.9

19.40

9.61 

12.10

18.6

12.77

31.0

30. 03

7.71

7.01

12.80

14.2

10.10

11.16

22.70

22.6

17.54

Gage

Discharge

3,680

8J070 

3,030 

3,000 

4,160

3J680

3,250

4,280

9,180

9,530

5,070

6,210

3,810

6,340

4,140

3,840

11,000

11,600

3,840

10,900

8,870

3,170

9,840

12,000

8,370

8,580

6,280

22,300

23,700

7,970

3,000

4,250

7,530

4,600

17,800

16,900

2,050

l,YgO

4,570

5,320

3,180

3,710

9,600

9,540

6,740
FLOOD RECORDS - MISSOURI RIVER BASTS 317

Flood stages and discharges of Osage River at and near Ottawa, Kans. Continued

Date

1927 Apr.

May 

June

Aug. 

Oct.

1928 Feb. 

Apr. 

June

July 

Nov.

Dec.

1929 Jan. 

Feb.

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

16

21

21

8

3

21

1

16

2

2

7

7

3

19

1

17

18

14

17

11

26

27.3

30.85

31.38

25.65

17.32

24.00

10.48

20.77

24.37

24.92

13.85

11.60

22.98

18.40

10.45

38.65

36.96

13.27

15.50

19.90

15.15

12,300

17,300

P 18,800

11,300

6,6OO

10,300

3,130

8,500

10,600

P 10,900

4,770

3,670

9,7VO

7,210

3,090

P 58,400

46,300

4,250

5,390

# 5,600

5,230

Apr*

May 

June

July 

Nov.

1930 May

1931 June 

Nov.

July

1933 May

1934 May

1

21

14

5

23

12

1

8

8

12

19

25

25

21

28

8

19

19

15

15

17.40

22.40

26.85

13.50

13.00

15.86

10.57

11.57

11.97

7.02

16.00

29.30

29.67

21.31

11.03

29.16

16.20

17.70

16.22

17.78

6,440

9,410

12,200

4,250

4,100

5,610

3,000

3,440

P 3,610

*# 1,550

5,660

14,000

P 14,800

8,320

3,170

13,900

6,150

P 7,030

6,270

P 7,140

*» Below base 

* Estimated

Note.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak).
318 FLOODS IN THE UNITED STATES 

Part 7. Lower Mississippi River Basin

Mississippi River at St. Louis, Mo.

Location.- Foot of Market Street, St. Louis.

Drainage area.- 701,000 square miles.

Records available.- Fragmentary gage-height estimates 1785-1858; dally gage-height records January 1861 to December 1934; discharge measurements 1866, 1872, 1880-81, 

1892, 1895-1919, 1922, 1927-34; dally discharge records 1928-34.

Sources of data.- Gage-height records by Mississippi River Commission and U. S. Weather 

Bureau; discharge measurements and daily discharge records by Mississippi River Commission 1866-1933 and U. S. Geological Survey 1933-34.

Gage..- Nonrecording gage. Readings reported to hundredths prior to Jan. 1, 1890, and 

to tenths thereafter except for occasional annual maximum readings, which are reported to hundredths. Zero of gage is 379.796 feet above mean Gulf level and 

379.95 feet above mean sea level (1929 general adjustment, U. S. Coast and Geodetic 

Survey). All gage-height records referred to same datum.

Stage-discharge relation.- Continually subject to change; affected by ice, Irregularity 

of slope, natural instability of channel, and river stabilization works involving 

levees, dredging, etc. Pl'ood stage, about 30 feet.

Remarks.- Only those gage-height crests which were 0.7 foot or more above preceding and 

following low points were used in this compilation. Irregularity of conditions affecting stage-discharge relation made it inadvisable to apply results of discharge 

measurements to determination of daily discharge for any extended periods before or 

since measurements were made*

Flood stages 

(Base gage height 20.0 feet)

Date

1785 Apr.

1826

1828

1838 May

1843 May

1844 June

1845 June

1846 May

1849 Mar.

1851 June

1852 May

1853 May

1855

1856 May

1858 June

1861 Apr.

May

July

1862 Apr.

June

July

1863 Mar.

1864 May

1865 Apr.

May

July

Aug.

1866 Mar.

Apr.

June

Sept.

1867 Feb.

May

June

July

1868 Apr.

May

1869 Apr.

June

July

Sept.

1870 Apr.

1871 Mar.

28

2

28

27

10

10

10

20

7

9

15

12

15

3

26

13-14

30

1-2-14

4

14

1

8

28

9

17

15

7

25

22

22

21

1

4

15

24-26

9

18

17

14-15

22

4

11

5

24

1

5

16

4

Gage

height

(feet)

# 42.0

33.81

36.4

27.0

27.2

41.39

32.4

25.0

27.4

36.61

28.0

30.0

37.1

27.4

37.21

22.04

25.47

23.89

31.45

20.91

20.77

20.58

** 18.02

20.33

25.11

20.03

26.81

23.70

22.96

20.44

20.77

26.77

20.46

21.06

24.46

28. SI

26.73

24.06

24.23

26.81

26.66

20.37

24.19

20.78

22.51

21.28

2.7.95

29.31

20.31

23.16

26.21

20.57

Date

Mar.

1872 May

June

July

1873 Apr.

May

June

July

1874 June

1875 May

June

July

Aug.

1876 Apr.

May

June

July

Sept.

1877 Apr.

Mav my

June

July

1878 Mar.

Apr.

May

June

Aug.

1879 July

1880 June

July

1881 Mar.

Apr.

May

June

July

17

22

12-14

26

11

13

31

10

10-11

19-20

3

7-8

25

11-12

30

3

6

20

10

19

26-27

7

19

16

12

24

20

14

4

12

25

8

22

15

1

3

12

12

20

2

17

6

5-6

21

4

22

Oct. 12-13

Nov.

1882 Feb.

Mar.

Apr.

26

20

22

12

16

Gage

height

(feet)

21.82

21.80

23.00

21.60

25.45

22.33

24.42

25.25

25.00

**18.40

24.60

20.10

23.80

28.75

24.00

29.80

24 .-20

29.30

32.00

26.25

27.20

30.10

28.35

22.25

22.85

23.55

25.55

26.60

26.55

22.85

22.00

21.25

22.75

25.75

20.20

21.15

20.15

25.50

22.30

24.95

27.80

33.65

21.85

24.70

24.80

22.40

21.00

25.15

29.50

28.20

20.10

23.50

Date

May 1

12

June 3

24

July 5-6

1883 Feb. 18

26

Apr. 23

May 23

29-30

June 26

July 17

Aug. 3

1884 Mar. 28

Apr. 9-10

25

May 7

June 12-13

27

July 18

Opt. 2

14

1885 Mar. 16

Apr. 6

19

May 3

31

June 17

23

July 10

Sept . 9

15

1886 Feb. 13

Mar. 30

Apr. 21

May 13

June 28

1887 Mar. 19

Apr. 3

1888 Mar. 28

Apr. 15

24

May 24

June 4

19

July 1

11-12

1889 June 1

1890 July 1

1891 Apr. 25

May 4-5

June 10

Gage

height

(feet)

24.85

24.40

28.10

27.70

32.20

25.80

26.25

20.50

26.50

26.00

34.80

24.50

21.45

25.45

28.10

23.95

25.20

21.70

21.60

20.90

22.20

20.40

24.10

20.75

20.45

26.10

20.15

27.10

26.75

21.10

20.30

22.25

23.20

23.15

23.70

27.00

20.45

20.10

20.65

25.60

23.15

23.32

28.05

29.38

26.10

27.20

25.48

24.82

20.6

23.6

20.8

22.9

* Estimated 

** Below base
FLOOD RECORDS - LOWER MISSISSIPPI RIVER BASIN

Flood stages of Mississippi River at St. Louis, Mo. Continued

Dat

1891 June

July

Aug.

1892 Apr.

May

June

July

1893 Mar.

Apr.

May

June

July

1894 Mar.

May

1895 July

Dec.

1896 MayJune

July

1897 Jan.

Mar.

Apr.

May

July

1898 Mar.

May

June

July

1899 Apr.

May

June

,

July

1900 Mar.

1901 Apr.

1902 June

July

Aug.

Oct.

1903 Mar.

Apr.

May

June

July

Sept.

Oct.

1904 Mar.

Apr.

May

June

July

1905 May

June

July

Aug.

Sept.

;e

25

4

22

8

22

19

5

9

13

19

13-14

22

3

29-30

3-4

27

8

10

11

9

22

26

6

23

7

7

3

11

2

4

24

6-7

23

6

18

1-2

9

27

1

14

26

5-6

14

11-12

16

18

18

15

4

26

30-31

9

11

22

8

18

20

10-11

19

27

3-4

17

11

30

19

29

29

20

2

8

22

1

12-13

20

6

16

7

15

4

21

Gage

height

(feet)

23.2

23.7

20.0

27.0

26.5

36.0

34.8

31.1

20.2

22.4

24.2

26.8

31.6

28.2

28.2

21.8

21.6

20.2

23.4

»* 16.8

23.4

27.7

25.0

21.8

24.8

21.9

28.0

28.9

30.9

22.7

25.2

21.2

27.2

21.0

25.4

23.2

22.2

25.68

25.2

21.2

24.7

24.1

24.8

23.8

23.53

22.5

P 22.58

21.1

24.5

26.89

20.6

20.9

25.2

24.3

22.1

24.4

21.2

38.0

20.1

20.8

20.3

21.7

22.4

25.3

24.7

33.5

T 33.6

22.3

24.6

28.9

25.5

£4.2

28.3

20.6

20.1

20.5

24.9

25.8

21.3

30.20

Date

1906

1907

1908

1909

1910

1911

1912

1913

1914

1915

1916

Mar.

Apr.

May

June

Jan.

Apr.

May

June

July

Mar.

Apr.

May

June

July

Mar.

Apr.

May

June

July

Nov.

Dec.

Jan.

Mar.

May

June

Feb.

Apr.

May

June

Mar.

Apr.

June

Feb.

Apr.

June

July

Aug.

Sept

Oct.

Jan.

3

31

15

8

10-11

25

23

22

18

6

16

28

25-26

11-12

13

11

19-20

20

20

4-6

13

23

14

20

2

14

21

3

15

16

20

8-9

5

13

14

27

10

12

23

5

5

30

21

19

27

27

16-17

21

27

27

15-16

16

4

15-16

24

23

5-6

21

22

14

18

22

3

31 -

Feb. 1

1917

1918

Feb.

Mar.

Apr.

May

June

Apr.

May

June

July

June

24

31 -

Apr. 2

22

5-6

20

31

10

25

3

24-25

4

14

2

12

Gage 

height

(feet)

23.5

25.8

26.20

22.3

20.1

22.0

26.3

20.3

21.4

21.4

23.7

24.5

28.0

21.0

20.1

20.5

24.2

34.9

P 34.95

31.5

22.3

25.2

25. 0

21.1

21.8

26.2

26.1

26.0

P 35.5

35.25

20.6

22.5

21.3

#. .25.2

P# 31.9

22.5

24.90

23.9

*# 19.90

30.7

P 30.8

30.3

21.4

23.1

25.7

P 25.8

27.20

20.40

23.4

P 23.5

20.8

P 20.9

31.3

28.6

31.6

31.3

30.1

P 30.6

30.4

22.6

24.3

24.2

22.2

31.40

21.2

26.2

26.0

24.0

26.8

30.0

29.0

24.9

20.3

22 »9

25. a

32.90

22.3

£0.8

Date

1919

1920

1921

1922

1923

19S4

1925

1926

1927

1928

1929

1930

1931

1932

1933

1934

Mar.

Apr.

May

June

Oct.

Mar.

Apr.

May

July

Apr.

May

July

Mar.

Apr.

May

June

June

July

June

Apr.

Sept.

Oct.

Mar.

Apr.

May

June

Oct.

Jan.

Apr.

June

Nov.

Mar.

Apr.

May

June

July

June

June

Dec.

Jan.

Apr.

May

Apr.

Dec.

24

16

23

1

11

22

7

7

16

30

30

30

31

10

24

4

22

5

18

29

14

1

17-18

17

28

2

19

19

1

17

14

20

2-3

25

9

12

20

8

8

22

5

26

11

18

29

8

15

25

6-8

7

13

7

10

10

10

14

22

22

30

23

18

6

12

28

4

16

21

9

27

11

20

21

15

1

8

12

17

30

28

3

P

P

P

P

P

«

P

P

P

P

 *#

* »

tttt

tttt

Gage 

height

(feet)

23.1

23.1

21.4

22.5

26.90

23.3

24.4

24.5

22.5

20.6

20.7

27.8

27.6

27.4

28.0

27.0

28.0

21.9

21.0

21.5

23.0

21.1

23.9

24.0

24.2

26.5

33.7

33.95

28.7

20.7

21.5

22.0

26.3

19.9

20.9

23.0

24.2

29.4

29.5

27.3

31.0

36.1

30.3

27.3

29.8

33.0

30.0

27.7

23.3

23.4

21.7

21.6

21.8

24.2

24.4

20.3

27.6

27.75

21.8

28.45

28.4

29.1

30.5

34.6

32.1

31.8

33.2

30.8

23.8

20.6

21.7

19.6

13.3

22.11

17.87

21.0

27.0

26.4

9.5

14.8

# Ice gorge «* Belew base

Note..- Unless designated by "P" (momentary peak) gage-height values are the usually 

published daily readings.
FLOODS IK THE UNITED STATES

Mississippi River at Memphis, Tenn.

Location.- U. S. Engineer gage at foot of Beale Street, Memphis, Shelby County.

Drainage area.- 924,200 square miles (data of U. S. Weather Bureau).

Records available.- Fragmentary records of flood stages 1828-67; daily gage-height records November 1871 to December 1934. Miscellaneous discharge measurements 1892- 

1904.

Sources of data.- Mississippi River Commission except for occasional supplementary gage 

readings by U. S. Weather Bureau.

Gage.- Nonrecordlng gage. Readings reported to hundredths prior to Jan. 1, 1890, and to 

tenths thereafter except for occasional annual maximum readings, which are reported 

to hundredths. Zero of gage is 184.21 feet above mean sea level,

Stage-discharge relation.- Continually subject to change; affected by irregularity of 

slope, natural instability of channel, and river stabilization works involving 

levees, dredging, etc. Bank-full stage, about 33 feet.

Remarks.- Only those gage-height crests which were 2.0 feet or more above preceding and 

following low points were used in this compilation. Irregularity of conditions 

affecting stage-discharge relation made it inadvisable to apply results of measurements to determination of daily discharge for any extended periods before and since 

measurements were made.

Flood stages 

(Base gage height 29.0 feet)

1828 

1844

1849

1850

1851

1852

1858

1859

1862

1865

1867

1872

1873

1874

1875

1876

1877

1878

1879

1880

1881

1882

1883

1884

1885

1886

1887

1888

1889

1890

1891

1892

Date 

July

Feb.

May

Mar.

Apr.

June

May

Mar.

Apr.

Mar.

Apr.

May

Mar.

May

Apr.

Aug.

Jan.

Feb.

Apr.

May

Apr.

May

Jan.

Jan.

Mar.

Mar.

Apr.

Mar.

May

July

Mar.

Apr.

July

Mar.

Apr.

Jan.

Apr.

May

Mar.

May

Apr.

June

Jan.

Feb.

Mar.

Mar.

May

June

8, 16

14-21

11

21-23

23

12-13

26

24

3

17

19

15

2

1

15-17

12

11

8-9

19

29

2

29 **

20

24-29

2-3

31

27-28

6

22-25

12

6-8

22-23

1

1-3

1-2

28

28

22

10

7

11-12

27 ##

27-31

20

16-17

10

2-3

1-2

-*» Below

Gage 

height 

(feet)

32.86 

33.16

30.86

33.56

33.16

32.96

34.16

34.06

34.78

33.68

54.80

31.50

32.50

31.85

30.40

33.40

34.00

32.90

33.05

29.80

33.00

34.08

32.85

32.05

29.10

28.10

31.60

33.40

31.70

29.40

33.30

35.15

32.20

30.00

34.75

52.50

30.25

34.15

33.05

29.25

34.80

30.60

35.30

30.32

34.20

26.55

33.3

3S.6

35.60

34.90

34.6

34.4

base

1893

1894

1895

1896

1897

1898

1899

T xyuu onn

1901

1902

1903

1904

1905

1906

1907

1908

1909

1910

1911

1912

1913

1914

1915

Date

Mar. 3 

May 15-17

June

Feb.

Jan.

Apr.

Mar.

Feb.

Apr.

Jan.

Apr. 

Mar.

May

Mar.

Apr.

Dec.

Mar.

Apr.

June

Apr.

May

Mar.

Apr.

Nov.

Feb.

Mar.

A]

May

June

Mar.

Apr.

Hay

Mar.

May

June

July

Jan.

F(

Mar.

Feb.

Apr.

Jan.

Mar.

Apr.

May

Feb*

Apr.

Apr.

Feb.

June

10-14

19-20

23-25

15-16

20-21

4-6

10-11

22-24

1-11 

19

6

20-22

21

10-11

29-30

20

29

18-20

11

10

21

15

30

3

30 -

pr. 3

15

21

3-4

24-25

19-21

25-26

22

18

21-22

23-24

31 -

5b. 2

19

16-17

25-26

7-8

9

6

11

4-5

9-10

9

15

17-18

10-11

Gage 

height 

(feet)

33.0 

35.2

33.5

29.00

«* 24.04

29.4

37.66

33.6

37.22

29.0

35.20

OQ Art && ts(

32.12

30.8

P 30.9

29.4

30.0

40.10

34.4

33.0

39.20

32.3

** 28.93

37.07

29.2

40.30

35.4

31,4

29.4

35.0

35.55

35.0

35.2

38.60

33.4

29.4

33.6

30.4

33.12

29.1

36.42

31.1

33.1

45.23

38.9

40.4

46.1

P 46.55

32.63

36.08

31.1

Gage 

Date height 

(feet)

June 29 - 

July 1 29.1

1916

1917

1918

1919

1920

1921

1922

1923

1924

1925

1926

1927

1928

1929

1930

1931

1932

1933

1934

July

Aug.

Feb.

Apr.

Jan.

Apr.

June

Mar.

Jan.

Mar.

May

Nov.

Dec*

Feb.

Apr.

Ma-v way

Apr.

Jan.

Apr.

Apr.

M

Feb.

Mar.

Jan.

Apr.

June

Mar.

Apr.

Oct.

Jan.

Feb.

Apr.

June

Dec.

Apr.

May

July

Feb.

Apr.

May

Jan.

Feb.

Mar.

Apr.

Dec.

Feb.

Apr.

Jan.

Feb.

Mar.

Apr.

May

Mar.

22-24

29

9

14-15

16-17

10

20-23

1-2

17

29

19-21

13

22-23

6

5

7

27

8

6-7

1-2

29 -

lay 1

16-17

27

18-20

14

6-7

3

19-20

15-18

12

13

23-25

14-15

25-27

13-14

2-3

10

5-6

11

22-28

22-23

19

14-17

15 **

24-25

19-20

13

11-13

5

4-5

11

28-30

19

29.3

30.9

43.4

34.3

29.1

40.38

34.1

30.00

31.1

 zr? -Z

O I »O

31.5

29.8

31.9

30.3

40.3

38.7

32.5

29.9

29.1

42.5

42.3

34.1

36.3

34.1

30.8

29.5

29.0

31.0

31.3

37.7

37.8

45.8

39.0

29.3

30.8

33.0

35.8

32.8

41.1

41.5

34.7

29.0

29.5

24.4

29.3

38.7

32.0

32.3

31.2

31.6

40.4

39.9

30.2

P Momentary peak
FLOOD RECORDS - LOWER MISSISSIPPI RIVER BASIN 521

Mississippi River at Viokaburg, Miss.

Location.- On left bank of Yazoo Canal, about 1,600 feet above junction with. Miaaiaaippi 

River, Viokaburg.

Drainage area.- 1,144,500 square milea (data of Missiasippi River Commiasion).

Records available.- Fragmentary records of flood stagea 1828-67. Daily gage-height records December 1871 to December 1934. Diaoharge reoorda 1858 and intermittent recorda 1903-34.

Source of data.- Miaaiasippi River Commiasion.

G-age.- Nonreoording gage. Readinga reported to hundredtha prior to Jan. 1, 1890; to 

tenths thereafter except for occasional peak atagea, which are reported to hundredtha. Zero of gage ia 46.16 feet above mean Gulf level

Stage-discharge relation.- Continually subject to change; affected by irregularity of 

slope, natural instability of channel, and river atabilization worka involving 

levees, dredging, etc.

Ramarka.- Only thoae gage-height oreats which were 1.0 foot or more above preceding and 

following low pointa were uaed in this compilation. Irregularity of conditions 

affecting atage-discharge relation made it inadvisable to apply reaulta of meaaurements to determination of daily discharge for any extended periods before and 

ainoe meaaurementa were made.

Flood stages 

(Baae gage height 31.70 feet)

Date

1828

1844

1849

1850

1858

1859

1862

1865

1867

1872

1873

1874

1875

1876

1877

1878

1879

1880

1881

1882

1883

1884

1885

1886

June

Apr.

June

June

Apr.

Apr.

May

June

Mar.

May

Dec.

Feb.

May

Apr.

Aug.

Jan.

Feb.

May

July

Feb.

May

June

Jan.

Mar.

May

June

Feb.

Apr.

Jan.

Apr.

July

Feb.

Mar.

May

Dec.

Mar.

Apr.

June

Jan.

Mar.

Feb.

Mar.

May

July

Mar.

28

26

4

26

21

27

2-3

1

11-13

29-30

26-30

10-11

2-5

21

16-29

17

24

10

21-22

6

8-13

25-26

10-11

24-27

10

5-6

17

14-15

29-31

8-9

19

5

10-12

10

5-6

20-21

7

26

11-12

30

25

3

27-20

10-12

4-5

6

Gage 

height 

(feet)

46

46

46

47

46

48

51

46

49

39

32

39

40

35

35

45

43

40

38

42

44

40

36

41

40

33

40

40

39

39

35

39

43

34

33

41

41

34

48

43

39

3G

32

49

42

34

40

33

38

.3d

.18

.38

.08

.98

.28 .'10

.43

.02

.50

.80

.70

.60

.50

.80

.70

.00

.80

.50

.20

.90

.10

.30

.60

.15

.00

.95

.75

.60

.45

.30

.90

.15

.30

.05

.85

.62

.90

.75

.80

.70

.20

.20

.00

.40

.60

.90

.70

.95

1887

1888

1889

1890

1891

1892

1893

1894

1895

1896

1897

1898

1899

1900

1901

1902

1903

1904

1905

1906

1907

Date

May

Mar.

May

Apr.

June

Jan.

Mar.

July

Mar.

Apr.

Jan.

Apr.

Mar.

May

Mar.

May

Feb.

Apr.

May

Apr.

Feb.

Apr.

June

Apr,

Feb.

Apr.

May

Feb.

Apr.

Mar.

May

July

May

Apr.

Jan.

June

Apr.

June

July

Mar .

Apr.

June

July

Jan.

Feb.

Mar.

Apr.

Dec.

Feb.

Apr.

7-9

26-31

15

26

13

29

11

3

15

23-27

20-21

2-4

3

10

13-15

62-23

27

2

28

20-21

. 3

25

21

9-10

16

13-14

24-25

22

1-2

22-23

17-23

27

3-4

8-9

16

17-18

17 P

5-7

20

26-28

25

21-24

25

27-29

12

6

16

17-18

7-9

20

26

7

12-13

9-10

Gage 

height 

(feet)

44

44

38

44

34

33

33

34

48

49

33

48

33

48

42

48

40

40

36

32

31

32

39

33

52

43

49

43

39

32

47

33

34

32

41

41

41

39

51

43

46

38

34

37

37

40

33

32

38

33

47

37

49

45

.15

.70

.20

.17

.95

.78

.55

.43

.0

.00

.6

.1

.6

.4

.4

.3

.3

.9

.6

.1

.7

.6

.0

.4

.3

.1

.4

.0

.6

.9

.30

.00

.0

.6

.50

.2

.22

.6

.80

.2

.85

.8

.3

.6

.3

.75

.4

.0

.0

.9

.15

.0

.65

.4

Date

May 28-29

June 27 -

July 2

Aug. ' 6

1908 May 1-2

June 5-8

1909 Apr. 1-2

May 27

Aug. 1-2

1910 Feb. 7-8

Mar. 25-26

June 7

25

1911 Mar. 6

May 6

1912 Jan. 14

Apr, 12

May 7-8

1913 Feb. 16-17

Mar. 14

Apr. 27-28

1914 Apr. 26

1915 Feb. 28 -

Mar. 1

June 20-21

July 9-11

Sept. 7

1916 Feb. 15

Apr . 24-26

July 6

26-27

1917 Jan. 22-24

Feb. 9-10

Apr. 23

June 30 -

July 1

1918 Mar. 8

May 9

29-30

1919 Jan. 22-23

Apr. 10-11

June 3

Ko'v. 21-22

Dec. 29-31

1920 Jan. 1

Feb. 13

Apr . 27

1921 Feb. 26-27

Apr. 18-19

May 8

Dec . 17

1922 Jan. 12

Apr. 23

1923 Feb. 27-28

Gage

height

(feet)

45.5

40.0

31.8

47.5

47.80

48.00

44.0

40.6

37.1

40.60

33.4

34.7

34.5

45.13

39.0

51.65

48.4

48.8

38.2

52.20

41.16

43.90

41.7

41.4

40.2

53.85

45.2

39.4

32.2

35.3

34.4

49.98

43.8

37.66

35.3

35.0

40.1

46.37

42.6

39.4

43.6

42.5

50.90

36.4

44.2

44.55

34.1

35.1

54.85

44.9
322 FLOODS IH THE UNITED STATES

Flood stages of Mississippi River at Vicksburg, Miss. Continued

Date

1923 Apr. 9-10

June 7-9

27-29

1924 Jan. 29

Mar. 9-10

22

Apr. 20

May 14

June 13-15

1925 Mar. 8

Apr. 4

Nov. 26-27

1926 Feb. 8

Mar. 12-13

Apr. 27-29

Oct. 25

Gage

height

(feet)

47.90

42.2

42.0

44.0

36.0

34.6

40.4

38.1

39.4

35.20

32.6

33.5

34.6

36.2

39.9

40.80

## Below base

P Momentary peak 

Note.- Break in record: 

1878, to Jan. 19, 1879; May

Date

Dec. 9

1927 Jan. 21

Feb. 22-24

Apr. 22 

May 4 

June 26-27

1928 Jan. 2-4

Feb. 27-28

Apr. 2 

May 10 

July 12-16 

Dec. 4-5

1929 Feb. 13

Apr. 25-26 

June 6-7

Dec. 3

Gage

height 

(feet)

33.3

46.5

49.3

55.1 

58.40 

48.5

38.9

36.7

35.9 

47.0 

49.30 

34.0

40.9

52.7 

55.2

32.0

Date

1930 Feb. 3

Mar. 23-25

May 30-31

1931 Apr. 20

1932 Feb. 28-29

Apr. 22

May 11-12

July 20

1933 Jan. 19-20

Feb. 12-14

Mar. 11-12

Apr. 22-28

June 10

1934 Mar. 24

Apr. 13-14

Gage

height

(feet)

45.7

40.2

35.0

«* 31.4

51.9

40.4

31.7

32.2

38.3

39.0

38.1

48.0

48.9

32.3

35.3

Sept. 1 to Oct. 31, 1877. Fragmentary records: Aug. 25, 

22 to Dec. 15, 1879; Aug. 7, 1880, to Jan. 22, 1881.

Mississippi River at Baton Rouge, La.

Location.-. U.S. Engineer gage at "Xazoo & Mississippi Railroad station, Baton Rouge, 

Baton Rouge Parish*

Drainage area.- 1,235,000 square mile a (data of U. S. Weather Bureau).

Records available.- Dally gage-height records January 1872 to December 1934.

Source of data.- Mississippi River Commission.

Gage.- Nonreebrdlng gage. One value per day reported to hundredths prior to Jan. 1, 1890s 

to tenths once dally Jan. 1, 1890, to Dec.. 31, 1895; two dally values reported to 

tenths thereafter, except for annual maximum stages generally reported to hundredths. Subsequent to Dec. 31, 1895, morning readings have been used In this report unless designated by "P" (momentary peak). Zero of gage is D.4S foot below 

mean Qulf level.

Stage-discharge relation.- Continually subject to change; affected by irregularity of 

slope, natural Instability of channel, and river stabilization works involving 

levees, dredging, etc. Bank-full stage, about 25 feet.

Remarks.- Only those gage-height crests which were 1.0 foot or more above preceding and 

Following low points were used In this compilation.

Historical data.- Dates and stages of early* floods are Apr. 1, 1851, 34.53 feet; 1862, 

36.3.07 fefeet; 1869, 34.49 feet; 1871, 34.52 feet.

Flood stages 

(Base gage height 26.0 feet)

Date

1872 May 7

June 3-5

1873 Mar. 16

June 17

1874 Feb. 13-14

Apr. 16

1875 May 13

Sept. 1-4

1876 May 8

1877 June 1

1878 Apr. 1

May 19

1879 Feb. 15-17

1880 Jan. 31 -

Feb. 6

*» Bfelow

Gage

height

(feet)

29,65

26.10

28.32

29.85

26.10

36.15

29.75

27.25

33.40

29.65

28.15

29.35

26.10

26.30

base

Date

Apr. 22-24

1881 Apr. 8

1882 Mar. 26

1883 Apr. 9

1884 Jan. 15

Mar. 24

1885 Jan. 30-31

Mar. 29

May 11-16

1886 Mar. 9-11

May 31 -

June 2

1887 Apr. 10

May 16

1888 Apr. 29 -

May 3

Gage

height

(feet)

33.20

30.05

35.95

35.08

26.83

36.20

31.90

27.50

30.15

28.55

32.10

33.55

27.90

32 .SO

Date

June 15-18

1889 Feb. 12

Mar. 14

1890 Apr. 21

1891 Apr. 26 -

May 7

May 5, 5

1892 June 26-28

28

1893 Mar. 16-18

June 23

1894 Mar. 2

Apr. 5-6

1895 Apr. 6

1896 Apr. 23-25

height

(feet)

26.30

26.20

26.75

36.6

35.5

P 35.55

38.4

P 38.45

30.2

38.4

29.4

30.9

«* 23.6

28.8
FLOOD RECORDS - LOWER MISSISSIPPI RIVER BASIN

Flood stages of Mississippi River at Baton Rouge, La. Continued

Date

Gage 

height Date

(feet)

1897

1898

1899

1900

1901

1902

1903

1904

1905

1906

1907

1908

1909

1910

1911

1912

May

Feb.

Apr.

Feb.

Apr.

Mar.

May

Apr.

Jan.

Apr.

7,

July

Apr.

June

Apr.

June

July

Feb.

May

Dec.

Feb.

Apr.

May

June

Apr.

June

Aug.

Feb.

Mar.

May

Jan.

12-17

17

28 -

May 2

3-4

22-28

28-30

16-19

18-20

11

6-10

8, 10 P

2

29-30

27 -

July 1

12-16

9-11

19

12

1-4

10

18-19

14-15

31

16-17

<7-8

4-5

3-5

10-11

28

13-16

15-17

*# Below

40

30

34

28

33

27

28

29

28

40

40

30

33

28

28

30

26

28

34

26

37

33

35

39

36

34

29

27

29

32

29

.6

.6

.6

.6

.70

.25

.21

.4

.6

.0

.05

.5

.70

.2

.5

.80

.6

.4

.40

.2

.40

.5

.1

.60

.17

.1

.2

.1

.50

.43

.4

1913

1914

1915

1916

1917

1918

1919

1920

1921

1922

1923

May.

Feb.

May

Apr.

Mar.

July

Sepfl

Mar.

May

July

Apr.

Apr.

July

Mar.

May

Jan.

Apr.

June

Nov.

Jan.

Feb.

May

Mar.

May

May

Feb.

Apr.

11

11 P

22

9

29

5

12-16

'. 10

2

3 P

4-5

8

26 -

May 2

29 -

May 1,2 P

4-5

-,12

9-12

10 P

25-26

16

13-14

26

2

15-18

22

2-4

14-15

16

28 -

Mar. 3

14-15

Gage 

height

(feet)

43

43

37

41

32

33

31

29

42

34

34

28

37

37

30

26

26

26

29

34

31

29

32

32

41

27

34

45

33

38

.77

.82

.2

.30

.42

.60

.2

.6

.57

.5

.4

.8

.8

.87

.8

.7

.7

.79

.6

.45

.6

.5

.5

.4

.50

.4

.90

.70

.6

.70

base

P Momentary peak

Date

June 12-15

1924 Jan. 30

Mar. 10

Apr. 25

June 14-17

1925 Mar. 11 *«

1926 Mar. 22

Apr. 28 -

May 4

Apr. 28 P

Oct. 29-30

1927 Jan. 26

Feb. 28 -

Mar. 1

May 15

1928 Jan. 4-8

Mar. 2-3

May 16

July 19-21

1929 Feb. 15-16

15 P

June 10-13

1930 Feb. 4

June 2-3

1931 Apr. 21-23 #*

1932 Mar. 5-6

Apr. 22-26

1933 Jan. 23

Feb. 15-17

Mar. 13-16

May 4-5

June 15

1934 Apr. 15

Gage

height

(feet)

32.4

33.7

27.5

29.9

28.5

 24.00

27.7

30.0

30.10

28.5

34.8

39.0

47.80

28.1

26.1

35.0

36.4

29.9

30.2

43.5

33.3

26.2

20.1

42.78

30.2

29.0

30.4

30.0

38.0

38.5

28.5
324 FLOODS IK THE UNITED STATES

Arkansas Riv»r at Granite, Oolo.

Location.-In see. 31, T. 11 S., R. 79 W., 250 feet above railroad station in Oranite

 1897-99; 500 feet above railroad station 1910 to October 1917; 500 feet below railroad station 1917-34. All locations below Lake Greek and above Cache Creek.

Drainage area.-433. square miles.

Records avallable.-MaT to October 1897. Aumxst Mid September 1898, April 1910 to September 1954. Gage-height records only March to September 1899.

Sources of data.-TT. S. Geological Survey records 189T-1927, 1935-34. Report! Of State 

engineer of Colorado 1927-33.

Page.-Konreeordlng gage read to tenths twice daily 1897-99, Apr. 27, 1916, to Oct. 18, 

1917} recording gage 1910 to Apr. 26, 1916, Oct. 19, 1917, to September 1934. 

Elevations of zeros of gages at the three locations not determined.

Stage-discharge relation.-Shifting control.

Storage, regulation, and diversions.-Storage in Twin Lakes Reservoir (capacity 54,704 

acre-feet) and Sugar Loaf Reservoir (capacity 17,416 acre-feet). Considerable 

effect from regulation at these reservoirs. Decrees for diversion of about 100 

second-feet above station. Small amount of -water by-passed around station la 

flume. Water diverted into Arkansas River in amounts given by the following decrees: 18.5 second-feet June 1, 1906; 35 second-feet June 27, 1921; 125 secoadfeet June 10, 1927.

Flood stages and discharges 

(Base discharge 1,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

189? May

May 

June

July

1910 May

June

1911 May

June

July

1912 May

June

July

1913 May

June

1914 May

June

July

Aug.

1915 June

1916 May.

June

June

July

- ., Aug. 1917 June

July

1918 May

June

21

31 -June 3 

16 

22 

27 

10

6

13

22

28

31

16

27

9

9

15

28

5

9

26

31

6-7

11

14

24

30

10

14

23

12

19

27

1

7

19

23

27

1-2

15

25-26

5

11

22

28

1

2

12

25

14-15

11-12

30- July 6

9-11

1

19

9

19

25

25

11

5.10 

6.00 

6.15 

5.10 

4.90 

4.60

3.0E

3.5

3.28

3.1

3.65

3.2

3.2

3.2

3.85

3.8

3.4

3.5

3.25

3.6

3.8

4.1

3.9

4.0

3.4

3.4

3.4

3.35

3.6

3.45

3.15

3.35

3.7

3.1

3.3

3.45

3.5

3.8

3.7

3.6

3. 48

3.25

3.15

3.3

3.2

3.3

3.55

3.45

3.5

3.8

3.6

3.7

3.7

4.3

4.05

3.75

3.9

3.47

4,67

1,440 

2,060 

2,160 

1,440 

1,300 

1,100

1,040

1,550

1,260

1,090

1,740

1,200

1,200

1,040

1,730

1,670

1,240

1,340

1,090

1,450

1,670

8,030

1,790

1,910

1,240

1,240

1,240

1,190

1,450

1,340

1,040

1,240

1.600

1,000

1,180

1,340

1,380

1,700

1,600

1,490

1,340

1,140

1,040

1,180

1,090

1,190

1,410

1,300

1,360

1,660

1,460

1,560

1,560

2,540

1,950

1,290

1,440

1,350

2,630

Date

July

1919 May

June

July

1920 May

June

July

1921 June

July

1922 May

June

1923 June

July

1924 May

Jtme

July

Aug.

1925 May

June

1926 Hay

June

July

Aug.

1927 May

June

July

1928 May

June

July

1929 May

June

1930 May

June

1931 June

11

30

4-5

21

3

26

9

13

4

26

1-2

14

1

1

27

9

14

21

4

5

16

21

10

18

22

26

8

16

16

28-29

8

4

30-31

21-22

21

23

2

7

13

13

7

27

11

22

15

18

25

29

29

10

13

31

7-8

29

15

26

10

31

14

8

Gage 

height 

(feet)

3.37

3.35

3.25

3.35

3.35

3.55

3.55

3.75

3.8

3.37

3.65

3.77

3.48

3.70

3.74

3.22

3.33

3.23

4.57

5.22

3.27

3.32

3.16

3.42

3.49

3.57

3.75

3.16

3.06

3.17

3.20

3.54

3.43

3.43

3.93

3.99

3.35

3.58

Discharge 

(second-feel

1,040

1,160

1,100

1,160

1,160

1,180

1,690

1,690

1,650

1,040

1,190

1,260

1,310

P 1,340

1,330

1,580

P 1,680

1,420

1,500

P 1,530

1,110

1,180

1,110

1,160

1,320

1,320

1,930

£,790

P 2,900

1,290

1,050

1,010

1,080

1,120

P 1,160

1,S3.0

1,360

1,430

1,510

P 1,690

1,110

1,030

1,120

1,170

1,480

1,380

1,380

1,820

P 1,880

1,300

1,510

1,440

1,060

1,330

1,130

1,380

1,600

1,400

1,430

t 833

t Below base
FLOOD RECORDS - LOWER MISSISSIPPI RIVER BASIN

Flood stages and discharges of Arkansas River at Granite, Oolo.-Continued

Gage

Date height Discharge

(feet) (second-feet)

1932 May 25 1,120

June 4-5 1,080

26 1,560

29 1,270

1933 June 2 1,860

5 2,000

Gage

Date height Discharge

(feet) (second-feet)

June 11 1,800

17 1,670

20 1,540

July 4 1,320

7 1,350

1934 May 31 t 922

t Below base

Note.- All discharge quantities are average daily flows except, as designated by "P" 

(momentary peak).

Arkansas River at Salida, Colo.

Location.- In sec. 32, T. 50 N., R. 9 E., at footbridge at railroad yards In Salida,

Cnaffee County, 1895-1903; 1,000 feet upstream in Salida City Park 400 feet below 

highway bridge 1909-34. Both locations above South Fork of Arkansas River.

Drainage area.- 1,210 square miles.

Records available.- April to December 1895, May to October 1897, August to November

1898, March 1899 to October 1903 (gage-height records only 1901), November 1909 to 

September 1954.

Sources of data.- U. S. Geological Survey records 1895-1927, 1935-34. Reports of State 

engineer of Colorado 1927-53.

Gage.- Nonrecording gage 1895-1903; recording gage 1909-54. Zeros of gages not related. 

Datum lowered 1.0 foot Jan. 1, 1922.

Stage-discharge relation.- Shifting control.

Storage, regulation and'diversions.- Storage in Twin Lakes Reservoir (capacity 54,704 

acre-feet), Sugar Loaf Reservoir (capacity 17,416 acre-feet) and Clear Creek 

Reservoir (capacity 11,444 acre-feet). Some effect from regulation at reservoirs. 

Decrees for diversions of about 650 second-feet above station. Decrees for diversion of 178.5 second-feet into Arkansas River above Granite.

Flood stages and discharges 

(Base discharge 1,800 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1895 Apr.

May

June

1897 May

June

1899 May

June

1900 May

June

1901 May

June

1902 May

1903 June

July

Aug.

1910 May

June

1911 June

July

29

10

14-16

21

13

15

29

18

31

13

16

21-24

19-20

2

20

31-June 1

9

24

21

9

25-26

15-16

17

3

5

10-11

13-14

13

30

6

16

20

9

15

22

5

2.91

3.08

3. §2

2.63

3.00

3.3S

2.87

3.10

4.15

3.60

5.65

5.00

3.00

3.35

6.10

5.00

4.65

3.10

3.76

2.55

2.60

2.1

4.45

3.80

3.95

3.66

3.80

3.86

3.96

4.1

3.35

5.16

4.46

4.5

4.6

4.9

1,850

2,020

2,460

1,800

1,930

2,240

1,800

1,980

2,900

2,330

2,460

1,900

1,900

2,240

3,900

3,630

3,330

2,000

t 1,620

2,330

1,900

2,000

1,800

1,900

2,280

2,610

2,760

2,000

1,810

2,660

2,710

2,810

s.uo

July

1912 May

June

July

1913 June

1914 May

June

July

1915 June

1916 May

June

July

Aug.

1917 June

July

1918 May

June

July

1919 May

June

July

9

26

31

7-8

7

24

30

10

14

23

30

1

22

28

2

15

24

4-5

22

28

12

23

13

14

2

10

1

19

19

10

26

26

13

22

9

29-38

18

5

3.8

4.0

4.3

5.1

5.3

4.0

4.4

3.9

4.05

4.1

4.1

3.4

3.6

3.6

5.0

5.2

4.5

4.0

4.2

4.4

4.15

4.35

3.5

4.55

4.26

4.3

4.2

6.90

6.1

4.80

3.95

3.4

6.2

6.2

3.5

3.9

3.06

2.7

2,040

2,270

2,470

3,340

P 3,560

2,170

2,680

2,080

2,220

2,270

2,290

t 1,700

1,930

1,930

3,350

3,570

2,820

2,340

2,520

2,720

2,400

2,580

1,990

2,900

2,590

2,690

2,500

4,610

P 4,730

3,300

2,430

1,890

4,840

4,840

1,980

2,460

1,980

2,280

t Below base
FLOODS IN THE UNITED STATES

Flood stages and discharges of Arkansas River at Sallda, Colo.-Continued

Date

1920 June

1921 June

July

1922 May

June

1923 June

July

1924 May

June

1925 June

1

9

9

16

28

3

12

15

16

27

1

13

24

28

14

14

4

16

21

27

8

18

21

18

22

26

8

16

16

28-29

22

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

4.7

4.0

4.8

4.9

5.0

3.98

4.18

3.85

3.4

4.74

5.16

5.42

4.65

5.03

5.06

5.10

4.98

7.1

4.49

7.2

4.26

2,510

3,210

P 3,430

2,940

3,040

2,730

3,640

3,760

P 3,880

2,710

2,690

2,340

1,910

2,320

2,660

P 2,870

2,230

2,600

2,550

2,510

2,310

P 4,900

1,830

1,800

1,890

1,920

3,260

4,780

P 5,100

1,990

1,820

June

1926 June

July

1927 May 

June

July

1928 May 

June

1929 May 

June

1930 May 

June

1931 June

1932 June

July

1933 June

July 

1934 May

22

7

13

4

7-8 

22 

15 

18 

25 

29 

29 

10 

13 

31

8-9

29

26

10

31

14

8

26

29

2

2

5

11

17

8

11

4.4

5.06

4.64

5.6

4.32

4.19

5.06

4.84

4.77

6.18

6.51

4.47

4.64

P 1,920 

2,500 

2,170

P 3,060 

1,930 

1,810 

2,510 

2,320 

2,270 

3,480

P 3,780 

2,030 

2,160 

2,970 

2,070 

2,100 

2,250 

2,600 

2,280 

2,170

t 1,250 

2,380 

2,040 

2,110 

2,640 

2,670 

2,640 

2,470 

1,870

t 1,560

t Below base

Mote.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak).

Arkansas River at Canon City, Colo.

Location.- At footbridge at Hot Springs Hotel at mouth, of canyon, an eighth of a mile

below Grape Creek and li miles above railroad station In Canon City prior to Mar. 27, 

1922, and 200 yards downstream thereafter. Gage wus moved a few feet In 1896, 1902, 

1907, 1908, and 1909.

Drainage area.- 3,090 square miles.

Records available.- May 1888 to September 1933 except some winters.

Sources of data.- U. S. Geological Survey records 1888-1927, 1933-34. Reports of State 

engineer of Colorado 1927-33.

Gage.- Konrecordlng gage prior to Sept. 9, 1910 { recording gage thereafter. Zero of recording gage 2.0 feet lower than that of previous gages.

Stage-discharge relation.- Shifting control.

Storage, regulation, and diversions.- Storage In Twin Lakes, Sugar Loaf and Clear Creek

reservoirs (total'capacity, 83,564 acre-feet). Slight effect from regulation at reservoirs. Decrees for diversion of about 3,000 second-feet above station. Decrees 

for diversions into Arkansas River above Granite of 178.5 second-feet.

Flood stages and discharges 

(Base discharge 2,000 second-fee.t)

1888 June 

1889 June

Aug.

1890 May

June

July

1891 May

June

July

1892 May

8 

19

1

9

28

3

13

21

11

8

14

21

1

15

23

30

28

Gage

height Discharge Date 

(feet) (second-feet)

2,520 June 11

2,760 15

2,010 25

..... 29

2,620 July 9

3,270 1893 May 20

3,260 29

2,750 June 9

2,720 18

2,020 25

3,370 July 2

2,580 1894 May 14

2,020 22

8,190 31

4,230 June 6

3,720 15

2,810 July 7

2,250 1895 May 17

Gage

height Discharge 

(feet) (second-feet)

2,740 

2,520 

4,750 

3,900 

2,740

5.10 ?,210 

4.90 2,890 

4.90 2,890 

6.00 4,750 

5.35 3,640 

4.35 . 2,810 

4.30 2,050 

4.90 2,990 

5.80 4,400 

5.80 4,400 

4.CO 2,990 

4.50 2,320 

4.30 2,220
FLOOD RECORDS - LOWER MISSISSIPPI RIVBR BASIN

Flood stages and discharges of Arkansas River at Canon City, Colo.-Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1895 May

June

July

Aug.

1896 May

Aug.

1897 May

June

1898 June

July

1899 May

June

July

Aug.

19,00 May

June

1901 May

June

1902 May 

1903 June

1904 May

1905 May

June

1906 May

June

July

1907 May

June

July

1908 June

1909 June

July

Aug.

Sept.

1910 Apr.

May

1911 June

July

Oct.

1912 May

June

July

1913 June

1914 May

June

July

Aug.

1915 June

31

11

12

1

31

30

17

4

13

4-5

19-20

8

14

16

17

2

19-20

2

13

19

5

29

8

25

21

29

10

15

26

12-16 

19

29

26

24-28

5

10

22

23

7

13

22-2?ie

23-24

6-7

19

1

14

27

18

13

20

24

5

18

6

29

13

22

31

9

16

6

20

7

27

31

6

15

25

30

10

15

23

30

19

24

2

16

5

19

22

29

2

3

4.40

4.50

4.30

4.25

4.60

4.60

4.50

5.55

5.35

4.50

5.15

4.20

4.V5

4.V5

4.85

5.05

6.10

5.30

4.45

4.50

4.45

6.65

6.50

5.65

6.00

5.10

4.80

4.70

4.85

3.75 

6.7C)

5.80

5.85

5.50

7.40

7.65

5.80

5.62

5.35

6.65

5.45

5.40

5.45

5.45

6.30

6.95

6.25

5.95

5.35

6.55

7.25

6.85

7.0

7.95

6.4

5.85

6.3

5.8

6.65

6.55

6.9

7.15

6.0

7.55

8.4

8.1

8.55

7.2

7.2

6.7

6.9

6.85

6.8

6.7

2,400

2,590

2,220

2,140

2,780

2,880

2,200

3,400

3,170

2,430

3,240

2,060

2,740

2,740

2,870

3,120

4,430

3,430

2,370

2,430

2,370

4,520

4,350

3,410

3,800

2,800

2,470

2,360

2,520

t 1,290 

4,920

2,590

2,070

2,000

5,990

6,690

3,060

2,770

2,360

4,630

2,460

2,380

2,330

2,330

3,790

5,120

3,700

3,140

t 1,900

3,390

4,320

3,790

3,990.

5,400

3,260

2,180

2,810

2,120

3,300

a, 790

3,190

3,490

2,200

3,870

2,930

2,980

4,000

2,570

2,930

3,270

2,380

2,640

2,580

2,510

2,060

2,150

3,820

4,410

2,700

3,050

3,210

3,260

4,800

2,000

June

1916 June

July

Aug.

1917 June

July

1?18 June

Aug.

1919 May

June

1920 May

June

Aug.

1921 June

July

Aug.

1922 May

June

1923 June

July

Aug.

1924 May

June

1925 June

July

1926 May

June

July

1927 June

July

1928 June

19139 May

June

Aug.

1930 June

July

1931 June

1932 May

June

July

1933 June

Aug.

1934 Hay

12 

24

14

1 

10

2

19-20

10

26

28

14-15

23

12

2V

29

19

27

1

10

14

28

27

5-7

16

27

1-2

17

19

22

26

2

2

12

29-30

14

14

4

17

21-22

27

12

13

21

19

22-23

26

8

16

16

29

22

21

27

7

13

8

21

16

19

25

25

29

14

1

9

30

26

10

S

7

1

14

22

8

25

26

2

5

2

7

12

18

3

12

3.85

4.85

3.4

3.4

3.3V

3.36

3.4

3.2

10.7

2.40

2.85

3.20

3.35

2.82

2.96

2.91

2.92

3.00

5.1

2.50

2.59

4.55

2.28

5.7

2.62

3.35

3.10

2.65

4.8

3.07

2.91

6.0

3.5O

2.68

P

P

P

P

t

P

P

P

t

t

2,530 

2,980 

3,050 

2,480 

S,540

2,540

4,760

3,590

2,150

2,090

4,950

4,760

2,020

2,710

3,030

2,120

2,240

3,080

3,930

3,260

3,440

2,290

3,500

4,980

2,850

2,850

2,810

2,790

2,850

2,570

4,100

19,000

2,100

2,480

2,940

3,180

2,620

2,860

2,780

2,800

3,130

7,200

2,410

2,460

2,400

2,500

3,950

5,260

5,580

2,130

1,780

7,800

2,220

3,520

3,040

2; 270

6,460

2,700

2,460

2,450

7,940

3,380

2,110

3,930

2,-490

2; 050

2,220

2,800

2,040

2,710

8,470

2; 300

2,240

1,390

2;090

3,040

2,300

2,360

2,800

a,860

3,110

2^880

2,290

1,460

t Below base

Jtatfi.- All discharge quantities are average daily flows except aa designated by "P" 

(momentary peak). Break in record.- June 2-9, 1889.
328 FLOODS IN THE UNITED STATES

Arkansas River at and near Pueblo, Colo.

Location.- Prior to July 10, 1898, at Santa Fe Avenue Bridge, in Pueblo, Pueblo County, 

STmiles above Fountain Greek. July 10, 1898, to Mar. 2, 1900, and July 7, 1905, 

to Mar. 21, 1911, at Main Street Bridge, a quarter of a mile upstream. .Mar. 3, 

1900, to July 13, 1902, 60 feet below Union Avenue Bridge and 250 feet above Main 

Street Bridge. July 14, 1902, to July 6, 1905, 30 feet above Union Avenue Bridge. 

Mar. 22, 1911, to May 24, 1925, 150 feet below Main Street Bridge. May 1925 to 

September 1934 in see. 34, T. 20 S., R. 66 W., at south side waterworks dam, 1 

mile above Dry Creek and 4 miles above Pueblo.

Drainage area.- 4,820 square miles prior to May 1925 and 4,730 square miles thereafter.

Records available.- May and June 1885, June to September 1886, September 1894 to September 1934.

Sources of data.- U. S. Geological Survey records 1884 to 1910, 1933-34. Station maintained by State engineer of Colorado 1911-33.

Qage.- Honreoording gage used prior to Mar. 22, 1911; read twice daily 1904-11. RecordIng gage subsequent to Mar. 22, 1911. Zero of Santa Fe Avenue gage was 4,656.31 

feet above mean sea level, and that of gage used 1898-1900, 1905-11 was 4,657.04 

fe«t above mean sea level. Zero of gage used 1902-5 was 0.2 foot lower than that 

used 1900-1902; sea level elevation not determined.

Stage-discharge relation.- Prior to 1925 stream bed shifting but confined between vertioal masonry walls; thereafter control permanent for high stages.

Storage and diversions.- Several small irrigation reservoirs on tributaries entering below Canon City.Storage capacity above Canon City, 83,564 acre-feet. Decrees for 

diversions of 3,400 aeoond-feet from river and tributaries above station.

Historical data.- Maximum discharge 1887, 6,520 second-feet July 18; 1894, 39,100 seoondfeet May 31.

Flood stages end discharges 

(Base discharge 2,600 second-feet)

Oage

height Discharge 

(feet) (aeoond-feet)

Gage

height Discharge 

(feet) (second-feet)

1885 June

1886 Hay

June

July

Aug.

1895 June

July

1896 July

Aug.

1897 May

June

1898 June

July

1899 May

June

July

1900 Apr.

May

June

1901 May

June

July

1902 Aug.

1903 June

Aug.

5

7

13

22

29

2

14

21

13

10

14

28

12

31

24

18

28

2

14

20

13

20

28

20

3

7

13

19

5

12

20

30

2

9

25

21

21

25

31

16

2

5

9

19

23

6

4.71

4.15

4.17

4.70

6.27

5.96

5.72

3.82

4.36

3.40

2.90

2.95

2.95

4.60

2.83

5.05

3*05

3.50

3.20

2.8

4.45

2.45

2.55

3.80

2.40

2.20

2.00

2.00

4.56

4.50

5.90

6.60

6.75

6.00

5.05

7.?0

4.75

6.90

4.40

4.35

8.10

6.80

5.20

4.80

4.50

4,530

3,570

3,600

4,510

7,660

6,960

6,430

3,080

3,920

3,560

2,900

2,970

2,970

5,000

2,840

5,440

3,120

3,750

3,330

2,770

5,380

2,700

2,860

4,890

3,120

2,870

2,620

2,620

2,910

2,820

5,410

6,700

6,980

5,590

3,840

* 8,000

P* 10,700

5,320

* 7,200

2,740

2,660

8,320

6,100

3,670

3,110

2,720

# Estimated 

t Below base

1904 May 

June 

July

1905 May 

June

1906 May 

June 

July

1907 June 

July

1908 June

1909 June

July 

Aug. 

Sept.

1910 June

1911 June

July 

Oct. 

1912 May

June

July

1913 July 

Nov.

1914 June

July

Aug.

3

15

24

24

6

10

24

14

15

20

2

15

28

15

14

20

25

6

24

18

22

6

8

1

10

16

22

6

7

27

1

9

16

25

30

15

31

23

9

3

16

25

7

14

19

23

28

31

3

4.25

4.75

4.25

4.60

6.60

6.60

4.45

5. "68

4.50

5.05

5.70

4.95

5.75

3.9

5.05

5.55

5.3

5.45

4.7

6.05

4.55

4.8

5.1

5.05

4.75

5.2

4.8

5.25

5.10

4.8

4.9

5.8

4.5

4.85

4.9

5.05

5.8

4.3

4.55

2,610

3,310

2,610

3,250

6,460

6,460

2,830

4,880

2,900

3,540

4,560

3,380

4,640

t 1,930

3,420

4,160

3,650

4,000

2,990

4,920

2,710

3,060

3,500

3,250

2,670

3,120

2,660

3,140

2,980

2,930

3,100

4,040

2,660

3,040

3,100

2,980

5,780

t 1,990

2,660

4,200

6,060

3,040

3,220

4,700

3,630

4,610

5,130

6,470

6,720
FLOOD RECORDS - LOWER MISSISSIPPI RIVER BASIN 529

Flood stages and discharges of Arkansas River at and near Pueblo, Colo. Contimied

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1915 June

July

1916 June

1917 June 

July

1918 June

1919 May

1920 June

July 

Aug.

1921 June

July

Aug.

1922 June

1923 June 

July

13

24

28

13

19

10

14

17

23

30

2

4

10

18

29

18

2

20

4

4

13

28

2 *

15

19

23

25

27

3

10

17

12

*

24.66 Pa6.00

4.90

5.43

6.67

5.60

5.20

5.25

6.2?

5.40

3,020

3,370

2,950

2,640

4,690

4,080

4,500

4,320

6,360

2,820

2,690

2,670

3,240

2,950

5,820

2,640

3,080

2,690

34,600

100,000

6,470

2,870

?,070

3,830

6,240

3,980

3,230

3,260

4,800

2,710

2,640

6,120

July

Aug.

1924 June

1925 July

1926 June

1927 June

Aug.

1928 May

1929 July 

Aug.

1930 Aug.

1931 May

1932 June 

July

1933 June

1934 May

12

17

17

20

26

26

2

19

22

28

8

15

15

22

8

14

14

26

30

4

31

28

3

7

29

14

28

21

27

30

12

14

12.55 P

5.96

7.86 P 

t

3.24 

3.06 

3.86 P

3.18

2&.600 

4,570

12,500 

3,460 

3,200

11,400 

2,800 

3,810 

3,120 

2>780 

4,160 

5,780 

6,510 

2,370 

3,190 

2,960 

4,520 

3,980 

3,280 

3,880 

3,440 

3,960 

4,730 

6,520 

3,070 

3,320 

3,160 

1,280 

3,350 

2,680 

3,800 

1,370

* Estimated 

t Below base

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak) .

Purgatoire River at Trinidad, Colo.

Location.- In Trinidad, at Animas Street Bridge 1896-1912; at Commercial Street Bridge,

aEout IjOJW feet downstream 1916-21; about a quarter of a mile above Animas Street

1922-34.

Drainage area.- 742 square miles. 

Records available.- May 1896 to July 1899, August to December 1905, November 1906 to

March 1907, October to December 1907, March 1908 to November 1912, April 1916 to

July 1918, May 1919 to September 1934. 

Sources of data.- TJ. S. Seological Survey Records 1896-1912, 1933-34. Reports of State

engineer of Colorado 1916-33. 

Sage . -Nonrecording gage read to tenths twice daily prior to 1922; recording gage thereafter. Zero of gage used 1905-12 was 1.70 feet lower than zero of previous gage.

Relation between zeros of gages used 1912, 1916, 1917-21 and 1922^3? not determined.

Stage-discharge relation.- Shifting control. 

Diversions.- Decrees for diversion of 222 second-feet above station.

Flood stages and discharges 

(Base discharge 500 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Oage

Date height Discharge 

(feet) (second-feet)

1896 June 

July

Aug. 

Sept.

1897 May

July 

Aug.

1

16 

25 

18 

22

6

9

13-15

20

27

30-31

3 

26 

31

9

3.90

3.80

5.45

4.65

4.20

4.35

4.40

4.30

4.55

4.35

4.30

4.30

4.60

4.20

4.65

4.80

780

600

3,490

1,660

554

922

1,040

799

1,420

922

799

799

1,530

554

656

2,020

1898 May

June

July

Aug.

Sept.

1899 July

1908 July

Aug.

8

14

19

4

13

24

7-8

11-13

29

24

30

16

20

22

27

4.35

4.30

4.50

4.35

4.45

4.35

4.30

4.50

4.90

6.5

6.3

5.4

5.65

7.15

5.7

882

752

1,280

882

1,140

882

752

1,280

2,360

1,600

1,350

600

730

2,600

780
FLOODS IN THE UNITED STATES

Flood stages and discharges of Purgatoire River at Trinidad Colo. Continued

Date

1909 July

Aug.

Sept.

1910 July

1911 July

Aug.

Oct.

1912 June

July

Aug.

1916 May

June

Aug.

1917 Aug.

1918 July

1919 May

July

Aug.

1920 June

Aug.

Sept.

1921 June

3

9

24

19

6

6

9

30-31

6

16

18

SI

25

5

7

9

11

19

15

21

10

4

7

17

7

10

15

24

28

3

15

27

29

1

10

4

26

2

4

16-17

heighl

(feet]

6.4

6.0

6.4

8.0

8.0

12.5

6.3

5.0

6.33

6.8

7.3

4.9

4.75

6.0

5.5

5.4

5.5

5.5

5.6

5.85

Gage

Discharge

4, 800

14,000

515

1,850

2,400

3,100

630

540

1,120

584

538

584

584

632

585

"*560

1,900

910

555

1,220

1,440

1,240

**640

500

1,540

1,030

2,870

2,550

712

974

605

1,280

810

2,53O

639

Gage 

Date height Discharge

(feet) (second-feet)

Aug. 3 1,070

11 602

Sept. 19 775

1922 June 12 719

1923 June 8 1,600

20 1,480

July 11 1,100

17 895

Aug. 7 894

12 1,550

17 580

23 850

Sept. 18 1,400

Oct. 1 1,140

5 516

9 560

1924 May 14 « 460

1925 July 22 3,620

1926 June 3 576

7 512

12 503

July 26 533

1927 July 29 2,950

Aug. 17 505

23 1,990

1928 May 11 977

29 770

June 1 792

Aug. 17 622

1929 May 30 1,680

Aug. 7 933

25 643

Sept. 5 638

1930 July 22 647

30 1,620

Aug. 13 760

1931 July 3 660

1932 June 29 644

July 23 556

1933 Aug. 1 719

17 1,630

1934 July 27 »* 350

* Estimated 

«-» Below base 

Mote.- All discharge quantities are average daily flows,

Heosho River at and near lola, Kans.

Location.- 1895-1903 at head gates of flume above dam of lola City waterworks and

power plant and about 90 feet above highway bridge 1 mile west of lola and 2 miles 

above Elm Creek; 1906-17 about 200 feet above dam; 1917-34 in HEi sec. 9, T. 25 

S., R. 18 E., 3 miles downstream, 2s miles south and r* miles west of lola, half 

a mile below Elm Creek, and 8 miles above Owl Creek.

Drainage area.- 3,670 square miles prior to 1917, and 3,800 square miles thereafter.

Records available.- August 1895 to November 1903, October 1906 to September 1934.

Sources of data.- Discharge data by U. S. Geological Survey. Gage-height records 1906- 

17 by U. S. Weather Bureau.

Gages.- Nonrecording gage read to half.-tenths 1895-1903 and to tenths 1906-17; recording gage thereafter. Elevation of zeros of gages'used 1895-1903 and 1917-34 not 

determined; that of gage used 1906-17 is 937.4 feet above mean sea level.

Stage-discharge relation.- 1895-1917 control was rock dam, permanent except when small 

openings in crest were made artificially. Control shifts at location used subsequent to 1917. Bank-full stage, about 27 feet at last location.

Remarks.- Discharge 1906-17 computed from relation curve of IT. S. Geological Survey 

gage near lola and IT. S. Weather Bureau gage above dam at lola, using period of 

overlapping record 1917-22. Flood discharges 1895-99, 1918-21 revised for this 

report. Discharge records prior to and subsequent to October 1917 are not 

strictly comparable owing to inflow largely from Elm Creek between gage locations.

Historical data.- At point 800 feet below original site reliable flood marks show 1926 

flood 0.5 foot higher than 1904 flood and 1.7 feet higher than 1885 flood. Flood 

of July 10, 1904, reached a stage of 24 feet, referred to gage usejl 1895-1903 

(discharge probably less than that of Sept. 13, 1926). Ma^mum stages for gage 

used 1906-17: 15.6 feet, July 10, 1904, and 16.6 feet on an unknown date prior 

to 1904.
FLOOD RECORDS - LOWER MISSISSIPPI RIVER BASIH

Flood stages and discharged of Neosho River at and near lola, Kans. 

(Base discharge 8,500 second-feet)

Gage

Date

1896 Apr.

May

1897 Mar.

1898 May

June

Dec.

1899 Mar.

June

July

1900 Mar.

Apr.

May

Sept.

Nov.

1901 Apr.

1902 May

June

Aug.

Sept-.

Oct.

1903 Mar.

Apr.

May

June

Aug.

Sept.

Oct.

Nov.

1907 Jan.

Mar.

1908 May

June

July

Oct.

Nov.

1909 Mar.

May

July

Nov.

1910 Jan.

May

June

Sept.

1911 Feb.

1912 Mar.

Apr.

May

Oct.

1913 May

Dec.

1914 Mar.

Apr.

Oct.

1915 Feb.

#

t

9

25

27

16

24

5

3

16

21

1

12

27

20

12

9

4

8

11

24

19

29

2

8

17

26

11

21

24-25

1

25

5

8

4

15

22

3

6

9

16

11

8

2

20

12

15

27

3

5

14

19

19

30

4

24

30

21

17

17

16

18

18

8

1

6

22

20

30

2

29

12

15

22

9

27

2

10

13

24

height

(feet)

10.25

9.5

9.4

11.55

20.1

6.35

19.5

17.5

18.35

9.4

9.35

20.5

13.35

11.05

17.03

12.6

16.5

9.15

8.8

15.8

11.7

18.95

12.0

13.3

13.5

21.25

15.5

16.25

13.5

12.25

14.25

9.5

10.7

11.9

12. S5

22.0

11.5

11. E

14.3

11.9

12.0

14.3

13.1

5.3

6.8

10.0

6.3

9.8

8.6

12.3

12.5

5.6

6.9

8.9

9.5

6.1

5.5

5.9

13.2

7.8

11.4

9.4

5.4

6.2

7.6

6.3

10.4

7.8

7.1

11.0

6.4

4.8

6.7

5.5

7.0

5.7

7.0

5.8

Discharj

( second-f <

11,300

10,000

9,800

13,500

33,800

t 4,720

32,200

27,000

15,300

9,800

9,600

34,900

17,400

12,800

25,800

15,600

24,600

10,400

9,800

23,700

15,400

30,400

16,100

19,000

18,500

35,600

22-900

24,600

18,500

15,800

20,200

9,390

11,700

14,000

14,700

39,100

1-3,200

13,200

19,200

14,000

14,200

19,200

28,400

8,500

12,200

20,500

10,900

20,000

16,900

26,400

P 27,000

9, .200

12,400

17,700

19,200

10,400

8,900

P 9,900

28,700

14,700

24,100

19,000

8,700

10,600

14,200

10,900

21,500

14,700

12,900

23,000

11,200

* 10,700

11,900

8,900

12,600

9,400

12,600

9,700

Estimated

Below base

Gage

Date height Discharge 

(feet) (second-feet)

Apr.

May

June

July

Aug.

Sept.

1916 Jan.

Mar.

May

June

Sept.

1917 Apr.

May

June

Aug.

1918 June

Nov.

1919 Mar.

Apr.

May

1920 Sept.

1921 May

June

1922 Mar.

Apr.

July

Nov.

1923 May

June

July

1924 May

1925 June

Nov.

1926 Sept.

Oct.

1927 Mar.

Apr.

May

June

Aug.

Oct.

1928 June

July

27

23

27

27

12

20

27

2

16

20

23

10

19

7

7

10

16

22

22

28

17

31

7

12

21

26

12

20

28

31

6

18

11

10

20

11

3

20

9

9

9

10

14

18

26

4

10

10

13

15

26

18

15

8

3

5

5

7

5

13

13

5

20

1

9

15

19

19

7

11

21

25

J.7

3

3

4

9

18

14

9.1

12.3

13.0

13.2

11.0

11.6

5.7

6.3

7.0

6.3

6.6

7.2

5.8

14.4

14.7

8.9

14.2

10.8

11.4,

6.0

5.7

9.2

7.1

13.8

13.0

11.0

5.4

6.5

6.2

6.5

7.9

6.3

14.5

13.8

19.0

12.15

16.0

14.9

12.75

13.1

12.2

12.9

14.3

14.9

24.9

16.6

26.9

27.32

14.7

12.33

15.70

27.19

27.2

16.62

11.78

14.25

14.4

14.0

17.50

32.76

33.2

25.70

16.95

19.52

20.10

19.55

28.65

29.8

18.15

17.42

23.4

18.0

18.44

28.2

30.0

22.6

16.30

21.42

12.68

P

P

P

P

P

P

P

P

P

P

18,300

26,400

28,200

28,700

23,000

24,600

9,400

10,900

12,600

10,900

11,600

13,200

9,700

32,200

S3, 400

17,700

31,600

22,500

24,100

10,200

9,400

18,600

12,900

30,300

28,200

23,000

8,700

11,400

10,600

11,400

15,000

10,900

12,600

11,600

18,900

9,310

14,700

13,200

10,200

10,600

9,380

10,400

12,300

13,200

27,800

15,500

30,800

31,400

12,900

9,520

14,300

31,200

31,400

15,300

8,840

11,300

11,600

10,400

15,000

43,800

46,000

27,000

14,600

18,000

16,800

18,200

31,700

34,000

16,300

15,200

23,500

16,000

16,500

31,200

34,400

22,300

33,700

20,700

9,060
332 FLOODS IN IHE UNITED STATES

Flood stages and discharges of Neoaho River at and near lola, Kans.-Continued

Gage Sage

Date height Discharge Date height Discharge

(feet) (second-feet) (feet) (second-feet)

1928 Hoy- 20 30.0 34,400 May 11 18.90 P 17,200

20 30.42 P 35,200 1931 May 19 9.44 t &,290

Dec. 14 13.01 9,450 Nov. 18 16.80 14,400

17 14.89 11,900 24 21.10 20,200

1929 Jan. 12 13.04 9,450 24 21.54 P 20,800

Apr. 21 15.53 12,700 1932 June 23 14.72 11,700

24 15.30 12,400 July 11 21.06 20,200

May 12 18.10 16,100 1933 Apr. 23 12.87 9,320

16 19.50 18,000 May 29 12.62 8,930

18 15.87 13,200 29 13.80 P 10,500

July 18 20.45 19.300 1934 May 15 17.63 15,300

1930 May 11 18.64 16,800 15 18.27 P 16,400

t Below base

Note.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak).
FLOODS IB THE UNITED STATES 

Part 8» Western Gulf of Mexico basins

333

Brazos River at Waco, Tex.

Location.- Sept. 14, 1898, to Sept. 24, 1914; Mar. 24, 1915, to Dec. 5, 1917} and May 

6., 1922, to Feb. 12, 1925, at suspension bridge on Bridge Street, at Waco, 

McLennan County; high-water records 1902 to 1908 and all records Sept. 25, 1914, to 

Mar. 23, 1915, from Washington Street Bridge, about 300 feet upstream; Dec. 6, 1917, 

to May 5, 1922, and Feb. 13, 1925, to Sept. 30, 1933, at bridge of Texas Electric 

Co. (formerly called Southern Traction Co.), about 100 feet above suspension bridge 

and 2£ miles below mouth Of Bosque River.

Drainage area.- 28,600 square miles (about 9,240 square miles probably noncontributing).

Records available.- September 1898 to September 1933.

Sources of data.- II. S. Geological Survey records except gage-height records, which 

were from U. S. Weather Bureau March 1908 to Oct. 23, 1915, and May 6, 1922, to 

Feb. 12, 1925.

Page.- NOnrecording gage read to tenths once daily prior to Oct. 24, 1916, and May 6, 

1922, to Feb. 12, 1925; to quarter-tenths once daily Oct. 24, 1915, to Sept. 30, 

1917; to half-tenths once daily Oct. 1, 1917, to Mar. 28, 1918; recording gage 

Mar. 29, 1918, to May 5, 1922, and Feb. 13, 1926., to Sept. 30, 1933. Zero of all 

gages ie 356.99 feet above mean sea level.

Stage-discharge relation.- Not permanent. Shifting control method used to determine 

discharge.Bank-full stage, about 27 feet.

Regulation.and diversion.- Slightly regulated by Lake Waco. Diversions small.

Remarks.- Discharge records foj? 1902-3 contain revisions not previously published. Ho 

dTscharge records for 1912-14 have been previously published. Flood of Dec. 3, 

1913, broke through levees and overflowed East Waco.

Historical data.- Fragmentary flood-height records 1884 to 1897 obtained from proprietors of Crow Bros. Laundry. Discharge based on measurements made 1898-1905.

Flood stages and discharges 

(Base discharge 20,000 second-feet)

Sage 

Date height Discharge

(feet) (second-feet)

Date

Oage

height Discharge 

(feet) (second-feet)

1884 May

1885 May

1887 Aug.

1890 Apr.

1895 Mar.

1897 Mar.

1899 June

July

Nov.

1900 Apr.

May

June

Sept.

1901 May

1902 July

Nov.

1903 Feb.

Oct.

1904 June

1905 Apr.

May

July

1906 June

1907 July

Dec.

1908 Apr.

May

1909 June

Dec.

1910 May

1911 July

27

28

31

22

28

29

20

2

S

22

8

31

2

28

19

26

25

27

1

30

24

1

9

14

24

28

6

15

22

18

20

14

18

25

25

16

18

2

18

22

18

31.7

34.2

31.8

31.0

30.1

32.6

20.70

17.00

14.35

21.85

22.90

16.30

14.30

25.70

14.75

32.10

14.75

20.45

14.70

12.75

14.2

25.0

15.0

28.6

16.15

17.1

19.8

11.4

14.8

25.6

32.0

16.8

19.9

36.3

36.7

15.. 0

15.1

16.8

14.2

15.8

18.5

104,000

119,000

104,000

99,500

94,300

109,000

44,800

29,700

22,900

50,100

55,200

27,400

21,100

69,800

22,600

106,000

22,600

43,600

22,400

t 17,600

20,800

65,500

23,200

85,600

26,900

30,200

40,900

t 13,500

22,600

68,700

105,000

29,200

41,000

132,000

P 134,000

23,200

23,500

29,200

20,800

26,700

35,400

Sept.

1912 Aug.

1913 May 

Sept. 

Oct.

NOV.

Dec.

1914 Mar. 

Apr. 

May

June 

Aug.

1915 Apr. 

May

June 

July

1916 Apr.

May

Oct.

1917 June

1918 Apr. 

Oct.

Nov. 

Dec.

1919 Jan.

6

7

7

28

8

12

26

28

30

3

4

31

28

5

21

28

31

6

17

29

24

26

27

5

10

26

26

9

10

5

5

2

2

7

2

2

19

9

15

30

30

24

24

23

23

15.5

16.2

14.5

12.8

12.8

15.8

15.8

13.8

18.8

39.7

37.0

12.8

28.0

26.8

15.6

24.3

27.8

15.3

24.4

16.4

21.2

26.0

24.8

12.9

13.2

18.8

19.2

25.7

25.0

15.8

16.2

31.08

33.8

21.05

20.30

21.6

13.26

9.78

13.74

16.78

18.6

31.60

36.4

20.44

21.5

16.18

18. S

P

P

P

P

P

P

P

t

t

t

P

P

P

P

24,800

27,100

19,000

14,000

14,000

23,500

23,500

16,900

35,700

126,000

14,000

81, ISO

75,100

22,800

62,600

80,100

21,800

63,100

25,700

57,900

104,000

91,400

27,300

28,600

63,000

66,500

101,000

93,500

23,900

25,700

97,800

113,000

46,500

45,600

51,800

13,900

4,590

16,300

27,100

34,700

99,800

125,000

42,400

48,000

25,300

34,300

t Below Btise
334 FLOODS IN THE UNITED STATES

Flood stages and discharges of Brazos River at lace, Tez. Continued

Date

Qage

height Discharge 

(feet) (second-feet)

Qage

height Discharge 

(feet) (second-feet)

1919 Mar.

May

June

July

Aug.

Sept.

Oct.

Nov.-

1920 Jan.

May

June 

Aug.

Sept.

1921 June

1922 Apr.

May

June

1923 Apr.

31

31

29

29

21-28

23

23

21

21

20

20

22

11

11

17

17

23

23

9

10

29

29

12

12

8

11

11

18

21

21

22

25

25

8

8

11

11

4

4

11

27

10

10

15

22

22

8

12

27

18.18

22.4

15.53

16.5

16.09

17.3

17.10

25.1

19.25

25.3

19.86

18.8

21.0

18.6

20.7

25*2

27.9

26.9

21.6

18.8

22.8

16.0

16.7

16.4

19.8

22.4

19,0

15 .-1

16.0

18.4

16.7

17.5

20.9

23.3

17.7

17.95

26.4

23.0

17.3

28.2

34.3

35.9

22.4

18.2

25.8

15.6

15^8

24.6

P

P

»

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

33,800

54,700

22,300

26,100

24,000

23,600

28,600

28,300

66,900

36,900

67,900

39,100

35,600

47,500

34,300

44,500

64,400

81,200

76,100

48,600

34,700

55,200

23,300

26,100

28,100

41,400

53,100

37,100

22,900

26,500

21.4QO

26,500

29,400

45,500

57,700

29/,800

30,300

73,500

108,000

27,700

74,600

117,000

122,000

40,400

24,600

70,500

20,600

26,100

66,900

May

June

Dot.

Dec.

1924 May

1925 Apr.

 ay

Sept.

1926 Apr.

June

Sept.

Oct.

1927 June

1928 May

July

1929 May

Sept.

1930 May

June

Oct.

Dec.

1931 Oct.

1932 Jan.

Feb.

Mar.

May

July

Sept.

1933 May

1

13

18

13

27

30

9

9

13

14

10

22

22

22

1

19

5

14

14

21

30

21

31

13

13

15

18

J.8

18

V

7

16

5

17

23

17

19

19

5

9

16

5

9

4

8

11

25

28

16.1

17.6

17.1

20.2

14.1

21.1

15.06

18.44

19.30

17.15

19.00

26.4

17.15

16.56

16,40

20.66

25.10

28.90

31.4

18.10

17 .OS

26.95

17.76

17.66

22.60

t

P

P

P

P

P

P

t

P

2&,700

32,900

27,700

411,900

16,400

24,000

47,600

55,200

20,500

38,600

28,000

26AOO

39,000

44,400

31,800

36,600

41,300

60,800

89,000

24 ,£00

20,900

21,100

21,400

45,700

47,400

48,300

43,300

74,800

42,600

41,800

93,500

20*200

21,300

16,700

30,800

21,300

64 ,£00

62,600

22,200

36,000

23,000

28,600

20,700

21,700

20,X>00

39,300

25^500

29, SCO

* Estimated 

t Below base

Mote.- All discharge quantities are average daily flows except as designated by 

entary peak).
FLOOD RECORDS - WESTERN GUIf OF MEXICO BASINS 535

Colorado River at Austin, Tex.

Location.- At Congress Avenue Viaduct, in Austin. Travls County, half & mile above Waller 

Creole, half a Mile below Shoal Greek, and 3$ miles below Austin DOB.

Drainage area.- 58,200 square miles (about 11,800 squar* idles is probably noncontributIngT

Records available.- February 1698 to September 1933.

Source* of data.'- U. S. Geological Surrey records, except gage-height records furnished 

by U. S. Weather Bureau Jan. 1, 1912, to June 18, 1915.

Oage.- Nonrecording gage read to tenths once dally prior to June 18, 1915; recording 

gage thereafter. Zero of gage Is 421.77 feet above mean sea level.

Stage-discharge relation.- Shifting control. Bank-full stage, about 21 feet.

Storage, regulation, and diversions.- Original Austin Dam (reservoir1 capacity, 49,300 

acre-feet ) regulated flow for power from 1893 until its failure in 1900. Silting 

reduced capacity Of rebuilt reservoir to 1,477 acre-feet in 1926. Brownwood Reservoir (capacity, 140,000 acre-feet) has regulating effect on flood flows at Austin. 

Diversions sufficient to irrigate 36,000 acres of laud.

Remarks.- Peak discharge of 256,000 second-feet for flood of Apr. 7, 1900, was caused by 

Failure of Austin Dam. natural peak of flood was 151,000 second-feet, determined 

from gage at dam just before failure.

Flood stages and discharges 

(Base discharge 20,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

Date height Discharge 

(feet) (second-feet)

1898 June

1899 June

1900 Apr.

May

July

Sept.

1901 July

1902 May 

July 

Nov.

1903 Feb. 

Oct.

1904 June 

1906 Apr.

May

1906 June 

Aug.

Sept.

1907 May 

July 

Oct. 

Nov.

1908 Apr. 

May

3.909 June 

July

1910 Sept.

1911 Feb. 

Sept. 

Dec.

1912 Oct.

1913 May

June 

Oct.

Nov. 

Dee.

1914 May

June 

Aug.

191C Apr.

16

19

8

8

7

7

6

17

20

27

13

21

28

24

27

4

8

25

30

9

17

7

12

18

7

15

29

14

9

19

23

21

26

28

4

24

9

25

7

14

18

9

9

21

2

9

28

29

4

5

7

23

30

20

18

30

26

10.70

10.20

21.05

83.80 P

26.9

33.50 P

11.60

8.77

9.40

21.96

10.20

8.85

11.85

10.90

11.30

10.40

10.35

9.2

15.06

10.5

8.1

11.3

19.5

10.3

8.4 8-.3

10.2

10.1

8.3

9.9

21.6

11.1

17.0

13.7

10.6

10.3

10.0

9.0

10.00

7.5 t

6.8 t

12.7

14". 00 P

8.30

10.50

10.40

16.00 P

14.5

25.2

27.00 P

10.00

14.30

11.50

16.50

12.90

9.50

17.8

30,200

28,000

91,800

113,000

145,000

256,000

36,200

23,700

26,500

98,400

28,700

22,400

35,900

30,900

33,700

30,900

31,500

25,600

52,900

31,100

20,700 3a,ooo

78,500

29,100

20,900

20,500

28,100

27,800

20 ',700

27,000

100,000

31,700

64,600

44,400

29,700

28,500

27,400

23,500

27,400

17,400

11,500

40,300

47,100

20,500

29,700

29,200

52,700

49,900

141,000

164,000

27,400

49,900

34,400

61,500

41,300

25,500

68,000

Apr.

Sept.

1916 May

Oct.

1917 Sept.

1918 Apr.

June

Oct.

Hov.

Dec.

1919 Jan.

Mar.

June

July

Aug.

Sept.

Oct.

Nov.

1920 May

Aug.

Sept.

1921 June

Sept.

1922 Apr.

29

17

22

22

21

7

1«

16

6

6

14

14

26

9

9

11

24

24

25

25

25

26

28

28

14

14

27

27

8

8

23

23

23

28

24

25

11

11

17

18-19

25

26

10

10

16

16

8

8

10

10

13

13

10

10

5

5

13

12.0

21.0

13.10

9.5

4.75

4.1

12.10

15.00

8.12

8.80

8.42

8.65

9.02

16.70

19.50

17.20

12.52

14.77

7.96

8.41

11.64

8.38

8.28

8.G2

9.90

10.02

10.26

10.72

8.43

10.33

11.82

12.85

8.33

8.68

18.83

17.11

12.5

13.67

7.99

7.4

7.4

7.96

8.6

10.70

7.2

9.72

9.0

10.25

8.3

8,42

14.1

19.10

12.9

19.43

12.10

14.40

7.25

t

t

t

t

t

t

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

39,000

84,000

46,000

28,200

9,750

7,840

38,400

51,500

22,400

25,400

23,000

24,000

26,900

62,300

74,800

64,700

41,600

53,000

23,800

26,000

40,300

24,800

24,500

25,900

29,500

29,800

31,000

34,200

23,400

31,400

39,200

43,900

24,100

25,500

72,800

64,200

44,600

50,300

24,700

22,300

22,300

24,600

27,400

36,600

20,600

30,900

28,100

33,400

24,400

24,800

50,200

74,700

46,800

77,600

45,500

57,400

22,800

t Below base
FLOODS IN THE UNITED STATES

Flood stages and discharges of Colorado River at Austin, Tex. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Qage

height Discharge 

(feet) (second-feet)

1922 Apr. 

Hay

1925 Apr.

Hay

Oct.

HOT.

1924 June

1925 May

June 

Oct. 

Nor.

1926 Apr.

1927 Feb.

Oct.

IS 

28

1

S 

19 

19 

16 

30

1 

21

3

3 

2-3

1

13 

31 

SI

4 

17

7

26 

10 

10

3

8.63

20.94

22.60

20.60

12.19

12.62

7.8

12.5

13.04

12.60

13.60

5.88

7.72

8.21

9.30

7.02

8.75

8.49

8.70

12.26

10.9

P

P

P

P

P

t

P

P

P

29,000

103,000

120,000

100,000

46,000

48,100

25,300

47,500

50,200

38,100

48,000

53,000

16,800

24,800

27,100

23,600

32,000

21,700

29,800

28,400

29,400

36,600

46,000

39,500

Oct.

1928 Hay 

June 

Aug.

1929 May

1930 Hay

June 

Oct.

1931 Oct.

1932 May 

July

Sept.

1933 Hay

4

24

16 

1

29

29

11

11

19

22

19

7

7

IS

17

13

4

8

3

3

12

27

27

10.15

8.14

7.09

8.48

27.35 P

11.00 P

8.46

9.49

22.50 P

6.20 t

19.0 P

8.12

10.80 P

36,100

26,600

22,200

28,400

96,400

132,000

28,000

37,300

21,500

26,500

30,700

79,500

97,600

66,200

18,100

36,200

54,800

31,906

61,800

77,500

25,400

33,200

44,£00

t Below base

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

Rio Oraade near Del Horte, Colo.

Location.- Oct. 11, 1889, to Sept. 30, 1907, above Los Pinos Creek in sec. 26, T. 40 N.,

K7"6 E., and about 2 miles above Del Norte} May 16, 1908, to Sept. 30, 1934, at

highway bridge In sec. 30, T. 40 H., R. 5 E., below Wolf Creek, 6 miles above Del

No?te and about 4 miles upstream from former location. 

Drainage area.- 1,400 square miles. 

Records available.- October 1889 to November 1906) Hay to September 1907} Hay 1908 to

September 1934, except winters of 1892, 1893, 1903, 1903-4, 1908-9, 1912-13, 1916-

17, and 1922-23 to 1933-34.

Soureas of data.- Colorado State englneerj collaboration by TJ. S. Geological Survey 

 1889-1906, 1908-13, 1933-34. 

gage.- Nonrecording gage prior to Hov. 8, 1910; recording gage thereafter. Gage read

only on odd days of month from October 1893 to October 1903. 

gtags-dlaeharge relation.- Control .shifting. Considerably affected by Ice. 

Storage* regulation, an? diver Ions.- Storage in Beave* Park, Santa Maria, and Rio Grande

Reservoirs.Court dscreea allow for diversions of 302 second-feet. 

Remarks.- Flow at two locations not directly comparable because of inflow and diversions

between.

Flood stages and discharges 

(Base dlscharge '3,000 second-feet)

Qage

Date height -Discharge 

(feet) (second-feet)

Oage

height Discharge 

(feet) (second-feet)

1890 May 

June

1891 May

June

1892 Hay 

June

1893 Hay

1894 Hay

1895 Apr,

May 

Jund

1896 Hay

1897 Hay

27

13

7

31

13

24

24

8

18-19 

14 

20 

19 

27 

13 

12

3 

16

t Below base

6.34

5.52

6;20

4.70

6.15

6.10

5.70

4.80

4,9

4.4

4.6

4.26

4.22

4.24

4.68

4.56

4.48

6,930 

4,380 

5,650 

3-, 000 

6,560 

5,460 

4,710 

3,160 

3,320 

3,270 

3,870 

3,060 

3,000 

3,030 

3,690 

3,510 

3,620

May

June

1898 Apr. 

June

1899 Hay

1900 Hay

1901 Hay

1902 Hay

1903 Hay

June

1904 Hay 

Oct.

1905 Hay

5.70

4.78

4.20

5.30

5.20

3.62

4.80

5.80

5.16

4.42

3.24

5.64

5,84

6.20

3.50

4.35

6.5

5,230

4,020

3,410

5,270

5,100

2,320

3,950

5,450

4,480

3,350

1,790

5,100

5,430

6,020

2,040

3,100

7,460
FLOOD RECORDS - WESTERN GULP OP MEXICO BASINS 337

Flood stages and discharges of Rio Grande near Del Norte, Colo. Continued

Gage

height Discharge 

(feet) (second-feet)

Date

1905 June

1906 May

June

1907 May

June

June

1908 May

June

1909 May

June

Sept.

1910 Apr.

May

1911 May

June

July

Oct.

1912 May

June

1913 May

1914 May

June

1915 June

July

1916 May

June

1917 May

June

1918 June

1919 May

June

July

1920 Bay

June

5

8

28

11

21

28-29

2

7

13

23

18

30-July 1

20

11

26

8

19

28

6

6

29-30

12

31

9

19

26

9

3

14

6

30

5

24

13

27

23-24

2-4

13

19-20

2

12

20

27

10-11

4

16-17

18

5

15-16

7

11

22-23

28

17

3

10

22

26

1

7.05

6.45

3.9

4.35

5.9

4.3

4.5

5.35

6.35

3.5

3.85

3.5

4.0

4.05

3.85

5.15

4.3

3.7

4.4

4.35

3.95

3.65

3.95

4.8

4.05

3.8

6.0

5.15

5.15

3.65

3.2

3.55

10,000

8,630

3,440

4,180

6,860

4,100

4,420

5,870

7,670

6,550

7,220

7,400

3,440

4,130

3,440

4,430

4,530

4,140

6,870

5,050

3,860

5,260

5,160

4,420

3,920

4,550

6^450

4,480

3,960

14,000

6,940

5,940

3,780

3,140

3,800

4,690

5,820

3,920

4,790

5,830

4,300

4,500

3,040

4,390

4,160

3,860

3,720

3,260

8,250

3,260

3,720

5-, 770

5,300

4,010

3,100

4,010

7,300

7,440

7,710

June

1921 May

June

1922 May

June

1923 May

June

1924 May

June

1925 May

June

1926 May

June

1927 May

June

Sept.

1928 May

June

1929 May

June

Aug.

1930 May

June

1931 June

1932 Bay

June

July

1933 June

1934 May

27

6

16

4

13

7

29-30

14

11

21-22

26

4

14

17

27

21

7

15

30-31

5

21

24

6

5

18

26

11

30

10

13

2

9

31

8

10

15

26

6-7

17

21

11

27

30

8

12

3

13

19

22

30

4

15

25

13

2

5

12

11

t Below base 

Hot*.- All discharge quantities are average dally flows.

Rio Brande near Lobatos, Colo.

Gage

height Discharge 

(feet) (second-feet)

6,520 

3,320 

3,330 

5,940 

9,630 

4,650 

8,000 

7,230 

3,130 

4,150 

5,210 

3,820 

4,490 

4,490 

3,610 

5,590 

3,950 

5,720 

3,270 

3,400 

3,250 

3,880 

5,450 

3,280 

3,780 

3,370 

3,420 

12,600 

3,840 

5,770 

3,400 

3,240 

4,520 

3,420 

3,770 

4,430 

4,030 

5,360 

3,840 

3,680 

3,140 

3,120 

3,700 

5,180 

3,120

t 2,430 

3,860 

4,960 

4,980 

4,400 

3,840 

5,200 

4,610 

3,080 

4,030 

3,630 

3,850

t 2,610

Location.- At highway bridge In sec. 22, T. 33 N., R. 11 E., 10 miles east of Lobatoa,

7 miles below mouth of Conejoe River, and 6 miles north of Colorado-Hew Mexico

State line.

Drainage area.- 7,700 square miles. 

Records available.- June 1899 to September 1934, except winters of 1907-8, 1911-12,

1912-13, 1913-14, 1916-17, and 1918-19. Gage-height record only for other winters

prior to 1912, except 1902-3, which has discharge estimates. 

Sourcee of data.- Colorado State engineer) collaboration by U. S. Geological Survey

1899-1913, 1933-34.

Page.- Honrecording gage prior to Mar. 23, 1910; recording gage thereafter. 

Stage-discharge relation*- Control shifts. Backwater from Ice.

Regulation and diversions.- Court decrees for diversions upstream total 11,667 secondfeet.

478 O 88 22
338 FLOODS IN THE UNITED STATES

Flood stages and discharges of Rio Grande near Lobatos, Colo. 

(Base discharge 1,500 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1900 May 21

May 30- June 1

1901 May

June

1902 May

1903 May

June

1904 Aug.

Oct.

1905 May

June

1906 Apr.

May

June

July

1907 Apr.

May

June

July

Aug.

Sept.

1908 June

1909 Apr.

May

June

Sept.

1910 Mar,

Apr.

May

June

1911 Apr.

May

June

July

Oct.

1912 Apr.

May

June

1913 June

1914 May

June

July

Oct.

1915 May

June

3

14-17

23

9-10

26-29

17

27

18

10

2

11-12

3

11

26

8

25-26

12

24

17

17

30

16

2-3

25

20

3

16

28-29

5

16

2

14-15

29

21

30

10

21

29-30

10

20

10

26

13-15

1

16

2

30

11

20

13

24-25

6-7

22

10

11

4

10

15

29

26

14

12

25

5

22

22

30-31

6

1

18-19

27

4

14

3.8

5.0

3.6

3.1

4.3

3.2

2.0

4.4

2.8

10.0

2.2

3.0

3.95

4.65

3.7

8.4

9.05

3.7

4.7

6.0

6.75

3.45

3.1

4.5

3.3

6.4

6.94

7.0

5.65

4.05

3.65

3.25

3.8

3.4

3.0

4.05

3.15

5.2

5.1

4.1

6.7

5.2

5.0

3.35

3.1

5.5

5.4

4.35

3.0

4.8

3.5

5.9

5.3

5.5

4.9

6.95

3.0

3.75

3.85

3.75

7.6

4.95

3.25

2,870

4,700

2,570

1,830

3,620

1,970

** 565

3,840

1,600

12,800

** 751

1,730

3,200

4,040

2,420

11,700

13,100

2,420

4,130

6,700

8,280

2,050

1,590

3,770

2,010

7,540

8,670

8,800

5,970

3,140

2,520

1,940

2,750

2,150

1,600

3,060

1,800

4,870

4,710

3,140

7,460

4,870

4,55O

2,060

1,730

5,360

5,200

3,530

1,520

4,000

2,130

5,750

4,790

5,110

4,150

7,510

1,520

2,460

2,600

2,460

8,680

4,230

1,810

2,500

3,210

4,580

3,580

1,810

1,790

1,910

2,120

3,790

1,680

2,920

2,780

June

July

1916 May

June

Aug.

Oct.

1917 Apr.

May

June

1918 June

1919 Apr.

May

1920 May

July

1921 May

June

Aug.

1922 May

Juno

1923 May

June

Aug.

Sept.

1924 Apr.

May

June

1925 May

1926 Apr.

May

June

1927 May

June

July

Sept.

1928 May

June

1929 May

June

Aug.

Sept.

1930 June

1931 Mar.

19S2 May

June

July

19S3 June

1934 Feb.

22

29

1

12

6

13

20

9

16

3.4

28

20

1

6

20

8

15

26-27

8

25

31

11

27

1

7

18

16

27

9

1

13

12

28

9

17

23

26

9-10

16

26

7

21

8

17

6

28

7

23

4

8

6

20

20-21

3

16

28

3

12

1

11

17

27

10

13

14

25

1

22

21

24

IV

28

14

3

19

Gage

height Discharge 

(feet) (second-feet)

3,140

2,780

2,500

5,910

1,880

2,760

2,760

2,310

1,770

2,900

2,110

4,980

1,980

2,370

7,750

1,510

1,570

4,530

4,450

5,090

4,850

4,220

9,320

6,560

2,580

1,560

12,200

2,280

4,220

7,220

5,300

2,550

3,920

3,010

3,970

1,770

3,460

3,680

4,760

4,760

5,880

7,380

2,000

3,000

*» 922 

1,800 

2,280 

3,230 

2,830 

3,240 

1,820 

2,990 

2,980 

9,580 

3,900 

2,270 

1,770 

1,770 

3,960 

2,140 

2,740 

3,490 

2,980 

3,090 

1,570 

2,570 

1,530

** 900 

5,020 

5,670 

3,500 

5,580 

1,540 

2,130

** 582

** Below base 

Note.- All discharge quantities are average daily flows.
FLOOD RECORDS - WESTERN GULF OF MEXICO BASINS

Rio Srande at and near San Mfircial, N. Ilex.

Location.- Jan. 25, 1895, to Feb. 10, 1922, in sec. 19, T. 7 S., R. 1 W., at Atehlson, 

Topeka & Santa Fe Railway bridge, about three-quarters of a mile south of San 

Marcial, Socorro County; Feb. 16, 1922, to Mar. 13, 1932, in sec. 17, T. 7 S., R.J. 

W., at highway bridge half a. mile northeast of San Harcial and about li mires above 

former site; thereafter in Fedro Armendaris Grant 34, at new railroad'bridge 1.1 

miles south of San Harcial and about 0.3 of a mile below first site.

Drainage area.- 27,800 square miles.

Records avaiTable.- January 1895 to September 1934.

Sources of data.- Station maintained by 0. S. Geological Survey prior to Jan. 1, 1900, 

and subsequent to Aug. 7, 1928; by American section of International Boundary 

Commission Jan. 1, 1900, to Mar. 31, 1914; by 0. S. Bureau of Reclamation Apr. 1, 

1914, to Aug. 7, 192&.

Sage.- Nonreoording gage read to tenths twice daily Jan. 25, 1895, to Feb. 10, 1922,

and May 10 to Dec. 28, 1923; recording gage Feb. 16, 1922, to May 9, 1923, and subsequent to Dec. 28, 1923. Zero of gages: Jan. 25, 1895, to Feb. 10, 1922, 

4,444.75 feet above mean sea level, 0. S. Coast and Geodetic Survey datum; Feb. 16, 

1922, to May 9, 1923, 4,461.53 feet; May 10 to Dec. 28, 1923, 4,463.33 feet; Dec. 

29, 1923, to Mar. 13, 1932, 4,462.33 feet; thereafter 4,455.38 feet.

Stage-discharge relation.- Control and channel shifts. Discharge determination dependent upon frequent measurements. Ice effect slight.

Diversions.- Water diverted sufficient to irrigate 600,000 acres.

Remarks.- Temporary gage at highway bridge half a mile above San Harcial used June 14 

to July 22, 1920; zero of gage was 4,452.33 feet above mean sea level.

Flood stages and discharges 

(Base discharge 4,660 second-feet)

Sage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1895 Apr.

May

June

July

Aug.

1896 Apr.

July 

Oct.

1897 Apr.

May

June

Sept.

Oct.

1898 Apr.

July

1899 July

1900 May

June

Sept.

1901 Way

June

July

Aug.

Sept.

1902 Aug.

1903 Apr.

May

June

1904 Aug.

Oct.

1905 Mar.

Apr.

May

June

23

1

7-8

13

11

25

2

26-May 2

21 

15

23

7

21-22

30

14

14

26

6

10

22

20

30

14

17

20

22

3

10

5

25

2

25

31

20

11

26

5

18

12

18

24

28

3

11

4

13

25

5

24

26

12

9.5

9.0

8.9

8.9

9.35

8.55

9.0

9.0

9.0

u.o

9.75

11.2

12.35

10.8

9.25

8.5

8.25

9.4

11.0

8.4

9.9

10.0

9.3

10/75

9.25

9.3

9.5

9.1

9.7

9.7

9.7

9.8

9.1

9.5

9.65

11.1

9.9

10.8

12.25

12.6

12.4

9.8

12.7

13.75

5.1

9.95

11.0

11.5

13.05

13.15

12.35

7,800

6,260

5,960

5,960

7,340

4,880

6,260

4,800

4,800 

11,300

7,020

16,000

21,800

12,600

7,370

6,050

5,180

9,100

15,500

5,100

10,600

11,300

6,190

16,800

4,660

6,250

7,460

8,500

5,570

5,560

4,740

6,600

4,940

5,860

6,210

10,500

5,500

8,950

16,500

18,300

18,900

** 2,260

19,100

33,000

5,620

4,690

14,200

12,200

29,100

28,000

18,500

June

1906 Apr.

May

June

Sept.

1907 Apr.

May

June

Aug.

Sept.

1908 Apr.

1909 May

June

Sept.

1910 May

1911 May

June

July

Oct.

1912 May -

June

1913 June

Oct.

1914 May

June

July

Aug.

1915 Apr.

Hay

June

July

1916 Mar.

Apr.

18

26

2

15

2?

18

28

21-22

28

21

27

1

22

19

12

12-13

7

S

16

12

18 4

15

18

21

23

7

10

5

31

9

13

5

12

15

27

5

19

25

29

5

18

28

3

8

21

5

16

27

24

7

9.7

9.95

9.6

10.3

10.9

10.6

10.4

10.6

11.4

11.6

10.2

11.75

11.05

11.2

12.3

12.7

13.3

13.25

12.55

13.5

12.9

14.1

12.85

12.95

13.45

13.45

14.3

14.0

13.0

14,6

14.0

13.0

13.85

13.2

13.2

12.8

12.85

12.8

13.45

13.35

12.95

14.2

12.95

13.8

12.6

14.0

13.75

13.1

14.55

14.2

13,700

6,000

5,380

10,400

10,800

8,530

9,070

7,500

11,500

11,700

5,060

10,600

5,840

** 4,070

7,180

7,890

9,490

8,420

6,390

8,100

6,120

.8,630

6,270

7,720

11,000

10,900

11,800

11,500

6,880

15,300

12,900

6,230

5,040

5,610

6,000

5,790

5,880

5,020

7,920

6,130

5,480

12,600

4,970

9,480

4,980

10,400

8,100

5,800

9,000

7,110

4,800

 ** Below base
FLOODS IN THE UNITED STATES

Flood stages and discharges of Rio Grande at and near San Marolal, N. Mex. Continued

Date he

a

1916 May

Oct.

1917 Apr.

May

June

1918 May

1919 Apr.

May

June

July

Aug.

1920 Feb.

May

i

14

21-22

29

15 IE

29 15

22 1<

26 1J

29 1!

9 15

23 1<

12 15

26 I<

28 IE

9 1<

27 I<

29 1J

5 IS

11 12

16 IS

20 U

2 U

25 12

13 IE

16 IE

May 27 -June 4 1£

July

1921 May

June

July

1922 May

June

1923 May

2 1]

9

10

20 IE

25

11

4

15

12

15

25

May 31-June 1

June

Sept.

1924 Apr.

s

 JKt4

11

3

18

27-28

Estimated

Below base

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (seoond-feet)

15.25

13.8

14.0

13.55

13.4

13.55

14.3

13.05

14.85

15.30

14.70

14.90

12.85

13.90

13.10

13.95

14.15

14.25

13.70

15.20

15.0

16.1

11.05

8,320

15,100

6,720

6,090

11,400

5,240

9,080

6,430

5,440

5,250

8,630

3,320

10,200

12,700

9,580

10,800

4,890

7,840

5,440

3,450

8,250

7,600

4,840

13,200

12,600

22,500

8,400

5,490

12,700

19,400

10,900

10,400

9,480

5,330

8,110

9,450

6,960

7,810

5,450

5,010

6,230

10,000

12,200

May

1925 Apr.

1926 Apr. 

May

June

1927 May

June 

July 

Aug.

Sept.

1928 May

June

1929 May

Aug. 

Sept.

1930 Apr. 

July

1931 Sept.

1932 Apr.

May

July

Aug.

193S June

Sept. 

1934 Aug. 

Sept.

18

20

30

9

29

6

13

10

22

19

6

7

25

14

21

5

13

4

13

24

13

24-27

24

17

28

26

26

26

26

20

23

23

23

23

3

30

22

22

14

14

28

29

25

4.5

3.90

3.53

3.42

3.48

4.24

6.04

7.80

3.67

3.75

3.56

3.94

4.07

5.94

6.13

6.25

7.27

7.31

6.42

8.87

8.69

8.35

7.27

12,400

*» 3,300

7,180

8,550

10,900

7,080

6,420

7,810

6,820

4,710

7,440

5,030

4,800

10,100

5,550

7,500

6,020

5,330

5,520

8,240

16,300

* 20,000

f 47,000

4,850

5,140

4,670

P 5,880

5,930

P 8.130

5,730

6,300

P 6,860

12,400

P 12,800

6,350

5,070

16,200

P 20,600

4,670

P 14,200

P 9,910

7,210

P 7,030

Note.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak).

Rio Grande near El Paso, Tex.

ocatlo 

May 

Fo

downstream after Sept. 3, 1925. 

Drainage area.- 32,819 square miles (with all closed basins eliminated), according to

International Boundary Commission. 

Records available.- May 1889 to June 1893; January 1895 to March 1914; August 1914 to

December ___ __ 1933. -..,wlrL , Gage-height -_0_ _-^.Q.**, record _'OOU.L U only UIl_Ly January USUIUSU y 1895 J-OEJiJ to ou December USJWUlwl. 1896. xu^u.

Sources of data.-"Prior to May 1, 1897, TJ. S. Geological Survey; May 1, 1897, to Mar. 31,

1914. U. S. section of Internelational Boundary Commission; Aug. 1, 1914, to June 8, 1915. - ' -- - - - 

discharge record March 1923

Boundary CommlE

31, 1931, to Dt_. .__

Gages»- Nonreoording gages during early pare or record ana recording gage during j-atter 

part. Exact date of establishment of recording gage not known, but it was in operation during 1923-24. Gage datum raised 9.00 feet Sept. 26, 1918. Zero of gage 

(present datum), 3,720.65 feet above mean sea level.

Stage-digcharge relation.- Control shifts continually.

Storage, regulation, and diversions.- Considerable diversions. After March 1915 flow almost completely regulated at Elephant Butte Reservoir,which has a capacity of 

2,627,000 acre-feet.
FLOOD RECORDS - WESTERN GULP OP MEXICO BASINS 341

Flood stages and discharges of Rio Grande near El Paso, Tex. 

(Base discharge 2,400 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1889 May

June

1890 Apr.

May

May

June

Aug.

1891 Feb.

Mar.

Apr.

May

June

Sept

Oct.

1892 Apr.

May

June

July

1893 Apr.

May

1895 Apr.

May

June

July

Aug.

Sept

1896 July

Oct.

1897 May

June

July

Sept

Oct.

1898 Apr.

May

June

July

1899 July

1900 May

June

1901 May

June

Aug.

Sept

1902 Aug.

1903 May

June

1904 Sept

Oct.

1905 Mar.

Apr.

10-11

8

25

20

1

29 -June 1

23

29

25

2

9

28

13-14

20

17

19

30

29

4

8

23

8-9

24

1

16

13

16

30

5

11-12

25

26

3-4

26

9

16

15

27

4

1

24

17

10

22

27

4

19

1

16

9

13

24

3-4

7

11

26

6-7

10

12

20

22-23

25

6

8

29-30

6

1

23

13

29

20

21

6

6

15

10-12

21-22

16

28

7.60

7.50

6.73

7.35

7.30

8.40

7.10

6.75

6.85

7.15

7.25

7.5

7.25

8.4

11.6

8.65

8.15

9.2

6.8

6.9

8.5

9.4

7.95

8.15

7.05

6.85

7.1

7.0

8.1

6.95

8.2

10.85

9.8

9.6

10.1

10.05

12.0

10.35

10.95

9.55

9.6

10.6

13.4

12.8

15.3

12.6

10.15

10.3

9.1

10.15

11.15

10.8

11.3

9.4

10.1

9.8

10.6

9.75

10.0

13.65

9.05

9.8

10.45

10.35

11.0

10.8

10.2

10.05

10.1

9.95

12.3

14.05

6.1

12.75

13.95

10.8

10.3

10.85

13.1

4,700

4,460

2,570

4,110

4,060

7,200

3,500

2,500

2,780

3,640

3,920

4,640

3,920

7,200

16,600

7,910

6,480

9,480

2,640

2., 920

7,480

10,000

5,920

6,480

3,350

2,780

3,500

3,210

6,340

3,070

6,630

8,200

9,800

17,000

10,400

5,450

5,300

2,880

4,000

5,000

4,750

5,800

2,420

3,080

2,680

3,700

2,700

3,250

9,900

*-* 1,900

2,500

3,550

3,100

3,980

3,620

3,070

2,900

2,650

 :« 2,140

5,340

18,100

*« 655

8,170

17,100

4,910

3,170

3,850

7,700

May

June

1906 May

June

July

Aug.

Dec.

1907 Mar.

Apr.

May

June

July

Aug.

Sept

1908 Apr.

May

1909 Apr.

May

June

Aug.

Sept

1910 May

1911 May

June

July

Oct.

1912 Mar.

Apr.

May

June

1913 Apr.

May

June

1914 Aug.

Oct.

Dec.

1915 May

June

July

July

Aug.

Sept

1916 May

Oct.

Dec.

1917 July

9

15

2

12

3

18

27

22

12

5

5

28

23

4

1

13

24

8-10

31

7

25

30

3

24

22

8

26

25-26

13

18

25

17

25

9-10

12

6

22

4

16

5

18

23

6

12

18

21

^25

12-13

20Si

25

12

7-8

3

30

27

6

15

1

7

27

24

2

4

24

10

16

21

30

27

31-Aug. 1

8

19

21

27

 31

15

31

9

13

13.5

12 .-2

16.1

14.9

9.8

11.95

12.5

11.85

9.35

9.8

10.2

9.2

11.4

10.4

12.65

11.9

13.05

11.3

10.2

9.65

9.8

11.15

13.45

10.9

10.6

10.05

10.3

11.2

12.5

12.1

12.1

12.2

10.15

11.75

11.65

12.95

11.5

11.1

13.05

10.8

11.85

10.85

13.75

13.8

13.2

13.0

14.0

14.5

11.35

10.8

11.55

10.9

12.5

15.15

11.1

10.85

10.75

11.6

11.5

11.2

12.15

11.6

11.8

11.05

10.75

11.3

11,4

11.05

11.3

11 .-2

11.2

13.15

11.18

11.55

11.4

9,760

6,680

20,700

23,700

3,700

7,330

8,700

6,500

2,590

3,080

3,670

2,460

6,460

4,030

9,780

7,320

10,800

7,650

4,350

3,000

2,590

5,000

10,400

4,820

3,420

2,770

3,230

3,780

6,850

6,350

5,750

6,430

2,680

5,140

4,880

7,720

5,320

3,290

7,440

3,460

5,190

4,100

9,380

 9,550

9,060

8,060

10,200

11,800

4,920

3,930

3,970

3,060

5,530

16,000

5,260

3,160

2,860

3,900

4,040

3,980

2,820

3,410

2,450

2,710

3,740

4,440

3,940

4,040

2,750

3,380

2,950

3,060

2,630

2,600

2,500

2,500

5,300

2,480

2,820

2,560

;:--::- Below base
342 FLOODS IN THE TOUTED STATES

Flood stages and discharges of Rio Grande near El Paso, Tex. Continued

Date

1917 July

Aug.

1918 Aug.

1919 May

1920 June

Aug.

1921 June

July

Aug.

Sept.

1922 Aug.

1923 Aug.

1924 May

June

July

Aug.

1925 July

Aug.

26-27

31

3

12

11

6

6

15

26

5

31

19

22

17

26

21-22

11

20

27

5

23

4

11

16

28

30

1

Gage

height Discharge 

(feet) (second-reet)

Gage

height Discharge 

(feet) (second-feet)

11.3

11.38

11.35

11.25

3.32

4.14

3.63

4.26

3.45

3.60

3.30

4.06

3.35

3.86

3.48

3.38

4.08

3.69

3.71

3.18

3.30

3.75

3.55

3.52

3.47

4.10

5.80

2,410

2,520

2,480

1,900

2,090

2,940

2,760

3,170

2,440

3,160

2,700

3,110

2,430

2,780

2,630

2,400

3,190

2,690

3,050

2,450

2,500

2,700

2,850

2,900

2,690

3,600

6,150

Aug. 

Sept.

1926 July

1927 July

Aug.

Sept.

1928 July 

Aug.

1929 May 

July

Aug.

1930 Aug.

1931 Aug.

1932 Aug.

1933 July

Aug.

11

3

12

26

26

29

6

20

14

22

13

13

23

11

30

1

11

11

24

9

3

3

31

18

18

5

5

3.30

7.10

4.96

3.16

6.18

3.27

5.78

5.78

2,610

9,160

4,910

3,750

5,350

2,750

2,560

2,420

2,600

2,450

2,810

4,060

2,530

3,780

2,790

3,190

5,830

6,870

2,840

2,340

4,210

4,710

1,990

4,010

4,940

3,550

5,010

*» Below base

Hote.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Conejos River near Mogote, Colo.

Location.- Aug. 25, 1899, to Mar. 31, 1900, and Apr. 17, 1903, to Oct. 31, 1905, about

4 miles southwest of Mogote, Conejos County; Apr. 22 to June 21, 1906, and Mar. 21, 

1907, to Oct. 5, 1911, at Jacob Ranch, 8 miles above Mogote; Jan. 1, 1912, to Sept. 

30, 1934, at Broyles Bridge, in sec. 34, T. 33 H., R. 7 E., about 5 miles west of 

Mogote and 12 miles west of Antonio. Present site is about 1 mile above first 

location and 3 miles below second location.

Drainage area.- 282 square miles (at present location).

Records available.- August 1899 to March 1900 (gage-height records only), April 1903

to October 1905; April to June 1906; March 1907 to October 1911, anrt January 1912 

to September 1934. No winter records 1903-4, 1904-5, 1907-8, 1908-9, 1911-12 to 

1914-15, 1916-17, 1918-19, 1920, 19S2 to 1933-34; gage-height records only 1909-10 

and 1910-11.

Sources of data.- Colorado State engineer^ collaboration by U. S. Geological Survey 

prior to October 1913 and subsequent to September 1933.

Gage a Nonrecording gage prior to 1915; recording gage thereafter.

Stage-discharge relation.- Control shifts at first two sites; fairly permanent at present location. Ice causes backwater.

Diversions.- Court decrees allow for diversions of 66 second-feet above present location.

Flood stages and discharges 

(Base discharge 1,800 second-feet)

1903 May

June

1904 Sept.

1905 May

June

16-17

28

2-3

7

18

27

30

26

5

8

3.85

3.8

4.35

3.0

4.65

3.85

4.0

4.85

5.65

5.35

Gage

height Discharge 

(feet) (second-feet)

2,020 

1,940 

2,880 

2,790 

3,380 

S.OSO

1,900

2,*760 

3,870 

3,440

Date

1906 May 

June

1907 May 

June

July

1908 June

1909 May 

June

1910 May

21 

13

22-23 

6-7

15

1

7

14-15 

11

19 

6

12

3.3 

3.75

3.05 

3.0

3.2 

3.45

3.2

3.25 

2.9

2.9 

3.65

2.9

Gage

height Discharge 

(feet) (second-feet)

2,450

3,290

2, '676 

1,980 

2,330 

2,770 

2,330

1,810

3,120

1,920
FLOOD RECORDS - WESTERN GULP OP MEXICO BASINS 343

Flood stages and discharges of Conejos River near Mogote, Colo. Continued

Gage

height Discharge 

(feet) (second-feet)

1,840

1,830

1,860

2,500

3,040

2,170

2,500

4,500

4J290 

2,790 

2,650 

1,920 

1,840 

2,340 

2,020 

1,840 

1,820 

1,940 

2,430 

2,380 

2,960 

2,920 

1,850 

2,180 

2,370 

2,010 

3,390 

3,430 

3,830 

3,940 

3,390 

2,380 

2,480 

2,870

# Last day of record; may not be peak 

** Below base 

Note.- All discharge quantities are average daily flows.

1910 May

1911 May

June

July

Oct.

1912 May

June

J.913 May

1914 June

1915 June

1916 May

June

1917 June

1918 June

1919 May

1920 May

June

1921 May

June

30

8-9

25-26

2-3

9

22

2

5

23

4

7

15

26-27

4

13

16

2

12

19

10

11

23

7

12-13

30

10

22

26

1

g 

27

31

4

15

2.85

2.8

2.8

3.8

3.5

3.0

3.2

4.4

5.15

4.9

4.8

4.85

4.5

Date

1922 May

June

1923 May

June

1924 May

June

1925 May

1926 May

June

1927 May

June

1928 May

1929 May

June

1930 IJay

1931 June

1938 May

June

1933 June

1934 May

7

28

9

10-11

20-21

27-28

14

S7

21

7

13

20

24

7

18

8

29

31

8-9

16

21

26

5

31

3

19

23

30

16

23

26

2

11

10

Gage

height Discharge 

(feet) (second-feet)

2,230

3,310

3,240

2,280

2,280

3,240

2,780

1,840

2,360

2,020

2,360

## 1,570 

2,040 

2,320 

2,330 

1,920 

3,130 

2,200 

2,420 

2,310 

1,910 

2,310 

2,460 

1,860

## 1,280 

2,740 

2,800 

2,420 

2,710 

2,350 

2,440 

2,290 

1,990

#» 1,080

Peoos River near Comstock, Tex.

Location.- At high bridge of Galveston, Harrisburg & San Antonio Railway (now Texas & 

New Orleans Railroad), 12 miles northwest of Comstock, Val Verde County, 5j miles 

above confluence with Rio Grande and b'elow all tributaries.

Drainage area.- 38,283 square miles according to International Boundary Commission.

Period of record.- May 1900 *-o December 1933.

Sources of data.- U. S. Geological Survey records prior to July 1931; reports of 0. S. 

section of International Boundary Commission thereafter. Station maintained by 

U. S. section of the International Boundary Commission from May 1900 to liar. 31,

1914. Jointly maintained by the Commission for the Equitable Distribution of the 

Water of the Rio Grande, U. S. Bureau of Reclamation, and U. S. Geological Survey 

from Apr. 1, 1914, to June 30, 1915. Maintained by U. S. Geological Survey July 1,

1915. to June 30, 1931, and by International Boundary Commission thereafter. 

Gage.- Nonrecordlng gage read to hundredths twice daily (sometimes oftener during floods).

floods). Zaro of gage is 1,059.01 feet above mean sea level. 

Stage-discharge relation.- Control shifts continually. 

Regulation.- Diversions and storage above station for irrigation. In lower part of

basin return waters tend to equalize effects of diversions.

Remarks.- This station was published prior to 1915 as Pecos River near Moorhead. 

Historical data.- Maximum stage prior to flood of Sept. 1, 1932, was 35.75 feet on

Apr. 6, 1900 (discharge not determined).

Flood stages and discharges 

(Base discharge 2,140 second-feet)

1900 May 

July 

Sept. 

Oct.

1901 Sept. 

Nov.

21

17

23

29

8

15

Gage

height Discharge 

(feet) (second-feet)

4.7

5.8

3.85

3.8

9.2

3.9

3,300

4,600

2,200

2,430

9,200

2,690

1902 May 

Aug. 

Sept.

1903 June

1904 May 

June

18

4

5

29

29

7

Gage

height Discharge 

(feet) (second-feet)

10.4

4.3

4.05

3.6

4.0

9.95

11,100

2,880

2,370

2,140

2,630

4,790
344 FLOODS IN THE UNITED STATES

Flood stages and discharges of Peoos River near Comstook, Tex. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1904 June 

Sept.

Oct.

Nov.

1905 Mar.

Apr.

May 

June 

July 

Aug.

1906 June 

Aug.

Dec.

1907 Nov.

1908 Apr. 

July

1909 Aug.

1910 Sept.

1911 Feb. 

Apr. 

Aug.

1912 Apr.

1913 Apr. 

May 

June 

July 

Sept. 

Nov.

1914 May

June

July 

Aug. 

Oct. 

Nov.

1915 Apr.

May

Sept.

1916 Sept.

1917 May

1918 June 

Aug.

1919 Mar. 

Apr.

May

June 

July 

Sept.

27

7

20

23

8

15

20

1

23

6

18

9

12

3

6

11

27

10

6

18

7

1

6

19

4

6

7

24

4

30

27

26

24

1

23

9

17

2

27

23

1

15

22

2

11

16

Z

2

12

8

15

15

25

4

9

8

12

26

29

16

16

11.45

10.1

13.6

5.35

3.75

5.2

3.7

6.7

8.95

3.6

3.5

4.4

5.6

4.95

14.6

23.65

8.25

2.9

4.2

7.55

10.8

3.4

19.6

5.25

9.3

3.95

2.05

12.35

12.15

4.6

3.4

6.1

5.8

8.0

8.5

6.25

5.9

5.25

7.7

19.0

8.0

4.05

15.6

6.65

4.00

5.95

33.0

11.20

2.02

4.8'2

6.37

6.90

3.40

4.46

3.32

3.88

3.34

3.64

6.30

21.25

30.00

13,000

10,600

17,500

5,570

2,700

5,220

2,210

8,950

14,600

2,430

2,280

2,760

5,530

4,340

18,500

35,600

8,870

*« 880

2,880

8,020

11,700

** 1,780

26,000

3,560

10,800

2,550

*# 1,110

18,300

17,700

3,600

2,450

5,310

4,330

0,31C

9,280

5,380

4,860

3,980

7,760

36,700

8,310

2,740

27,400

6,310

2,83O

5,120

P

14,800

*» 1,100

3,950

6,290

P 7,140

2,270

3,400

2,200

2,740

2,220

2,500

6,000

51,800

P

Sept. 

Oct.

1920 Aug.

1921 June

1922 Apr.

May 

June

1923 Sept.

1924 Sept.

1925 May

June 

Aug.

1926 June 

July

Oct.

1927 Apr. 

June

1928 May

July 

Aug. 

Sept.

1929 June 

Oct.

1930 Oct.

1931 Apr. 

May

1932 May 

June 

Sept.

Oct. 

1933 Oct.

22

29

4

11

20

22

13

13

19

29

3

25

S71 '

18

18

17

21

22

28

89

25

1

8

23

23

15

7

13

13

3

13

13

27

20

22

30

14

14

6

14

14

29

29

18

18

12

12

28

28

1

1

7

16

22

24

29

16

16

14

14

17.05

5.70

5.8

3.3

4.2

5.4

8.4

12.8

5.3

5.2

8.4

5.0

4.5

7.2

19.2

27.16

1.60

9.80

5.40

23.6

16.40

3.40

3.54

5.2

10.60

12.47

P

P

 H-i

P

P

P

P

35,200

5,080

5,220

2,180

3,090

4,660

9,800

18,500

4,520

4,380

9,800

4,100

3,450

7,530

43,600

::- 800

12,800

4,520

65,000

32,800

2,230

5,820

2,430

2,210

4,380

2,580

2,520

2,740

14,600

3,320

12,100

19,800

5,630

2,180

3.190

#* 1,690

6.53

18.6

7.80

6.10

6.25

6.30

38.25

6.50

5.25

P

P

P

P

P

P

P

P

2,140

6,320

6,150

12,400

20,100

2,740

8,620

2,620

5,680

2,490

5,630

2,360

6,020

57,900

102,000

8,310

2,630

8,240

6,170

7,960

6,220

6,360

2,460

4,500

** Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOODS IN THE UMITED STATES 345 

Part 9. Colorado River Basin

Colorado River at Glenwood Springs, Colo.

Location.- In sec. 9, T. 6 S., R. 8 W., at Glenwood Springs, Garfield County, half a 

^mile above Roaring Fork. 

Drainage area.- 4,560 square miles. 

Records available.- January 1900 to September 1934. 

Source of data.- U. S. Geological Survey? 

Sages.- Honrecording gage read to tenths twice daily prior to May 10, 1910} recording

gage thereafter. Zero of gages is 5,720.71 feet above mean sea level. 

Stage-discharge relation.- Control shifts occasionally at high water. Banks overflow

at extreme stages. 

Storage, regulation, and divereion.- A few small reservoirs above station. Irrigation

and transmountaln diversions amount to about 260,000 acre-feet annually. 

Remarks.- A station was maintained just above Roaring Fork May 12 to July 17, 1899, but

record was affected by backwater from that stream.

Flood stages and discharges 

(Base discharge 11,000 second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1900 May

June

1901 May

June

1902 May

1903 May

June

1904 May

June

1905 May

June

1906 May

June

1907 May

June

July

1908 June

1909 May

June

1910 June

1911 May

June

1912 May

June

1913 June

1914 June

1916 June

1916 May

June

1917 May

June

1918 May

12-13

50-31

9

22

28-29

10-11

24-25

16

17

8-10

18

$5

31

14

25

24

5-6

25

30

7

14

23-24

8

17

15

12

23-24

30

9-10

21

1

1C

-8-10

16

27

9

29

1

3

14-15

12-13

21

21

11

6

14

14

19

19

19

25-27

8. ]

10.15

9.4

10.15

9.55

8.2

8.2

8.2

8.2

8.8

9.4

9.3

8.7

8.7

8.8

8.6

10.7

9.2

8.7

8.7

10.7

9.1

9.4

10.3

8.2

8.2

8.3

8.2

11.2

12.0

8.8

8.2

9.0

8.5

9.6

12.0

10.1

8.6

12.0

10.5

8.1

8.6

8.6 P

8.4

8.5

8.9

8.95 F

9.1

12.2

12.4 P

8.9

11,200

19,700

17,600

19,700

16,400

12,000

12,000

12,000

11,400

15,900

16,500

16,100

13,500

15,500

13,900

13,300

22,100

16,700

13,500

13,500

22,100

15,200

16,500

20,400

11,500

11,600

11,100

11,100

24,300

27,300

14,300

11,600

15,200

13,000

17,700

29,700

20,200

12,100

39,700

22,200

11,200

13, 000

13,400

12,600

12,200

14,600

14,800

15,200

28,600

29,400

14,400

June

1919 May

1920 June

1921 June

1922 May

June

1923 May

June

1924 May

June

1925 May

1926 May

June

July

1927 May

June

1928 May

June

1929 May

June

1930 June

1931 June

1932 May

June

1933 June

1954 May

14-16

14» 15

29-50

1

1

9-10

15-16

15

29-30

9

10

28-29

17

17

19

28

8

15-16

15

31

31

6

26

7

8

22-23

22

11

28-29

11

31

51

18-19

30

26

10

10

23

1

1

13-14

8

24

24

17

25-26

7

13

13

13

12.4

12.55

8.40

11. 1

11.2

10.8

12.0

12.3

9.20

9.20

9.3

9,20

10.20

10.3

8.20

8.10

9.30

11.00

11.25

8.00

8.06

8.00

9.50

8.00

9.70

9-.S

8.86

8.10

9.19

11.75

11.88

8.13

8.36

&.90

10.46

10.54

8.70

9.08

9.17

8*75

7.59

9.28

9.64

8.67

8.88

10.14

10.32

10.44

7.06

P

P

F

P

P

F

P

F

P

F

P

t

6 F

F

t

29,400

30,100

12,300

25,800

24,500

32,500

27,700

29,000

16,700

16,700

16,100

16,700

20,000

20,400

11,700

11,500

16,100

23,400

24,600

11,000

11,200

11,000

17,000

22,700

11,OOO

17,800

18,400

14,400

11,300

15,700

27,000

27,400

11,300

12,400

16,700

20,800

21,400

15,600

16,800

16,500

14,000

9,240

15,800

17,300

13,200

12,100

19,300

20,200

20,600

8,010

t Below base

Hote.- All discharge quantities are average daily flows except as designated by 

(momentary peak).
FLOODS IH THE OTITED STATES

Colorado River at Yuma, Ariz.

Location.- Prior to Hov. 11, 1933, 1,000 feet below highway bridge at Yuma, Yuma County, 

and 5 miles below Gila River; thereafter, 1,800 feet below highway bridge at Yuma.

Drainage area.- 244,800 square miles.

Records available,- April 1878 to September 1934. Gage-height records only prior to 

January 1902. Mean monthly record only in 1902 and 1903.

Sources of data.- Gage-height records by Southern Pacific Railroad Oo. prior to Jan. 1, 

1902j records by TJ. S. Geological Surrey January 1902 to December 1906 and July 21, 

1928, to September 1934; records furnished by TJ. S. Bureau of Reclamation January

1907 to July 20, 1928. 

Sages.- Nonrecording gage read daily or oftener prior to Bay 1, 1922} recording gage

thereafter. Zero of gages is 102.79 feet above mean aea level. 

Stage-discharge relation.- Control shifts. Owing to unstable stream bed, discharges for

peak gage heights are not always peak discharges for given flood. 

Storage, regulation, and diversion.- Many storage reservoirs on tributaries. Host important reservoirs aresRoosevelt on Salt River (capacity, 1,305,000 acre-feet in

1908 and 1,637,000 acre-feet in 1924); Horse Mesa on Salt River (capacity, 245,000 

acre-feet), completed in 1927; San Carlos on Sila River (capacity, 1,165,000 acrefeet), completed in 1928; Boulder on Colorado River, in which storage began February 

1935. Last-named reservoir will completely control floods on main river above Yuma. 

Many diversions, increasing throughout period of record. Since April 1913 increasing 

quantities of water have been diverted around gaging station for power development 

and returned to river below; records do not include these latter diversions.

Flood stages and discharges 

(Base discharge 51*200 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1902 "May

June

1903 May

June

1904 June

1905 Feb.

Mar.

Apr.

May

June

Hov.

1906 Mar.

June

Dec.

1907 Mar.

June

Aug.

1908 June

Dec.

1909 May

June

Aug.

Sept.

1910 Jan.

May

June

1911 May

June

July

Oct.

1912 June

July

1913 June

1914 June

1915 Feb.

May

June

26

11

25

29

7

9

22

3-4

20

15

11

19

30

16

29

5

27

7

8

6

27-30

3

26

19

20

24

24

4

13

5

7

24

12

20

2&

24

10

30

14

22

9

10

14-15

3

8

27

13

24.5

24.3

25.60

27.60

26.00

28.75

25.85

26.70

30.30

29.65

26.30

29.15

31.3

27.55

 27.95

28.30

28.10

25.30

27.0

28.90

28.70

23.30

25.3

26.25

26.2

30.75

21.0

21.25

23.7

22.95

22.8

23.0

23.45

23.9

23.3

25.85

22.2

22.75

24.1

29.05

23.45

22.7

28.95

25.8

24.0

21.85

21.9

59^200

56,200

56,400

72,200

51,200

82,800

54,700

70,200

111,000

97,500

52,000

94,300

103,000

66,700

75,000

92,400

99,200

60,000

68,700

87,100

115,000

61,900

61,700

72,500

70,400

150,000

54,100

66,200

93,200

67,500

66,000

70,300

69,400

64,200

59,100

78,300

54,600

56,100

60,200

144,000

65,200

62,500

137,000

90,000

66,200

51,300

51,300

Date

Gage

height Discharge 

(feet) (second-feet)

June

1916 Jan.

Mar.

May

June

Oct.

1917 Apr.

May

June

July

1918 July

1919 June

Nov.

1920 Feb.

June

1921 May

June

Aug.

1922 May

June

1923 May

June

Sept.

Dec.

1924 May

June

1925 June

1926 May

June

1927 Feb.

May

June

July

Sept.

1928 May

June

1929 June

30

22

31

29

24

24

18

20

7

2

4

3

6

30

25

8

28

28

29

18

10

19-21

21

8

26

24

30

31

24

24

8

8

16

16

20

21

15

2

25

9

20

23

13

13

7

7

19

21.75

33.2

30.4

23.55

25.00

24.00

25.25

25.35

22.75

26.35

29.05

23.65

23.25

26.50

31.50

30.35

24.80

31.05

23.70

24.70

27.26

25.19

23,57

25.35

24.20

24.08

22.99

23.92

24.13

24.3

23.40

23.45

25.13

25.18

27.25

29.4

25.15

26.72

25.62

27.29

26.15

26.21

28.23

28.3

26.98

27.26

25.86

57,800

* 240,000

* 177,000

68,400

74,800

72,200

68,500

69,900

53,700

95*200

143,000

94,300

57,600

82,600

165,000

190,000

68,000

186,000

61,300

76,000

115,000

110,000

67,600

100,000

93,000

57,700

53,900

60,700

65,300

P 66,500

52,900

P 53,200

57,800

73,100

81,200

P 92,400

58,700

74,100

65,100

77,200

72,800

71,900

98,800

P 99,400

88,900

P 91,000

87,600

^Estimated
FLOOD RECORDS - COLORADO RIVER BASIN 347

Flood stages and discharges of Colorado River at Yuma, Ariz. Continued

Gage

hsight Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1929 Aug.

1930 June

1931 June

1932 Feb.

9

21

16

16

22.70

25.03

25.16

23.91

22.06

25.82

52,400

55,600 

P 54,500

53,000 

** 26,900

52,900

July 

1953 June

1934 May

5

5

7

25

23

20

28.53

28.56

24.83

25.82

26.10

20.90

89,100

90,800

62,000

68,600

70,700

22,300

** Below base

Note_.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Green River at Green River and Little Valley near Green River, Utali

Location.- Oct. 21, 1894, to Oct. 14, 1899, and Feb. 16, 1905, to Dec. 1, 1910, in SWj 

sec. 15, T. 21 S., R. 16 E., at Denver & Rio Grande Western Railroad bridge 1 mile 

southeast of Green River, Emery County; Dec. 2, 1910, to Dec. 31, 1911, and June 

21, 1924, to Sept. 30, 1934, at highway bridge about 200 feet upstream; Dec. 18, 

1910, to Nov. 6, 1914, in SWj sec. 5, T. 22 S., R. 16 E., at ferry at Little Valley 

near Green River, about 6 miles below first location; Nov. 7, 1914, to June 20, 

1924, in sec. 4, about 1 mile above ferry.

Drainage area.- 40,600 square miles.

Records available.- October 1894 to October 1899, February 1905 to September 1934.

Sources of data.- U. S. Geological Survey. Cooperation with Utah Power & Light Co. Dec. 

16, 1917, to June 30, 1927.

Gages.- Nonrecording gages prior to Nov. 7, 1914, and June 21 to Sept. 18, 1924; recording gages Nov. 7, 1914, to June 20, 1924, and subsequent to Sept. 18, 1924. Datum 

lowered about 1.7 feet when gage was reinstalled Feb. 16, 1905. Gage at highway 

bridge set Dec. 2, 1910, to read same as railroad bridge gage. Datum ofgage at 

Little Valley lowered 1.00 foot Oct. 22, 1922.

Stage-discharge relation.- Affected by ice. Control shifts. Bank-full stage at Green 

River,'about 12 feet.

Regulation and diversions.- Storage capacity in Strawberry and other reservoirs probably

' does not exceed 350,000 acre-feet capacity. Diversions for irrigation of 230,000 

acres in 1902 have increased to a present estimate of about 600,000 acres.

Remarks.- Early records published as at Blake and at Elgin. Gage heights not evaluated 

Oct. 1, 1897. to' Oct. 14, 1899, because accuracy of 'rating table is questionable. 

Record at Little Valley not used prior to Jan. 1, 1912.

Flood stages and discharges 

(Base discharge 19,200' second-feet)

1895 May

1896 June

1897 May

June

1898 June

1899 May

June

1905 May

June

1906 Mar.

June

1907 Apr.

May

June

July

1908 June

1909 Mar.

May

June

1910 Mar.

May

2-3

19-20

3-4

13

29

29

13

4

25

18-19

27

28

10

28

9-10

27

20

28

11

8-9

20-21

24

15

a?

13

25

10

2

ie

6.9

7.7

9.65

9.95

11.4

11.5

7.8

7.0

7.9

7.75

10.3

9.2 lolss

8.85

11.65

9.65

9.3

12.2

12.9

12.2

9.7

11.15

10.2

11.1

15.15

13.55

9.6

10.35

10.55

Gage

height Discharge 

(feet) (second-feet)

19,800

26,300

43,500

46,800

67,500

68,800

24,400

24,200

33,900

21,800

42,100

27,400

24,900

42,900

48,100

42,900

25,000

53,000

26,400

32,700

62,200

50,400

22,400

27,500

28,800

Date

June 3

1911 June 21

1912 June 12

June 29-July 2

Gage

he ight Discharge 

(feet) (second-feet)

1913 May 

June

1914 Apr. 

May 

June

1915 June

1916 May

June

1917 Apr. 

May 

June

1918 June

1921 May

17 

2-5 

30 

27

1

2

14

2

12-14 

13 

25

15-17 

30

24-25 

27 

27

25-26 

26

1919 May 30-June 2 

June 1

1920 June 3

3 

11 

21 

June 16-17

17

9.B

11.40

11.9

8.4

6.7

7.9

7.0

6.5

6.5

11.7

6.08

6.9

8.4

8.48

6.2

7.6

7.0

10.6

14.3

14.53

10.4

10.47

6.20

6.27

11.39

11.45

7.77

8.72

14.07

14.12

21,300

27,600

54,600

28,800

20,600

26,700

22,000

19,600

19,600

50,800

19,200

22,800

30,300

30,800

19,400

26,200

24,100

44,500

66,700

68,100

43,300

43,700

19,900

20,200

49,100

49,400

29,200

34,100

64,100

65,500
FLOODS IK THE UNITED STATES

Flood stages and discharges of 

Green River at Green River and Little Valley near Green River, Utah Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1922 May 

June

1923 May

June

1924 Apr. 

May

1925 May

June

1926 May

1927 May 

June

11

1

12

12

14

31

16

12

22

22

26-27

26

4

9

26

26

6

11

21

19

28

29

8.25

10.7

10.75

10.80

9.07

11.1

10.40

7.43

7.92

8.00

10.04

10.38

10.60

'10.67

10.08

10.14

11.47

11.50

13.20

11.23

31,000 1927 Sept. 14

45,600 1928 May 5

45,800 15

46,200 31

29,700 June 1

42,000 1929 Mar. 12

37,800 Apr. 23

21,600 May 13

24,300 29

24,700 30

20,100 June 14-15

20,600 1930 June 4

20,100 4

24,000 17

23,900 1931 May 21

24,500 1932 May 26

22,600 27

23,000 June 29

31,400 1933 June 16

32,700 16

46,300 1934 May 17 

30,500

10.85

10.9

12.55

13.1

13.05

10.45

9.95

10.00

12.90

13.0

11.92

10.20

10.25

9.90

0.60

12.15

12.40

10.75

11.20

11.23

7.34

27,500

27,100

40,300

P 44,700

44,400

23,200

21,200

21,500

41,900

P 42,300

33,900

22,500

P 22,800

20,600

#* 12,800

36,600

P 38,200

26,200

27,400

P 27,700

## 6,260

«- Below base

Mote.- All discharge quantities are average daily flows except as designated by 

(momentary peak).

Duchesne River at Myton, Utah

Location.- In NWj- sec. 25, T. 33., R. 2 W. Uinta meridian, at Myton, Duchesne county, 

3 miles below mouth of Lake Fork.

Drainage area.- 2,750 square miles.

Records available.- October 1899 to July 1906, April 1907 to November 1910, July 1911 

to September 1934. Prior to winter of 1911-12 no record during ice periods.

Source of data.- U. S. Geological Survey.

Sages.- Nonrecording gage read to half-tenths twice daily prior to Feb. 25, 1922; to 

half-tenths once daily and sometimes oftener Feb. 25, 1922, to Oct. 14, 1933; recording gage thereafter. Subsequent to winter of 1910-11 gage read three times a 

week when river was frozen over. Sunday readings frequently omitted during seasons 

of low flow. Gages used prior to July 9, 1909, were set to same datum; subsequent 

gages set to new datum; relation between two datums not determined.

Stage-discharge relation. Affected by ice. Control shifts at high stages. Banks do 

not overflow.

Storage and diversion.- Storage in Strawberry Valley Reservoir (capacity, 250,000 acrefeet) since July 1912; water stored is diverted out of basin. Diversions for irrigation throughout period of record.

Remarks.- Record for June, July, and August 1925 fragmentary but believed to cover flows 

essential to this record. Published prior to 1906 as at Price road bridge, the site 

one quarter of a mile downstream from present location abandoned July 9, 1909.

Flood stages and discharges 

(Base discharge 1,180 second-feet)

Gage

height Discharge 

(feet) (second-feet)

1900 May

1901 Apr.

May

1902 Apr.

May

June

1903 May

June

July

1904 May

June

Aug.

1905 May

19

28

27

13

20

27-28

20

18

31

10

17

9

17

2

25

2

12-13

30

23

7.55

9.35

6.49

6.94

9.45

8.65

6.64

7.63

9.20

8.45

7.47

8.70

6.34

6.45

9.50

8.55

8.85

7.15

7.25

2,640

5,880

1,190

1,610

6,680

4,790

1,360

2,570

5,820

4,100

2,300

4,750

1,180

1,250

6,080

4,340

4,880

2,080

2,220

1906

1907

June 

July

Apr. 

May

June 

July

Apr. 

May 

June

9 

14 

21 a-3

24-25 

30 

13 

24 

29 

6 

14 

.2

17 

29 

13-14 

23-24 

7

9.00 

8.45 

7.60 

7.20

6.90 

6.80 

8.35 

8.90 

8.52 

8.50 

10.15 

8.28

7.65 

7.58 

7.85 

9.40 

9.70

Gage

height Discharge 

(feet) (second-feet)

5,150

4,160

2,720

2,150

1^770 

1,650 

3,980 

4,970 

4,290 

4,250 

7,320 

3,850

z',650 

2,550 

2,940 

6,000 

6,780
FLOOD RECORDS - COLORADO RIVER BASIN 349

Flood stages and discharges of Duchesne River at Myton, Utah Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

1907 June

July

Sept.

1908 Apr.

May

June

July

Aug.

1909 Apr.

May

June

July

Aug.

Sept.

1910 Mar.

Apr.

May

22

6

26

1

6-7

22

4

9

20-21

27

1

15

22

30

1

23

29

12

23-24

29

6

10

28

23

1

7-8

12

23-24

29

12

25

May 30-June 1

June

1911 Sept.

1912 May

June

1913 May.

May

June

Sept.

1914 Apr.

May

June

July

1915 May

June

1916 Mar.

Apr.

May

June

Oct.

1917 Apr.

May

June

July

1918 May

Jun«

July

30

28

22

2

8

24

31

13-15

20

26

28

9

22

24-25

3

14-15

11

21

1

19

2

12

18

21

29

10

1

6

11

11

25

27

18-19

24

1

11

20

31

27

10-11

10

11

13

9.52

10.65

8.30

6.65

6.50

6.85

6.75

6.95

6.8

7.0

6.85

9.25

8.55

6.6

7.5

6.55

7.0

8.4

8.8

9.0

10.35 #

7.15 #

6.7

6.25

7.15

6.4

6.5 #

5.7

7.85

8.3

7.45

8.0

5.8

2.8 **

4.15

5.6

6.85

5.15

3.2

3.8

3.8

5.2

5.4

3.4

3.3

6.2

6.8

5.6

3.3

3.4

3.24

3.79

4.96

5.26

5.06

3.3

4.08

5.10

4.92

5.55

5.70

3.3

3.4

3.4

4.4

4.6

4.3

5.7

7.4

3.5

3.2

5.6

5.7 P

2.95

3.5

6,300

9,560

3,660

1,400

1,230

1,550

1,310

1,490

1,280

1,450

1,240

4,670

3,300

1,340

2,440

1,280

1,480

3,220

4,000

4,430

8,080

3,270

2,550

1,890

3,270

2,100

2,240

1,200

4,540

5,440

3,790

4,840

1,320

770

2,270

4,330

6,320

3,810

1,300

2,050

2,050

3,880

4,160

1,530

1,410

5,340

6,240

4,440

1,410

1,530

1,360

1,940

3,360

3,770

3,490

1,410

2,200

3; 540

3,280

4,280

4,560

1,410

1,500

1,500

2,560

2,820

2,440

4,570

7,690

1,.800

1,420

4,590

4,790

1,190

1,710

Date

1919 May

June

1920 June

Aug.

1921 Mar.

May

June

July

Aug.

1922 May

June

1923 May

June

July

1924 May

1925 May

June

July

Aug.

1926 May

June

1927 May

June

July

Sept.

1928 May

1929 May

June

Aug.

Sept.

1930 May

June

1931 May

1932 May

June

July

1933 June

1934 May

6

21

21

29

7

1

1

7

22

1

2

7

18

31

12

12, 13

23

18

24

22

9

27

10

10

19

12

22

27

13

27

11

23

19

22

22

25

5

11

22

3

29

6

21

2

8-9

18-19

28-29

10

14

19

28

5

10

17

25

3

12

30

25

3

9

16

23

6

3

31

12

18

23

7

17

24

18

3-4

12

9

height

(feet)

3.48

4.88

5.0

4.82

3.08

6.05

6.1

6.05

4.35

3.21

3.22

3.6

4.3

5.5

7.75

7.8

6.25

3.6

3.4

3.5

5.40

6.75

7.51

7.94

6.69

4.79

5.54

6.40

6.93

5.30

4.00

3.40

4.92

4.26

4.35

4.09

3.98

3.78

3.62

3.78

5.34

4.90

3.46

5.39

3.81

5.28

4.96

4.71

4.82

4.36

6.50

4.16

3.98

3.95

4.95

6.1

4.85

3.65

4.80

5.55

4.55

3.55

3.93

5.30

5.90

3.38

5.25

4.25

5.20

5.50

5.70

4.50

4.47

2.40

Discharge

( second -fe<

1,610

3,380

P '* 3,560

3,290

1,220

5,570

P 5,690

5,570

2, -640

1,340

1,340

1,710

2,530

4,450

9,350

P 9,470

5,960

1,710

1,510

1,610

4,260

7,040

8,770

P 12,800

6,910

2,880

3,850

5,440

7,120

3,520

1,960

1,300

3,030

2,250

P 2,350

2,060

1,200

1,500

1,940

1,500

1,200

1,660

3,570

3,000

1,310

3,640

1,690

3,490

3,080

2,770

2,900

2,350

5,700

2,110

1,900

1,860

3,060

4,780

2,040

1,520

2,880

3,750

2,440

1,340

1,730

3,400

4,270

1,180

3,750

2,270

3,370

3,740

1,430

2,480

2,440

*» 451

## Below base

# At beginning or end of break In record; may not be peak.

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Breaks in record: July 23 to Sept. 23, 1905; June 7 to July 9, 1909; 

Jan. 1 to Mar. 19, 1933.
350 FLOODS IN THE UHITED STATES

Gila River at Kelvin, Ariz.

Location.- Prior to June 15, 1914, in SEi sec. 2, T. 4 S., R. 13 E., unsurveyed, half a 

mile below Mineral Creek and five-eighths of a mile below Kelvin, Final County; 

thereafter in NW^ sec. 12, T. 4 S., R. 13 E., unsurveyed, 1,000 feet below Mineral 

Creek, 1,350 feet below highway bridge at Kelvin, 15 miles below San Pedro River, 

and 19 miles above Ashurst-Hayden Dam.

Drainage area.- 18,260 square miles.

Records available.- January 1913* to September 1934.

Source of data.- U. S. Geological Survey

Pages.- Nonrecording gage read to half-tenths twice daily prior to June 15, 1914; recording gage thereafter. Nonrecording and recording gages set to different datums.

Stage-discharge relation.- Control shifts at low and medium stages but is fairly permanent at high stage. Banks dc not overflow.

Regulation and diversions.- Regulation of Gila River at San Carlos Reservoir after 1928. 

Increasing diversions above San Carlos throughout period of record.

Flood stages and discharges 

(Base discharge 3,450 second-feet)

Gage

height Discharge 

(fe-et) (second-feet)

Gage

height Diecharge 

(feet) (second-feet)

1911

1912

1913

1914

1915

1916

1917

1918

1919

Mar.

July

Sept.

Oct.

Mar.

July

Aug.

Feb.

July

Aug.

Sept.

Oct.

Nov.

Dec.

Jan.

Feb.

Mar.

Apr.

July

Jan.

Matf.

Oct.

Jan.

Aug.

July

Aug.

7-8

26

15

7

12

25

30

31

27

20

22

26

29

31

19

23

21

6

13

20-21

24

31

12

21

24

27

1

8

18-19

27

20

20

29

2

24

15

15

22

6

7

6

16

28

4

8.0

9.8

7.2

7.25

15.5

9.5

3 «S

7.85

5.7

3.40

3.80

3.40

3.30

3.40

4.60

3.50

3.70

5.1

3.9

13.4

14.0

12.3

4.6

8.0

4.65

4.7

4.9

5.3

3.9

6.5

17.8

19.5

9.9

5.1

4.85

11.83

14.0

6.97

7.9

5.3

4.52

6.63

4.32

6.90

6

11

3

3

32

10

6

5

3

3

4

3

3

3

7

4

4

8

3

49

55

40

4

15

5

5

6

8

3

9

105

P 132

24

5

4

36

P 55

10

P 15

5

5

12

4

11

,100

,900

,930

,880

,900

,800

,690

,670

,450

,800

.310

,800

,560

,800

,550

,050

,050

,800

,700

,600

,000

,400

,930

,600

,040

,360

,250

,090

,690

,750

,000

,000

,500

,120

,440

y800

,000

,500

,100

,340

,180

,600

,260

,400

1920

1921

1922

1923

1924

1925

1926

1927

1928

1929

1930

1931

1932

1933

1934

Aug.

Dec.

Feb.

July

Aug.

Aug.

July

Aug.

Dec.

Apr.

Sept.

Mar.

Apr.

Sept.

Feb.

Sept.

Aug.

Sept.

Aug.

Feb.

Aug.

Oct.

Feb.

July

Sept.

3

5

5

11

21

28

2

9-10

22

22

14

14

23

10

14

16

29

29

10

4

4

30

7

28

28

17

18

13

2-3

2

28

24

24

8

8

16

10

30

 Zf\

OU

2

2

10

24

23

9.23

6.25

10.3

6.3

6.1

5.75

8.0

3.75

5.0

6.9

6.2

6.0

5.65

5.55

6.65

6.9

4.02

6.47

6.9

4.64

5.17

11.04

16.2

5.14

6.09

4.84

5.0

7.05

4.62

5.30

7.22

8.43

12.6

5.29

5.72

5.91 

10.6

4.80

7.5

5.02

4.50

4.05

P

P

«-»

P

P

 IHt

P

P

P

P

P

P

P

P

tt*

**

tt*

20,800

8,500

25,800

8,680

8,600

6,710

13,000

6,000

15,500

1,390

4,800

11,700

8,480

8,200

7,000

6,720

10,700

11,700

2,600

9,640

11,200

4,250

5,620

36,600

82,000

4,770

8,350

3,960

4,500

12,000

3,790

5,410

11,600

18,400

42,800

4,020

5,410

7,670 

28,600

3,580

12,800

3,400

2,570

1,620

## Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOOD RECORDS - COLORADO RIVER BASIH 351

Verde River above Camp Creek, near McDowell, Ariz.

Location.- Prior to Feb. 17, 1925, at dam site on Salt River Indian Reservation, threequarters of a mile above junction with Salt River and 5g miles below McDowell, 

Marioopa County; Feb. 17, 1925, to Apr. 30, 1934, in sec. 17, T. 5 N., R. 7 E., 500 

feet above mouth of Camp Creek, and 10 miles north of McDowellj thereafter in sec. 

16, T. 5 N., R. 7 E., half a mile above Camp Creek.

Drainage area.- 6,230 square miles at present station.

Records available.- August to September 1889, January 1B95 to July 1B96, April 1897 to 

November 1899, January 1901 to April 1902, July 1902, January 1903 to September 

1934. Gage-helRht records in 1902. Mean monthly records only January 1910 to 

December 1912.

Sources of data.- U. S. Geological Survey records prior to January 1907 and subsequent 

to April 1934; records furnished by U. S. Reclamation Service January 1907 to September 1917 and by Salt River Valley Water Users' Association October 1917 to April 

1934.

Gages.- A number of nonreoordlng gages prior to Feb. 17, 1925, and recording gages 

thereafter, all set to different datums.

Stage-discharge relation.- Control at all stations shifts.

Diversions.- Some diversions'above first station for irrigation on Salt River Indian 

Reservation; minor diversions above subsequent stations.

Remarks.- Records for August and September 1B89 and January 1B95 to July 1B96 not used 

because of unreliable rating.

Flood discharges 

(Base discharge 5,000 second-feet)

Date Discharge

(second-feet)

1B97 Sept. 11 5,000

1898 July 16 #* 1,390

1B99 Oct. 12 «* 3,770

1901 Feb.

1902 July

1903 liar.

Apr.

1904 July

1905 Jan.

Feb.

Mar.

Apr.

Sept

Nov.

1906 Mar.

Dec.

1907 Jan.

Feb.

Mar.

1908 Feb.

Mar.

23

25

27-2B

2

27

31

11

4-5

IB

24

1

14

17

12

. 30

27

14

27

4

29

12

31

24

6

23

4

6

6,610

1,200

7,000

20,000

5,600

6,030

10,100

33,000

9,770

12,200

25,100

25,500

29,400

32,100

5,350

61,500

31,300

30,400

15,400

12,30O

6,450

15,200

8,040

32,2OO

7,120

14,400

11,000

Date

Dec.

1909 Jan.

War.

1913 Apr.

1914 Jan.

Feb.

1915 Jan.

Feb.

May

1916 Jan.

Feb.

Mar.

Sept.

1917 Jan.

Feb.

Apr.

1918 Feb.

Mar.

1919 Apr.

July

Aug.

Nov.

Deo.

1920 Jan.

Feb.

Discharge 

(second-feet)

16

15

24

29

2

29

23

30

22

2

19

29

29

24

10

21

27

IS

24

30

26

9

14

2

16

20

3

23

6

9

6

9

51,600

6,300

7,000

5,050

5,710

6,700

17,100

15,700

6,640

5,720

53,400

22,600

5,000

18,500

20,700

15,2OO

6,750

26,600

15,200

7,250

3,950

29,800

54,300

5,400

7,350

7,440

5,020

40,800

10,900

5,790

12,100

20,100

Feb.

Mar.

1921 Aug.

Dec.

1922 Jan.

Feb.

Mar.

Dec.

1923 Mar.

Sept.

Nov.

Dec.

1984 Apr.

1925 Sept.

1926 Apr.

1927 Feb.

Mar.

Sept.

1928 Feb.

1929 Apr.

1930 Mar.

1931 Feb.

1932 Feb.

Mar.

1933 Mar.

1934 Aug.

23

5

2

22

23

4

12

IS

16

5

19

12

28

31

9

18

20

7

11

17

1

13

6

6

23

15

11

20

3

21

14

31

23

5

2

22

23

4

12

IS

16

5

19

12

28

31

9

18

20

7

11

17

1

13

6

6

23

15

11

20

3

21

14

31

Discharge 

(second-feet)

48,200

5,300

7,170

6,600

15,400

21,300

12,200

17,800

7,020

5,

25,300

6,320

40,800

13,400

#* 4,710

11,000

6,190

27,500

12,700

43,200

5,410

13,200

3,020

16,800

## 4,700

22,600 4i;soo

5,350

7,550

6,350

#* 1,490

** 1,320

#* Below base 

Note.- All discharge quantities are average daily flows.
352 FLOODS IN THE UNITED STATES 

Part 10. The Great Basin

Weber River near Oakley, Utah

Location.- Prior to Oct. 26, 1933, in SW^NEi sec. 15, T. 1 S., R. 6 E., near mouth of

canyon, 2 miles below South Fork of Weber River, 3 miles northeast of Oakley, and 6 

miles above Beaver or Kamas Creek; thereafter a quarter of a mile upstream.

Drainage area.- 163 square miles.

Records available.- October 1904 to September 1934.

Source of data.- U. S. Geological Survey.

Gases.- Nonrecording gage read to half-tenths once daily prior to Aug. 1, 1924; to

quarter-tenths Aug. 1, 1924, to Oct. 25, 1933; recording gage thereafter. Winter 

readings taken once a week prior to 1927. Nonrecording and recording gages set to 

different daturas.

Stage-discharge relation.- Seriously affected by ice. Control practically permanent.

Regulation.- Some regulation after 1925; no material effect on flood flows.

Flood stages and discharges 

(Base discharge 1,230 second-feet)

Gage

height Discharge 

(feet) (second-feet)

1905 June 8

1906 May 24 

28

June 13 

16

1907 May 22

June 7

12

22

July 6

1908 June 15 

22 

28

1909 May 28

June 5-7

18

24-25

1910 May 11-12 

June 1

1911 June 6 

13

1912 May 30

June 9

13

24

1913 May 26 

30

1914 May 23-24

June 3

14

1915 June 11

1916 May 9 

June 1

10-11 

13 

10 

18 

22 

7 

14

July 

1918 June

7.0

6.6

6.7 

8.0 

7.7 

7.0 

7.3 

6.8 

7.4 

8.5 

7.5 

6.7 

7.4 

6.8 

8.5 

8.0 

7.5 

6.4

6.9

7.0 

7.3 

6.6 

8.4 

7.3

e.e

6.8 

6.5

7.3

7.4 

6.8 

6.3 

6.3 

G.3 

6.7

6.9

7.0 

7.0 

8.0 

8.0 

7.0 

7.6

1,580

1,230

1,310

2,480

2,210

1,850

2,230

1,620

2,360

4,010

2,490

1,510

2,360

1,620

4,010

3,220

2,490

1,330

1,790

1,890

2,220

1,510

3,850

2,220

1,690

1,690

1,420

2,210

2,310

1,700

1,230

1,240

1,240

1,620

1,830

1,940

1,940

2,760

2,620

1,580

2,110

1919 May 29

1920 May 22 

25

30-31 

June 8-9

1921 May 30

June 13

23

1922 May 26

June 8-9

14

19

1923 May 21-22

27

June 12-13

1924 May 19

1925 May 21-22 

28-29

1926 May 21

1927 Hay 17-18

June 9

18-19

1928 May 9 

22 

29

1929 May 25

June 8

15

22-23

1930 May 30 

June 8

1931 May 17

1932 May 22 

30

June 6 

15

23-24

1933 June 2-3 

14

1934 May 8-9

Gage

height Discharge 

(feet) (second-feet)

7.0 1,580

7.3 1,850

7.3 1,850

7.5 2,040

7.8 2,340

7.5 2,000

9.0 3,480

7.3 1,820

7.4 1,700

8.3 2,540

7.8 2,060

7.7 1,970

6.9 1,290

7.5 1,790

7.8 2,060

6.9 1,290

6.9 1,290

6.9 1,290

7.3 1,610

7.3 1,610

7.5 1,790

7.3 1,610

7.0 1,370

7.1 1,450

7.7 1,970

7.20 1,710

7.05 1,560

7.05 1,560

7.00 1,510

7.00 1,510

6.80 1,330 

6.40 -'«- 990

7.10 1,600

6.90 1,400

6.90 1,400

7.70 2,2dO

7.10 1,600

7.10 1,600

7.70 2,200 

2.83 ::-::- 608

#-::- Below base 

Mote.- All discharge quantities are average daily flows.
FLOOD RECORDS - THE GREAT BASIN

Weber River at Devils Slide, Utah

Location.- In SWi sec. 19, T. 4 N., R. 4 E., 500 feet below highway bridge at Devils

Slide and a quarter of a mile below Lost Creek. 

Drainage area.- 1,090 square miles. 

Records available.- February 1905 to September 1934. 

Source of data.- U. S. Geological Survey. 

Gage.-- Nonrecording gage read to half or quarter-tenths once daily prior to 1917; to

hundredths once daily thereafter. Gage datum changed several times since original

installation. Exact dates and amounts not known, but changes thought to be small. 

Stage-dlscharge relation.- Affected by ice. Control shifts occasionally. 

Regulation and diversions.- Numerous small diversions above station for Irrigation and

domestic use. Flow regulated by storage in Echo Reservoir after 1930. 

Remarks.- Early records published as Weber River near Croydon. Automatic gage Installed

1 3/4 miles downstream to be used after Sept. 30, 1934.

Flood stages and discharges 

(Base discharge 1,240 second-feet)

Gage

height Discharge 

(feet) (second-feet)

1905 June

1906 Apr.

May

June

1907 Mar.

Apr.

May

June

July

1908 .Tune

1909 Apr.

May

June

1910 Mar.

Apr.

May

1911 Jan.

Mar.

May

June

1912 May

June

1913 Apr.

Way

June

1914 Apr.

May

June

1915 June

5

8-10

24

11-12

25

29

6

14

29

21

5-6

15

28

12-13

22-23

4

10

22-24

6

18

25-28

18-20

28

5

11

15

23

28

3-8

18-19

22

16-21

16

28

12-14

31

11

7-9

15

20-21

25

30

9

24

2

30

12

26

29

28-29

16

21

10

24

4

14

20

2

6

3.6

3.9

3.55

4.1

4.3

5.3

5.0

5.4

3.5

4.7

3.Y

5.6

4.5

5.0

6.3

5.5

5.7

5.1

5.4

4.8

4.2

4.9

5.6

5.8

6.6

5.8

6.2

Y.O

7.0

6.0

5.5

4.20

5.10

5.20

4.80

5.2

4.5

4.5

5.00

5.6

5

5.5

6.08

4.25

5.1

4.5

4.2

4.4

4.3

4.4

4.8

4.8

5.5

5.8

5.3

4.5

4.3

4.02

4.02

l,34u

1,650

1,300

1,820

2,020

2,940

2,730

3,150

1,260

2,430

1,440

3,570

2,220

2,760

4,620

3,420

3,150

2,440

2,790

2,110

1,550

2,220

3,060

3,340

4,490

3,340

3,900

5,120

5,120

3,620

2,930

1,550

2,440

2,550

1,790

2,270

1,600

1,600

2,070

3,090

2,230

2,930

3,910

1,380

2,460

1,750

1,450

1,650

1,550

1,650

2,080

2,080

3,000

3,420

2,740

1,750

1,550

1,270

1,270

Gage

height Discharge 

(feet) i. second-feet)

June

1916 Mar.

Apr.

May

June

1917 Apr.

May

June

191fi June

1919 May

1920 Apr.

May

June

1921 Mar.

Apr.

May

June

1922 Apr.

May

1923 Apr.

May

June

1924 May

1925 May

1926 May

1927 May

June

1928 May

1929 May

June

11

21

21

23

11

18

29

29

7

7

11

12

26

16

16

30

11

19

15

30

10

11

22-23

22

8-9

19

5

14

23

7

17

30

7

23

30

8

21

20

19

30

11

21

13

27

19

22

6

21

1

18

28-29

10

15

2

13

29

26

1

8

4.20

5.6

5.65

4.8

4.4

4.6

5.6

5.65

5.6

5.65

4.8

4.2

5.4

0.6

6.65

6.0

6.2

6.3

5.2

4.60

4.38

5.65

8.0

5.40

4.65

4.42

4.54

4.25

5.95

6.78

6.35

6.58

4.64

5.36

7.01

6.65

6.75

4.46

4.50

6.45

6.35

5.29

4.40

4.01

4.23

3.98

4.35

4.90

5.43

4.11

4.65

4.68

5.10

6.36

5.0.7

5.33

1,430

2,910

P 2,970

1,970

1,530

1,750

2,910

P 2,970

2,910

P 2,970

1,970

1,330

2,670

4,120

P 4,190

3,220

3,480

3,610

2,280

1,630

1,410

2,800

5,500

P 6,000

2,500

1,800

1,610

1,710

1,460

2,980

3,810

5,380

3,610

1,800

2,500

4,140

3,780

3,880

1,690

1,730

5,580

3,480

2,300

1,500

1,360

1,580

1,260

1,600

2,180

2,730

1,420

1,930

1,960

2,380

* 2,800

* 2,400

2,740

1,560

1,710

* Estimated

478 O 35 23
FLOODS IN THE UNITED STATES

Flood stages and discharges of Weber River at Devils Slide, Utah Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1929 June

1930 Apr. 

Nov.

1931 May

1932 May

17

23

25

25-26

18

16

5.92

5.22

2.93

1.81

1.69

4.26

2,300

1,610

1,240

462

399

2,440

May 

June

1933 June

1934 Apr.

30

16

21

2

12 

23-25

3.52

3.12

3.14

3.58

3.46

1,760

1,400

1,420

1,780

1,670

406

#* Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Provo River at Forks, Utah

about 400 feet above South Fork, and about half a mile below second location; June 

3, 1931, to Nov. 12, 1933, about 300 feet downstream from third location; Nov. 13, 

1933, to Sept. 30, 1934, in NW-j see. 25, a quarter of a mile below North Fork and 

about 3,000 feet above fourth location.

Drainage area.- 600 square miles.

Records available.- November 1911 to September 1934.

Source of data.- U. S. Geological Survey.

Gages.- Nonrecording gage read to hundredths once daily prior to Nov. 13, 1933; recording 

gage thereafter. trierealter.

Stage-discharge relation.- Seldom affected by ice; control shifts. 

Regulation and diversions.- Slight regulation and small diversions upst

sions into basin in later years.

;ream. Some diverFlood stages and discharges 

(Base discharge 1,000 second-feet)

Date

1912 May 

June

1913 Apr.

1914 Apr. 

May

June

1915 June

1916 Mar. 

Apr. 

May 

June

1917 Apr. 

May 

June

July

1918 June

1919 May

1920 May

June 

1921 Mar.

May

31

7

2

30

16

21-23

11

24

29

4

2

21

29

10

10

26

16-17

11

19

a

11

11

23

23

30

11

22

31

9

19

6

18

1

Gage

height

(feet)

3.81

4.03

2.90

3.00

2.6

2.7

3.2

3.9

3.4

3.7

2.20

4.40

 » 2.91

3.22

2.98

3.3

3.9

4.3

4.8

2.0

3.0

3.12

2.79

3.00

2.74

3.00

4.90

4.80

3.78

4.08

4.42

4.93

5.68

Discharge

(second-feet)

1,900

2,110

1,090

1,160

1,000

1,060

1,260

1,760

1,400

1,610

* * 714

 ::- 1,820

1,140

1,280

1,180

1,420

1,810

2,090

2,450

1,020

1,240

P 1,310

1,110

P 1,240

1,080

1,140

2,300

2,230

1,570

1,090

1,340

1,810

2,640

Estimated

Below base

Gage

he i ght Di s charge 

(feet) (second-feet)

June

Dec.

1922 Apr.

May

June

1923 Apr.

May

June

1924 May

1925 May

1926 May

1927 May

June

1928 May

1929 May

June

1930 May

1931 Hay

11

11

20

29

a

26

9

19

11

21

27

27

6

12

18

22

21

1-2

18

18

10

15

3

10-11

15

23

29

26

a

17

30-31

30, 31

18

6.03

6.13

3.75

4.35

5.08

5.55

4.95

3.85

4.88

5.00

5.18

5.30

3.97

4.60

3.43

3.26

4.28

4.50

5.25

5.35

4.35

4.10

4.04

4.87

4.96

4.67

4.62

4.72

3.95

4.65

3.96

4.15

2.66

3,060

3,180

1,070

1,500

2,200

2,580

1,880

1,210

2,060

2,170

2,330

2,440

1,260

1,800

800

695

1,190

1,380

1,880

1,960

1,290

1,140

1,120

1,640

1,700

1,500

1,470

1,510

1,050

1,470

1,000

1,100

364
FLOOD RECORDS - THE GREAT BASIN

Flood stages and discharges of Provo River at Porks, Utah Continued

Gage

height Discharge 

(feet) (seccnd-feet)

193S May 22-23 

23 

30

4.56

4.88

3.20

3.62

1,680

1,860

1,000

1,210

Gage 

Date height Discharge

(feet) (second-feet)

June 16 3.83 1,320

1933 June 4 3.92 1,370

12 3.48 1,150

1934 Feb. 24 2.45 *# 247

** Below base

Note.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak).

West Walker River near Colevllle, Calif.

Location.- In sec. 28, T. 8 N., R. 23 E., below Rock Creek (Rcss Canyon) at head of Antelope Valley, 5 miles southeast of Colevllle and 10 miles below East Fork. Location 

changed about a quarter to a half mile each time station was reestablished but always remained in sec. 28.

Drainage area.- 245 square miles.

Records available.- October 1902 to July 1908, March 1909 to August 1910, June 1915 to 

September 1934.

Sources of data.- O. S. Geological Survey except records from March 1909 to August 1910, 

which were kept by Stone & Webster Engineering Corporation.

Gages.- Nonrecording gage read to tenths once or twice daily prior to June 18, 1915; recording gage thereafter. Datum was changed each time gage was reestablished and on 

Aug. 14, 1919. Relation between datums not known.

Stage-discharge relation.- Affected by ice. Control shifts.

Regulation and diversions.- Slight regulation. Station above all but one small diversion.

Flood stages and discharges 

(Base discharge 1,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1903 May

June

1904 May

June

July

1905 June

1906 May

June

July

1907 Mar.

May

June

July

1908 June

1909 May

June

7-8

13

1

9

SO-22

25-27

13

19

25

30-31

6

15

10-1S

13-14

20

9-11

19-21

5

12-13

16

20

S5

3-4

S3

19

19

4

3

S3

13

8

SI

27-28

4-5

IS

15

3.40

4.00

4.10

4.10

3.60

3.70

3.90

3.90

4.90

4.00

4.30

4.20

3.70

3.9

3.9

4.1

3.8

3.7

5.2

5.35

5.25

5.15

5.45

4.4

4.1

4.1

5.45

6.9

4.45

3.4

1,020

1,880

2,030

2,030

1,300

1,450

1,160

1,160

2,100

1,240

1,500

1,400

1,020

1,160

1,160

1,650

1,320

1,220

2,970

3,160

3,040

2,900

3,300

1,990

1,590

1,590

3,500

4,170

2,040

1,050

1,160

1,080

2,220

1,770

2,040

June

July

1910 Apr.

May

June

July

1915 June

June

July

1916 May

June

July

1917 June

1918 June

1919 May

1920 May

June

1921 May

23

30

3-4

12-13

28-29

19

25

1

7

10-11

18

19

23

29 -July 1

11

5-6

16-17

17

26

5-8

10

17

17

14

14

21

29

29

18

21

30

8

11, 13

SI

15

27

4.65

4.7

4.7

4.55

4.6

5.1

5.4

4.9

4.45

5.4

5.75

5.62

5.77

4.93

5.6

4.62

4.52

4.35

4.31

4.27

4.14

4.42

4.45

1,950

1,680

1,860

1,080

1,320

1,500

1,680

1,680

1,320

1,320

1,240

1^140

1,170

1,170

1,060

1,140

1,560

1,830

1,380

1,020

1,960

* 2,200

P 2,400

2,110

P 2,280

1,440

* 1,960

P 2,180

P 1,500

1,410

1,260

1,220

1,190

1,070

1,320

1,340

* Estimated
356 FLOODS IN THE UNITED STATES

Flood stages and discharges of West Walker River near Coleville, Calif. Continued

Date

July 

1922 May

July 

1923 May

July

1924 May

1925 May

June

1926 May

8

11-12 

12 

22

2

7

18 

25

5

5

20 

26

5

10 

17 

25 

11 

11

2 

9-10

6

27 

27 

13 

25 

29

4 

20

Gage

height Discharge 

(feet) (second-feet)

5.02

5.28

5.74

4.64

4.16

4.49

4.87

4.90

5.62

5.95

5.23

5.45

4.73

4.13

4.61

4.51

4.82

5.10

4.40

3.69

4.47

4.75

4.95

4.4

4.55

4.36

4.20

4.34

1,900

2,190

2,710

1,520

1,100

1,180

1,530

1,560

2,290

2,640

1,930

2,180

1,490

1,100

1,420

1,360

1,570

1,770

1,280

711

1,270

1,490

1,660

1,210

1,330

1,280

1,050

1,160

May

1927 May

June

July

1928 May

1929 May

June

1930 May

June

1931 May

1932 May

June

1933 May

June

1934 June

20

17

26

7

16

16

2

21

25

26

24

16

16

28

7

12

12

6

18

27

12, 14

22

26

26

31

14

15

18

Gage

height Discharge 

(feet) (second-feet)

4.67

5.01

4.31

5.05

5.3

5.7

4.30

4.13

4.49

4.74

4.28

4.25

4.60

4.14

4.45

4.54

4.70

3.73

4.56

4.44

4.67

5.07

5.15

5.60

4.30

5.45

4.90

3.53

P

P

P

P

P

**

P

P

*«

1,430

1,720

1,140

1,760

2,000

2,350

1,130

1,000

1,280

1,480

1,110

1,090

1,370

1,010

1,250

1,320

1,450

743

1,230

1,150

1,310

1,600

1,660

2,020

1,130

2,120

1,620

595

«f Below base

Rpte.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Humboldt River near Oreana, Nev.

southwest of Oreana.

Drainage area.- 13,800 square miles.

Records available.- January 1896 to June 1898, June 1899 to December 1909, September 1910 

to September 1922, September 1924 to September 1928, March 1930 to September 1932.

Gages.- Honrecording gages read to tenths or half-tenths once daily prior to Feb. 24, 

1914, and Aug. 23 to Oct. 3, 1914; recording gage Feb. 24 to Aug. 22, 1914, and 

after Oct. 3, 1914. Datum lowered 2.0 feet Oct. 1, 1904. Relation between datums 

at various locations not determined.

Stage-discharge relation.-"Considerably affected by ice; control shifts.

Regulation and diversions.- Many diversions for irrigation. Regulation at reservoir upstream.

Flood stages and discharges 

(Base discharge 300 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1896 May

July

1897 .May

1898 Mar.

1899 July

Dec.

1900 Mar.

July

1901 Feb.

Mar.

Apr.

May

1902 July

1903 Apr.

June

24

10

12

9-10

18-21

24-26

7-12

6

15

17

7

4-6

1

9

16-21

30

4.90

7.65

12.00

4.60

5.00

2.60

2.10

2.20

3.00

5.10

3.60

2.80

2.20

2.70

2.40

2.70

3,050

642

2,400

561

316

351

604

2,620

986

511

333

511

458

580

1904 Apr. 

May 

June

1905 Jan. 

Feb.

July

1906 Mar. 

Apr.

12-16

2-3

18

30'I

12

17

21

26

1

12 

10 

26

20 

12-14

21

6

3.20

4.00

3.55

3.45

3.9

3.45

3.4

3.75

3.75

3.75

3.45

3.45

3.5

5.5

5.9

5.5

5.95

698

950

806

774

440

322

310

398

398

398

322

322

335

855

995

856

1,010
FLOOD RECORDS - THE GREAT BASIN 357

Flood stages and discharges of Humboldt River near Oreana, Nev. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1906 June

July

1907 Feb.

May

July

Aug.

Sept.

1908 Feb.

Mar.

July

1909 Feb.

Apr.

May

July

Aug.

1911 Apr.

May

July

1912 May

June

July

Aug.

1913 Mar.

Apr.

June

July

Aug.

Deo.

1914 Jan.

Feb.

9

14

23

26

1-2

14-16

3-4

4-5

31

11-12

IV

6

1

12-14

15

28-29

15

27

5-6

3-5

28-29

22

1-2

2-3

13-16

21-22

13

8

13

6

8

4

18

25

1-2

21

30

23

4

12

30

4

30-31

5

11-12

4.5

4.5

5.4

5.5

5.5

5.5

4.0

8.75

6.7

8.55

8.50

6.5

4.05

3.8

4.1

4.0

4.7

4.4

4.5

4.7

4.75

4.2

5.0

3.75

6.65

4.4

4.75

4.5

4.3

4.8

6.6

4.45

4.5

4.4

4.35

4.45

5.0

6.5

4.35

4.45

4.5

4.6

5.4

5.6

6.1

530

530

820

855

855

855

395

2,220

1,220

1,760

1,740

980

320

305

390

37S

670

580

610

640

540

462

680

332

760

322

421

348

317

436

1,240

359

348

322

309

335

522

1,270

381

407

420

310

644

726

970

Apr.

May

June

1915 May

1916 Mar.

Apr.

May

1917 Apr.

May

June

1918 Apr.

1919 Apr.

May

1920 May

1921 Apr.

May

July

1922 Feb.

May

1925 May

June

July

1927 June

July

1928 Apr.

12

1930 May

1931 May

1932 June

July

4

2 3

30-July 1

1

25

21

2

29

7

16

6-8

16

20

24

29

18

29

29

18

8

10

2

2

19-28

27

27

10

14

30

15

16

25

7

19

13-14

» 13, 14

6

6-7

10

24

18

6.5

7.0

6.2

2.63

2.90

4.35

4.42

3.20

3.0

5.2

7.1

2.52

3.68

3.38

3.40

2.81

5.65

1.61

4.40

4.64

6.85

6.89

7.47

7.50

3.02

3.54

3.56

3.37

3.01

2.80

2.89

2.87

3.31

3.32

1.V5

2.06

4.18

4.18

4.25

1,690

2,000

1,520

318

383

768

788

459

403

1,100

1,900

«* 291

585

502

507

357

550

P 1,280

*# 120

895

979

1,960

P 1,980

* 350

2,260

P 2,280

412

567

573

# 513

361

309

331

326

495

P 498

«* 136

«* 113

692

692

716

* Estimated 

#* Below base

# Last reading before a break in record; may not be peak.

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Breaks in record: June 28 to Sept. 26,"1917j Nov. 1, 1924, to Feb. 

19, 1925; Aug. 15 to Oct. 28, 1927. Fragmentary record: July 2, 1925,to Mar. 7, 1927.
FLOODS IN THE UMITED STATES

South Pork of Humboldt River near Elko, Nev.

Location.- Prior to Feb. 26, 1907, several gages at slightly different sites near highway bridge about 6 miles above mouth of river and about 10 miles southwest of Elka, 

Elko County; Feb. 26, 1907, to Nov. 13, 1913, about a quarter of a mile above 

bridge; Nov. 14, 1913, to Mar. 2, 1927, in sec. 19, T. 33 N., R. 55 E., at head of 

canyon li miles below highway bridge; thereafter in sec. 30, half a mile below 

bridge and about 1 mile upstream from last location.

Drainage area.- 1,150 square miles.

fcecords avaiTable.- August 1896 to September 1932.

Source of data.- 0. 3. Geological Survey.

Gages.- Nonrecording gage read to tenths or half-tenths once daily prior to Nov. 14,

1913; recording gage Nov. 14, 1913, to Mar. 2, 1927; nonrecording gage read to hundredths twice daily thereafter.

Stage-discharge relation.- Considerably affected by ice. Control shifts.

Diversions.- Diversions for irrigation upstream.

Remarks.- Gage-height records not published because of frequent changes in location and 

datum of gages»

Flood discharges 

(Base discharge 388 second-feet)

Date

(f

1897 Mar. 29

Apr . 20

May 7

25

June 9

1898 Feb. 16

May 19

29

June 18

1899 Mar. 25-26

Apr. 12-18

May 15-16

June 21

1900 May 31 -

June 2

June 10

1901 Feb. 18-20

May 16-18

June 5-8

1902 Apr. 20-23

May 17

30-31

June 13-14

1903 Mar. 11-14

Mar. 29 -

Apr. 1

May 14-16

June 11-13

1904 May 26

July 21

Aug. 15

1905 May 18-20

June 17

July 6

1906 May 10-12

June 16-24

1907 Apr. 16

May 13

22

June 8

18

July 5

26

Discharge

second-feet)

641

1,020

1,170

1,330

760

434

434

460

473

469

529

454

1,370

710

740

1,480

619

589

499

649

831

1,380

559

410

469

1,170

1,180

391

526

640

816

592

480

1,400

698

514

732

1,260

1,220

1,170

470

Date

1908 June

July

1909 Jan.

June

1911 June

1912 May

June

1913 May

June

1914 Jan.

Mar.

Apr.

May

June

1915 June

1916 June

1917 Mar.

Apr.

May

June

1918 June

1919 May

1920 May

June

17

5

14

7-8

16-17

14

21

9

14

26-30

12

28-30

22

26

26

28

2

11

16

24

11

25

5

20

2

18

18

28

29

9

16

20

27

11

19

21

5

23

31

10

Discharge

(second-feet)

850

487

* 600

1,090

752

856

698

1,470

1,470

632

568

418

800

2,400

P* 4,000

886

584

415

396

418

566

948

1,S40

756

« 341

388

P 438

P 1,700

1,450

528

517

448

826

777

1,000

«# 297

«-ir 365

411

411

418

Date

1921 Apr.

May

June

1922 Apr.

May

June

1924 May

1925 May

June

July

1926 May

1927 Feb.

May

June

1928 May

June

1929 Mar.

June

1930 May

June

1931 Mar.

1932 Mar.

Apr.

May

June

(

17

24

23

24

9-10

25

28

8

21

26

7

15

18

18

7-8

20

30

6

22

30

4

4

22

20

17-18

20

13-14

27

13

5

8

17

17

23

29-30

12-14

9-10

12

3

22

7

16

24

Discharge

second-feet)

418

446

2,040

P 2,070

1,650

688

620

682

708

612

1,050

720

430

P 470

422

690

678

815

686

602

526

P 1,470

 iHt 218

393

622

1,160

778

1,370

657

442

467

1,410

P 1,440

406

475

475

** 48

1,380

712

1,010

1,080

1,490

* 1,200
FLOODS IK THE UNITED STATES 

Part 11. Pacific slope basins In California

359

San Gabriel River and Azusa (Southern 

California Edison Co.'s.) Canal near Azusa, Calif.

Location.- In NW^ sec. 23, T. 1 N., .3. 10 W., 1 mile above Southern California Edison 

Co.'s power house and 2 miles north of Azusa, Los Angeles County.

Drainap-e area.- 214 square miles.

Records available.- Combined daily discharge October 1905 to September 1934; complete 

monthly summaries of combined discharge since October 1895.

Sources of data.- Records of diversions through canal furnished by Southern California 

Edison Co. (Pacific Light & Powsr Corporation prior to 1917) pripr to October 

1933 and by city of Pasadena thereafter; records at river station by U. S. 

Geological Survey.

Gages.- For flow in river, nonrecordlng gage read to hundredths at least once daily 

prior to Oct. 1, 1916; to hundredths twice daily Oct. 1, 1916, to October 1917; 

recording gage thereafter except Dec. 19, 1921, to Aug. 22, 1922, when temporary 

nonrecording gages were used. Owing to frequent channel changes, many temporary 

gages were used and were not to same datum.

Stage-discharge relation.- At river station the control shifts at high stages; at 

power plant control formed by two weirs accurately calibrated.

Storage, regulation, and diversions.- Average daily discharge records in this report 

are the combined flow of San Gabriel River and diversions of Azusa Canal, which 

heads 5 miles above fiver statisn. Momentary peak discharges are for river only 

and do not include diversions in canal. Beginning in 1934, water was diverted 

above station from I.Iorris Reservoir through Azusa Canal for City of Pasadena; 

total diversions, 4,760 acre-feet May-October 1934. Evaporation from Morris Reservoir, 691 acre-feet January-October 1934.

Flood discharges 

(Base discharge 330 second-feet)

Discharge 

(second-feet)

1906 Jan.

Mar.

Apr.

May

1907 Jan.

Feb.ri

Mar.

1908 Jan.

Feb.

1909 Jan.

Feb.

Mar.

Apr.

Dec.

1910 Jan.

1911 Jan.

Feb.

Mar.

Apr.

May

1912 Mar.

Apr.

1913 Feb.

1914 Jan.

19

12

17

26

28

28

10

30

5-6

'-18

22

5

21

26

25

4

22

27

7

13

21

27

4

9

1

21

10

15

25

29

51

4

4

10

3

19

14

6

10

11

20

25

18

430

8,020

2,270

9,430

426

1,110

4,670

896

1,040

1,190

1,190

6,810

* 2,320

* 2,370

1,240

766

4,080

455

7,100

2,760

1,500

777

710

1,500

12,500

525

1,110

1,510

1,140

5,260

4,220

3,250

2,540

9,160

763

449

400

1,240

3,020

723

458

1,960

5,110

Date

Jan.

Feb.

Mar.

Apr.

1915 Jan.

Feb.

Mar.

May

1916 Jan.

Feb.

Mar.

Oct.

Dec.

1917 Feb.

1918 Feb.

Mar.

1919 Mar.

1920 Feb.

Mar.

Apr.

1921 Jan.

Mar.

May

Dec.

1922 Jan.

26

20

30

5

29

29

2

10

20

24

1

1-14

10

18

18

27

27

5

20

2

24

22

25

22

7

7

11

21

22

2

2

22

26

5

18

14

14

22

19

19

27

2

30

Discharge

(second-feet)

9,150

11,800

425

420

1,430

P 2,770

1,080

1,190

530

480

480

360

820

22,300

P 40,000

7,940

1,010

700

845

410

3,990

680

820

1,670

4,210

P 8,680

5,030

** 146

1,610

2,400

P 3,750

1,820

926

636

340

2,120

P 4,000

1,160

16,900

P22i300

5,900

3,310

628

Date

Feb.

Mar.

Apr.

May

Nov.

Dec.

1923 Jan.

1924 Mar.

1925 Apr.

1926 Feb.

Apr.

Nov.

1927 Feb.

Mar.

1928 Feb.

1989 Mar.

Apr.

1930 Mar.

May

1931 Feb.

Apr.

Dec.

1932 Feb.

1933 Jan.

1934 Jan.

(

9

20

17

25-26

9

9

13

13

30

26

27

4

4

13

5

7

8

18

27

16

16

3

9

4

4

10

10

5

15

15

4

5

26

26

28

9

9

29

19

19

1

1

Discharge

second-feet)

8,200

1,620

1,020

498

600

373

2,330

P 3,670

*-::- 199

P 510

332

668

P 3,000

806

4,570

P14,900

5,530

710

395

11,400

P18,200

538

456

754

P 1,810

379

P 895

492

476

P 586

421

446

681

P 1,450

984

5,910

P 7,500

620

1,690

P 5,820

2,380

P 6,120

* Estimated 

#» Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak); see Storage, regulation, and diversions, above.
360 FLOODS IN THE UNITED S'l'A'i'KS

Arroyo Seco near Soledad, Calif.

Location.- In sec. 21, T. 19 S., R. 6 E., half a mile below Vaquero Creek and 11 miles 

south of Soledad, Monterey County, since Apr. 30, 1901; from Jan. 1 to Apr. 30, 

1901, at a point 4 miles upstream.

Drainage area.- 238 square miles.

Records available.- January 1901 to September 1934.

Source of data.- P. S. Geological Survey.

gages.- Uonrecording gage read to hundredths once dally (oftener during flood periods) 

prior to June 16, 1929; recording gage thereafter. Datum unchanged at location 

used November 1901 to September 1934. G-age at original station set to independent datum.

StaKe-di-scharne relation.- Control shifts at high water. Left bank wooded and overflows at about 10-foot stage.

Diversions.- Pew small diversions, above station.

Remarks.- Frequent periods of little or no flow, sometimes continuing two or three

1902 Feb.

Mar.

Apr.

1903 Jan.

Apr.

1904 Feb.

Mar.

Apr.

1905 Feb.

Mar.

May

1906 Jan.

Mar.

May

Dec.

1907 Jan.

Mar.

1908 Jan.

Feb.

1909 Jan.

Feb.

Mar.

Dec.

1910 Jan.

*

22

25-26

25

2

8

7

28

1

1

16

10

23

18

2

17

13

16

19

7

13

19

4

12

13

15

21

23

26

31

27

27

11

9

9-10

17

28

5

10

19

19

23

26

2

8

9

14

21

26

30

3

7

12

29

8

1

Estimated

8.8

9.1

11.7

8.7

8.3

H.I

8.6

9.9

10.6

8.40

8.15

8.50

8.00

8.60

8.5

10.1

0.0

9.1

7.9

8.18

10.12

8.45

11.3

11.92

10.1

7.95

8.94

9.00

9.08

8.3

11.4

13.0

10.2

10.10

8.4

9.1

7.9

8.6

11.85

12.0

12.00

7.6

9.15

10.0

7.9

11.2

13.0

12.4

8.2

10.3

8.9

12.3

7.75

9.25

8.15

2,160

2,430

P 4,970

2,070

1,710

1,540

1,870

3,120

P 3,820

1,560

1,360

1,640

1,240

1,520

1,450

2,570

1,230

2,120

1,150

1,390

3,020

1,720

4,530

P 5,190

3,320

1,300

2,130

2,220

2,320

1,590

P 4,640

* 6,500

3,420

3,320

1,680

2,320

1,270

1,860

5,080

P 5,300

5,300

1,070

2,370

P 3,220

1,270

4,340

6,150

5,460

1,390

3,200

1,940

5,340

1,080

2,220

1,360

** Below base

Flood stages and discharges 

(Base discharge 1,040 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Mar. 

1911 Jan.

Mar.

1912 Mar.

1913 Jan.

1914 Jan.

Feb.

1915 Jan. 

Feb.

Mar. 

1916 Jan.

Feb.

Mar.

Dec.

1917 Feb.

1918 Feb. 

Mar.

1919 Feb. 

Dec.

1920 Apr.

1921 Jan.

Mar. 

Dec.

1922 Feb.

Nov. 

Dec.

Gage

height Discharge 

(feet) (second-feet)

21

14

24

29

3

7

12

15

1

13

18

25

20

30

2

9

17

24

28

3

10

14

17

17

21

25

28

5

5

24

21

21

25

22

7

12

11

26

11

11

16

18

27

30

30

13

24

27

9

9

11

20

24

9

10

8.7

11.85

7.70

12.75

11.50

18.30

7.2

13.0

10.5

13.8

17.9

13.2

8.5

10.0

7.0

9.5

6.38

6.20

15.15

15.3

6.85

7.2 6.9'

7.6

6.60

10.75

11.88

16.5

11.4

6.03

5.8

9.4

9.15

5.72

5.80

7.0

5.40

7.90

6.60

8.5

12.0

5.40

9.50

8.10

12.9

15.8

12.0

6.00

6.00

5.80

6.62

1,780

4,850

1,050

5,910

4,460

13,300

1,080

*» 925

6,480

3,980

7,740

13,300

6,970

2,770

4,180

* 5,500

* 4,000

* 1,400

2,110

6,390

1,720

1,560

18,800

P 19,100

2,090

2,550

2,190

3,120

1,900

8,960

11,300

P 22,000

10,200

1,420

1,300

6,200

5.820

1,240

1,300

P 2,300

1,060

3,600

1,900

4,590

P 11,500

1,060

6,390

3,920

13,500

P 20,300

11,500

1,420

1,420

1,300

1,880
FLOOD RECORDS - PACIFIC SLOPE BASINS IN CALIFORNIA 361

Flood stages and discharges of Arroyo Seco near Soledad, Calif. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1922 Dec.

1923 Jan. 

Apr.

1924 Jan.

1925 Feb.

1926 Jan. 

Feb.

Apr.

Nov. 

1927 Feb.

Apr. 

1928 Feb.

10

25

6

8

15

27

23

29

5

13

13

17

23

5

8

25

4

9

24

3

4

6.75

6.1

6.25

6.40

5.64

5.16

5.90

6.05

7.9

10.5

12.0

7.5

5.8

7.80

10.90

16.5

6.30

12.20

6.80

5.90

7.40

P 2,020

1,350

1,500

1,640

1,120

a* 880

1,300

1,290

3,370

8,360

P 11,500

2,710

1,170

3,190

9,180

P* 22,000

1,450

11,900

1,890

1,180

2,590

Apr. 

1929 Feb.

Mar. 

1930 Mar.

1931 Jan. 

Dec.

1932 Feb.

1933 Jan.

Dec.

1934 Jan. 

Feb.

24

24

2

3

3

10

4

5

2

24

27

28

9

29

29

13

30

1

1

26

10.0

7.7

6.00

8.20

9.5

7.60

9.03

13.70

6.92

9.35

11.01

7,300

3,030

1,230

3,850

6,300

2,880

5,300

2,640

315

3,980

8,700

5,170

3,360

1,040

2,340

1,780

2,020

4,220

5,820

1,470

* Estimated 

## Below base

Note.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak). Breaks in record: May 1-Nov. 5, 1901; Nov. 24-30, 1926.

Alameda Greek at Sunol, Calif.

Location.- In SE$ sec. 7, T. 4 S., R. 1 E., at Sunol Dam, 1 mile below junction with 

Arroyo de la Laguna and 1 mile west of Sunol, Alameda County.

Drainage area.- 622 square miles.

Records available.- October 1900 to September 1929.

Source of data.- Record furnished by Spring Valley Water Co.

Gages.- Konrecordlng gage prior to 1914; recording gage thereafter.

Stage-discharge relation.- Dam acts as a control. Flow over Sunol Dam rated on the 

, basis of discharge measurements,

Storage, regulation, and diversion.- No regulation prior to 1919. Increasing regulation 

from 1919 to completion of Calaveras Reservoir (capacity, 100,000 acre-feet) on 

Calaveras Creek in December 1924. Water diverted above dam for city of San Francisco. During period of record mean yearly diversion has ranged from 19.3 secondfeet in 1905-6 to 73.6 second-feet in 1926-27. Daily record of diversions available 

1903-29.

Flood discharges 

(Base discharge 800 second-feet)

1900 Nov.

1901 Jan. 

Feb.

1902 Feb. 

Mar.

1903 Jan. 

Feb.

Mar.

1904 Feb.

Mar.

Discharge 

(second-feet)

21

5

5

8

20

24

22

24

26

2

6

9

27

1

8

14

20

31

13

16

25

27

11

20

23

29

8,260

1,130

3,840

1,310

1,730

3,010

2,760

2,230

2,110

4,130

1,160

2,900

3,490

883

1,880

1,160

1,230

6,680

1,360

1,670

1,560

1,670

2,230

2,340

2,110

1,360

Date

1905 Mar.

1906 Jan.

Feb.

Mar.

Dec.

1907 Jan.

Feb.

Mar.

Apr.

Dec.

Discharge 

(second-feet)

19

29

14

17

19

21

25

4

12

15

24

29

31

11

26

9

15

17

25

28

2

10-11

19

23

1

31

1,880

1,070

5,130

3,200

7,030

2,000

1,360

1,440

2,260

5,350

4,720

1,590

6,65C

2,730

1,490

3,880

1,080

1,790

2,340

1,870

2,570

2,620

10,900

10,700

957

818

Date

1908 Jan.

Feb. 

1909 Jan.

Mar. 

Dec.

1910 Jan.

Feb. 

Mar.

1911 Jan.

Feb. 

Mar.

Discharge 

(second-feet)

14

26

3

a

13

21

25

3

8

12

21

25

29

9

31

16

24

7

23

14

25

29

11

13

3

7

867

883

1,170

920

5,090

10,600

4,130

3,480

5,800

5,700

1,880

845

1,270

1,710

2,060

1,500

2,340

872

957

9,660

2", 720

4,700

1,100

2,420

3,730

14,700
FLOODS IN THE UNITED STATES

Flood discharges of Alameda Creek at Sunol, Calif. Continued

Date

1912 Jan. 

1913 Jan. 

1914 Jan.

1915

1916

Feb.

Feb.

May

Dec.

Jan.

(s

26 

18

1 

14

18

21

25

20

2

9

17

20

22

24

28

5

12

18

14

3

10

Discharge Date 

jecond-feet )

808 Jan. 

918 

4,100 

2,860

1,860

5,630

8,200

7,620

6,680

5,580

1,610

1,310

1,430

1,440

1,190

846

864

939

856

6,720

5,250

1917

1918

1919

1920

1921

1922

Feb.

Mar.

Jan.

Feb.

Mar.

Feb.

Mar.

Mar.

Dec.

Jan.

Dec.

Feb.

Discharge Date 

(second-feet)

14 4,730 Feb. 

17 6,600 Mar. 

25 3,540 

28 4,700 Dec.

5

1

3

22

25

19

11

26

8

14

22

24

19

30

28

10

5,740

817

924

5,710

7,110

-::--::- 576

6,300

2,870

867

3,170

-:K:- 500

1,350

2,520

1,670

1,490

7,150

1923

1924

1925

1926

1927

1928

1929

Jan.

Oct.

Jan.

Feb.

Feb.

Anr,

Feb.

Mar.

Apr.

Feb.

Discharge 

(second-feet)

20 3,200 

11 848 

16 1,180 

13 2,12Q

28

24

29

1-10

3-9

6

10

13

13

9

4

16

18

27

3

4

960

1,250

827

-::-* 23

** 1.5

1,050

845

839

3,61O

905

l,00p

1,960

2,110

2,830

960

* « 205

 ::-;:- Below base 

Note.- All discharge quantities are average daily flows.

Kern River near Bakersfield, Calif.

Location.- In sec. 2, T. 29 S., R. 28 E., at mouth of lower canyon, 5 miles northeast 

of Bakersfield, Kern County.

Drainage area.- 2,345 square miles.

Records available.- Monthly discharge records October 1893 to December 1895; daily discharge records January 1896 to June 1907, March 1908 to Septenber 1934.

Source of data.- Records furnished by Kern County Land Co.

Gage.- Recording.

Stage-discharge relation.- Control shifts. Banks do not overflow.

Regulation and diversions.- Regulation from power plants. I.Iany small diversions above 

station for irrigation; water diverted for power development is returned to river 

above station.

Flood stages and discharges 

(Base discharge 1,830 second-feet)

Date Discharge Date

(second-feet)

1896 Jan.

May

June

July

1897 Feb.

Mar.

Apr.

May

June

1898 Apr.

1899 Mar.

June

1900 May

1901 May

June

July

1902 Apr.

May

June

1903 May

June

1904 May

21

30

10

7

11

24

2

29

19

6

24

17

28 .

26

12

28

1

19

8

23

1

8

20

13

-IT

OJ.

13

14

8

22

18

26

3,100

3,280

3,380

1,930

1,870

2,000

2,060

1,890

4,220

4,950

5,230

1,850

** 1,240

3,120

2,070

1,850

2,520

4,300

4,210

3,610

3,610

3,440

2,810

2,160

2

-iori

f O£\J

2,910

3,300

2,780

2,310

2,620

2,740

June

1905 May

June

1906 Jan.

Mar.

Apr.

May

Discharge Date

(second-feet)

4

22

15

15

20

17

27

1

24

10

21

27

June21-22

July

1907 Mar.

Apr.

-May

June

1908 May

1909 Jan.

Feb.

4

24

21

15

25

12

20

5

12

22

30

2

14

22

8

13

18

2,940

2,620

3,040

1,830

2,550

5,530

4,150

2,980

4,260

6,780

7,440

7,830

9,500

8,430

5,920

2,070

4,260

4,500

3,340

3,690

4,270

3,420

2,940

3,320

2,080

8,780

7,500

4,420

3,470

2,860

Mar.

Apr.

May

June

July

Dec.

1910 Jan.

Apr.

May

June

1011 Jan.

Mar.

Apr.

May

June

July

1912 May

June

1913 May

1914 Jan.

4

19

5

19

7

28

5

25

3

14

10

1

28

16

1

31

10

6

27

6

24

7

18

28

18

19

4

4

25

25

26

Discharge

(second-feet)

2,725

2,280

3,140

5,920

7,440

6,040

8,850

6,470

5,680

3,610

4,660

3,320

2,260

2,340

2,450

3,670

2,260

2,880

3,040

3,250

3,810

3,820

4,620

3,750

2,960

1,880

2,920

P 3,220

1,830

P 1,980

15,500

* » Below base
FLOOD RECORDS - PACIFIC SLOPE BASINS IN CALIFORHIA Z6Z

Flood discharges of Kern River near Bakersfielei, Calif. Continued

Date

1914

1915

1916

1917

1918

Jan.

Feb.

Mar.

Apr.

May

June

July

Apr.

May

June

Jan.

Feti.

Mar.

Apr.

June

Mar.

Apr.

May

June

June

26

22

24

22

21

3

19

2

20

22

18

2

10

10

18

18

28

6

28

6

21

11

28

10

30

9

27

8

15

10

19

19

14

Discharge 

(second-feet)

P 18

2

2

3

4

4

3

3

2

1

2

3

4

P 4

16

P18

10

3

4

4

10

8

9

7

1

2

3

3

3

3

P 4

3

3

,300

,190

,240

,470

,250

,740

,430

,560

,020

,870

,790

,970

,010

,250

,100

,000

,200

,470

,780

,800

,500

,500

,460

,830

,860

,580

,460

,010

,180

,660

,330

,980

,130-

June

1919 Apr. 

May

1920 Apr. 

May

June

1921 May

June

1922 May

June

1923 Apr. 

May

June

1924 May

1925 May

June

1926 Apr. 

May

Discharge 

(second-feet)

21

21

5

30

30

16

16

2

10

21

31

21

16

28

12

8

8

1

18

7

7

18

26

12

10

8

30

30

15

27

6

3,160

1,830

2,340

3,850

P 4,300

3,450

P 4,460

2,280

2,470

3,660

3,480

2,230

2,060

2,120

3,250

5,110

P 5,300

4,720

3,260

2,570

P 3,280

2,810

2,320

2,300

## 991

2,170

2,630

P 2,820

2,150

1,850

2,140

May 

Nov.

1927 Feb.

Apr. 

May

June

1928 May

1929 May

1930 June

1931 May

1932 Apr.

May

June

1933 June

1934 May

Discharge 

(second -feet)

21

27

27

17

19

19

26

4

6

18

27

8

15

31

31

20

20

14

14

8

6

21

4

22

22

28

13

26

1

16

16

12

2,310

3,670

P 6,510

4,410

P 6,570

5,170

2,070

1,850

3,600

4,210

2,670

3,360

3,300

1,920

P 2,060

1,910

P 2,000

2,240

P 2,420

#*1,040

1,890

2,540

1,860

3,540

P 3,730

3,440

3,090

3,420

2,110

3,440

P 3,770

## 890

*# Below base

Note.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak).

Tule River near Porterville, Calif.

Location.- In HWi sec. 25, T. 21 S., R. 28 K., at highway bridge 1 mile above mouth of

South Fork and 6 miles east of Porterville, Tulare County. 

Drainage area.- 266 square miles. ^ 

Records available.- May 1901 to September 1934. 

Source of data.- U. S. Geological Survey. 

Gages.- Nonrecording gage read to tenths once daily prior to Oct. 1, 1912; to tenths

once or twice dally Oct. 1, 1912, to March 1917; to hundredths twice daily April

1917 to Jan. 22, 1931; recording gage thereafter. Datum changed Jan. 23, 1931» 

Stage-discharge relation.- Control shifts at medium and high stages; both banks have

dense vegetation above and below control, which holds "drift at high stages. First

valley level floods at 6-foot stage; second level does not flood. 

Regulation and diversions.- Regulation from power plants upstream. Several small ditches

divert water above station for irrigation. 

Remarks.- Discharge records prior to Jan. 15, 1909, revised from previously published

figures.

Flood stages and discharges 

(Base discharge 300 second-feet)

Date

1901 May

June

1902 Feb.

Mar.

1-2

10

25

1-2

8

27

2

9

25-27

Apr.

May

7

21

11

28

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (aecond-feet)

3.1 

3.4 

3.9 

3.1 

2.9 

4.4 

4.4 

5.6 

3.0 

7.2 

3.7 

3.1 

3.0

412

535

785

412

346

1,080

1,080

1,940

378

3,400

680

412

378

1903 Jan. 

Mar. 

Apr.

May 

1904 Feb.

Apr.

28

31

4

25 

1

10 

25 

12 

16 

20 

23 

29 

6-7

7.6 

3.6 

2.8 

3.7 

4.7 

3.7

3.3

3.4

4.1

3.0

6.15

3.8

2.8

3,800

630

316

680

1,270

680

490

535

900

378

2,440

730

316
364 FLOODS IN THE UNITED STATES

Flood stages and discharges of Tule River near Porterville, Calif. Continued

Gage

Date

1904 Apr.

May

1905 Mar.

May

1906 Jan.

Feb.

Mar.

Apr.

May

June

1907 Jan.

Feb.

Mar.

Apr.

May

June

Dec.

1908 Feb.

Mar.

1909 Jan.

Feb.

Mar.

Apr.

May

June

Dec.

1910 Jan.

Mar.

1911 Jan.

Feb.

Mar.

Apr.

May

1912 May

1913 Apr.

Dec.

1914 Jan.

11

19

12-14

13

16-17

19

29

2

8

17

14

19

15

4

12

16

26

31

6

10-11

23

28

5

12

27

12

15

17

29-31

22

8

10

24

2

15

20

4

12

7

3

9

22

29

5

16

14

21

7

12

21

3

16-18

21

29

4

17

4-5

1

6,

8

1

16

14

10

21

25

29

31

4

14

8

10

21

5

27

6

18-19

1

31

5

18

height

(feet)

2.8

3.15

2.9

3.1

3.0

4.1 

2.9

3.0

3.2

3.3

7.35

7.0

3.1

3.6

6.6

8.5

7.25

5.4

4.4

3.8

4.25

4.6

4.0

4.5

6.55

4.5

3.2

3.4

3.2

3.85

2.9

2.9

4.8

6.0

4.3

3.2

3.0

2.9

2.9

3.1

3.5

4.6

3.2

3.5

3.1

8-. 4

9.1

6.55

5.85

4.0

5.9

3.2

3.4

3.9

3.8

4.3

4.3

4.1

4.6

9.5

5.55

3.0

2.8

2.75

2.80

3.65

4.90

6.60

3.50

2.90

4.90

5. 1Q

3.05

3.60

2.90

2.78

2.5

2.55

3.00

3.3

4.0

Discharj

(second-f <

316

431

346

412

378

900

346

378

450

490

3,600

3,200

412

630

2,800

4,760

3,400

1,780

1,080

730

960

1,200

840

1,140

2,800

1,140

450

535

450

758

346

346

1,340

2,260

1,020

450

378

346

346

412

580

1,200

450

580

412

4,650

5,070

2,780

2,180

865

810

483

565

810

757

1,040

1,040

920

1,240

5,430

1,940

410

344

329

344

682

1,440

2,780

610

376

1,440

1,590

428

657

376

338

»» 260

$* 248

385

510

865

Gage

height Discharge 

(feet) (second-feet)

Jan.

Feb.

Apr.

May

1915 Feb.

Apr.

May

June

1916 Jan.

Feb.

Mar.

Apr.

Apr.

May

Oct.

Dec.

1917 Jan.

Feb.

Mar.

Apr.

May

June

1918 Mar.

1919 Feb.

Mar.

Apr.

May

Dec.

1920 Mar,

Apr.

May

1921 Mar.

May

Dec.

1922 Jan.

Feb.

Mar.

Apr.

Dec.

1923 Apr.

22

25

25

21

10

22

20

2

9

11

13

22

30

4

4

11-14

17

1

9

17-18

17

25

27

5

17-19

29

5

21

11

28-May 6

19

2

24

24

3

20

22

25

9

29

8-9

14

26

7

15

18

9

13

18

19

27

27

27

3

4

4

12

2

22

7

15

16

30

8

20

14

14

21

21

2

11

11

27

24

1

4

26

13

6

6

10

5.7

8.7

10.8

3.6

3.65

2'. 65

2.6

2.65

2.75

2.65

2.6

2.65

3.6

4.8

5.3

3.3

4.4

3.3

6.1

8.0

11.0

7.2

6.3

4.6

3.2

4.8

4.0

5.2

3.8

3.7

3.4

2.9

7.45

8.2

4.1

3.95

6.5

3.6

2.65

5.0

3.22

2.85

3.3

3.02

3.15

3.15

2.88

2.68

4.0

3.50

2.87

3.10

4.3

3.51

3.00

2.78

2.95

5.02

4.51

2.94

7.3

5.85

3.10

2.90

3.25

3.42

3.65

3.18

2.78

4.73

5.93

7.7

2.82

3.48

2.86

2.98

3.31

3*60

6.89

7.50

4.85

2,060

4,710

P 6,600

670

692

325

310

325

355

325

310

325

670

1,380

P 1,740

545

1,100

545

2,380

4,080

P 6,780

3,360

2,550

1,260

538

1,390

900

1,680

800

755

621

427

3,540

P 4,260

955

900

2,730

710

344

463

538

410

578

463

538

538

427

360

P 900

665

410

500

P 1,070

665

463

344

393

1,520

1,170

393

P 3,450

2,140

445

376

483

565

P 657

483

341

1,310

2,220

P 3,810

341

610

358

409

523

600

2,820

P 3,360

1,190

Below base
FLOOD RECORDS - PACIFIC SLOPE BASINS IN CALIFORNIA

Flood stages and discharges of Tule River near Portersville, Calif. Continued

Gage Gage

Date height Discharge Date height Discharge

(feet) (second-feet) (feet) (second-feet)

1923 May 9-10 2.90 360 Mar. 22 3.80 P 468

16 2.76 315 1930 Feb. 23 3.8? 468

1924 Apr. 11 2.50 #* 240 23 4.30 P 604

Nov. 9 3.32 350 Mar. 15 3.09 300

1925 Feb. 9 3.33 365 1931 Apr. 27 2.85 ** 185

Apr. 4 4.00 F 580 Dec. 25 580

5 3.59 440 28 2,230

13, 15, 16 3.18 322 28 10.1 P 5,800

May 4-5 3.13 309 1932 Feb. 1 442

1926 Feb. 14 3.38 380 7 5.65 881

Apr. 8 3.98 580 9 5.V1 900

8 4.36 P 750 29 3.86 354

Nov. 2V 5.31 1,210 Mar. 30 3.77 330

192V Feb. 16 5.55 1,190 Apr. 2 3.V7 330

18 V.I 2,2VO 16 3.6V 305

18 10.0 P 5,260 20 3.V4 322

Mar. 4 3.53 428 May 4 4.19 408

9 3.58 452 17 4.59 520

14 3.06 334 21 4.5V 506

Apr. 3 3.V6 502 26-27 4.15 395

26 3.36 404 1933 Jan. 19 510

May V 3.65 452 29 528

16-18 3.21 35V 29 V.15 P 1,6VO

Nov. 10 3.08 334 Mar. IV 496

1928 Mar. 25 5.55 1,190 Apr. 5 3.88 340

25 6.0 P 1,430 May 29 4.25 432

Apr. 3 3.13 334 Dec. 13 312

1929 Mar. 22-23 3.06 300 13 4.V5 P 580

	1934 Jan. 1 *# 240 

*» Below base

Note.- All discharge quantities are average daily flows except as designated by "P 1 

(moment ary p e ak).

Kaweah River near Three Rivers, Calif.

Location.- In SE^f sec. 27, T. 17 S., R. 28 E., three-quarters of a mile below South 

Fork, 3 miles below North Fork, and lj miles southwest of Three Rivers, Tulare 

County.

Drainage area.- 514 square miles.

Records available.- April 1903 to September 1954.

Source of data.- U. S. Geological Survey.

Gages.- Nonrecording gage read to tenths twice daily prior to Jan. 1, 1911; to halftenths or hundredths twice daily Jan. 1, 1911, to June 30, 1929; recording gage 

thereafter.

Stage-discharge relation.- Control shifts. Right bank overflows at extreme high water.

Regulation and, diversion.- Regulation from several small power plants on East Fork not 

sufficient to affect flood flow; total reservoir capacity, 1,152 acre-feet. 

Several small ditches above station divert water for irrigation and domestic purposes.

Remarks.- Discharge records prior to Jan. 15, 1909, revised from previously published 

figures.

	Flood stages and discharges 

(Base discharge 1,520 second-feet)

Gage Gage

Date height Discharge Date height Discharge

(feet) (second-feet) (feet) (second-feet)

1903 May 1 7.60 2,350 Mar. 12 9.3 6,010

13 8.25 3,480 15 10.3 8,520

31 7.85 2,700 25 8.7 4,570

June 5 8.00 3,080 31 8.35 3,900

14 7.25 1,760 Apr. 10 7.35 2,040

1904 Mar. 23 8.40 3,900 23 7.8 2,700

29 7.15 1,760 28 7.45 2,040

May 17 8.10 3,280 May 9-10 8.35 3,900

24-25 7.90 2,890 19 8.55 3,900

June 4 7.70 2,520 26 9.45 6,260

11-12 7.30 1,900 28 9.75 7,260

Oct. 11 8.00 3,080 June 5 8.25 3,480

1905 May 25 7.5 2,190 21 9.5 6,510

June 6 7.45 2,040 July 2-3 9.1 5,520

12 7.35 2,040 19Q7 Jan. 28 7.15 1,760

1906 Jan. 14 9.25 5,760 Mar. 20-21 7.1 1,630

19 9«3 6,01O 25 8.0 3,080
FLOODS IN THE UNITED STATES

Flood stages and discharges of Kaweah River near Three Rivers, Calif.--Continued

Gage

height Discharge 

(feet) (second-feet)

Gage 

Date height Discharge

(feet) (second-feet)

1907 Apr.

May

June

1903 May

1909 Jan.

Feb.

Apr.

May

June

July

Dec,

1910 Jan.

Apr.

May

1911 Jan.

Mar.

Apr.

May

June

1912 May

1913 May

1914 Jan.

Apr.

May

June

1915 May

1

3

13-14

20

26

3-4

11

19-20

26

3

12

21

27-28

1

14

21

7

12

17

27-28

7

21

27

4

24

2

9

1

25

29

9

13-15

25

29

31

8

10

5

26

5

8

23

28

8

13

17

26-27

17-18

29

23-24

25

25

10

20-21

9

19

30

18

13

17

May 31 -June 1

June

1916 Jan.

Feb.

Mar.

Apr.

May

June

Dec.

1917 Feb.

1

7-9

9

17

17

25

27

5

5

20

11

27-29

5

19

3

8-9

28

24

22

7.65

7.3

7.7

7.%5

7.7

7.4

7.5

7.85

7.4

8.2

7.55

7.5

7.4

7.1

10.3

10.6

7.9

8.7

7.4

7.5

8.35

7.85

8.0

9.35

8.55

8.00

10.1

8.8

7.3

7.0

7.05

7.1

7.10

10.00

9.70

8.75

8.25

7.35

7.20

7.38

7.50

8.30

7.30

7.90

8.20

8.00

7.20

7.2

7.7

7.0

11.6

13.0

7.2

7.2

7.4

7.7

7.8

7.1

7.6

7.9

8.4

8.6

7.9

8.1

11.7

13.5

8.8

8.8

7.3

7.6

8.2

7.8

8.2

8.5

7.7

7.6

8.2

7.6

8.39

8.08

2,350

1J900

2,520

2,350

2,520

2,040

2,190

2,700

2,040

3,480

2,350

2,190

2,040

1,630

8,520

9,210

2,830

4,470

2,010

2,160

3,700

2,740

3,010

6,000

4,140

3,010

7,910

4,850

1,990

1,600

1,660

1,720

1,720

6,610

5,920

4,000

3,120

1,760

1,580

1,800

1,950

3,200

1,700

2,530

3,030

2,690

1,580

1,680

2,360

» ::- 1,470

9,880

P 13,300

1,690

1,690

1,920

2,290

2,420

1,580

2,160

2,550

3,280

P 3,600

2,550

2,830

10,100

P 14,700

3,940

3,940

1,800

2,160

2,980

2,420

2,980

3,440

2,290

2,160

2,980

2,160

3,280

2,830

Apr.

May

June

1918 Mar.

1919 Apr.

May

Dec.

1920 Mar.

Apr.

May

June

1921 Mar.

Apr.

May

June

1922 Jan.

Feb.

May

June

1923 Apr.

May

June

1924 May

1925 May

1926 Apr.

May

Nov.

1927 Feb.

Apr.

May

June

Nov.

1928 Mar.

1929 May

June

1930 May

1931 May

Dec.

1932 Feb.

Apr.

May

June

8

26-27

7

14-15

9

16

19

24

2

13

29

29

12

22

16

16

23-24

19-20

14-16

30-May 1

14-15

27

10

2

11

6

15

19

24

30-31

31

4

16-17

6

6

10

9

24

10-11

1

6

27

27

24

5

5

18-21

24

27

16

18

18

3

26

5

17

25-26

1

7

14

10

27

27

5

9

14

18-19

23

16

23

6

28

28

7

19

17

21

27

2

5

7. 23

7.50

7.46

7.69

3.12

7.86

6.96

7.08

7.48

7.20

7.95

8.1

7.85

8.0,0

9.30

9.8

8.18

7.12

7.45

7.43

7.70

7.46

8.00

7.40

8.05

8.48

7.90

8.35

8.60

8.70

8.85

8.55

7.58

9.20

9.90

7.75

8.05

7.6

7.4

6.60

7.82

7.75

8.0

7.68

7.75

8.00

7.42

8.15

9.0

8.20

9.95

11.8

7.92

7.98

8.35

8.55

7.65

7.35

7.75

7.75

7.60

8. IS

8.80

7.38

7.50

7.50

7.38

9.35

7.59

6.97

11.84

7.58

6.68

8.75

8.58

7.84

7.94

#*

P

P

P

P

»*

P

P

P

P

 :.<*

P

1,300

2,040

2,040

2,290

2,830

2,550

1,400

1,570

2,040

1,680

2,690

2,830

2,420

2,690

4,850

5,850

2,980

1,570

1,710

1,820

2,060

1,820

2,450

1,710

2,450

3,190

2,320

3,030

3,350

3,520

3,690

3,350

1,940

4,410

6,060

2,190

2,450

1,940

1,710

940

1,990

1,990

2,210

1,880

1,990

2,210

1,570

2,430

3,380

2,730

5,950

10,100

2,100

2,210

2,660

2,900

1,770

1,570

1,990

1,990

1,770

2,430

3,140

1,600

1,520

1,620

1,620

1,520

3,780

1,720

1,120

4,420

8,900

3,030

1,760

3,120

3,200

2,980

2,040

2,140

Below base
FLOOD RECORDS - PACIFIC SLOPE BASINS IN CALIFORNIA 367

Flood stages and discharges of Kaweah River near Three Rivers, Calif. Continued

Date

1932 June U.-13 

21-22

1933 May 31-June 1 

June 14

Gage

height Discharge 

(feet) (second-feet)

Date

8.27

8.22

3.34

8.50

2,500

2,440

2,540

2,750

June 

Dec.

1934 Jan.

14

13

13

1

Gage

height Discharge 

(feet) (second-feet)

9.07 P 3,620

7.42 1,520

8.10 P 2,230

 »'.: 832

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Kings River at Piedra, Calif.

Location.- In NWs sec. 8, T. 13 S., R. 24 E., half a mile below highway bridge at 

Piedra and 12 miles northeast of Sanger, Fresno County.

Drainage area.- 1,694 square miles.

Records available.- September 1895 to September 1934.

Sources of data*- U. S. Geological Survey records; U. S. Weather Bureau gage used 

January 1914 to January 1920.

Gagea.- Nonrecordlng gage read to tenths once daily Sept. 3, 1895, to Apr. 17, 1903,

and twice daily Jan. 27, 1914, to Jan. 14, 1920. Recording gage Apr. 18, 1903, to 

Jan. 26, 1914, and subsequent to Jan. 15, 1920. All gages set to same datum.

Stage-discharge relation.- Control shifts during high water. Banks do not overflow 

except at extreme stages, when water passes around gage on left bank.

Storage, regulation, and diversions.- Storage in reservoir on Ten Mile Creek (capacity, 

1,410 acre-feet) and in Sequoia Lake on Mill Flat Creek (capacity, 3,000 acrefeet). No regulating effect on flood flows from power plant on North Fork, built 

in 1927 (reservoir Capacity, 310 acre-feet). No unr.eturned diversions.

Remarks.- Discharge records prior to May 2, 1908, revised from previously published

~figures.

'Historical data.- Flood of Jan. 25-26, 1914, reached a stage of 21.8 feet (discharge,

59,700 second-feet) on Jan. 25. This is said to have been the highest stage since 

1862 or 1863.

Flood stages and discharges 

(Base discharge 6,750 second-feet)

Date height Discharge 

(feet) (second-feet)

1896,Jan. 

May 

June

1897 Apr. 

May

Dec.

1898 Apr.

1899 Mar. 

Apr.

June

1900 Jan. 

May

Nov.

1901 Jan. 

Feb. 

Apr.

May 

June

July

1902 Apr. 

May

June

1903 Jan. 

May

21

28-29

10-11

IS

18

1

6

14

24

8

28

25

16

22

12

3

23

26

30-31

21

7

22

25

30

18

4

22

30

6

7

12-13

29

9

13

28 

13-15

9.3

12.0

11.4

11.0

10.1

9.9

11.3

11.6

12.4

9.3

9.7

13.8

9.5

9.3

10.5

11.3

10.2

10.0

10.0

12.4

15.8

9.4

10.0

10.5

12.4

12.3

11.8

11.8

10.3

13.1

10.0

11.1

11.0

 11.0

11.0 lr.7

8,140 May 

16,200 June 

13,800 

12',200

9,100

8,460

13,400 1904 Mar. 

14,600 May 

17,800

8,140

7,840 June 

24,000

7,340 1905 May

6,820 June 

10,500 

13,400 1906 Jan.

9,440

8,780 Mar.

8,780 

17,800 

33,200

6,980 Apr.

8-, 780 May 

10,500 

17,800 

17^400

15,400 June 

15,400

9,780 July 

20,800 1907 Mar.

8,780

12,600 Apr. 

12,200

12,200 May 

12,200 

15,000

June

Gage

height Discharge 

(feet) (second-feet)

11,200

11,900

11,500

8,460

6,980

6,980

7,840

13,8OO

13,000

10,100

13,000

9,100

9,440

6,980

9,780

13,800

24,000

11,900

20,400

10,100

6,980

8,140

13,800

14,200

16,200

17,000

12,200

24,900

21,300

9,780

9,780

9,100

9,440

8,460

9,440

13,000

16,200

31

2

6

14

21

26

23

17

25

29

3

13

17

7

13

14

19

13

16

26

31

23

11

20

26

28

5

20

4

21

25

14

27

3-4

11

19

3-4

10.7

10.9

10.8

9.9

9.4

9.4

9.7

11.45

11.25

10.35

11.2

10.1

10.25

9.35

10.3

11.4

13.8

10.9

13.0

10.45

9.4

9.75

11.4

11.5

12.0

12.2

10.95

14.0

13.25

10.3

10.3

10.1

10.25

9.9

10.15

11.2

12.05
368 FLOODS IN THE UNITED STATES

Flood stages and discharges of Kings River at Piedra, Calif. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1907

1908

1909

1910

1911

1912

1913

1914

1915

1916

1917

June

July

May

Jan.

Feb.

Apr.

May

June

July

Dec.

Jan.

Apr.

May

Jan.

Mar.

Apr.

May

June

July

May

June

May

Jan.

Feb.

Apr.

May

June

June

Feb.

Apr.

May

June

Jan.

Mar.

Apr.

May

June

July

Feb.

11

21

30

4

1

14

21

12

18

7

21

27

4

24

3

14

9

1

26

15

24

31

31

8

10

6

26

5

13

23

6

13

18

27-28

3-5

17

18

30

4

23-24

18

25

26

21

15

21

8

20

23

30-31

14

18

29-July 1

9

20

13

17

1

1

9

16

29

17

17

25

28

20

11

5-6

22

9

17

27

8

22

22

25

10.9

10.95

11.25

11.15

9.25

12.9

11.35

10.5

9.6

11.3

10.8

10.95

13.0

11.8

11.55

9.55

10.4

11.85

10.5

10.25

9.9

10.2

13.7

11.65

10.7

9.5

9.8

10.45

10.25

11.85

11.75

12.5

12.65

11.55

10.95

11.1

9.6

11.6

11.5

9.8

9.6

21.8

16.0

10.5

9.6

9.6

10.6

11.8

11.2

12.4

11.0

11.8

11.2

9.7

9.7

9.8

10.8

12.8

13.3

12.6

11.2

10.1

12.2

19.0

11.6

11.2

10.6

10.4

12.6

11.0

12.8

12.7

11.1

10.2

10.7

13.2

9.65

11

12

13

13

*» 6

19

12

10

7

12

11

11

20

14

13

7

9

14

9

9

8

8

20

12

9

6

7

9

8

13

13

15

16

12

10

11

6

12

12

7

6

P 59

30

8

6

6

9

12

10

14

\o

12

10

6

6

7

9

16

P 18

15

10

7

14

P 45

12

10

9

8

15

10

16

15

10

8

9

P 17

6

,900

,200

,000

,000

,460

,800

,800

,000

,580

,600

,000

,500

,300

,600

,600

,460

,750

,700

,750

,020

,070

,880

,500

,800

,860

,840

,520

,160

,630

,500

,200

,800

,400

,500

,600

,100

,940

,400

,000

,210

,770

,700

,400

,900

,770

,770

,150

,800

,900

,900

,300

,800

,900

,990

,990

,210

,700

,300

,300

,500

,900

,900

,200

,400

,100

,900

,150

,650

,500

,300

,300

,900

,600

,150

,400

,900

,770

1918

1919

1920

1921

1922

1923

1924

1925

1926

1927

1928

1929

1930

1931

1952

1933

1954

Apr.

May

June

May

June

12,

Oct.

May

Apr.

May

May

June

May

June

Apr.

May

June

May

May

June

Apr.

May

Nov.

Feb.

May

June

May

May

June

May

June

May

Dec.

Feb.

May

June

July

May 3:

June

Dec.

Apr.

26

6-7

15

3

9

15

5

13

13, 14

21

2

4

14

29

29

16

20

20

29-30

1

13

27-28

8

22

7

15

18-19

25

31

5

5

17

27

6

16

16

25

11

8-9

7

29

29

13

25

5

5

20

27

18

18

5

17

26

7

14

26

15

19

16

16

28

28

13

7

28

28

7

9

17-18

21

27

2

12

22

2

L-June 1

14-15

15

13

15

10.1

10.05

10.75

11.0

11.9

11.8

10.13

11.8

12.0

11.1

11.05

10.55

9.95

11.45

12.0

9.60

12.40

12.95

11.30

10.10

11.0

10.17

11.90

10.3

12.35

11.20

12.20

12.90

13.00

15.30

14.02

12.05

11.45

10.45

11.80

12.54

11.40

11.15

8.20

10.76

11.12

11.89

10.10

10.88

11.22

11.97

11.11

14.28

12.68

11.90

11.90

10.32

12.94

10.07

10.68

10.00

6.88

12.12

9.90

9.80

9.75

8.69

9.47

9.70

8.52

9.17

9.65

10.38

6.32

P

P

P

P

P

 :«-

P

P

P

P

P

-: ;: 

P

P

 JKf

**

7,900

7,650

9,700

10,300

13,200

12,800

8,150

12,800

13,500

10,600

10,300

8,960

7,440

11,200

13,200

'6,770

14,900

17,000

11,200

7,680

10,100

7,920

12,800

8,180

13,700

9,760

12,900

15,500

15,900

17,100

19,900

12,300

10,300

7,870

11,500

13,600

10,400

9,870

3,930

8,510

9,240

11,300

7,010

8,750

9,490

11,600

9,240

7,630

9,260

19,200

10,800

14,000

9,180

11,600

11,600

7,880

6,750

7,510

9,560

14,700

7,070

8,430

6,850

5,030

11,300

20,100

10,300

9,770

12,800

12,500

12,500

9,260

11,600

12,200

8,700

10,700

11,900

14,400

4,690

4,050

#* Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOOD RECORDS - PACIFIC SLOPE BASINS IN CALIFORNIA 569

Mokelumne River near Clements, Calif.

Location.- Prior to Apr. 9, 1931, in NW^ sec. 15, T. 4 N., R. 8 E., at highway bridge 

1 mile north of Clements, San Joaquin County; thereafter 700 feet upstream.

Drainage area.- 630 square miles.

Records available.- October 1904 to September 1934.

Source of data.- U. S. Geological Survey.

Gages.- Nonrecording gage read to tenths or half-tenths daily prior to Apr. 19, 1926; 

recording gage thereafter. Datum lowered 2.00 feet Apr. 19, 1926.

Stage-discharge relation.- Control shifts at both high and low stages. Left bank overflows at about 15-foot stage for a distance of 200 feet. Different controls before 

and after Apr. 9, 1931.

Storage, regulation, and diversions.- Storage at five power developments on North Fork 

totalled 23,300 acre-feet by 1904; increased to 157,600 acre-feet in 1931 by 

completion of Salt Springs Reservoir and Tiger Creek development. Practically 

complete regulation of main river began Mar. 9, 1929, at Pardee Reservoir (capacity, 

205,000 acre-feet). Several small diversions for mining and irrigation throughout record; some water diverted out of drainage basin through Amador Canal. Subsequent to June 25, 1929, water diverted to East Bay Municipal Utility District 

Aqueduct from Pardee Reservoir in amounts varying from 41,000 to 59,000 acre-feet 

annually.

Remarks.- Discharge records prior to Jan. 15, 1909, revised from previously published 

figures.

Flood stages and discharges 

(Base discharge 2,960 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1905 Apr.

May

1906 Jan.

Mar.

Apr.

May

June

July

Dec.

1907 Jan.

Feb.

Mar.

Apr.

May

June

1908 Apr.

1909 Jan.

Feb.

Apr.

May

June

Nov

Deo

1910 Jan

Mar

Apr

May

#8O 35 

29

17

26

19

12

15

25

31

11

22-23

28

7

20

28

4

12

16

22

4

11

28

2

10

19

14

20

10

19

2

11

22

29-30

30

14

21

12

18

2?

5

21

28

2

12

23

2?

21

3

1

20

9-10

20

27

9

24

 24

8.4

10.55

8.95

IS .7

8.4

11.5

12.05

13.45

8.5

10.3

8.5

12.5

10.9

10.75

12.2

14.4

13.3

12.7

13.2

10.8

9.65

13.55

9.7

21.0

10.95

10.8

10.25

11.5

12.65

11.5

11.1

11.6

8.35

16.15

14.1

12.2

10.15

9.7

10.75

9.85

9.7

12.5

10.75

9.75

3.9

12.95

12.6

9.0

11.4

§.5

10.05

10.3

10.3

9.2

3,020

4,940

3,500

7,200

3,020

5,840

6,360

8,160

3,100

4,670

3,100

6,960

4,690

4,600

6,000

9,000

7,380

6,600

7,240

4,600

3,520

7,800

4,130

23,000

5,340

5,140

4,580

5,840

7,080

5,840

5,440

5,940

3,020

12,600

8,400

6,500

4,480

4,100

5,050

4,220

4,100

6,800

5,050

4,140

3,420

7,200

6,900

3,600

6,110

3,130

4,650

4,900

4,900

3,800

June 

1911 Jan.

Mar. 

Apr.

May 

June

July

1912 May

June

1913 Apr. 

May

Feb. 

Apr.

1915 Feb.

Apr. 

May

1

13

IS

es

30

7

19

6

14

19

25

5

24

6

12

18

1

17

31

3

26

6

10

18

26

1

18

22

26

21

10

16

20

8

13

15

22

2

1?

25

2

9

20

13

1?

24

28

1

8

8

16

23

5

20

8.35

8.85

8.9

10.35

17.45

11.75

8.55

11.4

9.35

8.6

10.35

10.2

11.95

12.2

12.25

12.3

10.2

9.2

9.9

10.0

8.4

8.1

8.2

8.9

8,4

13.0

9.3

11.8

34.2

13.4

10.4

8.8

9.0

10.2

9.6

10.2

10.8

10.9

9.6

8.4

8.0

8.6

9.1

11.2

10.1

8.6

11.0

12.0

11.2

12.5 P

9.0

8.0

8.4

12.0

3,000

3,500

3,560

5,240

16,700

7,210

3,350

6,720

4,190

3,400

5,340

5,160

7,500

7,880

7,960

8,030

5,160

4,020

4,800

4,920

3,340

3,070

3,160

3,840

3,340

9,250

4,280

7,470

11,100

9/850

5,580

3,740

3,950

5,340

4,620

5,340

G,090

6,220

4,620

3,340

2,980

3,540

4,060

6,630

5,220

3,540

6,350

7,750

6,700

8,290

4,060

3,090

3,690

8,040
370 FLOODS IN THE OTITED STATES

Flood stages and discharges of Mokelumne River near Clements, Calif. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

1916 Mar.

Apr.

May

June

1917 Feb.

Apr.

May

June

1918 Mar.

May

1919 Feb.

Apr.

May

1920 Apr.

May

1921 Jan.

Apr.

May

June

1922 Feb.

May

June

20

11

17

27-28

6

17

22

30

9

16

22

25

25

26

7

11

14

3

10

15

12

12

19

2

5

11

11

5

19

24

1

14

22

24

29

16

30

9

20

90

29

18

18

30

23

30

15

27

7

22

20

7

18

25

3

3

13.8

9.5

7.9

9.2

10.8

8.1

8.0

7.7

9.6

9.0

10.25

10.8

11.0

8.95

8.35

8.75

10.15

9.95

11.35

10.1

10.75

12.0

10.25

7.65

8.2

10.5

10.9

6.95

6.7

8.1

9.6

8.0

7.9

7.85

8.0

8.65

6.7

6.95

9.2 io!s

7.55

11.00

14.4

6.85

7.05

8.10

9.80

10.07

9.60

6.55

8.45

10.35

11.5

10.4

11.8

12.8

P 10,700

4,840

3,220

4,510

6,400

3,400

3,310

3,040

4,950

4,290

5,660

6,400

P 6,660

4,570

3,940

4,350

5,970

5,730

7,550

5,850

6,940

P 8,620

6,160

3,360

3,920

7,060

P 7,540

3,230

2,960

4,280

5,980

4,180

4,080

3,980

4,180

4,820

2,960

3,230

5,500

P 6,820

3,780

7,350

P 11,100

3,260

3,440

4,440

6,100

6,400

5,900

3,090

4,630

6,570

7,670

6,570

7,970

P 8,970

Date

June

Dec.

1923 Jan.

Apr.

May

June

1924 May

1925 Feb.

Apr.

May

June

1926 Apr.

1927 Feb.

Apr.

May

June

1928 Mar.

Apr.

May

1929 May

June

1930 May

1931 Aug.

1932 June

1933 Jan.

Dec.

1934 Feb.

12-13

16

26

13

24

6

10

10

16-17

17

S5

10

2-3

6

6

13

11

16

29

3

20

25

14

8

17

28

19

22

4

27

6

17

17

26

7

14

25

26

2

1

8

11

19

16

16

21

21

8-9

2

2

13

21

23

27

29

26

height

(feet)

7.9

8.95

7.1

8.4

7.1

8.45

6.3

9.1

9.2

10.2

8.5

6.6

4.6

13.7

18.6

7.65

8.5

10.9

6.3

10.5

7.3

8.6

6.3

6.6

6.4

9.43

10.79

9.97

11.40

10.16

12.35

14.28

9.24

10.59

10.41

22.45

8.08

8.14

11.69

8.64

9.35

4.37

9.62

9.72

9.13

4.48

Dlsoharj

(second-fi

4,180

5,200

3,480

4,630

3,580

4,710

2,960

5,340

5,430

P 6,400

4,800

3,180

** 1,770

9,700

P 15,100

3,980

4,750

6,910

2,960

6,550

3,740

4,840

2,960

3,100

3,100

2,960

3,750

4,840

4,200

5,320

4,360

6,160

P 7,870

3,610

4,680

4,520

P 25,600

20,300

3,220

4,060

3,810

3,840

3,220

4,060

P 6,220

3,500

P 4,060

*-# 629

4,150

P 4,240

3,830

3,380

3,420

*» 759

*» 1,100

«* 1,030

** Below base

Hote.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). '
571

FLOOD RECORDS - PACIFIC SLOPE BASINS IN CALIFORNIA

Sacramento River near Red Bluff, Calif.

Location.- April 1895 to December 1901, at Jellys Ferry, 12 miles above Red Bluff;

thereafter in SE^ sec. 34, T. 28 N., R. 3 W., at lower end of Iron Canyon, 4 miles 

northeast of Red Bluff, Tehama County.

Drainage area.- 9,300 square miles (not including Goose Lake Basin) at present location.

Records available.- April 1895 to September 1934.

Source of data.- II. S. Geological Survey.

Gages.- Nonrecording gage read to half-tenths twice daily prior to Oct. 1, 1919; to

tenths once daily Oct. 1, 1919, to Dec. 31, 1919; recording gage thereafter. No relation between datum of gage at Jellys Ferry and that of present gage.

Stage-discharge relation.- Control practically permanent. Flood stage, about 25 feet. 

Banks do not overflow.

Storage, regulation, and diversions.- About 80 reservoirs built on tributaries at

various times throughout record; total storage capacity above Red Bluff, about 

120,000 acre-feet in 1931. Low-water regulation. Small diversions for irrigation 

on tributaries; diversions from Sacramento River at Redding through AndersonCottonwood Canal began in 1918.

Remarks.- Flood flows at Jellys Ferry probably comparable with those at present location. 

Study of flow at adjacent stations indicates no flood flows during break in records 

Apr. 28 to May 17, 1919.

Historical data.- In 1879 the State engineer and in 1893 and 1894 the commissioner of 

public works made measurements at this point.

Flood stages and discharges 

(Base discharge 44,800 second-feet)

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1895 May

1896 Jan.

Mar.

Apr. 

May 

Nov. 

Dec.

1897 Jan. 

Feb.

Mar. 

1898 Feb.

1899 Jan. 

Mar.

Nov.

Dec.

1900 Jan.

Dec, 

1901 Jan.

Nov.

Dec.

1902 Feb.

Mar. 

Apr. 

Nov.

1903 Jan. 

Mar.

Nov. 

Dec.

1904 Feb.

6

18

18

20

20

25

27

27

24

4

24

15

30

29

1

5

5

1

28

28

28

15

16

25

25

29

15

2-3

7

8

8

21

4

4

22

20

23

29

4

10

15

25

9

7

10

25

14

29

22

17

16

16

22

15.3

28.85

29.9

27.85

29.5

21.95

29.7

19.05

18.55

21.2

15.4

24.0

16.6

17.45

19.75

23.75

25.9

16.45

15.9

15.15

16.2

16.2

18.95

23.0

25.5

18.25

16.85

25.0

19.0

29.0

30.0

22.5

21.65

27.5

17.45

25.8

22.65

16.55

19.6

23.65

17.5

24.8

14.0

12.7

21.4

22.8

15.3

15.7

21.5

11.7

28.0

31.0

20.3

38,200

122,000

P 129,000

115,000

P 126,000

76,500

128,000

58,500

55,500

71,700

38,700

90,000

44,600

49,200

62,700

88,400

P 103,000

43,800

41,100

37 , 500

P 42,600

42,600

57,900

83,400

P 99,900

53,800

45,800

96,600

58,200

123,000

P 130,000

80,100

74,600

P 113,000

49,200

102,000

81,100

44,400

61,800

140,000

85,900

151,000

61,700

53,800

118,000

131,000

70,200

73,000

119,000

48,000

188,000

P 224,000

108,000

Feb. 

Mar.

Oct.

Dec.

1905 Jan.

Feb. 

Mar.

1906 Jan.

Feb. 

Mar.

Dec. 

1907 Jan.

Feb. 

Mar.

Apr. 

1908 Jan.

Feb. 

1909 Jan.

Feb.

Mar. 

Dec.

1910 Jan.

Mar.

1911 Jan.

Feb. 

Mar.

24-25

2

8

18

29

11

31

14

23

2

14

19

22

29

16

19

23

12

22

26

31

27

4

29

4

25

20

20

23

7

14

20

2

9

6

8

16

21

26

3

3

10

13

17

4

9

24

25

23

28

31

2

7

19.15

15.55

24.4

19.4

18.2

11.2

13.7

14.35

20.3

15.85

13.55

11.4

11.2

15.5

13.7

23.3

12. 7t

14.85

12.95

17.95

23.35

13.65

14.45

12.15

23.1

13.1

28.7

29.4

21.65

11.7

11.35

11.5

11.6

17.15

16.9

20.55

28.45

27.1

18.65

33.4

35.2

12.75

16.65

14.6

11.2

18.15

11.75

18.0

12.75

13.20

14.25

12.70

22.68

98,800

72,000

147,000

101,000

91,300

45,300

59,800

63,900

108,000

74,000

58,900

46,400

45,300

71,600

59,800

136,000

54,100

67,200

55,300

89,300

137,000

59,500

64,600

50,600

154,000

56,200

195,000

P 204,000

120,000

48,000

46,100

47,000

47,500

83,300

81,500

111,000

188,000

177,000

94,800

254,000

P 278,000

54,100

79,700

65,500

45,300

90,800

48,300

89,700

54,100

56,800

63,300

53,800

130,000
FLOODS IH TEE OTITED STATES

Flood stages and discharges of Sacramento River near Red Bluff, Calif.--Continued

Gage

height Discharge 

(feet) (second-feet)

1911 Apr.

1912 Jan.

1913 Jan.

1914 Jan.

Feb.

Apr.

1915 Jan.

Feb.

Mar.

Apr.

May

Dec.

1916 Jan.

Feb.

Mar.

1917 Feb.

1918 Mar.

1919 Jan.

Feb.

Mar.

1920 Apr.

Nov.

Dec.

1921 Jan.

6

26

14-15

18

1

14

18

22

24

21

5

8

2

2

9

18

24

28

3

11

14

9

23

25

8

11

11

5

21

25

25

19

19

20

11

11

2

16

19

27

11

19

6

11.65

12.9

12.6

13.4

24.8

19.0

15.6

21.8

19.4

25.6

11.6

11.9

33.0

34.0

17.2

14.8

14.5

17.3

11.9

14.0

14.0

11.3

17.4

17.4

14.6

18.2

19.4

14.6

11.9

27.05

28.0

12.35

12.8

12.92

21.45

23.4

13.10

7.75

19.8

12.4

13.3

12.2

11.2

47,800

55,000

53,200

58,000

151,000

97,600

72,300

122,000

T.01,000

160,000

47,500

49,200

249,000

P 262,000

83,700

66,900

64.90O

84,400

49,200

61,700

61,700

45,800

85,100

85,100

65,500

91 , 300

P 101,000

65,500

49,200

176,000

P 188,000

52,100

P 54,400

55,000

118,000

P 137,000

56,200

* » 28,500

104,000

52,000

57,400

50,900

45,300

Date 

Jan.

Gage

height .Discharge 

(feet) (second-feet)

Feb.

1922 Feb.

Dec.

1923 Apr.

1924 Feb.

Apr. 

Nov.

Dec. 

1927 Feb.

Apr.

1928 Feb. 

Mar.

1930 Mar.

1931 Jan.

Dec.

1932 Mar.

1933 Mar.

Dec.

1934 Jan.

## Below base

Note.- All discharge quantities are average dally flows except as designated by "P" 

(momentary peak). Break in record: Apr. 27-May 17, 1919.

Feather River at Oroville, Calif.

18

28

30

30

21

20

20

28

6-

8

8

5.

8

11

12

23

5

5

9

27

30

3

4

16

21

21

3

4

27

27

4

4

16

16

5-6

23

27

27

20

28

28

30

1

2

15.1

14.16

18.75

22.36

12.22

11.60

12.80

9.52

8.37

11.37

14.83

15.30

14.70

25.18

21.02

15.29

16.94

20.52

11.70

13.23

14.95

17.63

14.00

12.60

26.00

16.00

26.1

16.08

18.48

16.80

18.06

7.8-2

12.73

11.51

14.50

12.96

68,900

63,OOO

96,000

P 127,000

50,90O

47,500

P 54,400

** 36,600

*» 31,300

47,300

P 66,900

70,200

66.20O

P 156,000

115,000

70,200

82,900

P 110,000

48,200

56,800

68,200

86,600

61,700

53,200

137,000

P 164,000

75,100

69,800

140,000

P 166,000

57,800

P 75,800

73,900

P 93,600

55,7QO

## 31,500

80,800

P 90,500

*# 28,500

44,800

P 53,800

46,400

P 64,900

55,400

Location.- In sec. 8, T. 19 N., R. 4 E., just below highway bridge at Oroville, Butte 

County.

Drainage area.- 3,640 square miles.

Records available.- January 1902 to September 1934.

Sources of data.- 0. S. Geological Survey records, except IT. S. Weather Bureau gageheight records used on various occasions when gage, was washed out.

Gages.- Nonrecording gage read to tenths once daily (oftener during flood periods) prior 

to Dec. 16, 1912; recording gage thereafter. Staff gage at cable 1,000 feet above 

bridge used Apr. 8, 1907, to Dec. 31, 1910; gage-height records prior to Apr. 8, 

1907, and subsequent to Dec. 31, 1910, reduced to common datum to which Geological 

Survey and Weather Bureau gages at bridge are set. Datum of Weather Bureau gage 

at bridge 2 feet higher than U. S. Geological Survey bridge gage datum prior to 

Jan. 1, 1911.

Stage-discharge relation.- Control shifts at high stages. Banks do not overflow.

Storage, regulation, and diversions.- Storage totalling 1,513,000 acre-feet on about 

twenty-five power projects. Largest project is Lake Almanor (capacity, 224,000 

acre-feet in 1913; 300,000 acre-feet in 1917; and 1,308,000 acre-feet In 1927). 

Other projects had total capacity of 205,500 acre-feet in 1932, of which 85,600 

acre-feet was added in 1924 and 109,300 acre-feet added In 1928. Flow partly regulated by Lake Almanor since July 1913. Minor diversions from tributaries throughout period of record.
FLOOD RECORDS - PACIFIC SLOPE BASINS IN CALIFORNIA 373

Flood stagss and discharges of Feather River at Oroville, 

(Base discharge 14,100 second-feet)

Calif.

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1902 Feb.

Apr.

Dec.

1903 Jan.

Mar.

Hov.

1904 Feb.

Mar.

Apr.

May

Oct.

Dec.

1905 Jan.

Feb.

Mar.

1906 Jan.

Feb.

jMar.

Apr.

May

June

Dec.

1907 Feb.

Mar.

Apr.

May

June

1908 Jan.

Feb.

Apr.

1909 Jan.

Feb.

Mar.

Apr.

May

Nov.

Dec,

1910 Jan.

9

15

17

24

26-27

6-7

16

23

11

27

25

27

30

14

21

16

22

24

4

8

10

18

29

14

19

13

23

11

30

15

23

2

13

19

29

16

18

19

28

13

15

26

31

10

23

7

15

28

4

13

17

26

3

17

23

25

5

19

19

20-21

13

21

3

16

3

6

8

16 a

21

3

7

12

18

4

19

5

22

24

9

24

11.25

11.75

12.5

13.5

13.75

14.0

11.5

9.5

10.0

11.0

12.5

12.25

20.25

19.25

19.1

20.35

17.8

21.5

13.05

15.35

15.65

20.45

16.7

14.3

12.5

11.8

10.85

12.25

17.7

10.25

11.95

11.3

10.25

12,5

10.65

18.1

24.9

11.4

11.6

11.2

10.85

17.95

17.66

11.4

12.05

12.2

11.55

12.85

13.0

11.1

10.5

16.25

22.1

10.0

10.6

10.5

12.5

30.2

16.0

13.5

13.0

11.0

11.0

10.5

13.0

14.4

20.2

30.5 #

21.8

11.3

11.1

15.0

13.4

12.2

11.7

11.3

10.7

11.1

14.0

10.0

22,100

24,400

28,200

34,600

36,400

38,100

23,200

15,200

17,000

21,000

28,200

26,900

93,000

83,000

81,500

94,000

69,300

106,000

31,400

48,400

50,800

95,000

59,600

40,400

28,200

24,600

20,400

26,900

68,400

18,000

25,400

22,300

18,000

28,200

19,500

54,100

96,300

19,200

19,900

18,4,00

17,000

53,200

51,400

19,200

21,700

22,400

19,700

25,300

26,000

18,000

15,800

43,400

78,500

14,300

16,300

15,900

23,800

187,000

42,000

28,600

26,000

16,300

16,300

14,400

26,000

33,800

66,700

137,000

76,700

18,600

1-7 ,800

36,500

28,000

22,400

20,200

18,600

16,300

17 ,800

31,000

14,700

Feb. 

Mar.

Apr. 

1911 Jan.

Mar. 

Apr.

May

June

1912 Jan.

1913 Apr. 

May 

Dec.

1914 Jan.

Feb. 

Mar.

Apr.

1915 Feb.

Mar.

Apr.

May

Dec.

1916 Jan.

Feb. 

Mar.

Apr.

May

Dec.

1917 Feb.

Mar. 

Apr.

May

1918 Feb. 

Mar.

Apr. 

1919 Feb.

Apr.

May 

1920 Apr.

Nov.

25

4-7

21

11

20

25

31

7

6

26

5

24

3-4

26

27

9

25

31

14

18

22

26

21

19-20

5

10

16

20

5

2

9

17

29

4

13

20

29-30

11

11

17-18

27-29

13

3

25

8

11

27

5

20

20

29

11-12

17-18

28

6

19

4

25

25

30

8

12

25

9

50

6

19

26

26

10

11

11

5

18-19

24

2

16

16

19

19

11.3

10.9

12.7

10.0

7.4

7.8

13.3

10.2

12.4

9.8

9.1

8.4

8.1

7.1

6.7

7.1

7.2

17.0

9.5

7.7

9.6

12.5

13.4

8.4

8.4

10.2

9.2

8.8

7.8

11.9

8.3

8.9

9.0

7.3

7.2

7.5

7.2

14.6

16.3

9.8

7.4

6.80

10.15

9.30

8.06

10.44

8.06

7.76

11.70

11.8

8.0

9.00

8.52

8.20

8.10

6.80

16.15

7.36

9.53

9.83

8.05

11.92

14.58

8.60

7.17

7.32

8.30

9.05

14.25

21,000

19,000

29,200

14,700

18,100

20,600

75,400

41,500

65,100

37,700

31,400

25,300

22,800

16,400

14,100

16,400

17,000

121,000

35,000

19,900

35,900

66,200

76,600

25,300

25,300

41,500

32,300

28,700

20,600

59,400

24,400

29,600

30,500

17,500

17,000

18,700

17,000

91,000

P 112,000

37,700

18,100

15,300

41,900

35,200

22,800

45,500

22,800

20,600

57,200

P 58,300

22,000

30,500

26,200

23,600

22,800

14,600

25,000

99,000

P 110,000

16,200

18,600

38,500

59,500

20,700

14,100

15,100

18,100

35,000

P 38,000

22,000

54,600

P 84,200

23,100

14,900

15,400

* 19,200

21,OOO

P 25,900

62,500

P 82,200

* Estimated
FLOODS IH THE UNITED STATES

Flood stages and discharges of Feather River at Oroville, Calif. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1920 Nov. 

Dec.

1921 Jan.

Feb. 

Mar.

Apr. 

May

Apr. 

May

May 31. 

Dec.

1923 Apr.

1924 Feb.

1925 Feb.

27

11

19

6

18

30

15

21

6

13

19

3

1

16

27

19

26

27-28

7

20

20

 June 1 

13 

6 

5 

8 

8 

4

 ss9.21

10.42

10.50

11.0 P

8.58

8.81 P

10.14

11.80 P

15.25 P

23,400

15,300

23,000

20,000

64,200

18,800

16,, 200

14,900

20,000

23,600

19,900

15,100

17,000

17,400

14,200

23,000

15,600

25,600

36,100

37,000

41,500

21,300

17,200

18,900

22,600

34,700

49,800

90,600

Feb.

1926 Feb. 

Apr.

Nov.

1927 Feb.

Mar. 

Apr.

1928 Feb. 

Mar.

1929 Feb. 

Dec.

1930 Mar.

1931 Mar. 

Dec.

1932 Mar.

1933 May

1934 Mar.

24

27

4

18

21

21

14

2

27

4

26

26

4

13

15

15

5

19

24

24

27

20

30

29

13.34

12.70

13.20

9.39

9.69

11.75

18.34

7.90

26.08

15.18

15.82

8.55

5.94

9.28

8.25

5.51

7.81

66,300

48,200

56,700

P 62,200

39,500

27,200

29,800

49,800

114,000

P 134,000

21,600

27,600

17,900

18,800

143,000

P 211,000

*» 11,600

62,200

73,400

P 80,100

19,100

** 8,440

16,100

P 22,600

14,800

17,400

** 7,840

14,100

# Estimated 

«-» Below base

Note.- All discharge quantities are average dally flows except as designated by 

(momentary peak).

Yuba River at Smartville, Calif.

Location.- In SWj sec. 22, T. 16 N., R. 6 E., at Narrows, 1 mile below mouth of Deer 

Creek and 1 mile north of Smartville, Yuba County.

Drainage area.- 1,201 square miles.

Records available.- June 1903 to September 1934.

Source of data.- TJ. S. Geological Survey.

Gages.- Nonrecording gage read once daily prior to Oct. 11, 1928; recording gage thereafter. Datum lowered 10 feet Aug. 1, 1906; 5 feet more Aug. 12, 1930; and 0.20 

foot more July 7-9, 1931.

Stage-discharge relation.- Control shifts and frequently lowers noticeably at high

stages, washing out placer mining tailings, estimated to be about 80 feet deep at 

the station. Banks do not overflow.

Storage, regulation, and diversions.- Storage and diversions for power, irrigation, and 

mining above station throughout period of record. Storage reservoirs now number 

about forty; total storage capacity, 238,900 acre-feet, of which 33,200 acre-feet 

existed prior to 1903. Principal reservoirs are Lake Spaulding (1919), capacity, 

70,500 acre-feet; Bowman Lake (1927), capacity, 68,000 acre-feet; Fordyce Lake 

(1926), capacity, 42,000 acre-feet; Bullards Bar (1925), capacity, 15,000 acre-feet. 

Some water diverted into Bear and American River drainage basins.

Flood stages and discharges 

(Base discharge 9,900 second-feet)

Date

1903 June 

Nov.

1904 Feb.

Mar.

Gage

height Discharge 

(feet) (second-feet)

1-2

14

21

12

16

22

24

4-5

8

10

18

23

8.2

10.4

16.0

10.5

20.0

20.3

20.3

10.9

12.5

13.1

15.5

14.8

** 5,800

11,400

34,600

11,700

58,000

59,800

59,800

13,700

19,900

22,400

33,500

30,000

Apr.

May

Oct. 

Dec.

1905 Jan. 

Feb. 

Mar.

1906 Jan.

14-15 

19 

26 

14 

22 

11

3Q

22

2

19 

21 

13

Gage

height Discharge 

(feet) (second-feet)

11.4

11.3

9.7

11.2

11.2

11.5

12.0

10.4

9.4

11.3

9.4

9.7

15,600

15,200

9,980

14,800

14,800

15,900

17,900

12,800

10,000

17,400

11,800

16,900

** Below base
FLOOD RECORDS - PACIFIC SLOPE BASINS IN CALIFORNIA 375

Flood stages and discharges of Yuba River at Smartvilla, Calif. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Gage 

height 

(feet) (second-feet)

1906 Jan.

Feb.

Mar.

May

June

Dec.

1907 Jan.

Feb.

Mar.

Apr.

May

June

1908 Apr.

1909 Jan.

Feb.

Mar.

May

June

Nov.

Dec.

1910 Jan.

Feb.

Mar.

1911 Jan.

Mar.

Apr.

May

June

1912 Mar.

Nov.

1913 May

Dec.

1914 Jan.

Apr.

May

1915 Feb.

Mar.

15-16

18

15

19

21

27

12

24

26

31

11

15

28

4

12

16

19

11

26

28

2

19

23

2

15

19

19

2

11

20

3

6

8

15

21

7

12

17-18

4

6-7

3

21

24

1

9

31

24

25

20

14

20

24

31

7

2

6

26

5

23

5

11

18

6

6

5

10

31

20

27

10

13

20

8

11

14-15

22

25

2

17

28

11.0

17.0

8.3

8.5

8.4

8.5

12.0

12.2

12.4

14.0

8.4

7.3

9.0

10.0

8.0

7.0

6.2

17.0

18.9

16.8

27.0

29.2

16.4

14.4

16.4

15.4

15.3

15.1

15.0

12.9

13.5

16.0

20.5

28.3

19.4

13.0

18.0

14.0

12.7

12.5

12.0

18.0

14.4

15.2

18.0

16.5

13.9

11.6

13.5

12.5

IA.O

15.0

19.0

15.1

12.5

15.0

11.9

11.8

10.6

11.9

11.6

10.9

9.0

10.0

10.0

10.0

20.1

13.0

16.0

14.0

12.3

11.5

10.8

10.7

10.7

10.3

10.5

14.8

11.5

10.4

18,900

48,000

10,200

11,100

10,700

11,100

28,400

29,400

30,400

40,600

14,400

10,000

20,100

25,600

18,000

14,100

11,700

16,800

22,800

17,700

78,000

100,000

16,500

11,200

20,700

16,000

12,300

10,700

10,400

*-::- 8,410

10,600

19,600

41 , 000

111,000

41,600

11,300

33,200

14,600

10,200

12,300

11,800

37,000

16,000

17,800

32,000

25,000

13,000

10,500

16,100

14,100

19,000

22,600

39,000

23,000

15, -200

23,400

14,000

13,700

10,600

14,600

13,700

12,000

 :H.<- 7 , 630

10,000

10,000

10,000

45,700

15,300

25,800

18,700

16,400

14,000

11,900

11,600

11,600

10,500

11,100

24,800

14,700

12,300

Apr.

May

Dec.

1916 Jan.

Feb.

Mar.

Apr.

May

Dec.

1917 Feb.

Apr.

May

June

1918 Feb.

Mar.

1919 Feb.

Mar.

May

1920 Apr.

Nov.

Dec.

1921 Jan.

Mar.

May

1922 Feb.

May

June

Dec.

1923 Apr.

May

1924 Feb.

1925 Feb.

1926 Feb.

Apr.

Nov.

1927 Feb.

Apr.

May

Nov.

1928 Mar.

May

1929 June

Dec.

1930 Mar.

1931 Mar.

19

12

18

29

13

3

3

25

7

11

27

5

20

11

17

28

6

4

22

25

25

12

23

14

9

b

19

7

11

26

2

4

15

15

19

27

11

19

18

13

22

14

27

10

19

19

26

6

20

25

2

17

13

28

6

17

8

6

6

4

8

24-25

3

16

18

21

2

27

7

15

10

26

26

11

16

13

12

15

5

19

10.0

20.0

12.4

10.0

10.9

13.6

13.6

12.8

9.8

12.1

8.9

10.6

12.9

10.3

8.9

9.3

10.4

11.6

10.9

16.4

18.0

10.8

11.0

10.4

8.55

9.7

9.7

8.60

14.2

9.80

9.60

9.80

12.00

12.3

12.10

9.50

10.60

9.85

13.40

10.55

8.90

8.45

8.30

9.0

11.0

12.1

9.45

9.2

11.7

9.55

10.6

8.6

13.5

9.4

11.1

8.4

8.1

16.1

17.2

12.7

11.6

12.8

10.8

11.0

13.6

18.4

11.3

9.1

8.9

9.75

8.9

26.0

7.95

11.02

12.00

10.17

11,200

46,500

16,700

10,000

15,400

25,100

P 25,100

19,700

10,300

21,200

10,700

15,900

24,200

15,000

10,700

11,900

15,300

19,300

16,900

38,800

P 45,800

15,400

16,600

14,500

9,900

13,100

13,100

9,900

29,400

10,600

10,100

12,200

19,500

P 20,60O

19,900

11,500

14,700

12,300

24,800

14,700

11,400

10,200

9,900

11,700

18,100

P 22,200

13,600

13,000

21,400

14,200

17,400

11,300

28,000

12,800

18,400

10,700

9,960

39,000

P 43,800

23,200

19,700

23,600

18,200

18,800

28,900

49,000

18,800

12,000

11,400

14,100

11,400

79,800

P 120,000

10,OOO

## 4,700

17,800

21,100

10,300

14,200

*» 4,780

** Below base
FLOODS IN THE UNITED STATES

Flood stages and discharges of Yuba River at Smartville, Calif. Continued

Date

1931 Dec. 24 

24 

28

1932 May 13-14

height Discharge 

(feet) (second-feet)

13,400

15.00 P 16,400 

13.34 11,100 

12.80 ** 9,820

Gage 

Date height Discharge

(feet) (second-feet)

1933 May 30 12.26 ** 8,000

1934 Jan. 1 10,500

Mar. 29 12,200

29 15.20 P 16,200

** Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

American River at Fair Oaks, Calif 

Location.- Highway bridge at Fair Oaks, Sacramento County, 10 miles below South Fork.

Drainage area.- 1,921 square miles.

Records available.- November 1904 to September 1934.

Source of data.- TJ. S. Geological Survey.

Gages.- Nonrecording gage read to tenths twice daily prior to Jan. 19, 1914; recording 

gage intermittently, supplemented by nonrecording gage read to half-tenths twice 

daily Jan. 19, 1914, to Nov. 6, 1930; recording gage thereafter. All gages set to 

same datum prior to Nov. 7, 1930, when datum was lowered 1 foot.

Stage-discharge relation.- Control shifts frequently. Banks do not overflow.

Storage, regulation, and' diversions.- Storage and regulation for power, irrigation, and 

mining. About 25 reservoirs above station (total eapacity, 64,300 acre-feet). 

Water diverted for irrigation throughout period of record. Some inflow from Tuba 

and Bear Rivers.

Flood stages and discharges 

(Base discharge 11,600 second-feet)

Date

1904 Dec.

1905 Mar. 

Apr»

1906 Jan.

Feb. 

Mar.

Apr.

May 

June

July 

Dec.

1907 Jan.

Feb. 

Mar.

Apr. 

May

June

Deo.

1908 Apr.

1909 Jan.

31

19

24

14

19

19

21

3

14

24

1

18

23

28

5

11

28

3

12

17

22-23

2

11

26

29

2

10

19

19

2

14

20

11

19

29

2

12

27

14

8-9

7.85

10.5

8.85

8.35

15.5

8.35

9.35

7.9

12.85

13.35

10.4

8.1

8.7

8.45

10.4

10.1

11.53

10.3

11.0

9.85

10.25

8.35

10.25

9.95

8.7

22.75

8.4

30.4

9.05

10.15

9.9

8.8

9.45

8.45

9.45

9.3

6.7

6.1

9.4

height Discharge 

(feet) (second-feet)

11,600

21,200

14,900

13,200

44,500

13,200

16,700

11,800

31,600

34,000

20,800

12,400

14,400

13,500

20,800

19,600

26,600

20,400

23,300

18,600

20,200

13,200

20,200

19,000

14,400

80,800

13,400

105,000

119,000

15,600

21,000

18,800

14,700

17,000

13,500

17,000

16,500

8,460

7,030

16,900

1910

1911

1912

1913

1914

Jan.

Feb.

May

June

Nov.

Deo.

Jan.

Mar.

Apr.

Jan.

Feb.

Mar.

Apr.

May

June

June

May

Jan.

Feb.

14

21

12

4

9

4

21

24

2

g

1

24

20

11

21

14

20

25

31

12

5

7

2-3

6

26

5

13

24

31

6

12

2

10

1

15

18

22

26

21

13.25

8.3

8.3

8.0

14.75

8.3

16.0

9.8

9.5

10.3

7.9

7.9

11.6

9.8

12.3

19.7

9.5

10.2

14.2

9.8

11.8

9.7

,9.8

9.0

10.6

9.7

10.9

11.2

7.8

7.9

17.6

9.6

10.2

13kO

15.9

Gage

height Discharge 

(feet) (second-feet)

98,000 

62,500 

33,500 

13,000 

13,000 

12,100 

40,800 

13,000 

47,000 

33,20O 

19,600 

18,400 

21,700 

12,400 

12,400 

27,500 

19,600 

30,700 

69,100 

17,600 

20,600 

39,800 

18,900 

28,000 

18,400 

18,900 

15,500 

22,400 

18,400 

23,800 

25,200

11,100

11,600

57,700

17,400

20,000

36,500

52,600

42,600

#« Below base
FLOOD RECORDS - PACIFIC SLOPE BASINS IB CALIFORNIA 377

Flood stages and discharges of American River at Fair Oaks, Calif. Continued

Gage

height Discharge 

(feet) (second-feet)

1914 Apr.

May

1915 Feb.

Apr.

May

June

1916 Jan.

Feb.

Mar.

Apr.

May

19 17 Feb.

Apr.

May

June

1918 Apr.

1919 Feb.

Apr.

May

1920 Apr.

Dec.

1921 Jan.

Mar.

May

6

16

20

8-9

16

22

2

9

18

20

12

12

28-29

8

3

4

10

18

25

5

11

27-28

5

12

20

11

16

28

6

22

25

25

12

26

9

14

9-10

10

11

11

27

5

24

1

16

16

12

31

18

18

30

14

19

14

27

8.4

8.6

8 »2

8.1

8.1

10.2

9.2

9.2

7.8

13.9

15.04 P

8.4

7.7

13.7 P

8.72

8.47

7.2

9.65

8.32

8.36

8.28

9.31

 »

12.23

8.30

7.15

7.80

8.61

10.97

13.14

13.98 P

8.05

8.68

7.69

8.19

7.79

6.50

14.5

18.5 P

7.5

7.21

6.93

8.00

10.20

10.70 P

6.80

6.85

12.60

14.1 P

8.10

7.50

6.95

7.50

7.20

11,800

15,200

16,000

14,400

14,000

14,000

23,100

19/300

19,300

13,500

41,800

47,900

15,900

13,100

40,700

17,400

16,400

11,700

21,300

15,900

16,200

15,900

19,800

14,500

33,200

15,900

12,100

14,100

17,000

27,400

37,600

42,300

14,500

17,400

13,800

15,500

14,100

12,400

45,000

67,500

12,100

13,400

12,500

16,200

18,800

20,100

11,600

11,700

32,800

39,200

15,700

13,800'

12,200

13,800

12,800

Date

1922 Feb.

May

June

Dec.

1923 Apr.

May

1924 Feb.

1925 Feb.

Apr.

May

1926 Apr.

Nov.

1927 Feb.

Mar.

Apr.

May

June

Dec.

1928 Mar.

Apr.

May

1929 Feb.

Dec.

1930 Mar.

1931 Mar.

Dec.

1932 Feb.

May

1933 May

1934 Jan.

Mar.

Gage

height Discharge 

(feet) (second-feet)

9

20

20

7

18

20

25

31

5

16

13

13

28

6

10-11

10

16

8

6

6

13

12

16

5-6

16

6

6

25

29

4

18

21

21

14

3

27

6

16

7

29

25

25

3

1

4

13

5

5

19

28

7

7

12

30

30

1

2

29

8.78

10.15

12.5

10.12

10.50

10.45

9.75

9.95

9.88

7.08

12.10

14.2

7.58

11.00

7.20

8.12

7.78

6.70

19.5

25.0

7.90

8.10

9.65

8.35

7.28

10.40

11.6

8.50

7.42

9.7

11.4

15.7

19.4

9.80

12.80

9.40

8.18

9.22

7.65

7.38

30.45

9.15

8.45

9.0

8.80

10.02

11.33

11.63

12.6

10.73

10.30

11.52

13.50

P

P

*»

P

P

P

P

P

*»

*

P

P

P

16,900

22,200

31,600

21,600

23,200

22,800

20,500

21,300

20,900

11,700

29,800

39,000

13,200

24,800

12,000

14,900

14,000

10,600

68,200

99,500

13,800

14,500

19,800

15,500

11,800

22,700

27,400

15,800

12,200

20,300

27,600

48,200

67,700

18,300

30,500

17,600

13,400

16,900

11,800

12,200

119,000

182,000

15,300

11,800

14,800

14,800

18,800

24,400

7,920

17,500

18,900

21,100

14,800

12,700

16,500

22,600

13,300

11,600

* Estimated 

*» Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Breaks in record: Oct. 1 to Dec. 31, 1911j Mar. 11-30, 1918; Apr. 14- 

June 3, 1918; Mar. 19-30, 1919.
378 FLOODS IN THE UNITED STATES

Cache Creek at Yolo, Calif.

Location.- 800 feet above highway bridge, 1,000 feet above Southern Pacific Co.'s rail- 

~roau bridge and half a mile south of Yolo, Yolo County.

Drainage area.- 1,230 square miles.

Records available.- January 1903 to September 1934.

Source of data. U. S. Geological Survey.

Gages.- Nonrecording. gage read to tenths twice daily prior to Jan. 1, 1912; to halftenths twice daily Jan. 1, 1912, to Sept. 30, 1927; ; to hundredths twice daily Oct. 

1, 1927, to Sept. 27, 1930; recording gage thereafter. Recording gage set to 

datum 1.97 feet lower than that used 1903-30.

Stage-discharge relation.- Possibly affected by backwater from Sacramento River in early 

years of record. Control shifts. Levees on banks subject to overflow at station.

Storage, regulation, and diversions.- Storage in Clear Lake regulates flow to some extent at high stages. Numerous diversions for irrigation.

Flood stages and discharges 

(Base discharge 1,450 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1903 Jan.

Feb.

Mar.

Apr.

Nov.

Dec.

1904 Feb.

Mar.

Dec.

1905 Jan.

Feb.

Mar.

May

1906 Jan.

Feb.

Mar.

May

Dec.

1907 Jan.

Feb.

Mar.

1908 Jan.

Feb.

28

31

8

14

29

1

21

16

13

16

24

2V

11

11

18

23

28

31

14

17

23

2

17

ie

23

29

8

14

19

15

19

21

24

4

12

21

24

26

31

7

11

27

5

10

28

2

18-19

1 26

6

10

19

19

23

23

21

25

3

6

9

10,2

8.1

10.2

7.7

5.9

5.7

9.3

5.4

9.25

16.75

16.5

16.5

20.75

28.2

16.5

11.0

16.75

15.2

9.95

7.4

1-5.55

12.4

5.3

6.4

6.3

7.1

4.75

6.3

25.7

6.85

6.65

7.8

8.3

8.5

9.3

7.25

10.7

11.0

15.85

12.1

5.75

7.55

7.5

15.65

7.1

12.6

4.9

5.0

5.3

6.5

25.9

27.1

20.85

27.2

4.65

4.65

10.2

6.2

8.75

6,340

4,390

6,340

4,080

2,580

2,380

5,020

1,880

5,020

11,200

11,000

11,000

9,900

P

7,600

4,800

9,500

9,700

4,960

3,000

10,300

8,200

1,820

2,620

2,540

3,200

1,450

2,440

18,900

2,880

2,720

3,680

4,100

4,280

4,960

3,210

6,140

6,400

10,500

7,340

2,040

3,470

3,410

10,500

3,250

7,900

1,570

1,640

1,850

2,410

19,200

20,200

14,900

20,300

1,540

1,540

6,080

2,740

4,830

Mar. 

1909 Jan.

Feb.

Mar. 

Dec.

1910 Jan. 

Mar.

1911 Jan.

Apr.

1912 Mar.

1913 Jan.

Dec.

1914 Jan.

Feb. 

Mar. 

Apr.

1915 Jan.

Mar.

May

Dec.

1916 Jan.

Feb. 

Mar.

1

6

9

16

16

21

26

3

3

7

13

21

29

9

24

22

28

20

29

31

7

7

6-

13

14

19

25

31

15

18

21

24

26

21

30

5

10

9

29

2

2

9

17

25

28

28

12

13

3

3

10

14

17

23

23

2

8

27

5

7.4

5.65

14.35

23.45

24.4

17.85

17.55

27.0

27.8

14.2

18.2

14.0

7.65

6.3

8.15

7.6

5.1

4.9

12.45

9.15

25.0

27.8

5.4

3.65

5.6

7.5

17.4

26.8

15.5

16.4

25.0

17.8

19.0

24.8

5.1

5.2

4.9

5.4

12.5

25.7

27.8

21.2

17.6

11.0

10.5

11.6

4.8

9.1

25.4

26.9

11.1

11.2

6.7

19.0

26.0

6.9

7.6

5.9

8.5

3,710

2,100

9,390

17,100

P 17,900

12,400

12,100

20,100

P 20,800

9,260

12,700

9,090

3,690

2,610

4,120

3,650

1,720

1,590

7,770

4,970

18,400

P 20,800

1,920

** 900

2,060

3,790

12,500

19,100

10,900

11,600

18,700

12.,600

13,600

18,500

1,910

1,980

1,780

2,180

8,080

19,300

P 21,100

15,500

12,400

6,800

6,380

7,310

1,860

5,240

19,000

P 20,300

6,880

6,970

3,320

13,600

P 19,600

3,370

3,930

2,570

4,680

#* Below base
FLOOD RECORDS - PACIFIC SLOPS BASINS IN CALIFORNIA 379

Flood stages and discharges of Cache Creek at Yolo, Calif. Continued

Gage

height Discharge 

(feet) (second-feet)

Gage

he ight Di s charge 

(feet) (second-feet)

Feb. 

Apr.

Nov.

Dec. 

1927 Jan.

Feb.

Apr.

1928 Feb. 

Mar.

Apr. 

1929 Feb.

1930 Jan. 

Feb.

Mar.

1931 Jan. 

Dec.

1932 Jan.

1933 Jan.

Dec.

1934 Jan.

 & » Below base

Note..- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

1917 Feb.

1918 Feb.

1919 Feb.

Mar.

1920 Apr.

Nov.

Dec.

1921 Jan.

Feb.

Dec.

1922 Feb.

Dec.

1923 Jan.

1924 Feb.

1925 Feb.

Apr.

May

1926 Feb.

25

25

24

11

11

27

3

14

17

19

10

12

20

24

19

27

30

50

11-12

22

27

11

20

20

27

13

13

29

1

9

6

9

12

12

23

5

26-27

21

1

5

23.8

25.1

3.55

11.8

12.1

4.85

4.8

4.9

3.0

6.90

4.60

5.90

7.18

4.90

13.0

9.4

17.5

24.3

6.00

5.95

4.6

6.1

8.6

11.5

4.38

5.10

5.6

4.30

3.42

2.4

4.3

4.35

17.38

23.7

6.7

3.9

3.5

4.78

6.5

8.8

17,700

P 18,800

 * » 995

7,500

P 7,750

1,880

1,880

1,950

*» 812

3,480

1,760

2,680

 3,720

1,950

8,500

5,480

12,300

P 18,000

2,620

2,620

1,640

2,940

4,700

P 7,100

1,760

2,060

P 2,340

1,830

# » 1,250

tut 700

2,030

2,100

13,000

P 18,400

3,900

1,750

1,700

2,620

3,520

5,380

13

6

8

8

19

27

29

3

17

20

29

4

7

18

18

21

2

20

4

27

27

3

4

4

13

16

17

23

23

5

24

27

27

1

28

28

30

30

2

7.6

6.0

12.6

18.4

4.6

4.2

5.45

9.75

3.7

5.05

5.8

9.0

6.85

17.8

22.8

15.6

13.0

3.8

8.0

15.4

20.3

8.1

4.4

4.5

4.0

3.50

9.85

21,17

6.38

8.82

P

P

P

P

P

 »*

P

P

P

4,420

3,480

9,090

14,200

2,240

2,190

3,070

6,630

1,840

2,770

3,370

5,500

3,780

13,000

17,200

11,100

8,900

1,680

4,940

10,900

15,100

4,740

1,980

2,050

1,890

4,260

1,620

3,460

6,550

3,520

859

8,410

14,900

2,020

1,450

2,210

2,900

4,240

2,420
380 FLOODS IN THE TJNITED STATES 

Part 12. North Pacific slope basins

North. Pork of Snoqualmie River near North Bend, Wash.

Location.- Prior to Sept. 26, 1916, in sec. 34, T. 24 N., H. 8 E., at highway bridge an 

eighth of a mile above mouth and 2 miles north of North Bend, King County; thereafter in HEi sec. 26, 2 miles upstream.

Drainage area.- 105 square miles.

Records available.- July 1907 to June 1926, February 1929 to September 1933.

Sources of data.- Some gage-height records and discharge measurements by Puget Sound 

Power & Light Co.; discharge records by TJ. S. Geological Survey.

Gages.- Nonrecording gage read to tenths every other day July 21, 1907, to Feb. 29, 1908; 

to tenths once daily July 1, 1908, to Sept. 2, 1912j recording gage thereafter.

Stage-discharge relation.- Control .shifts at high stages.

Remarks.,- Water was at or above top of gage (10.0 feet) four times during November 1909; 

exact stages and discharges not known.

Flood stages and discharges 

(Base discharge 2,700 second-feet)

Sage Gage

height Discharge Date t height Discharge

(feet) (second-feet) (feet) (second-feet)

3,180

2,900

2,800

5,170

2^700 

3,080 

3,470 

3,970 

3,310 

3,020 

5,580 

6,580 

2,830 

11,100 

3,280 

2,750 

2,990 

4,700 

3,300 

3,660 

3,110 

3,470 

5,080 

3,080 

2,750 

2,770 

6,230 

3,910 

7,170 

7,000 

3,380 

4,400 

3,000 

4,140 

3,420 

4,500 

4,500 

4,200

** Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Break in record: Mar. 1 to June 30, 1908; record fragmentary October 

1912 to May 1913,

1908 Nov. 

1909 Jan.

June

Dec.

1910 Jan.

Mar.

May

Oct.

Nov.

1911 Nov.

1912 Jan.

1913 Sept.

Oct.

1914 Jan.

1915 Apr.

Nov.

1916 Feb.

Mar.

1917 Feb.

June

Dec.

1918 Oct.

Dec.

1919 Jan.

Nov.

1920 Mar.

Dec.

1921 Feb.

Nov.

18 

3 

19 

2

13

24

2

10

3

7

10

21

7

18

14

25

5

11

6

2

19

16

9

12

4

24

13

16

18

29

27

3

22-26

15

13

30

11

30

6.0 

5.7 

5.6 

8.0

5.5

5.9

6.3

6.8

6.3

6.4

9.0

10.0

6.2

14.5

6.9

6.2

6.22

8.20

6.90

5.58

6.60

Dec.

1922 May

Dec.

1923 Jan.

1924 Feb.

-

Nov.

Dec.

1925 Jan.

Feb.

Dec.

1926 Jan.

1929 Dec.

1930 Feb.

1931 Jan.

Feb.

Oct.

Nov.

1932 Jan.

Feb.

Mar.

Oct.

Nov.

Dec.

1933 Jan.

12

4

17

24

24

7

10

1

12

19

11

15

31

2-3

5

11

23

6

14

5

28

28

18

28

13

11

26

26

5

18

26

2

5

13

17

17

2

8

5.97

5.61

9.05

6.60

11.55

5.37

5.08

9.9

7.90

P

##

P

P

P

7,530

3,360

2,880

5,750

7,370

5,000

3,680

3,800

7,170

2,960

4,290

3,640

3,900

3,640

2,800

3,460

6,050

2,800

2^740

2,640

3,580

4,610

2,700

3,120

2,900

4,150

7,840

11,000

3,330

3,360

3,030

2,730

2,920

6,200

6,880

9,250

6,380

5,930
FLOOD RECORDS - NORTH PACIFIC SLOPE BASINS

Columbia River at The'Dalles, Oreg.

Location.- Mar. 24 to Dec. 11, 1878, gage of Corps of Engineers, U. S. Army, at Umatllla, 

TMatllla County, 104 miles above The Dalles; Dec. 12, 1878, to Oct. 9, 1879, and 

July 1, 1881, to Jan. 31, 1892, upper gage of Corps of Engineers, U. S. Army, at 

Cascade Locks, Hood River County, 40 miles below The Dalles; Oct. 10, 1879, to 

June 30, 1881, gage of Corps of Engineers, U. S. Army, at The Dalles; Feb. 1, 

1892, to Sept. 30, 1931, gage of U. S. Weather Bureau in NWi sec. 3, T. 1 N., R, 

13 E., at foot of Court Street, at The Dalles; Oct. 1, 1931, to Sept. 30, 1934, in 

HEi see. 20, T. 2 N., R. 15 E., gage of Corps of Engineers, U. S. Army, at head of 

Celilo Canal, at Celllo Palls, Wasco County.

Drainage area.- 237,000 square miles at The Dalles.

Records available.- March 1878 to September 1934. Annual, floods 1858-77.

Sources of data.- Discharge records by U. S. Geological Survey; gage-height records 

Feb. 1, 189S, to Sept. 30, 1931, furnished by U. S. Weather Bureau; all other 

gage-height records and a few discharge measurements furnished by Corps of Engineers, U. S. Army.

Gages.- Honrecording gages read to tenths once daily prior to Oct. 1, 1931; to tenths 

twice dally thereafter. Zero of gage at Cascade Locks is 52.56 feet below mean 

sea level (1929 general adjustment); readings reduced 96.0 feet before publication. 

Zero of U. S. Weather Bureau gage at The Dalles is 46.86 feet above mean sea level 

(1929 adjustment) and 8.9 feet above gage of Corps of Engineers, U. S. Army. All 

readings at The Dalles reduced to datum of U. S. Weather Bureau gage. Zero of gage 

at Celilo Falls is 37.59 feet above mean sea level (1929 adjustment). Zero of 

gage at Bmatllla unknown.

Stage-discharge relation.- Affected by Ice at The Dalles, necessitating use of gage at 

Cascade Locks for short periods prior to Oct. 1, 1928, and at Celilo Falls thereafter. Control permanent. Bank-full stage at Umatilla 25 feet, at The Dalles 51 

feet, and at Cascade Locks 60 feet.

Diversions.- Diversion for irrigation only a small proportion of total flow.

Remarks.- All discharge quantities represent flow at The Dalles.

Historical data.- Gage-height records were obtained for annual floods 1858-77 by Oregon 

Steam Navigation Co. at Lower Cascade Landing. Discharges have been applied to 

represent flow at The Dalles. Flood of 1862 reached a gage height of 48.9 feet 

and flood of 1876 a gage height of 53.2 feet at The Dalles. Flood of 1849, of which 

there Is no authentic record, reported to be 5 feet higher than that of 1862, discharge nearly equal to that of 1894.

Flood stages and discharges 

(Base discharge 269,000 second-feet)

Gage

height Discharge 

tfeet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1858

1859

1860

1861

1862

1863

1864

1865

1866

1867

1868

1869

1870

1871

1872

1873

.1874

1875

1876

1877

1878

1879

1880

1881

1882

1883

Apr. 

June 

Apr. 

June

May 

June

9 

12 

10 

18 

25

7 

10-11

June 30-July 2 Feb. - - 

Mar. 

Apr.

May

June

May

June

Mar.

May

June

5-7 

3

6-9

25

8

17 

17

13-14 

31 

25 

14

48.9

53.2

12.8

18.0

23.3

31.2

31.0

26.1

36.4

48.5

22.7

20.2

24.9

29.7

27.4

34.6

19.8

40.8

16.4

26.3

28.3

563,000

874,000

668,000

618,000

919,000

777,000

654,000

714,000

839,000

671,000

483,000

328,000

777.000

856,000

737,000

638,000

582,000

684,000

1,020,000

486,000

298,000

485,000

453,000

643,000

638,000

424,000

638,000

914,000

361,000

318,000

401,000

495,000

449,000

598,000

370,000

883,000

298,000

525,000

573,000

1884 June

1885 Apr.

May

June

1886 June

1887 May

June

1888 May

June

1889 June

1890 May

1891 June

1892 May

June

1893 May

June

1894 Apr.

13

17-18

17-18

23

9

2

3

19

19

18

5

14

2

31

22-23

21

14

1

16

29

June

1895 May 

July

1896 June

1897 Apr. 

May

1898 June

1899 May 

June

1900 May 

June

1901 Mar. 

May 

June

1902 June 

July

1903 May

31 

8

22 

22

9-10 

24

20-21 

14 

22 

19

29-30

4

21

1

1

7

18

31.4

14.1

20.5

22.5

30.4

17.4

38.1

39.3

19.6

25.9

14.7

28.8

21.1

33.2

35.0

35.3

38.3

20.4

20.9

28.2

59.4

59.6

28.7

24.4

42.9

30.0

33.8

42.7

36.9

22.0

43.0

32.2

27.0

17.1

33.1

37.5

36.7

29.1

23.1

698,000

290,000

434,000

482,000

673,000

361,000

866,000

896,000

412,000

564,000

302,000

633,000

448,000

568,000

607,000

613,000

679,000

322,000

330,000

465,000

1,160,000

P 1,170,000

475,000

392,000

785,000

501,000

581,000

780,000

649,000

349,000

787,000

547,000

441,000

269,000

566,000

662,000

644,000

483,000

368,000
382 FLOODS IN THE UNITED STATES

Flood stages and discharges of Columbia River at The Dalles, Ore-g. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1903 June

1904 Apr.

May

1905 June

1906 June

1907 Apr.

June

1908 Apr.

June

1909 Jan.

June

1910 Mar.

Apr.

May

1911 June

1912 June

1913 Apr.

June

1914 May

1915 June

1916 Mar.

Apr.

May

July

1917 Aprt

May

June

1918 Jan.

May

June

1919 May

18-19

19

26

15

1

19

5

25

18

21-22

19

6

25

30-May 1

14

17-18

1

23

12

27

1

24

18-20

9

1

29

18

2

20

1

19

25

3

43.0

28.9

36.0

25.5

23.4

18.4

34.1

19.3

37.1

17.5

38.1

20.6

24.4

29.2

33.1

33.5

33.2

19.6

41.8

29.6

20.8

18.2

18.5

28.1

40.4

18.2

28.7

38.0

40.4

19.9

24.9

33.7

20.6

787,000

479,000

629,000

412,000

374,000

289,000

587,000

303,000

653,000

275,000

675,000

325,000

392,000

485,000

566,000

574,000

568,000

308,000

759,000

493,000

328,000

286,000

291,000

463,000

727,000

286,000

475,000

673,000

727,000

313,000

-401,000

578,000

325,000

June

1920 May

June

1921 Apr.

June

1922 June

1923 June

1924 May

1925 Apr.

May

1926 May

1927 May

June

Nov.

1928 May

1929 May

June

1930 June

1931 May

June

1932 Apr.

May

June 

1933 May

June

Dec.

1934 May

June

1

30

25

26

25

11

9

14-15

25-27

20-21

24-25

8-9

2

20

18

28

29

27

19

14

19

18

18-20

24

24

18-19

2

18

25

25

2

2-5

32.5

23.6

21.6

26.3

18.8

42.4

38.2

33.8

26.6

22.8

36.6

17.1

18.6

26.0

38.8

17.7

42.1

20.7

27.7

20.2

18.8

17.8

98.3

106.2

106.4 f

105.5

98.6

110.0

100.8

101 .0 f

103.1

102.8

553,000

377,000

342,000

428,000

295,000

773,000

677,000

581,000

433,000

363,000

642,000

269,000

292,000

422,000

690,000

278,000

766,000

340,000

460,000

332,000

308,000

292,000

279,000

565,000

578,000

540,000

289-, 000

722,000

368,000

376,000

453,000

442,000

Note.- All discharge quantities are average dally flows except as designated by 

(momentary peak).
FLOOD RECORDS - NORTH PACIFIC SLOPE BASINS 583

Clark Fork near Plains, Mont.

Location.- On lot 7, sec. 7, T. 19 N., R. 26 W., 3 miles above Plains and 7 miles below 

mouth of Flathead River.

Drainage area.- 19,900 square miles.

Records available.- October 1910 to September 1934.

Source of data.- U. S'. Geological Survey.

Sages.- Honrecording gage read to tenths once daily prior to Nov. 28, 1911; recording 

gags, thereafter.

Stage-discharge relation.- Affected by ice. Control practically permanent.

Regulation and diversions.- Natural regulation in Plathead Lake. Diversions from tributaries above station.

Historical data.- High water of 1913 is highest atage reached for a period of about 

twenty years.

Flood stages and discharges

le discharge 30,000 second-feet)

Date

1911 May

July

1912 June

1913 Apr.

June

1914 May

1915 June

1916 May

July

1917 May

June

1918 May

June

1919 May

1920 May

June

1921 May

June

1922 May

June

6

9

11

30

5

25

7-9

7

9

22-23

1-2

2

30

11-12

20

7

17

16

16

3

31

23

18-19

18

28

28

9-10

28

9

heighl

( feet ;

9.7

10.9

14.0

9.4

17.9

13.1

9.7

9.76

17.8

17.9

16.6

16.0

17.0

13.3

12.8

16.4

16.45

9.6

13.8

12.1

13.7

13.80

15.90

16.0

15.9

15.1

17.1

Gage

Discharge

36,600

Gage

height Discharge 

(feet) (aecond-feet)

46,600

74,500

34,200

115,000

67,000

37,400

37,900

67,400

53,100

114,000

115,000

102)666 

95,400

106,000 

69,100 

64,400 

99,500

100,000 

36,600 

73,800 

58,000 

72,900 

73,800 

99,000

100,000 

99,000 

90,500

113,000

June

1923 May

June

1924 May

1925 Apr.

May

July

1926 May

1927 May

June

1928 May

.1929 May

June

1930 May

June

1931 May

1932 May

June

1933 June

1934 Mar.

Apr.

May

9

28

14

14

20

20

21

22

22

4

6

6

22

2-3

19-20

14

28

26-27

11-12

11

5

1

19

24

18

17

17

31

30-May 1

10

17.2

13.7

15.3

15.5

13.9

14.0

11.60

16.40

16.55

12.45

10.9

11.0

10.4

10.5

13.9

17.6

18.4

12.70

12.90

12.95

10.68

10.76

10.78

14.47

15.41

17.88

3.8.00

8.96

13.8

13.99

114,000

77,200

94,300

96,500

79,200

80,300

53,500

104,000

106,000

62,200

46,800

47,800

42,300

43,200

77,600

117,000

126,000

64,400

66,400

67,400

46,400

47,300

47,300

83,600

71,200

119,000

120,000

33,300

74,800

76,800

Plathead River near Poison, Mont.

Location.- In sec. 19, T. 22 N., R. 21 W., at highway bridge at site of Old Misohell 

ferry at Norrisvale, 5 miles below Hewell Tunnel, 12 miles below Poison, and 15 

miles northwest of Ronan.

Drainage area.- 7,010 square miles.

Records available.- July 1907 to September 1934.

Source of data.- U. S. Geological Survey.

Gages.- Nonrecording gage read to tenths once daily prior to January 1922j to hundredths 

once dally January 1922 to Hov. 23, 1928; recording gage thereafter.

Stage-discharge relation.- Not seriously affected by ice. Control practically permanent. 

Banks not subject to overflow.

Storage, regulation, and diversions.- Natural regulation in Plathead Lake. Small diversions.

Remarks.- During short breaks in record or periods of unsatisfactory record, gage

heights computed from relation to stations on Plathead Lake at Poison and Plathead 

River at Newell Tunnel (U. S. Bureau of Reclamation gage).
384 FLOODS IN THE UNITED STATES

Flood stages and discharges of Plathead River near Poison, Mont. 

(Base discharge 10,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

1907 July

1908 May

June

Aug.

1909 June

July

Dee.

1910 May

May

1911 May

June

1912 June

1913 June

1914 May

1915 May

July

1916 May

July

Sept

1917 June

1918 Jan.

May

June

1919 May

June

1920 May

June

1921 June

1922 June

23

17-19

12-15

6-7

22-23

24

2

15tl6

27 -June 3

23

20

15

10

26

16

1-6

15-16

1

14

23

9

19

19-21

6

1

27

23-25

11

10-11

28

9.2

10.4

14.6

6.9

13.75

8.75

5.55

11.55

11.00

9.7

11.9

16.4

11.4

8.0

7.6

9.6

16.3

6.3

14.1

5.8

10.4

14.0

8.2

12.5

9.50

11.9

14.3

13.5

11.95

** 26,600

33,600

62,100

14,900

58,800

25,300

10,500

42,800

38,900

30,400

44,200

 » 36,500

75,400

41,000

21,000

19 ,000

29,800

74,700

13,200

59,100

11,300

34,600

58,400

22,000

48,200

29,300

44,200

62,000

56,400

46,100

Gage

height Discharge 

(feet) (second-feet)

July

1923 June

1924 May

June

1925 Apr.

May

1926 May

Oct.

Dec.

1927 June

Sept

Oct.

Dec.

1928 May

1929 June

1930 May

June

1931 May

1932 May

1933 June

1934 May

19

15

26

10

21

25-27

25, 26

8-9

22-Nov. 1

11-12

19-20

. 18-21

24

20

29-30

11-16

13

7-9

9-14

11

20

24

25

19-20

19

11-13

12

7.9

13.43

12.09

11.59

9.8

15.0

15.02 P

9.22

5.3

5.2

16.1

5.4

6.0

6.5

17.1

11.62

11.70 P

9.50

9.82

9.98 P

10.48

13.60 P

13.46

17.14

17.25 P

13.2

13.3 P

22,000

55,900

47,000

43,700

32,700

67,000

67,100

29,300

10,300

10,000

75,000

10,700

12,400

14,500

82,100

44,600

45,500

28,200

30,300

31,700

35,400

51,800

51,200

76,600

77,400

51,500

52,200

 » Estimated

## May not be peak; first day of record.

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Breaks in record: Nov. 4 to Dee. 4, 1927, and Dec. 24, 1927, to Mar. 

31, 1928.

Boise River near Twin Springs, Idaho

Location.- In sec. 27, T. 4 N., R. 6 E., a quarter of a mile above Birch Creek, lg miles 

above flow line of Arrowroek Reservoir, 4 miles below Twin Springs, and 13 miles

above Arrowroek. 

Drainage area.- 830 square miles. 

Records available.- March 1911 to September 1934. 

Source of data.- II. S. Geological Survey.

Gages..- Uonreeording gaye prior to Apr. 4, 1915j recording gage thereafter. 

Stase-discharge relation.- Affected by ice. c-'"'1""*"'1 «»» »« ! < no-i-iir normoT>oi-.-H.

in extreme floods. Banks not overflowed.

a 10} recording gage tjiei-eaj.te.i-. 

Control practically permanent; shifts only

Flood stages and discharges 

(Base discharge 2,850 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1911

1912

1913

Apr.

May

June

Apr.

May

June

Apr.

May

27-28

5

16-18

23-25

4

8

13

10

19

26-27

8-9

13

21

15

22

28

10

19

4.7

5.4

5.2

5.1

6.2

6.5

7.2

4.7

7.0

6.2

7.2

7.4

5.7

5.0

4.8

4.7

5.8

4.9

3,430

4,550

4,230

4,070

5,860

6,370

7,560

3,430

7,220

5,860

7,560

7,900

5,030

3,910

3,590

3,430

5,190

3,750

1914

1915

1916

May

Apr.

May

June

May

Apr.

MayJune

28

12

16

21

4

10

23

3

20-21

19

19

12

27

7

21

10

19

19

7.0

4.6

5.5

5.0

5.4

6.0

5.7

4.5

4.55

4.62

5.0

6.1

6.8

5.0

5.9

7.1

7.37

7,220

3,270

4,710

4,000

3,910

4,550

5,520

5,030

3,120

3,030

P 3,140

3,990

6,030

7,390

3,990

5,650

7,990

P 8,530
FLOOD RECORDS - NORTH PACIFIC SLOPE BASINS 385

Flood stages and discharges of Boise River near Twin Springs, Idaho Continued

1916 June 

July

1917 Apr.

Dec.

1918 Apr. 

May

June

1919 Apr. 

May

June

1920 May

June

1921 Apr.

May 

June

1922 Apr. 

May

June

1923 May 

June 

July

28

2

9

27

15

15

29

10

18

28

25

5

15-16

13

14

25

29

22-23

29

29

7

16-17

17

29-30

8

16

3

13

23

17

27

12

12

24

28

6

18-20

25

6

7

14

9-10

26

12

22

1

5.7

5.35

5.25

4.50

7.3

7.82

5.9

6.3

6.8

4.6

4.65

5.9

4.65

6.9

7.10

5.58

5.45

6.01

7.08

7.50

4.45

5.81

6.04

4.87

5.23

5.14

4.62

4.43

4.49

7.38

7.00

7.37

7.67

5.44

4.72

5.40

6.52

6.76

6.95

7.10

6.67

5.21

6.21

5.80

4.60

4.71

Gage

height Discharge 

(feet) (second-feet)

5,270

4,630

4,440

3,110

8,390

9,430

5,650

6,410

7,390

3,280

3,360

5,650

3,360

7,590

7,990

5,080

4,800

5,840

7,990

8,790

3,020

5,460

5,840

3,720

4,440

4,260

3,280

3,020

3,110

8,600

7,790

8,600

9,210

4,810

3,330

4,580

6,660

7,260

7,660

7,860

7,060

4,220

6,080

5,320

3,160

3,330

Gage

height Discharge 

(feet) (second-feel;)

1924 May

1925 Apr. 

May

June 

1926 May

1927 Apr. 

May

1928 Apr. 

May

1929 May 

June

1930 Apr. 

May

June 

1931 May

1932 Apr. 

May

June

1933 Apr. 

June

1934 Mar. 

Apr.

17 

17 

12 

17

7

20 

20 

29 

21

5

5

30 

17 

17 

27

8 

26 

28 

1-2 

10-11 

10 

26 

24 

24 

10 

16 

25 

29 

29 

11

7

7 

14 

14 

14 

21

5

15-16 

23 

29

1

14-16 

16 

29 

29 

24

4.38

4.51

5.65

5.57

6.05

6.59

6.69

6.09

5.17

4.97

5.29

6.20

7.94

8.30

5.04

7.48

6.54

5.68

5.42

7.68

7.93

7.33

5.67

5.81

4.57

5.18

4.51

4.88

5.0

4.83

4.41

4.52

4.69

6.70

6.87

6.34

4.73

5.58

5.65

5.05

6.34

6.59

6.91

4.82

4.96

4.48

P

P

 »#

P

P

P

P

P

P

P

P

F

2,850

3,000

4,940

4,940

5,700

6,860

7,060

5,890

4,13O

3,640

4,250

5,920

9,400

10,300

3,820

8,560

6,510

4,970

4,430

8,980

9,400

8,140

5,130

5,320

3,080

4,220

3,000

3,680

3,860

3,540

2,870

3,020

3,340

7,060

7,460

6,270

3,240

4,760

4,940

3,770

6,270

6,660

7,260

3,440

3,680

2,970

 »* May not toe peak; last reading before short break in record.

Note.- All discharge quantities are average daily flows' except as designated by "P" 

(momentary peak).

South Fork of Boise River near Lenox, Idaho

Location.- In NWi sec. 24, T. 2 N., R. 6 E., li miles above mouth of Smith Creek, 4 miles 

~" above flow line at Arrowrock Reservoir, 4 miles west of discontinued Lenox post

office, 13 miles above mouth of river, and 17 miles above Arrowrock Dam. 

Drainage area.- 1,090 square miles. 

Records available.- March 1911 to September 1934. 

Source of data.-'U. S. Geological Survey.

Gages.- Nonrecording gage prior to Apr. 11, 1915; recording gage thereafter. 

Stage-dlscharge relation.- Not seriously affected by ice. Control practically permanent,

but shifting control method used occasionally. 

Remarks.- This station was published for 1911 as near Prairie.

Flood stages and discharges 

(Base discharge 3,300 second-feet)

1911 Apr. 

May

28

6

16

24-25

478 O 38 25

Gage

height Discharge 

(feet) (second-feet)

6.6 

7.7 

7.3 

6.8

3,790

5,480

4,960

4,310

Date

June 

1912 May

4

13

20

26-27

height Discharge 

(feet) (second-feet)

8.0 

8.4 

7.8 

7.0

5,870

6,420

5,800

4,700
FLOODS IN THE UMITED, STATES

Flood stages and discharges of 

South Fork of Boise River near Lenox, Idaho 'Continued

height Discharge 

(feet) (second-feet)

Date

1912 June

1913 May

1914 Apr. 

May

June

1915 May

1916 Apr.

May

1917 May

1918 May 

June

1919 Apr. 

May

1920 May

1921 Apr. 

May

1922 Apr. 

May

8-10 

21 

10

28-30 

16 

21

4 

23

2 

19 

12 

27

7

7

21-22 

10 

19 

28 

15 

15 

24

29-30 

10 

18

5

13 

13 

25

29-30 

29 

29 

17 

17 

23 

17 

17 

27

9

24

28

6-7

7.6 

6.1 

6.8 

7.7 

7.4

7.0

7.1

7.9

6.5

5.15

6.8

8.0

8.5

8.68

6.5

7.2

7.8

6.5

9.3

9.53

7.8

7.8

8.2

8.3

6.7

7.2

7.33

7.05

6.9,8

7.23

7.S6

6.33

6.42

6.32

9.14

9.44

8.82

9.01

6.68

6.63

7.74

5,520 

3,520 

4,210 

5,440 

4,880 

4,220 

4,360 

5,450 

3,560 

2,050 

4,150 

6,240 

7,180 

7,530 

3,690 

4,810 

5,880 

3,690 

8,740 

9,200 

5,880 

5,880 

6,620 

6,810 

3,990 

4,810 

5,040 

4,470 

4*470 

4,810 

5,520 

3; 460 

3,640 

3,460 

8,420 

9,020 

6,870 

6,870 

3,540 

3,680 

5,246

May

June

1923 May

June

1924 May

1925 Apr.

May

June

1926 May

1927 Apr.

May

June

1928 Apr.

May

1929 May

1930 May

1931 May

1932 May

June

1933 Apr.

June

1934 Mar.

20

26

26

6-7

14

10

26

26

12

16

12-13

7-8

21

21

22

5

30-May 1

17

17

27-28

8

13

28

10-12

11

26

24-25

25

30

30

15-16

14

14

21

6

16

9

3

3

13-16

29

8.68

8.89

9.05

8.44

7.96

6.71

7.29

7.42

6.80

5.07

7.40

7.71

8.17

8.25

6.45

5.75

8.02

9.79

10.1

7.00

8.61

8.40

6.66

8.63

8.7

7.99

6.36

6.48

6.26

6.33

5.06

7.60

7.69

7.47

6.27

7.05

6.46

7.31

7.4

7.05

Gage

height Discharge 

(feet) (second-feet)

6,500

6,680

7,060

5,760

5,580

3,960

4,910

5,080

4,100

2,000

5,080

5,620

6,560

6,660

3,590

2,660

5,390

7,990

8,440

4,080

6,230

6,290

3,950

7,360

7,570

6,180

3,440

3,660

3,300

3,440

2,000

5,550

5,730

5,370

3,380

4,510

3,660

5,020

5,190

4,510

2,000

*-?! Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Clearwater River at Kamlah, Idaho

Location.- In sec. 1, T. 33 N«, R. 3 E., at highway bridge at Kamiah, 6 miles below

mouth of South Fork of Clearwater River. 

Drainage area.- 4,850 square miles. 

Records available.- August 1910 to September 1934. 

Sources of data.- Sage-height records prior to Jan. 1, 1912, and all discharge records

by U. S. Geological Survey; gage-height records subsequent to Jan. 1, 1912, by U.

S. Weather Bareau. 

Gages.- Nonrecordlng gage read to tenths once daily prior to July 28, 1929; to hundredths

once daily thereafter; supplemented by recording gage Mar. 3 to May 20, 1934. 

Stage-discharge relation.- Usually affected by ice. Control practically permanent.

Bank-full stage, about 12 feet. 

Diversions.- Small diversions above station.

Flood stages and discharges 

(Base discharge 28,200 second-feet)

1911 May 

June

6

17

4

8

13

13

Gage

he i ght Dis char ge 

(feet) (second-feet)

10.8

10.0

11.0

10.6

11.1

11.5

34,600

29,400

35,900

33,200

36,600

40,500

1912 May 

June

21

27

30

9

9

21

Gage

height Discharge 

(feet) (second-feet)

13.4

13.2

14.2

13.7

13.95

11.0

53,600

52,000

60,200

56,000

58,100

35,900
FLOOD RECORDS - NORTH PACIFIC SLOPE BASINS

Flood, stages and discharges of Clearwater River at Kamiah, Idaho Continued

Gage

height Discharge 

(feet) (second-feet)

1913 Apr. 

May

June 

1914 May

June

1915 May

1916 Apr. 

May

June

1917 May 

June

Dec.

1918 May

June

1919 Apr. 

May

1920 May

June

1921 Apr. 

May 

June

1922 May

June

1923 May

20

27

11

26

2

18

23

30

3

19

28

7

5

9

19

29

15

30

9

17

21

29-30

5

15

10

29

23

29

9

18

29

9

16

23

20

4

19

26

6

8-10

26

2

10.0

10.2

12.4

16.1

14.9

11.9

11.8

9.8

10.2

9.8

10.1

12.2

11.1

11.1

13.7

11.1

14.7

15.4

13.8

15.4

14.9

11.3

13.3

10.9

13.3

10.3

13.3

12.4

10.8

12.0

10,0

11.5

11.9

10.9

15.3

13.2

14.2

13.2

14.4

11.5

12.9

10.2

29,400 June

30,700 1924 May

45,800

76,600 1925 Apr.

66,200

42,200 May

41,500

28,200 1926 Apr.

30,700 May

28,200

30,000 1927 Apr.

44,400 May

36,600 June

36,600 Nov.

56,000

36,600 1928 Apr.

63,600 May

69,700

56,800

70,500 1929 May

66,200

37,300 June

52,800

35,200 1930 Apr.

52,800 1931 May

30,700

52,000

45,100 1932 Apr.

35,200 May

43,600

30,000 June

40,000 1933 Apr.

42,900 June

35,200

69,700

51,800 Dec.

60,600

52,100 1934 Mar.

62,400 Apr.

38,800

49,600 May

29,600

12

4

13

13

17

7

20

19

1

21

28

17

8

5

26

29

1

9

S6

24

24

1

9

25

7

14

16

14

14

21

13-15

27

4

10

14

23

J?3

30

14

24-25

8

12.1

12.4

14.0

11.8

11.9

12.3

14.1

11.1

11.1

10.6

12.4

14.5

15.0

12.2

10.1

10.6

10.7

14.8

15.5

13.0

13.28

10.0

11.1

10.45

11.77

11.23

11.15

10.04

15.54

14.44

11.04

11.13

15.43

16.53

15.83

11.97

12.19

9.57

10.48

12.03

10.43

Gage

height Discharge 

(feet) (second-feet)

43,200

45,600

58,900

41,000

41,800

44,800

59,800

35,900

35,900

32,400

46,400

64,200

68,600

43,900

29,200

32,400

33,100

65,700

72,100

50,200

52,700

28,500

35,800

31,000

40,800

36,500

36,500

28,500

72,100

62,200

35,100

35,800

71,200

81,400

74,900

42,100

43,600

28,400

33,600

39,900

29,700

Hote.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Omatilla River near Umatilla, Oreg.

Location.- In NW:| sec. 21, T. 5 N., R. 28 E., lj miles below West Division Main Canal of 

Umatilla project and 2 miles above Umatilla and mouth of river.

Drainage area.- 2,280 square miles.

Records available.- October 1903 to September 1934.

Sources of data.- Gage-height records by U. S. Bureau of Reclamation 1903 to June 30,

1926; by West Extension Irrigation District July 1, 1926, to Jan. 22, 1931. Subsequent gage-height records and all discharge records by U. S. Geological Survey; 

collaboration by State engineer of Oregon subsequent to Sept. 30, 1925.

Sages.- Nonrecording gage read once daily during floods and less often at lower stages 

prior to Jan. 21, 1931; recording gage thereafter.

Stage-discharge relation.- Permanent except as affected by ice. Banks high and not subject to overflow.

Storage and diversions.- Storage in McKay, Furnish, and Cold Spring Reservoirs. Considerable diversions for irrigation above station.

Remarks.- Discharges for gage heights above 5.7 feet revised from previously published 

figures.

Flood stages and discharges 

(Base discharge 3,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1904 Mar. 

Apr.

30

15

7.30

6,45

7.65

* * Below base

8,140

5,830

9,010

Apr. 21

1905 Mar. 28-29

1906 Apr. 1

5.8C 

4.3

5.4

4,460

1,890

3,680
FLOODS IN THE UNITED STATES

Flood stages and discharges of Umatilla River near Thaatilla, Or eg.--Continued

height Discharge 

(feet) (second-feet)

Gage

height Discharge 

(feet) (second-feet)

1906 May

Dec.

1907 Feb.

Mar.

Apr.

Dec.

19O8 Mar.

1909 Jjan.

1910 Mar.

1911 May

1912 Jan.

Feb.

Apr.

May

1913 Feb.

Mar.

Apr.

1914 Mar.

1915 Apr.

1916 Jan.

Feb.

Mar.

May

1917 Apr.

May

Dec.

1918 Jan.

Mar.

1919 Apr.

Dec.

31

31

22

7

21-23

11

25

16

19

4

21

20

15

19

5

13-14

4

18

19

31

6

14

20

2

3

24

11

11

21

28

27

9

12

27

27

14

14

31

29

18-19

26

26

1

5

12

21

10.2

11.0

6.1

6.3

5.5

5.9

8.0

6.0

6.5

6.5

4.5

5.5

5.2

5.2

5.6

6.0

5.8

5.1

7.7

5.5

6.8

5.8

5.1

4.7

5.8

7.7

6.6

5.8

5.1

5.7

7.1

6.4

7.9

8.0

7.8

8.0

6.1

5.1

6.6

16,800

P 19,600

5,140

5,600

3,860

4,680

* 3,OOO

10,200

4,910

6,060

6,060

** 2,130

3,860

3,310

3,310

4,050

4,910

4,460

3,140

9,300

3,860

6,790

4,460

3,140

## 2,450

4,460

9,300

6,300

4,460

3,140

4,260

7,570

5,830

9,880

P 10,200

9,590

P 10,200

5,140

6,500

3,060

5,050

3,100

# s',600

4,680

* 3,060

6,300

1920 Jan.

Apr.

Dec.

1921 Jan.

Feb.

Mar.

Dec.

1922 Apr.

May

1923 Jan.

1924 Feb.

1925 Jan.

Feb.

1926 Feb.

1927 Apr.

Nov.

1928 Jan.

Mar.

Apr.

1929 Mar.

1930 Mar.

1931 Apr.

1932 Feb.

Mar.

Apr.

1933 May

1934 Mar.

18

27

6

11

14

31

3

3

11-12

15

5

19

1

5

9

23

6

7

1

9

2

5-6

7

7

27-28

26

9

14

31

12

2

16

22

26

2

2

28

7

19

20

26

3 

15

5-6

7

7

5.20

5.10

6.50

6.35

6.80

6.60

6.70

&. 20

5.85

6.75

5.95

6.20

6.15

5.10

5.10

5.65

5.60

5.20

5.75

5.80

6.00

5.32

5.62

5.21

6.10

5.04

5.55

5.80

5.10

5.30

4.80

8.06

9.60

5.22

5.75

8.78

7.95

5.50

5.56 

5.74

5.10

5.17

5.28

3,310

3,140

6,060

5,720

6,790

6,300

7,340

P 8,300

6,540

5,370

4,570

6,790

5,340

4,800

5,370

5,260

3,140

3,130

4,050

4,O50

3,310

4,460

4,460

P 4,910

3,490

4,200

3,410

5,140

3,050

4,200

4,460

3,230

3,6OO

** 2,590

10,500

P 14,900

3,180

4,350

P 12,500

10,200

3,810

3,920

4

'ICf\ f OO\J

** 2,970

3,080

P 3,390

# Estimated 

- *% Below base

i First reading after break; may not be peak.

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Records fragmentary Mar. 1-31, 1919.

John Day River at McDonald Ferry, Oreg.

Location.- In NW^ sec. 11, T. 1 N., R. 19 E., at McDonald Ferry, half a mile below mouth

of Rock Creek.

Drainage area.- 7,580 square miles.

Records available.- November 1904 to September 1934. 

Source of data.- U. S. Geological Survey. 

Sages.- Nonrecording gage usually read to quarter-tenths twice dally (cftener during

floods) prior tc Aug. 30, 1930; recording gage thereafter. 

Stage-discharge relation.- Affected by ice. Control shifts slightly. Banks not subject

to overflow.

Diversions.- Many diversions for irrigation.

Remarks.- Record published prior to 1931 as John Day River at McDonald, Orog. 

Historical data.- Maximum known stage, 12.8 feet probably in 1894 (estimated discharge,

33,000 second-feet).
FLOOD RECORDS - NORTH PACIFIC SLOPE BASINS 389

Flood stages and discharges of John Day River at McDonald Berry, Oreg. 

(Base discharge 7,250 second-feet)

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge . 

(feet) (second-feet)

1905 May

1906 Mar.

Apr.

May

June

1907 Feb.

Mar.

Apr.

1908 Mar.

Apr.

1909 Jan.

1910 Mar.

1911 Mar.

1912 Jan.

Feb.

Mar.

Apr.

May

June

1913 Apr.

May

June

1914 Mar.

Apr.

1915 Apr.

1916 Feb.

Mar.

Apr.

May

1917 Apr.

May

June

1918 Feb.

Mar.

1919 Apr.

#

#

10

26

1

8

31

6

2

6

27

21

18

17

22

18

3

3

21

24

24-25

14

27

19

29

5

12

19 '26

3

11

28

31

14-15

2

6

14

17

21

28

10

20

29-30

8

9

19

7

12

17

17

5

11

11

13

21

3

12

28-29

7-8

21

27

9

12

27

27

14

26

31

10

18-19

8

8

27

5

5

Below base

Estimated

4.77

6.55

7.50

6.00

7.85

6.82

5.7

10.38

5.85

8.80

7.85

7.15

5.75

6.05

7.8

8.4

7.8

7.75

5.8

5.8

6.1

5.9

5.6

6.7

7.6

5.9

6.4

7.3

7.9

7.0

7.6

5.9

6.8

6.3

7.4

7.3

7.5

6.5

6.8

5.7

5.8

5.9

6.0

6.0

5.9

6.0

6.8

6.95.

5.0

8.6

9.2

7.6

8.1

6.1

7.1

6.6

6.5

5.7

6.3

8.55

7.81

9.4

9.6

9.4

6.6

7.6

6.5

5.9

6.40

6.80

6.22

8.0

8.5

# 5,130

9,730

12,700

8,150

13,800

10,500

7,320

22, BOO

7,730

17,100

13,800

11,600

7,460

# « 6,220

14,000

P 16,000

14,000

13,800

7,910

7,910

8,780

8,200

7,350

10,600

13,400

8,200

9,670

12,400

14,300

11,500

13,400

8,200

10,900

9,370

12,700

12,400

13,000

9,970

10,900

7,630

7,910

8,200

8,300

8,300

8,010

8,300

10,700

P 11,100

# 5,620

16,800

P 18,900

13,300

15,000

8,440

11,600

10,000

9,700

7,260

9,060

16,800

14,000

20,800

P 22,600

20,800

10,500

14,000

10,200

8,280

9,880

P 11,200

9,240

15,400

P 17,200

Apr.

Dec.

1920 Apr.

Apr.

May

1921 Jan.

Feb.

Mar.

Apr.

Hay

Dec.

1922 Mar.

Apr.

May

June

1923 Jan.

Apr.

May

1924 Feb.

1925 Feb.

Apr.

May

1926 Feb.

1927 Feb.

Apr.

May

June

1928 Jan.

Mar.

Apr.

May

1929 Mar.

1930 Feb.

1931 Apr.

1932 Feb.

Mar.

Apr.

May

1933 Apr.

May

June

Dec.

12

26

21

26

10-11

14

30-May 1

11

4

15

15

5

19

4

13

24

30

20

2

25

4

9-10

16

23

7

2C

11-1£

8

1-2

9

19

11-12

9

6

6

13

18

22

8

8

22

28

28

18

10

15

15

31

13

24

28

2

2^

10

23

23

22

2

2

29

20

20

26

30

4

15

15

29

29

6

1

28

6.78

6.70

5.9

5.55

6.64

6.65

5.92

6.6

6.50

8.50

8.8

7.75

7.10

6.30

6.60

6.55

7.20

7.50

6.00

5.9

7.9

8.2

6.55

8.3

6.95

8.1

6.25

6.0

5.65

5.85

6.55

6.0

6.32

7.62

7.92

6.68

6.55

6.02

5.68

5.9

6.30

7.02

7.12

5.63

6.95

6.64

7.04

5.63

6.06

6.64

6.62

6.16

6.06

6.08

5.54

5.8

3.86

6.48

6.84

6.07

10.07

10.60

6.75

5.99

6.72

6.96

6.47

5.88

5.97

5.V6

4.20

P

P

P

P

P

P

#

P

P

P

*

#

11,200

10,900

8,280

7,360

10,500

10,500

8,280

10,500

10,200

17,200

18,400

14,700

12,200

9,560

10,500

10,500

12,600

13,600

8,600

8,180

15,000

16,100

10,500

16,400

11,900

15,800

9,180

8,500

7,260

7,860

10,500

8,500

9,180

14,000

15,000

10,500

10,200

8,500

7,560

8,180

10,000

12,500

12,900

7,590

12,500

11,100

12,500

7,590

9,300

11,100

11,100

9,650

9,300

9,300

7,250

8,270

3,500

10,700

11,800

9,290

22,900

24,900

10,500

8,060

10,200

11,200

9,590

7,760

8,060

7,470

8,000

3,460

Note.- All discharge quantities are average daily flows except as designated by 

(momentary peak).
390 FLOODS IN THE UNITED STATES

Desehutes River at Moody near Biggs, Oreg.

Location.- In SEi sec. 26, T. 2 N., R. 15 E., at Moody, li miles above mouth and 5 miles 

southwest of Biggs.

Drainage area.- 10,500 square miles.

Records available.- October 1897 to December 1899, July 1906 to September 1934 (records 

incomplete 1908 and 1910).

Sources of data.- U. S. Geological Survey.

Sages.- Nonrecording gage read to tenths or half-tenths once daily (sometimes oftener 

during floods) prior to 1925; to quarter-tenths once daily 1925 to July 18, 1930; 

recording gage thereafter.

Stage-discharge relation.- Not affected by ice. Control shifts slightly at high stages.

Diversions.- Diversions for irrigation materially reduce flow, being progressively greater during period of record and probably reaching about 20 percent of summer flow by 

1926.

Remarks.- Records 1897-99 taken at Moro about 7 miles upstream, but discharges are comparable .

Flood stages and discharges 

(Base discharge 9,800 second-feet)

height Discharge 

(feet) (aecond-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1897 Dec.

1898 Feb.

1899 Jan.

Feb.

Mar.

Apr.

May

Hay

Nov.

Dec.

1906 Nov.

1907 Jan.

Feb.

Mar.

Apr.

Dec.

1908 Mar.

Apr.

1909 Jan.

Feb.

Mar.

Nov.

Dec.

1910 Jan.

Feb.

Mar.

1911 Mar.

Apr.

1912 Jan.

Feb.

Apr.

May

1913 Jan.

Apr.

1914 Jan.

Mar.

Apr.

1915 Apr.

1916 Feb.

Mar.

Apr.

1917 Apr.

14

16

22

10

1

26

14

23-24

12-13

31 -June 3

28-30

14-15

15

4

6

23-24

22

9+13

27

16

19

20

18

30

24

13

15

25

26

2

24-25

2

14

28-29

13

18-19

11-13

14-17

25

1-2

14

22

2

17-20

7

17

4

10

11

14

21-22

12

12

4.1

3.8

4.1

5.0

5.5

3.5

4.9

4.1

4.4

4.0

4.1

4.1

4.10

3.98

7.50

4.33

4.75

4.50

6.00

4.80

3.65

4.50

4.00

3.70

6.70

4.20

3.6

5.3

4.65

6.85

3.7

3.8

5.2

3.7

3.7

4.7

4.0

3.8

4.1

3.9

4.4

4.1

3.7

4.0

3.8

3.9

3.7

7.4 P

6.7

4.8

5.5

4.4

4.0

11,700

10,800

11,700

14,400

16,000

10,000

14,100

11,700

12,600

11,400

11,700

11,700

12,200

11,600

30,600

13,300

15,500

14,200

22,200

15,800

10,100

14,200

11,700

10,300

26,000

12,700

9,860

18,400

15,000

28, 900

10,300

10,800

17,900

10,300

10,300

15,200

11,700

10,800

12,200

11,200

13,700

11,800

9,850

11,300

10,300

10,800

9,850

27,000

23,500

14,100

17,500

12,300

10,500

Apr.

May

Dec.

1918 Feb.

1919 Apr.

Dec.

1920 Jan.

Dec.

1921 Jan.

Feb.

Mar.

Mov.

Dec.

1922 Mar.

Apr.

May

1923 Jan.

Apr.

1924 Feb.

Nov.

1925 Feb.

Apr.

May

1926 Feb.

Nov.

1927 Feb.

Mar.

Apr.

Nov.

1928 Jan.

Mar.

1929 Mar.

1930 Feb.

1931 Apr.

1932 Mar.

1933 June

Dec.

1934 Jan.

30

14

19

29

7

6.

13

21

24-25

27

27

31

3

3

13

6

19

22

27

1

23-24

4

25-27

17-19

7

7

2-5

19

1-2

22

6

17

21

7

29

2

21

21

3

29

26

12

12

25

2

2

1

1

21

10

10

23

23

24

24

4.8

4.5

4.90

5.30

4.00

4.6

4.0

4.1

4.0

5.1

5.2

3.95

4.78

4.85

4.48

4.15

4.50

4.70

3.95

6.40

4.00

4.0

4.2

4.0

9.3

10.2 4.1

4.1

3.65

4.0

5.95

4.0

4.25

4.80

4.60

4.5

7.1

8.4

3.95

4.40

4.08

4.25

4.28

4.40

3.38

3.69

5.26

4.60

3.98

4.03

4.65

4.76

4.12

4.35

14,500

13,000

15,100

17,500

10,500

13,500

10,500

11,000

10,500

16,300

P 16,900

10,300

14,300

P 14,600

12,800

11,300

12,800

13,800

10,300

22,900

10,300

10,300

11,300

10,300

37,800

P 43,600

9,860

9,860

»* 8,240

9,800

19,200

9,800

10,600

13,300

12,400

12,000

25,200

P 32,400

9,800

11,500

10,200

10,600

11,000

11,500

*# 7,400

*# 8,550

14,200

P 15,700

12,400

9,800

P 10,000

12,400

P 13,300

10,200

P 11,200

*# Below base

Mote.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
FLOOD RECORDS - NORTH PACIFIC SLOPE BASINS

Kllckitat River near Glenwood, Wash.

Location.- Oct. 29, 1909, to Dec. 16, 1910, in SV/i sec. 11, T. 7 N., R. 12 E., about 2. 

miles below mouth of Big Muddy Creek and about 7 miles north of Glenwood; Dec. 17, 

1910, to Sept. 30, 1934, in SE^ sec. 14, half a mile below Dairy Creek, 5 miles 

north Of Glenwood, and about 1 mile below former location.

Drainage area.- 350 square miles Oct. 29, 1909, to Dec. 16, 1910; 356 square miles 

thereafter.

Records available.- October 1909 to September 1934, except winters of 1920-21 to 1924- 

25 and 1927-28, and June 28, 1926, to Apr. 1, 1927.

Sources of data.- Gage-height record prior to Apr. 1, 1913, by JCLickitat Valley Development Co. Gage-height record thereafter and all discharge records by II. S. Geological Survey.

Gages.- Nonrecording gage prior to July 19, 1910; recording gage thereafter. Datum lowered 1.0 foot Oct. 1, 1918, raised 0.50 foot Nov. 7, 1928, and lowered 1.0 foot 

July 15, 1934 (applicable as of Oct. 1, 1934). Zero of present gage is 1,703.71 

feet above mean sea level.

Stage-dlscharge relation.- Control shifts during high flows.

Flood stages and discharges 

(Base discharge 2,100 second-feet)

Date

Gage

height Discharge 

(,feet) (second-feet)

1910 Jan.

Mar.

Apr.

May

1911 June

1912 May

June

1913 May

June

1914 Jan. 

Apr. 

May

1915 Apr.

1916 May

June

July

1917 May 

June

Dec.

1918 May.

1919 Jan.

May

3

24

30

25

3

20-22 

25 

10 

24 

2 

13 

15 

15 

20 

27 

8

10 

27 

3 

3 

7 

7

15

20

3

15 

3 

3 

5

20-21

28

9

18

18

27

2

9

16 

14

29-30 

9 

9

16 

18

23-24

29

29

4

23

23

1-2

22

3.10

5.20

3.40

2.40

2.45

3.25

3.20

3.15

2.40

2.62

2.55

2.76

2.87

2.68

2.50

2.44

2.64

3.14

3.22

3.33

2.86

2.93

2.90

2.75

2.80

2.90

2.55

2.62

3.20

S.45

2.60

3.05

3.40

3.47

2.60

2.95

2.45

2.40

2.09

2.67

2.82

2.90

2.80

3.8

4.2

1.72

3.98

4.26

2.92

3.08

2,100

6,250

3,700

2,280

2,350

3,490

3,410

3,340

2,280

2,750

2,700

2,620

P 3,150

2,490

2,220

2,140

2,210

2,980

3,120

P 3,560

2,780

P 2,870

2,740

2,500

2,580

2,740

2,100

P 2,200

3,400

2,280

2,520

3,290

4,490

P 4,620

3,070

3,670

2,820

2,730

2,240

2,900

3,140

P 3,300

3,140

* 4,600

* 2,400

# 5,500

P 6,200

«# 2,070

4,100

P 4,600

2,240

2,560

May

1920 May

Nov.

1921 May

June

Dec.

1922 May

June

1923 May

June

1924 May

1927 Apr.

May

June

Nov.

1928 May

1929 May

1930 JVpr.

1931 May

1932 May

Nov.

1933 Apr.

May

June

Dec.

1934 Jan.

Mar.

27

17

18-19

25-26

25

4,5,7

5-7

13

18

5

5

9

10

10

13-14

13

28-

88'

16

8

25

21

23-24

24

23

2

2

10-11

10

17

28-29

26

30

5

9

9

15

15

10

22

22

3

23

29

3.30

2.50

2.87

3.78

3.90

3.90

3.87

3.33

3.70

3.83

3.90

3.74

3.63

3.22

3.25

3.28

3.44

3.83

4.18

3.79

4.13

3.22

3.63

3.76

3.80

2.88

3.70

3.77

4.09

3.65

3.85

3.94

4.31

4.31

4.58

4.76

4.67

4.76

4.57

6.9

2.16

3.45

2.46

height Discharge 

(feet) (second-feet)

2,710

 »# 1,700 

2,190

3*596 

P 3,770 

P 3,770

3,680

# 2*510

3,080

3,340

P 3,420

P 3*160 

3,000 

2,280

2*160 

P 2,230

2^470 

3,580 

P 4,490 

3,450 

4,360 

2,180

3*100

2,500

P 21560

«* 1,520

2,150

P 2,200

* 2,5OO

P 2,700 

2,290 

2,570 

2,710 

3,200 

3,200 

3,650

P 3,950 

3,720

P 3,950 

3,580 

8,790

P 9,870 

2,180 

3,620 

2,520

* Estimated 

tut Below base

# First reading after break In record; may not be peak.

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Breaks in record: Nov. 21, 1920, to May 21, 1921; Nov. 22 to Dec. 12, 

1921; Dec. 19, 1921, to Apr. 8, 1922; Nov. 15, 1922, to Apr. 14, 1923; Nov. 26, 1923, to 

Apr. 19, 1924; Nov. 11, 1924, to May 24, 1925; June 28 to Aug. 3, 1925; May 21, 1926, to 

Mar. 31, 1927; Dec. 10, 1927, to May 14, 1928.
FLOODS IN THE UNITED STATES

Bull Run River near Bull Run, Oreg.

Location.- Prior to July 28, 1909, in SEi sec. 26, T. 1 S., R. 5 E., about 100 feet 

above Intake of Portland water supply pipe line and 4 miles east of Bull Run; 

thereafter in SEi see. 25, about 1-f miles upstream.

Drainage area.- 102 square miles.

Records available.- January 1895 to December 1903, November 1904 to November 1906, August 1907 to September 1934.

Sources of data.- All gage-height records and discharge records prior to August 1907 by 

city of Portland; subsequent discharge records by U. S. Geological Survey.

Gages.- Nonreoordlng gage read to tenths daily prior to July 28, 1909; recording gage 

thereafter. Datum raised 2.00 feet July 26, 1916, and lowered 0.50 foot July 22, 

1924. In this report all gage-height records at present location have been corrected to present datum.

Stage-discharge relation.- Seldom affected by ice. Control shifts in extreme floods.

Storage.- Storage in Bull Run Lake affects summer flow. Bull Run Reservoir (capacity, 

26,930 acre-feet) about 3^ miles upstream, completed in 1929.

Remarks.- Unreliability of records prior to 1907 made it Inadvisable to include them in 

this report.

Flood stages and discharges 

(Base discharge 3,320 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

height Discharge 

(feet) (second-feet)

1907 Nov. 

Dec.

1908 Mar. 

Dec.

1909 Jan. 

Nov.

Dec.

1910 Jan.

Mar.

Hov.

1911 Jan. 

Nov.

1912 Jan.

Feb. 

Nov. 

Dec.

1913 Jan. 

Mar.

NOT.

1914 Jan.

Nov. 

1915 Nov.

1916 Feb. 

Mar. 

Nov.

1917 Jan. 

Dec.

1918 Jan. 

Feb.

22

24

13

22

15

28

19

2

19

22

29

12

23

1

1

10

21

19

14

19

11

12 

29

16-17 

12 

30

1 

29 

29 

23

5

5

23 

13. 

13 

17 

23 

25 

21 

21

7

26

27

27

5

13

13

18

18

22

28

12

16

6

* Estimated

5.12

8.00

5.15

7.1

8.8

5.18

6.50

9.10

7.37

9.90

5.80

5.28

5.60

* 6.5

6.60

5i80

10.55

5.90

7.1

8.8

5.25

6.6

7.30

5.3

6.6

llkO

6.6

7.90

* 10.10

11.5

* 9.40

11.15

* 5.40

8.00

5.30

5.30

6.02

3,5OO

9,030

3,540

7,050

10,900

3,590

5,860

8,360

6,380

9,490

4,100

3,370

4,520

9,490

P 10,400

3,820

4,100

5,080

5,230

4,100

P 11,400

10,400

3,960

4,240

4,520

4,270

4,610

5,980

P 8,620

3,330

5,230

P 6,280

4,270

3,320

3,400

5,380

4,960

7,920

8,830

P 13,800

4,620

5,670

4,720

P 7,970

4,400

12,900

P 15,800

11,400

P 15,800

3,770

8,450

3,620

3,620

4,700

Dec. 

1919 Jan.

Mar. 

Nov.

Dec.

1920 Jan.

Mar. 

Apr. 

Dec.

1921 Jan.

Feb. 

Mar. 

Apr.

Nov.

1924 Jan. 

Feb. 

Nov.

Dec.

1925 Jyan.

Feb. 

Dec.

1926 Feb.

Nov.

1927 Jan. 

Feb.

Sept. 

Oct.

14

17

22

22

2

4

30

24

25

26

13

5

28

30

2

2

10

17

22

28

20

20

26

30

24

27

31

5

6 

10

6

28 

28 

30

4

2

21 

21 

29

5 

30-31

4 

-21

6

6

24 

29 

29

2

2

20

11

29

3

5,07

6.25

6.40

5.73

7.45

5.25

5.05

11.22

9.40

11.20

5.13

13.56

4.98

9.5

5.92

* 5.10

12.87

9.99

4.45

6.00

4.97 

8.35 P

5.72

6.36

8.75 P 

6.18

8.3 P

4.65

5.05

3,410 

4,920 

5,060 

6,400 

4,380 

8,240 

4,140 

3,340

16,000 

9,890 

4,280 

4,550 

6,480 

6,900

11,400

15,000 

8,080 

7,500 

4,910 

3,620

14,500

20,200 

3,400

11,600 

7,900 

4,810 

3,540

18,700

17,200 

3,900 

6,OOO 

8,200

15,300 

4,300 

3,700 

4,100 

6,020 

9,400 

4,980 

3,630 

4,720 

5,670 

5,84O 

7,090

10,200 

5,520 

5,710

10,200 

4,360 

3,530 

7,250 

4,160 

4,200 

4,360
FLOOD RECORDS - NORTH PACIFIC SLOPE BASINS

Flood stages and discharges of Bull Run River naar Bull Run, Oreg. --Continued

1927

1928

1929

1930

1931

1932

Date

Nov.

Dec.

Jan.

Mar.

Mar.

Dec.

Feb.

Mar.

Feb.

Mar.

16

25

25

28

1

6

13

11

30-31

21

14

1

1

14

31

31

27

6

'IS IS

24

Gage

height Discharge 

(feet) (second-feet)

10.53

6.07

4.56

4.72

4.94.

7.34

5.14

13.8

5.61

10.2

6,020

10,600

P* 15,000

5,710

3,580

3,710

4,870

5,910

3,970

** 2,510

4,550

4,990

P 8,020

3,740

16,400

P 20,600

3,610

3,330

9,070

P 12,300

3,460

	Gage 

Date height Discharge

	(feet) (second-feet)

Mar. 28 3,480

Nov. 6 4,320

3 3,860

17 6.13 4,540

Dec. 2 5.31 3,440

26 4,060

1953 Jan. 5 5.99 4,390

8 6.17 4,690

June 9 6,820

9 8.98 P 9,740

Oct. 29 3,570

Nov. 2 4,640

Dec. 6 11,100

6 10.3 P 13,900

22 10.06 12,300

22 11.2 P 14,700

26 6.16 4,690

1934 Jan. 22 7.33 6,660

22 7.30 P 7,610

Mar. 2 5.66 3,970

* Estimated 

#» Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).

Willamette River at Albany, Oreg.

Location.- In SWi sec. 6, T. 11 S., R. 3 W., at and neap highway bridge in Albany, Linn

County, just below mouth of Calapooya River. 

Drainage area.- 4,340 square miles. 

Records available.- November 1378 to April 1833 (fragmentary), January 1392 to September

1934. 

Sources of data.- Gage-height records by U. S. Weather Bureau; discharge records by U.

S. Geological Survey. 

Gages.- Nonrecording gage read to tenths once daily (sometimes twice daily during floods)

prior to Nov. 14, 1934} recording gage thereafter. Zero of gages is 171.70 feet

above mean sea level (1929 general adjustment).

Stage-discharge relation.- High-water control permanent. Bank-full stage, about 17 feet. 

Diversions.- Water diverted into basin through 'Albany Power Canal. 

Remarks.- Discharge records prior to 1932 revised from previously published figures above

43,000 second-feet. 

Historical data.- Maximum known flood about Dec. S, 1861, stage 36.0 feet (estimated

discharge, 274,000 second-feet). Second largest flood Feb. 4, 1890, during break

in record, stage 33.8 feet (estimated discharge, 243,000 second-feet).

Flood stages and discharges 

(Base discharge 50,000 second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

1879 Jan.

Feb.

Mar.

Dec.

1880 Jan.

Dec.

1881 Jan.

Feb.

Mar.

Nov.

Dec.

25

14

12

28

7

18

4

8

31

14

14

16

5

2

1

29

13.7

14.5

14.4

22.6

23.5

13.5

23.0

21.2

14.3

32.5

32.8

30.5

27.7

19.5

15.4

15.4

51,100

55,200

54,700

109,000

118,000

50,200

113,000

97,600

54,100

225,000

P 229,000

198,000

162,000

84,900

# 59,900

59,900

Gage

height Discharge 

(feet) (second-feet)

1382 Jan. 

Mar*

1883 Dec. 

1884 Feb.

Dec.

1885 Feb.

1887 Dec.

1892 Apr.

Dec.

7 

2

27 

23

21 

24

7 

16 

19

8

11

28

15.0 

23.2

18.0 

20.1

19.5 

14.2

16.0 

16.2 

14.3

14.3

8.5

17.4

57,800 

115,000

75,000 

39,200

34,900 

53,600

63,200 

64,300 

54,100

54,100

** 26,300

71,400

# Last value before or first value after break in record: may not be peak. 

*» Below base
394 FLOODS IN THE UNITED STATES

Flood stages and discharges of Willamette River at Albany, Oreg. Continued

Date

Gage

height Discharge 

(feet) (second-feet)

Date

Gage

height Discharge 

(feet) (second-feet)

Jan. 15 25.0 132,000

Feb. 19 18.7 79,500

1913 Jan. 1 13.5 50,200

20 14.9 57,300

Apr. 1 21.2 97,600

1914 Jan. 26 17.6 72,600

1915 Jan. 16 13.9 52,100

Nov. 27 18.6 78,900

Dec. 8 16.6 66,600

1916 Feb. 8 27.7 P 162,000

9 26.7 150,000

Mar. 8 14.8 56,700

28 15.8 62,100

1917 Apr. 9 13.4 «* 49,700

Dec. 20 17.2 70,200

25 20.2 90,000

1918 Jan. 14 20.0 88,500

Feb. 8 17.4 71,400

1919 Jan. 21 19.0 81,500

24 19.9 87,800

24 20.0 P 88,500

Feb. 11 16.1 63,700

Mar. 4 17.3 70,800

Nov. 6 15.3 59,400

Dec. 22 13.8 51,600

26 14.1 52,100

1920 Jan. 28 17.1 69,600

Nov. 21 15.2 58,900

28 14.6 55,700

Dec. 13 16.0 63,200

1921 Jan. 1 23.2 115,000

1 23.5 P 118,000

5 21.1 96,800

Feb. 12 16.7 67,200

22 13.5 50,200

Nov. 23 23.0 113,000

23 23.2 P 115,000

Dec. 3 22.6 109,000

1922 Dec. 28 13.0 «* 47,800

1923 Jan. 2 17.1 69,600

8 29.6 186,000

8 30.0 P 191,000

1924 Feb. 3 12U2 ** 48,700

Nov. 3 1£U4 84,200

24 18.2 76,300

1925 Jan. 1 19.7 86,300

7 13.6 50,700

31 19.3 83,500

Feb. 6 23.2 115,000

6 23.5 P 118,000

1926 Feb. 8 23.5 118,000

8 24.7 P 129,000

26 16.8 67>800

Dec. 1 18.8 80,200

1927 Jan. 6 18.0 75,000

Feb. 3 16.2 64,300

22 27.3 158,000

22 29.2 P 181,000

Nov. 30 17.25 70,500

30 17.5 P 72,000

1928 Jan. 5 14.5 55,200

Mar. 13 17.6 72,600

Apr. 2 16.6 66,600

1929 Mar. 23 13.30 ** 49,200

Dec. 21 19.4 84,200

21 20.4 P 91,500

1930 Feb. 3 13.2 ** 48,700

1931 Apr. 3 22.8 111,000

3 22.9 P 112,000

1932 Jan. 2 13.5 50,200

Mar. 21 24.4 126,000

21 25.5 P 137,000

26 14.6 55,700

1933 Jan. 4 20.2 90,000

4 20.8 P 94,500

June 11 13.7 51,100

tee. 23 16.0 63,200

1934 Sea. 25 17.2 70,200

# Last value before or first value after break In record; may not be peak.

** Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak). Breaks In record: May 1 to Nov. 13, 1880; May 1 to Oct. 31, 1881; 

May 1, 1882, to Oct. 31, 1883; May 1 to Nov. 13, 1684; Jan. 1-31, 1885; May 1, 1885 to 

Mar. 23, 1886; May 1 to Nov. 14, 1886; Dec. 16, 1886, to Feb. 14, 1887; Mar. 1 to Nov. 

14, 1887; Dec. 16, 1887, to Feb. 14, 1888; July 1 to Oct. 31, 1892; Dec. 1-31, 1893; 

Oct. 1 to Dec. 31, 1894.

1893 Feb.

Oct.

Nov.

1894 Jan.

Mar.

1895 Jan.

Dec.

1896 Jan.

Mar.

Apr.

May

Nov.

Dec.

1697 Feb.

Mar.

Nov.

Dec.

1898 Nov.

Dec.

189,9 Jan.

Feb.

Mar.

Dec.

1900 Jan.

Feb.

Dec.

1901 Jan.

Feb.

Mar.

Dec.

1902 Feb.

Nov.

Dec.

1903 Jan.

Nov.

1904 Jan.

Feb.

Mar.

Dec.

1905 Jan.

1906 Jan.

Feb.

1907 Jan.

Feb.

Apr.

Dec.

1908 Mar.

1909 Jan.

Nov.

Dec.

1910 Mar.

Dec.

190.1 Jan.

Nov.

1912 Jan.

14

11

30

16

23

18

31

5

14

21

2-3

19

23

1

26

15

5

10-11

18

7

15

7

13

17

27

21

9

16

20

3

22

11

3

1

13

15

23

23

15

18

1

11

11

20

6

11

26

23

12

17

24

28

5

10

16

31 to

1

18

26

6

6

9

24

28

18

9

22-23

25

14

3

1

5

20

17

9

17.4

15.0

19.9 it

28.2

21.4

24.4

14.3

17.5

18.4

16.2

14.0

20.8

25.0

15.4

13.9

20.8

15.4

14.5

28.5

13.5

18.0

16.3

13.9

18.4

17.5

14.2

15.5

17.5

16.4

14.5

16.6

18.4

23.0

15.5

21.2

24.0

16.7

18.5

30.4

26.0

14.0

18.4

17.0

14.0

24.5

19.4

31.3

14.5

15.6

24.5

16.9

16.7

17.0

21.0

13.8

16.8

14.2

14.6

25.0

30.7

20.0

22.5

26.5

13.8

15.3

23.4

29.3

14.5

20.0

18.8

14.6

19.4

14.1

16.5

71,400

57,800

' 87,800

168,000

99,200

126,000

54,100

72,000

77,600

64,300

52,600

94,500

132,000

59,900

52,100

94,500

59,900

58,200

172,000

50,200

75,000

64,900

52,100

77,600

72,000

53,600

60,500

72,000

65,500

55,200

66,600

77,600

113,000

60,500

97,600

122,000

67,200

78,200

196,000

142,000

52,600

77,600

69,000

52,600

127,000

84,200

208,000

55,200

61,000

127,000

68,400

67,200

69,000

96,000

51,600

67,800

53,600

55,700

132,000

200,000

88,500

108,000

148,000

51,600

59,400

117,000

182,000

55,200

98,500

80,200

55,700

84,200

53,100

66,000
FLOOD RECORDS - NORTH PACIFIC SLOPE BASINS 395

TJmpqua River near Elkton, Oreg.

Location.- In sec. 8, T. 23 S., R. 7 W., 4 miles south, of Elkton and 8 miles (by river) 

above Elk Creek.

Drainage area.- 3,680 square miles.

Records, available.- October 1905 to September 1934.

Sources of data.- Sage-height records prior to 1914 furnished by J. G. Kelley. Gageheight records thereafter and all discharge records by U. S. Geological Survey.

Gages.- Honrecordlng gage read to Inches twice dally prior to Sept. 3, 1910; usually to 

tenths twice dally Sept. 3, 1910, to Aug. 25, 1929; to hundredths usually twice 

dally thereafter. Gage datum lowered 0.52 foot Sept. 3, 1910 (applied as of Jan. 

1, 1910); lowered 0.96 foot Sept. 15, 1929 (applied as of Oct. 1, 1929). In this 

report all gage-height records corrected to present datum. Zero of present gage Is 

about 95 feet above mean sea level.

Stage-discharge relation.- Sometimes affected by aquatic growth. High-water control permanent.

Diversions.- Small diversions for Irrigation.

Remarks.- Discharge records revised from previously published figures.

Historical data.- Flood of 1861 reached stage of about 45.5 feet on present gage.

Flood stages and discharges 

(Base discharge 29,100 second-feet)

Date

Gage

height Dig charge 

(feet) (second-feet)

Gage

height Discharge 

(foet) (second-feet)

1906 Jan. 

Feb.

May

1907 Dec.

1908 Jan.

1909 Jan.

Feb.

Mov.

Dec.

1910 Mar.

Hov.

1911 Jan.

1912 Jan.

Feb.

May

1913 Jan.

Mar.

1914 Jan.

1915 Feb.

Hov.

Dec.

1916 Jan.

Feb.

Mar.

1917 Mar.

Apr.

Dec.

1918 Jan.

Feb.

1919 Jan.

Feb.

17 

21 

27 

29

14

26

9

5

8

20

4

17

20

23

23

10

1

29

30

21

21

8

13

26

18

2

18

30

1

3

23

26

26

3

26

6

24

7

7

5

25

25

28

8

12

1

13

13

15

7

19

19

23

10

19.81 

16.86 

12.36 

14.69

16.48

25.48

12.81

13.98

17.48

27.48

12.98

13.98

12.98

37.98

39.48

13.98

16.46

26.96

20.96

21.96

23.96

16.66

27.96

17.16

24.96

16.26

17.96

14.46

12.96

12.36

16.16

18.76

20.96

11.96

15.96

16.96

18.26

29.96

30.96

17.26

14.36

14.76

14.16

13.71

12.96

13.96

IB. 9 6

20.96

15.21

18.46

22.96

25.96

18.46

22.46

P

P

P

P

#* 

P

P

P

P

61,000 

48,000 

29,200 

38,400

46,200

88,500

30,700

35,500

50,600

98,500

31,500

35,500

31,500

155,000

163,000

35,500

46,200

96,000

66,600

71,300

81,000

47,100

101,000

49,300

86,000

45,300

52,800

37,600

31,500

29,200

44,900

56,400

66,600

27,600

44,000

48,400

54,200

111,000

116,000

49,700

37 ,200

38,900

36,300

34,300

31,500

35,500

57,300

66,600

40,600

55,000

76,100

91,000

55,000

73,700

Feb. 

Mar.

Hov. 

Dec.

1920 Jan. 

Nov.

Dec.

1921 Jan. 

Feb.

Dec.

1922 Mar. 

1923' Jan.

Dec.

1924 Feb. 

Nov.

Dec.

1925 Jan. 

Feb.

Apr.

1926 Feb.

Hov. 

Dec.

1927 Jan. 

Feb.

Hov. 

1928 Mar.

Apr. 

1929 Apr.

Dec.

10

26

2-3

6

19

4

9

9

20

27

19

26

11

30

30

5

6

21

22

30

30

3

20

6

6

7

7

8

1

10

20

30

30

6

31

5

9

20

5

5

25

30

3

3

3

21

21

29

12

27

27

1

15

15

15

25.96

16.96

16.96

13.46

12.86

12.96

15.96

17.96

13.96

13.46

15.96

15.46

21.46

19.96

23.96

19.96

13.46

16.96

18.46

20.46

22.96

19.46

14.46

26.46

26.96

13.96

14.46

13.06

27.06

13.16

15.46

24.36

30.96

12.46

14.46

21.56

17.21

14.46

19.46

20.96

15.96

13.71

17.21

14.11

40.96

19.76

20.96

14.96

15.81

16.16

15.45

P

P

P

P

P

P

P

P

P

P

P

91,000

48,400

48,400

33,500

31,100

31,500

44,000

52,800

35,500

33,500

44,000

41,800

69,000

61,900

31,000

61,900

33,500

48,400

55,000

64,200

76,100

59,600

37,600

93,500

96,000

35,500

37,600

31,900

96,500

32,300

41,800

33,000

116,000

29,600

37,600

69,400

49,300

37,600

59,600

66,600

44,000

69,200

3*4,300

49,300

35,900

157,000

172,000

43,000

46,900

61,000

66,600

39,700

43,100

44., 900

41,400

Below base
396 FLOODS IN THE UNITED STATES

Flood stages and discharges of Umpqua River near Elkton, Oreg.--Continued

1929 Dec.

1930 Feb.

1931 Apr.

Dec. 

1932 Jan.

19

20

3

1

2

27

1

19

19

Gage

height Discharge 

(feet) (second-feet)

18.9

19.90

11.88

17.40

15.66

15.24 

13.36 

26.2O

56,800

61,400

27,200

50,200

42,700

36,400

40,600

33,100

92,000

Dec. 

1933 Jan.

Feb. 

1934 Jan.

19

25

27

3

3

27

16

24

24

Gage

height Discharge 

(feet) (second-feet)

 sw Below base

28.70

13.38

13.06

24.7

28.0

12.9

12.8

16.3

18.1

104,000

33,100

31,900

84,500

101,000

31,100

30,700

45,300

53,200

( mome

ww J-K3J.WI UttOt?

Note.- All discharge quantities are average daily flows except as designated by 

intary peak). Break in record: Jan. 1 to May 11, 1907.

Rogue River at Raygold, near Central Point, Oreg.

Location.- In sec. 18, T. 3G S., R. 2 W., at Raygold, just below dam and power house of

The California Oregon Power Co. (originally Conder Water & Power Co., later Rogue

River Electric Co.), half a mile below Bear Creek, and 6 miles northwest of Central

Point.

Drainage area.- 2,020 square miles. 

Records available « August 1905 to September 1934. 

Sources of data.- Gage-height records by The California Oregon Power Co.; discharge records by U. S. Geological Survey. 

Gages.- Nonre'cording gage read to tenths twice daily prior to Oct. 1, 1914; recording

gage thereafter. Zero of gage is about 1,124 feet above mean sea level. 

Stage-discharge relation.- Control practically permanent. 

Regulation and diversions.- Normal daily flow affected by power plant just above station.

Considerable divereions for irrigation. 

Remarks.- Early records published as at Gold Ray and near Tolo. Discharge quantities

prior to Oct. 1, 1932, revised from previously published figures.

Flood stages and discharges 

(Base discharge 7,000 second-feet)

Gage

height Discharge 

(feet) (second-feet)

1906 Jan. 

Feb. 

Mar. 

May 

Dec.

1907 Jan.

Feb.

Apr. 

Dec.

1908 Jan.

1909 Jan.

Feb. 

Nov.

Dec.

1910 Feb. 

Mar. 

Nov.

16

21 

31

29

26

4

29

4

24

18

20

6

13

22

24

26

29

9

14

20

5

8

16

20

17

20

23

23

30

9

13

19

25

1

23

23

11.4

4.7 

5.1

4.7

4.75

12.25

5.20

17.00

4.75

13.25

8.75

8.25

5.25

7.00

7.25

11.60

4.70

5.65

6.55

5.55

8.85

10.6

11.7

11.25

6.3

10.35

17.0

20.00

6.35

7.05

5.05

4.85

6.1

7.85

4.85

5.45

28,800 Nov.

7,000

7,920 Dec.

7,000

7,220 1911 Jan. 

31,900

8,160 Feb. 

52,600 1912 Jan.

7,220 

35,900

19,200 Feb. 

17,100

8,160 May 

13,300 1913 Jan. 

13,900 Apr. 

29,500 1914 Jan.

7,000

9,180 

12,100 1915 Feb.

9,180

19,200 1916 Jan. 

25,700 Feb. 

29,900 

28,000

11,200 Apr. 

25,000 1917 Feb. 

52.600

67,^)00 Mar. 

11,500 Apr. 

13,300

7,680

7,220 May 

10,600 June 

15,800 Dec.

7,220 1918 Jan.

8,660

Gage

height Discharge 

(feet) (second-feet)

31,100

35,100

15,800

7,450

19,200

29,200

7,680

9,720

17,500

15,100

35,900

40,100

12,400

10,300

8,160

7,000

20,600

11,500

14,500

8,920

10,600

14,900

20,600

7,590

7,800

8,660

12,400

8,920

8,540

8,920

9,040

8,960

8,150

7,680

17,000

26,800

28

28

3

9

19

19

2

10

13

26

17

17

1

18

18

2

22

26

1

2

24

7

7

18

11

25

25

29

8

11

26

13

24

12

12

12.05

13.0

7.85

4.9

8.8

11.5

5.0

5.8

8.3

7.6

13.2

14.2

6.7

6.0

5.2

4.7

9.2

6.4

7.4

5.5

6.1

9.15

5.4

6.68

6.0

10.9
FLOOD RECORDS - NORTH PACIFIC SLOPE BASINS 397

Flood stages and discharges of 

Rogue River at Raygold, near Central Point, Oreg.--Continued

Date

1918 Feb.

1919 Jan. 

Feb.

Mar. 

Apr.

Dec.

1920 Nov. 

Dec.

1921 Jan. 

Feb.

May 

Nov.

1922 Mar. 

May 

Dec.

1923 Jan.

1924 Feb.

Oct. 

Nov.

7

17

9

9

26

2

2

5-6

11

18

25

25

19

27

11

30

30

5

5

10

14

21

6

20

30

30

24

18

28

31

31

7

7

7

31

9

20

30

5.7

9.0

5.69

7.6

5.51

4.69

5.06

4.94

5.52

\

10.52

8.69

5.2

6.93

8.74

7.45

5.1

5.1

9.10

5.05

4.78

5.35

8.78

5.40

5.65

7.3

8.03

Gage

height Discharge 

(feet) (second-feet)

9,450

7,060

12,800

19,900

9,450

10,200

15,100

8,920

7,000

7,920

7,450

8,920

7,890

9,710

9,390

20,000

25,400

18,800

8,160

13,000

18,800

14,500

7,920

7,920

15,700

20,300

7,680

7,220

8,660

15,900

19,200

8,660

9,180

14,200

12,900

7,490

10,500

33,900

height Discharge 

(feet) (second-feet)

Dec.

1925 Jan. 

Feb.

Apr.

1926 Feb. 

Nov. 

Dec.

1927 Jan. 

Feb.

Apr. 

Nov.

1928 Jan. 

Mar.

Apr.

1929 Apr. 

Dec.

1930 Feb.

1931 Apr. 

Dec.

1932 Mar.

May

1933 Jan.

June

1934 Jan.

30

30

5

8

12

19

5

30

3

2

3

21

21

23

2

29

14

12

26

27

1

15

15

19

19

2

1

27

19

19

24

4

2

3

10

23

23

15.22

6.36

8.69

7.55

5.55

6.26

4.30

8.33

5.00

16.2

24.8

7.30

5.60

6.45

4.85

5.60

10.7

5.72

4.81

4.99

6.74

7.50

6.36

5.26

11.32

12.2

5.30

4.75

8.45

5.66

6.06

P 44,400

11,500

18,800

15,100

9,180

-11,200

-» 6,140

17,500

19,000

10,600

7,680

48,900

P 91,500

14,200

9,180

11,500

7,220

9,180

P 26,100

17,400

9,450

7,220

7,680

12,400

P 14,800

11,500

-:« 6,540

8,410

28,400

P 31,900

8,410

7,220

P 17,800

8,620

9,450

7,830

P 10,600

#« Below base

Note.- All discharge quantities are average daily flows except as designated by "P" 

(momentary peak).
A STUDY OP METHODS OP ESTIMATING 

FLOOD FLOWS APPLIED TO THE TENNESSEE RIVER

by

Thorndike Saville*

INTRODUCTION

This paper is an attempt to apply all the more generally used 

statistical methods of estimating flood flows to the 57-year record (1875- 

1931) on the Tennessee River at Chattanooga, Term., where the drainage 

area is 21,400 square miles. The investigation was designed to afford an 

impartial and unprejudiced analysis of the applicability of the various 

methods to a long-term series of observations on a single stream and to 

compare results obtained by different methods.

As the study is confined to a single river, and in general to a 

single record on that river, too broad generalizations from the results 

are probably not warranted. However, a comprehensive comparative study of 

this kind has not appeared in the literature of flood flows, and it is believed that the results here presented will have some general significance 

and may stimulate similar investigations of records on streams having different characteristic's. The paper presents in a series of sections the 

application of generally similar methods advanced by different investigators.

1. Puller method

In 1914, Puller# developed a formula for computing the annual 

flood (Q)° which on the average would be the greatest in a given period of 

years (T). That is, in any large number of 100-year periods, for example, 

the average of the maximum annual floods for each 100-year period would be 

Q when T I 100. Q is the average of the maxima for several periods of T

« Associate dean, College of Engineering, New York University, Nev York,

N. Y. 

# Puller, W. E., Flood flows: Am. Soc. Civil Eng. Trans., vol. 77, pp.

564-617, 1914. 

o Annual flood is defined on page 463 as the maximum daily average flow

occurring during 12 consecutive months. In the study reported in this

chapter the calendar year January to December was used.

398
A STUDY OP METHODS OP ESTIMATING FLOOD PLOWS 399

years each and therefore is the most probable maximum annual flood for any 

period of T years. This concept Is fundamental to the Puller method and 

differs from the reasoning underlying most other statistical procedures 

utilizing annual floods.

The Puller formula has been widely used and is expressed as

Q = Qave (1 +°- 8 10S T )

where Q r the most probable maximum annual flood to be expected in T years 

and Qave - average of the annual floods.

Where a sufficiently long period of record (10 years or more, 

according to Puller) does not exist to determine the average flood, this 

may be found from the expression Qave I CA°* 8 , in which A ~ drainage area 

in square miles and C - a. constant for the region, determined from other 

streams having longer periods of record.

The average annual flood is computed from column 3 of table 4 

and is 208,600 second-feet. Using this figure in the formula gives results 

shown in columns 2 and 5 of table 4.

The method utilized by Puller to derive his formula Is shown in 

columns 1 to 7 of table 4. In figure 9 column 6 is plotted against column 

7. On this figure is also shown the plot of Puller's formula. It is 

apparent that the formula does not fit the plotted points for annual 

floods on the Tennessee River at Chattanooga. The results given by this 

formula are much larger than those by any curve of best fit. The equation

for such a curve in a Fuller type expression, where T r 1 when Q - i f " "

is Q I Qave (1 -f 0.5 log T), determined by the method of averages. It 

will be seen that this curve does not fit ther lower points as well as the 

upper points. By the more accurate least-square method the general equation for the curve of best fit is Q r Qave (1.067 +0.433 log T). This 

curve fits the plotted points well but gives slightly lower values in the 

higher magnitudes. The curves are plotted in figure 9, and data in 

.columns 4 and 5 of table 11 are taken from the curve whose equation is 

Q z Qave (1 +0.5 log T).

Inasmuch as the factor C is presumed to be more or less constant 

for a given station, and indeed for a considerable region about the point 

where C is determined, it is interesting to note the variations in C for 

different periods of record. The drainage area above Chattanooga is
FLOODS IN THE UNITED STATES

Table 4.- Computations for Puller, Foster, and Hazen methods

Year

1

1875

1886

1917

1884

1890

1920

1902

1896

1882

1899

1918

1891

1880

1883

1879

1892

1897

1901

1926

1929

1922

1893

1906

1895

1903

1921

1876

1913

1885

1S89

1911

1927

1912

1877

1919

1923

19^4

1915

1928

1887

1888

1894

1916

1898

1909

1908

1900

1881

1905

1924

1904

1925

1907

1878

1931

1930

1910

No. of 

flood

2

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

. 17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

Annual flood 

(second-feet)

3

361,000

349,000

310,000

286,000

283,000

275,000

271,000

269,000

267,000

266,000

266,000

259,000

254,000

254,000

252,000

252,000

252,000

248,000

248,000

246,000

229,000

221,000

220,000

212,000

210,000

210,000

205,000

202,000

201,000

145,000

195,000

195,000

190,000

189,000

189,000

188,000

183,000

183,000

181,000

180,000

178,000

167,000

166,000

164,000

163,000

162,000

157,000

146,000

146,000

143,000

142,000

134,000

133,000

125,000

123,000

108,000

85,900

Ratio to 

average 

flood

4

1.731

1.674

1.487

1«367

1.357

1.319

1.300

1.290

1.280

1.276

1.276

1.242

1.218

1.218

1.208

1.208

1.208

1.189

1.189

1.180

1.098

1.060

1.055

1.017

1.007

1.007

.983

.969

.964

.935

.935

.935

.911

.906

.906

.902

.878

.878

.868

.863

.854

.801

.796

.787

.782

.777

.753

.700

.700

.686

.681

.643

.638

.599

.590

.518

.412

Cumulative 

sum of. 

column 4

5

1.731

3.405

4.892

6.259

7.616

8.935

10.235

11.525

12.806

14.082

15.358

16.600

17.818

19.036

20.245

21.454

22.663

23.852

25.041

26.221

27.319

28.379

29.434

30.451

31.458

32.465

33.448

34.417

35.381

36.316

37.251

38.186

39.097

40.003

40»909

41.811

42.689

43.567

44.435

45.298

46.152

46.953

47.749

48.536

49.318

50.095

50.848

51.547

58.247

52.933

53.614

54.257

54.897

55.494

56.084

56.602

57.014

Column 5 

Column 2

6

1.731

1.703

1.631

1.565

1.523

1.489

1.462

1.441

1.423

1.408

1.396

1.383

1.371

1.360

1.350

1.341

1.333

1.325

1.318

1.311

1.301

1.290

1.280

1.269

1.258

1.249

1.239

1.233

1.220

1.211

1.202

1.193

1.189

1.176

1.169

1.162

1.154

1.147

1.139

1.132

1.126

1.180

1.110

1.103

1.096

1.089

1.082

1.074

1.066

1.059

1.051

1.043

1.036

1.028

1.020

1.012

1.000

Time 

(years)

7

57.00

28.50

19.00

14.25

11.40

9.50

8.14

7.12

6.33

5.70

5.18

4.74

4.38

4.07

3.80

3.56

3.35

3.17

3.00

2.85

2.71

2.59

2.48

2.37

2.28

2.19

2.11

2.03

1.96

1.90

1.S9

1.78

1.73

1.68

1.63

1.58

1.54

1.50

1.46

1.42

1.39

1.36

1.32

1.29

1.27

1.24

1.21

1.19

1.16

1.14

1.12

1.09

1.07

1.05

1.04

1.02

1.00

Percentage 

of time

8

0.877

2.632

4.386

6.140

7.895

9.649

11.404

13.158

14.912

16.667

18.421

20.176

21.930

23.684

25.439

27.193

28.948

30.702

32.456

34.211

35.965

37.720

39.474

41.228

42.983

44.737

46.492

48.246

50.000

51.755

53.509

55.264

57.018

58.772

60.526

62.281

64.035

65.789

67.544

69.298

71.052

72.807

74.561

76.316

78.070

79.824

81.579

83.333

85.087

86.842

88.596

90.350

92.105

93.869

95.613

97.368

99.122

Average 208,600
A STUDY OP METHODS OP ESTIMATING FLOOD PLOWS 401

Table 4.- Computations for Puller, Poster, and Hazen methods Continued

Variation from

No. of 

Year flood

1

1875

1886

1917

1884

1890

1920

1902

1896

1882

1899

1918

1891

1880

1883

1879

1892

1897

1901

1926

1929

1922

1893

1906

1895

1903

1921

1876

1913

1885

1889

1911

1927

1912

1877

1919

1923

1914

1915

1928

1887

1888

1894

1916

1898

1909

1908

1900

1881

1905

1924

1904

1925

1907

1878

1931

1930

1910

Total

Average

2

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

mean (column 4-1) 

Plus Minus

0.731

.674

.487

.367

.357

.319

.300

.290

.281

.276

.276

.242

.218

.218

.209

.209

.209

.189

.189

.180

.098

.060

.055

.017

.007

.007

64.65

9

0.5344

0.017

.031

.036

.065

.065

.065

.089

.094

.094

.098

.122

.122

.132

.137

.146

.199

.204

.214

.218

.223

.247

.300

.300

.314

.319

.357

.362

.401

.410

.482

.588

64.51

Variation2

10

0.5344

.4543

.2372

.1347

.1275

.1018

.0898

.0841

.0790

.0762

.0762

.0586

.0475

.0475

.0437

.0437

.0437

.0357

.0357

.0329

.0097

.0036

.0030

.0003

.0001

.0001

.0003

.0010

.0013

.0042

.0042

.0042

.0079

.0088

.0088

.0097

.0149

.0149

.0174

.0188

.0213

.0400

.0416

.0458

.0475

.0497

.0610

.0898

.0898

»0986

.1018

.1S75

.1310

.1608

.1681

.2323

.3457

4.3697

Z v2 r 4.3697

Variation^ 

Plus Minus

11

0.3906

.3062

.1155

.0494

.0455

.0325

.0269

.0244

.0222

.0210

.0210

.0142

.0102

.0102

.0091

.0091

.0091

.0068

.0068

.0058

.0010

.0002

.0002

.0000

.0000

.0000

0

1.1379 0

Zv5 I 0

.0000

.'0001

.0001

.0003

.0003

.0003

.0007

.0008

.0008

.0010

.1018

.0018

.0023

.0026

.0031

.0080

.0085

.0098

:0104

.0111

.0151

.0269

.0269

.0310

.0325

.0455

.0474

.0645

.0689

.1120

.2033

.7378

.4001

Variation*

12

0.2855

.2064

.0562

.0181

.0162

.0104

.0081

.0071

.0062

.0058

.0058

.0034

.0022

.0022

.0019

.0019

.0019

.0013

.0013

.0010

.0001

.0000

.0000

.0000

.0000

.0000

.0000

.0000

.0000

.0000

.0000

.0000

.0001

,0001

.0001

.0001

.0002

.0002

.0003

.0004

.0005

.0016

.0017

.0021

.0023

.0025

.0037

.0081

.0081

.0097

.0104

.0162

.0172

.0259

.0282

.0540

.1195

0.9562

cv -

Adjusted CS:

Poster (Pearson) type I curve: CSa(i-j I computed CS (1+6/n) ~

0.325 (1+6/57) - 0.360 

Poster (Pearson) type III curve: CSa(jj I computed CS (1+8.5/n) I

0.325 (1+8.5/57) ; 0.375 

478 O 36 26
Ratio to average annual flood Batio to average annual flood
A STUDY OP METHODS OP ESTIMATING FLOOD PLOWS 403

21,400 square miles. The complete 57-year record gives a value of C z 

71.6. The value for 21 years used by Puller was 79. The value for 49 

years used by Hazen was 75. Other values are given in table 5. The maximum variation of C for different periods of 20 calendar years and more, 

chosen at random, is from 80.0 to 64.1, a variation of nearly 25 percent. 

Consequently, estimates of flood flows for regions where the Chattanooga 

data might be assumed to apply might differ by this percentage, depending 

upon what period of record happened to be used in computing C.

Table 5 also shows the average annual floods and resulting 

values of C when the water year (October 1 to September 50) is used instead of the calendar year. A comparison indicates that either 12-month 

period gives substantially similar results for records of 20 years or more.

Table 5.- Variation of C in Qave I CA°' 8 for different 

periods of record, Tennessee River at Chattanooga, Term.

Period 

(years)

57

41

41

41

36

36

31

31

26

26

20

20

20

20

Dates

1875-1931

1875-1915

1890-1930

1882-1922

1890-1925

1875-1910

1875-1905

1890-1920

1875-1900

1890-1915

1875-1894

1890-1909

1883-1902

1897-1916

Calendar year

Qave (second-feet)

208,559

211,635

203,022

214,388

204,053

214,553

2S4,6nO

207,800

228,577

201,381

231,150

209,850

233,- 150

186,945

Water year (Oct. -Sept.)

C

71.6

72.6

69.7

73.6

70.0

73.7

77.1

71. 5

78.5

69.1

79.4

72.0

80.0

64.1

Qave (second- feet)

206,733

209,632

202,922

211,583

201,719

214,525

224,258

204,965

229,462

197,342

232,300

208,650

230,250-

182,545

C

71.0

72.0

69.6

72.5

S9.2

73.7

77.1

70.3

78.7

67.8

79.9

71.7

79.2

62.6

2. Poster method

In a paper by Poster,* published in 1924, methods are deduced 

for fitting two types of the Pearsonian frequency curves^ to hydrologlc 

data. The method is shown in table 4 and consists in (&) arranging the 

items in order of magnitude (column 3); (b) computing the ratios to the

* Poster, H. A., Theoretical frequency curves and their application to 

engineering problems: Am. Soc. Civil Eng. Trails., vol. 87, pp. 142-173 

1924.

# Elderton, W. P., Frequency curves and correlation, London, C. & E. 

Layton, 1927.
404 FLOODS IN THE UNITED STATES

average (column 4); (_c) computing the deviations from the average (column 

9); (jd) computing the squares and cubes of the deviations (columns 10 and 

11); (_e) computing the coefficients of variation and skew; (f) determining 

ordinates to the theoretical frequency curve having the same coefficients 

of variation and skew; and (_g) plotting the observed data (column 4) and 

the theoretical frequency curve against the average time of occurrence 

(column 8).

Calculations for the coefficients of variation and skew by 

Poster's method are shown at the bottom of table 4. Table 6 shows the 

calculation of the theoretical skew frequency curve factors from tables in 

Poster's paper. Computations were made to determine frequency curves of 

both type I and type III. The resulting curves are shown in figures 10 and 

13, and the flood estimates taken from them in columns 6 to 9 of table 11 

Figure ID represents plotting on arithmetic probability paper, and figure 11 

plotting on extreme-value logarithmic probability paper.

The coefficients of variation and skew as computed by the HazenFoster procedure were checked by grouping the annual floods in groups of 5 

percent of the mean, computing the first to fourth moments respectively, 

finding the coefficient of variation by the usual procedure, and calculating the skewness by the Pearson method.* The results gave for the coefficient of variation 0.26 and 0.28 by the Poster and Pearson procedures 

respectively, and for the coefficient of skew 0.31 and 0.34 respectively. 

For this series it appears that the approximate coefficient of skew used 

by Hazen and Poster, requiring only the computation of the third moments, 

gives essentially the same results as the Pearson procedure, requiring the 

fourth moments. This is likely to be the case only when, as in the 

present instance, the coefficient of skew is small.

3. Hazen method

Hazen# presents a method of computing theoretical skew-frequency 

curves by a series of logarithmic factors. The procedure used in plotting 

the flood flows in terms of the average annual flood and calculating ordinates to the theoretical frequency curve of best fit is similar to that

# The Pearson "skewness" is approximately one-half the "coefficient of 

skew" as used by Hazen and Poster.

# Hazen, Alien, Flood flows, ch. 8, New York, John Wiley & Sons, 1930.
Table 6.- Skew-curve factors

(Coefficient of variation (CV) : 0.28; coefficient of skew (CS) 

adjusted CS (type I) - 0.?6; adjusted CS (type III) : 0.575

Foster type I

Percent 

of time

0.000001 

.00001 

.0001

.001

.01

.1

1

5

10

20

50

40

50

60

70

30

90

95

99

99.9

99.99

99.999

99.9999

99.99999

99.999999

Factor 

from 

table

3.44 

5.40 

5.35

5.27

3.11

2.89

2.39

1.78

1.39

.87

.51

.19

- .08

 . 56

- .62

- .95

-1.27

-1.49

-1.78

-1.95

-2.01

-2.02

-2.05

-2.05

-2.03

Foster type

Factor for Factor 

Factor plotting from 

x CV. (column 3-f-l) table

0.96 

.95

.94

.91

.87

.81

.67

.50

.39

.25

.14

.05

.02

.10

.17

.26

.56

.42

.50

.54

.56

.57

.57

.57

.57

1.96 

1.P5 

1.94

1.91

1.87

1.81

1.67

1.50

1.59

1.24

1.14

1.05

.98

.90

.83

.74

.64

.58

.50

.46

.44

.45

.43

.45

.43

7.60 

6.94 

6.15

5.55

4.55

5.64

2.60

1.73

1.52

.82

.48

.19

- .06

- .31

- .57

- .85

-1.22

-1.52

-2.05

-2.57

-2.97

-5.55

-5.63

-5.88

-4.11

i III 

Factor for Factor 

Factor plotting from 

x CV. (column 6-1-1) table

2.13 

1.94 

1.72

1.50

1.27

1.02

.75

.49

.38

.23

.13

.05

.02

.09

.16

.24

.33

.43

.57

.72

.83

.93

1.02

1.09

1.15

3.13 

2.94 

2.72

2.50

2.27

2.02

1.73

1.49

1.37

1.23

1.13

1.05

.98

.91

.84

.76

.66

.57

.43

.28

.17

.07

.02

.09

.15

4.65

3.68

2.62

1.76

.82

- .06

- .35

-1.54

-2.07
406 FLOODS IN THE UNITED STATES

described above for the Poster method, except that Hazen's factors are 

used instead of Poster's. The results of computations for the theoretical 

curve are shown in table 6, and the resulting curves are plotted in 

figures 10 and 1L The flood estimates taken from this curve are shown in 

columns 10 and 11 of table 11. It will be seen that the Hazen curve and 

the Poster type III curve give almost identical results.

4. Goodrich method

In a paper by Goodrich* equations designed to represent the distribution of skew-frequency data are developed by purely empirical methods. 

The methods have been amplified by Harris.#

The general Goodrich equation may be written

t = n - n (10)-h< fR ) c 

where t r percent of time.

n : number of terms in record, 

h I coefficient of (fR'). 

c - exponent of (fR). 

R z ratio to mean.

(fR) z term having different forms depending upon type of 

frequency curve. These forms are

I (fR) I R IV (fR) - R

R - a

II (fR) Z R - & V (fR) - R - a

III (fR) Z R a VI (fR) - R + a

~ b -j-R

where a z lower limit of curve, 

b r upper limit of curve.

The method is designed to produce a straight line that will fit 

the observations after they have been adjusted by selecting appropriate 

values of a and b for (fR). On page 61 of Goodrich's paper are presented 

six types of curves conforming to different forms of the expression (fR). 

In a preliminary study of this method made by H. Thielhelm in 1933 under 

the writer's direction, It appeared from the resulting drawing that the

» Goodrich, R. D., Straight-line plotting of skew-frequency data: Am.

Soc. Civil Eng. Trans., vol. 91, pp. 1-118, 1927. 

# Harris, R. M., Straight-line treatment of hydraulic duration curves:

Univ. Washington Eng. Exper. Sta. Bull. 65, 1932.
A STUB! OF METHODS OP ESTIMATING FLOOD FLOWS 407

original data plotted In the upper portion of figure 12 would be best 

represented by a Goodrich type VI curve. This form was stated by 

Goodrlch to be extremely rare but was found by Harris to apply to several 

California streams.

After repeated trials values of a z 0.29 and b - 4 were selected 

as representing the upper and lower limits of the curve, and computations 

for (fR) are shown In columns 4, 5, and 6 of table 7. Values In column 6 

plotted against values In column 5 of table 7 and the resulting straight 

line (drawn by judgment) are shown In the lower part of figure 12. From 

the straight line computations were made to plot the theoretical Goodrich 

frequency curve of best fit to the original data. This Is shown by the 

dashed line In figure 12. Estimates of flood magnitude taken from this 

curve are shown ID columns 12 and 15 of table 11, and are plotted In 

figure 14.

Further study of the Goodrich type VI curve Indicated certain 

inconsistencies which appear to make It theoretically inapplicable to hydrologlc data. In the expression (fR) - R + a , when t - 0 in the general

b + R

equation, R z -a, and when t - n, R r -b, both of which are absurd values 

for the limits. Therefore, values of the upper and lower limits of the R 

curve cannot theoretically be found by extending the first tentative curve 

on the plotting paper. Furthermore, It was found that an almost Infinite 

number of pairs of values of estimated a and b could be used and produce 

curves of equally good fit to the plotted points. This form of expression 

therefore appears fundamentally objectionable mathematically. The same 

objections apply to the Goodrich type III curve.

All the other types of Goodrich curves have R ~ a when t r 0 and 

Rib when t z n, which is mathematically sound. The type I curve was 

manifestly not adapted to the series of flood data being Investigated, and 

hence studies were made of the type II and type V Goodrich curves. The 

results are shown In figure 13, and It Is apparent that curves of very 

good fit to the original data may be obtained. However, as in the computation for a type VI curve, It makes little difference what values of a 

and b are selected, so long as a Is small enough and b Is large enough. 

Therefore, for data such as represented by the annual floods on the Tennessee at Chattanooga, the type II curve Is to be preferred as being the 

simplest to calculate. The estimates from the type II and type III curves
FLOODS IN THE UNITED STATES

Table V.- Tabulation of (fR) for Goodrich frequency curve, type VI, 

Tennessee River at Chattanooga, Term.

Annual 

discharge 

(second-feet)

1

85,900

108,000

123,000

125,000

123,000

134,000

142,000

143,000

146,000

146,000

157,000

162,000

163,000

164,000

166,000

167,000

178,000

180,000

181,000

183,000

183,000

188,000

189,000

189,000

190,000

195,000

195,000

195,000

201,000

202,000

205,000

210,000

210,000

212,000

220,000

221,000

229,000

246,000

248,000

248,000

252,000

252,000

252,000

254,000

254,000

259,000

266,000

266,000

267,000

269,000

271,000

275,000

283,000

285,000

310,000

349,000

361,000

Ratio to 

mean

2

0.4119

.5180

.5899

.5993

.6378

.6427

.6811

.6858

.7000

.7000

.7530

.7766

.7817

.7861

.7962

.8007

.8535

.8631

.8681

.8776

.8776

.9017

.9062

.9062

.9113

.9350

.9350

.9350

.9638

.9688

.9828

1.0071

1.0071

1.0168

1.0552

1.0596

1.0983

1.1798

1.1894

1.1894

1.2083

1.2083

1.2083

1.2178

1.2178

1.2418

1.2757

1.2757

1.2802

1.2902

1.2997

1.3189

1.3569

1.5665

1.4868

1.6734

1.7309

Percentage 

of time

3

0.877

2.632

4.387

6.142

7.897

9.652

11.407

13.162

14.917

16.672

18.427

20.182

21.937

23.692

25.447

27.202

28.957

3O.712

32.467

34.222

35.977

37.732

39,487

41.242

42.997

44.752

46.507

48.262

50.017

51.772

53.527

55.282

57.037

58.792

60.546

62.302

64.057

65.812

67.567

69.322

71.Cf77

72.832

74.587

76.342

78.097

79.852

81.607

83.362

85.117

86.872

88.627

90.382

92.137

93.892

95.647

97.402

99.157

0.29-f-R

4

0.7019

.8080

.8799

.8893

.9279

.9327

.9711

.9758

.9900

.9900

1.0430

1.06132

1.0717

1.0761

1.0862

1.0907

1.1435

1.1531

1.1581

1.1676

1.1676

1.1917

1.1962

1.1962

1.2013

1.2850

1.2250

1.2250

1.2538

1.2588

1.2720

1.2971

1.2971

1.3068

1.3452

1.3496

1.3883

1.4698

1.4794

1.4794

1.4983

1.4983

1.4983

1.5078

1.5078

1.5318

1.5657

1.5657

1.5702

1.5802

1.5897

1.6089

1.6469

1.6565

1.7768

1.9634

2.0209

(no

R-f-4.00

5

4.4119

4.5180

4.5899

4.5993

4.6379

4.6427

4.6811

4.6858

4.7000

4.7000

4.7530

4.7722

4.7817

4.7861

4.7962

4.8007

4.8535

4.8631

4.8681

4.8776

4.8776

4.9017

4.9062

4.9062

4.9113

4.9350

4.9350

4.9350

4.9638

4.9688

4.9820

5.0071

5.0071

5.0168

5.0552

5.0596

5.0983

5.1798

5.1894

5.1894

5.2083

5.2083

5.2083

5.2178

5.2178

5.2418

5.2757

5.2757

5.2802

5.2902

5.2997

5.3189

5.3569

5.3665

5.4868

5.6734

5.7309

0.29 R

6

0.159

.179

.192

.194

.200

.201

.208

.209

.211

.211

.219

.223

.224

.225

.227

.228

.235

.237

.238

.239

.239

.243

.244

.244

.244

.248

.248

.248

.253

.254

.255

.259

.259

.260

.266

.267

.272

.283

.285

.285

.288

.288

.288

.289

.289

.293

.297

.297

.298

.299

.300

.303

.307

.309

.324

.346

.352
A STUDY OP METHODS OP ESTIMATING FLOOD PLOWS

Table 8-- Tabulation of (fR) for Goodrich frequency curves, 

type II and V, Tennessee River at Chattanooga, Tenn.

Percentage

of time

1

0.877

2.632

4.586

6.140

7.895

9,649

11.404

13.158

14.912

16.667

18.421

20.176

21.930

S3. 684

25.439

27.193

28.948

30.702

32.456

34.211

35.965

37.720

39.474

41.228

42.983

44.737

46.492

48.246

50.000

51.755

53.509

55.264

57.018

58.772

60.526

62.281

64.035

65.789

67.544

69.248

71.052

72.807

74.561

76.316

78.070

79.824

81.579

93.333

85.087

86.842

88.596

90.350

92.105

93.859

95.613

97.368

99.122

Ratio to

mean

2

1.7314

1.6743

1.4868

1.3669

1.3573

1.3189

1.2997

1.2901

1.2805

1.2757

1.2757

1.2422

1.2182

1.2182

1.2086

1.2086

1.2086

1.1894

1.1894

1.1798

1.0983

1.0598

1.0551

1.0168

1.0072

1.0072

.9832

.9688

.9640

.9352

.9352

.9352

.9112

.9064

.9064

.9017

.8777

.8777

.8681

.8633

.8537

.8001

.7961

.7865

.7817

.7769

.7530

.7002

.7002

.6858

.6811

.6427

.6378

.5993

.5899

.5180

.4119

(fR) = H=»

b K

R-a r

R-0.4

3

1.331

1.274

1.087

.967

.957

.919

.900

.890

.880

.876

.876

.842

.818

.818

.809

.809

.609

.790

.790

.780

.698

.660

.655

.617

.607

.607

.583

.569

.564

.535

.535

.535

.511

.506

.506

.502

.478

.478

.468

.463

.454

.400

.396

.387

.382

.377

.353

.300

.300

.286

.281

.242

.238

.199

.190

.118

.012

, type

b-R -

3.4-R

4

1.669

1.726

1.913

2.033

2.043

2.081

2.100

2.110

2.120

2.124

2.124

2.158

2.182

2.182

2.191

2.191

2.191

2.210

2.210

2.220

2.302

2.340

2.345

2.383

2.393

2.393

2.417

2.431

2.436

2.465

2.465

2.465

2.489

2.494

2.494

2.498

2.522

2.522

2.532

2.537

2.546

2.600

2.604

2.613

2.618

2.623

2.647

2.700

2.700

2.714

2.719

2.758

2.762

2.801

2.810

2.882

2.988

V curve

(fR)

5

0.800

.740

.567

.476

.468

.441

.428

.422

.415

.412

.412

.390

.375

.375

.369

.369

.333

.357

-557

.351

.299

.282

.279

.259

.254

.254

.241

.234

.231

.217

.217

.217

.205

.203

.203

.201

.190

.190

.185

.183

.178

.154

.152

.148

.146

.144

.133

.111

.111

.106

.104

.088

.086

.071

.068

.041

.004

(fR) : R-a, type II curve

R-a = R-0.25

6

1.481

1.424

1.237

1.117

1.107

1.069

1.050

1.040

1.030

1.026

1.026

..992

.968

.968

.959

.959

.959

.939

.939

.930

.848

.810

.805

.767

.757

.757

.733

.719

.714

.685

.685

.685

.661

.656

.656

.652

.628

.628

.618

.613

.604

.550

.546

.536

.532

.527

.503

.450

.450

.436

.431

.393

.388

.349

.340

.268

.162
0.4 

0.3

FLOODS IH THE UHITED STATES

Ooodrich type VI frequency curves for annual floods 

on the Tennessee Icivor at Chattanooga, Term., 1875-1931-

Percentage of time In years 

Figure IS.

- Goodrich types II and V frequency curves for annual floods

 on the Tennessee River at Chattanooga, Tenn., 1875-1931

Percentage of time in years 

Figure 13.
A STUDY OP METHODS OP ESTIMATING FLOOD FLOWS 411

are shown in the lower part of columns 12 and 13 of table 11, and it is 

evident that there is no significant difference between estimates made 

from any of the three types of curves, and that all give essentially the 

same results as the Foster-Pearson type I curve.

5. Slade method

In a paper by Slade,* which appeared in 1934, there is developed 

a totally bounded function that "differs as little as it seems possible to 

let it differ from the 'normal' in its general characteristics, while 

allowing it an unlimited degree of 'skewness.'" The function depends upon 

the determination of four constants, all calculated from the statistical 

data. The first two are the mean and standard deviation; the other two 

are constants (b) and (g) representing the minimum and maximum deviations 

from the mean which the data are believed capable of reaching. These constants have to be estimated or determined by other than strictly statistical procedures.

In applying the Slade method to the 57 annual floods on the 

Tennessee River at Chattanooga, the preliminary computations for plotting 

are similar to those for the methods previously described, data from 

column 8 of table 4 being plotted against those of column 4 on figure 14.

In determining the constants (b) and (g) values of one-half the 

smallest annual flood and 80 percent greater than the maximum annual flood 

respectively were used. These values are more or less arbitrary, but so 

long as (b) is estimated small enough and (g) is estimated large enough, 

the resulting theoretical curve is affected surprisingly little.

From the four constants indicated, the. equation of the Slade 

probability function is calculated as shown in table 9. Calculation of 

values of t in this equation for plotting the curve is shown on table 10. 

As the Slade method requires calculation of only the first and second 

moments, it may be less laborious than the Foster procedure. If the coefficient of skew is used in the Slade method instead of the constant (b), 

the third moment must be computed. For other details of this method 

Blade's paper should be consulted.

* Slade, J. J., Jr., An asymmetric probability function: Am. Soc. Civil 

Eng. Proc., pp. 1097-1123, October 1934.
412 FLOODS IN THE UNITED STATES

Table 9.- Calculation of constants for Slade method, 

Tennessee River at Chattanooga, Term., 1875-1931

Mean I 208,560 second-feet Z 1

Standard variation r <T = 0.276; ff z - 0.07618

Maximum upper variation from mean Z g Z 450,000 second-feet Z 2.15765 in terms of mean.

fJL z g/y z 7.8176. 

Maximum lower variation from mean : b Z 160,000 second-feet Z 0.76716 in terms of mean.

X : b/g- z 2.7796. 

Ratio of upper to lower variation ; e z g/b Z 2.8125} S2 z 7.9101;

X 2 I 7.7262} 3/»2 = 0.12943. 

n

V* n2 _ 2 a - T 0.47541

= 98 e2 (1+ 1/X8) - 4 e/>2

- 4 e/ 2

d - 2.8125 /7.477S 

V 6.5854

3/c2 - I0ge

(62 +l/X2 ) - 4 6/X2

Z - pc loge

p - 0.6895

d - 2.9975

c r 2.8017

pc - 1.9318

/tt-t

Ratio to mean for a given percent of time ; ^C : x +1

Table 10.-Theoretical total frequency curve, Slade method

y percent

1

0.0000001

.000001

.00001

.0001

.001

.01

.1

1.0

10

20

30

40

50

60

70

80

85

90

95

2

6.00

5.61

5.20

4.75

4.26

3.72

3.09

2.33

1.28

.84

.52

.25

.00

- .25

- .52

- .84

-1.04

-1.28

-1.64

Z

pc

3

3.1000

2.9000

2.6870

2.4550

2.2020

1.9220

1.5980

1.2030

.6620

.4344

.2687

.1292

.0000

- .1292

- .2687

- .4344

- .5376

- .6620

- .8480

e

4

22.2000

18.1700

14.6900

11.6500

9.0430

6.8350

4.9430

3.3330

1.9390

1.5440

1.3080

1.1380

1.0000

.8788

.7644

.6477

.5841

.5158

.4283

Col. 4

d

5

7.405

6.055

4.895

3.833

3.019

2.280

1.648

1.111

.646

.515

.436

.379

.3335

.293

.255

.2163

.195

.172

.143

/tix

Col. 5

6

57.900

47.400

38.240

30.360

23.590

17.830

12.880

8.695

5.050

4.025

3.410

2.961

2. -605

2.290

1.992

1.692

1.524

1.347

1.126

Col. 6

-X

7

55.120

44.620

35.460

27.580

20.810

15.050

10.100

5.915

2.270

1.245

.630

.181

- .175

- .490

- .788

- 1.088

- 1.256

- 1.433

- 1.654

Col. 5

+ 1

8

8.405

7.055

5.895

4.883

4.019

3.280

2.648

2.111

1.646

1.515

1.436

1.379

1.334

1.293

1.255

1.216

1.195

1.172

1.143

t =

Col. 7

Col. 8

9

6.560

6.326

6.020

5.650

5.180

4.590

3.815

2.802

1.379

.823

.439

.1313

- .131

- .379

- .628

- .895

-1.050

-1.220

-1.446

x =

<rt-i

10

2.811

2.745

2.661

2.560

2.430

2.267

2.052

1.774

1.380

1.227

1.121

1.036

.9638

.8953

.8268

.753

.710

.663

.601
A STUDY OP METHODS OP ESTIMATING FLOOD PLOWS 413

Table 11.- Flood Estimates, Tennessee River at Chattanooga, Tenn.

Flood period

(years)

1 »

10

20

50

100

500

1,000

10,000

Puller formula

Second- Ratio to

feet mean

2 3

375,500 1.80

425,500 2.04

492,300 2.36

542,400 2.60

659,200 3.16

709,200 3.40

876,100 4.20

Puller curve, best fit Poster type I curve

Second- Ratio to

feet mean

4 5

312,900 1.50

344,200 1.65

385,910 1.85

417,200 2.00

490,200 2.35

521,500 2.50

625,800 3.00

Second- Ratio to

feet mean

6 7

290,000 1.39

312,900 1.50

333,800 1.60

348,400 1.67

371,300 1.78

377,600 1.81

390,100 1.87

Foster type III curve Hazen method

Flood period

(years)

1

10

20

50

100

500

1,000

10,000

.

10

20

50

100

500

1,000

10,000

10

20

50

100

500

1,000

10,000

Second- Ratio to Second- Ratio to

feet mean

8 9

287,900 1.38

310,800 1.49

340,000 1.63

360,900 1.73

404,700 1.94

421,400 2.02

475,600 2.28

feet mean

10 11

285,800 1.37

310,800 1.49

340,000 1.63

360,900 1.73

404,700 1.94

423,500 2.03

479,800 2.30

Goodrich method

Second- Ratio to

feet mean

12 13

Type VI

271,200 1.30

296,200 1.42

323,300 1.55

337,900 1.62

371,300 1.78

375,500 1.80

400,500 1.92

Type II

281,600 1.35

304,600 1.46

329,600 1.58

346,300 1.66

379,700 1.82

396,300 1.90

427,600 2.05

Type V

281,600 1.35

304,600 1.46

327,500 1.57

340,000 1.63

360,900 1.73

373,400 1.79

394,300 1.89

Flood period

(years)

1

10

20

50

100

500

1,000

10,000

10

20

50

100

500

1,000

10,000

Slade method

Second- Ratio to

feet mean

14 15

288,200 1.380

317,500 1.520

348,500 1.670

370,500 1.774

416,500 1.995

428,000 2.052

474,000 2.267

Monthly Daily

maxima duration

(second-feet) (second-feet)

16 17

Foster III Foster III

301,000 350,000

335,000 390,000

385,000 430,000

419,000 468,000

500,000 545,000

530,000 578,000

638,000 690,000

Foster I Poster I

299,000 310,000

320,000 330,000

350,000 350,000

368,000 360,000

410,000 390,000

420,000 400,000

450,000 425,000

Flood

peaks

(second-feet)

18

Free-hand curve

320,000

340,000

360,000

375,000

390,000

400,000
414 FLOODS IK THE UNITED STATES

Estimates of flood magnitudes by the Slade procedure have been 

tabulated in columns 14 and 15 of table 11 and are plotted in figure 15. 

It will be observed that the estimates and curve vary little from those 

deduced by the Poster procedure. This is usually the case if the coefficient of skew is small, but if it is large the estimates by the two 

methods may differ considerably. It is alleged in support of the Slade 

method that it is not only superior but more reliable because the coefficient of skew calculated from the small number of observations usually 

available in flood studies may be quite unreliable. The fact that the 

Slade method does not require the calculation of this factor is stated to 

be an advantage.

6. Interpretation of results

As stated in section 1 the Puller method gives results that 

represent the estimated average annual flood, or most probable magnitude 

of annual flood, to be expected in a period of T years. In other words, 

there is an even chance that in this period of years the estimated magnitude of annual flood will occur.

The Poster, Hazen, Goodrich, and Slade methods give results that 

represent the estimated magnitude of annual flood likely to be equaled or 

exceeded in a given period of years. The results are therefore comparable 

among themselves but not comparable with those obtained by the Puller 

method. The differences in the two methods have been discussed by W. E. 

Puller and E. W. Lane on pages 1077 and 1050 respectively in the Transactions of the American Society of Civil Engineers, volume 89, 1926.

It should be emphasized that all these methods have been applied 

to annual floods - that is, the maximum daily flows in 12-month periods.

The results must be interpreted as frequency of annual floods, as distinct

i

from frequency of flood peaks of flood events and from frequency of daily

(24-hour) flows (involving the construction of at least the upper end of a 

daily duration curve). Results obtained by applying the Poster procedure 

to such arrays are shown in columns 16, 17, and 18 of table 11. As would 

be expected from the larger number of items used, the estimates give 

greater values for given frequencies than those derived by the use of 

annual floods. This is indicative of the care needed to specify the character of the data used in statistical studies, and also the uncertainties 

inherent in any such methods of making flood estimates.
A STUDY OP METHODS OP ESTIMATING FLOOD FLOWS 415

s

6 

5 

4

3

2

1 

O.S

0.6 

0.5

0.4 

0.3

0.2 

0.3,

CT

^" -^\^f "**

Meai

Curve of animal floods, Tennessee Biver at Chattanooga, Tezm., 

1875-1931, drawn by Slade method

,,?

anm

tf

al :

*«

looe =

 V

,*- 

208,

 &*

560 s

j*ef»*

eoond-1

i *

'eet

^^"

-^-" - -

01>s err 

Slade

^ ^ _ 

3d data* 

 -

IOO OOOOOOO O IO CJ rH lO W H rH r-1 H

kcncn CQ c- o m * to at rH o o c

o o o

Percent of time In years 

Tigore 14.

0.6 

0.5 

0.4

0.3

A - Fuller formula 

B - Fuller metliod, test fit 

C - Foster method, type X 

D - Foster method, type III 

E - Hazen method -- 

P - Goodrich method - 

G - Slade method - 

Time in years 

Figure 15.
416 FLOODS IN THE UNITED STATES

7. Discussion of results

In table 10 and figure 15 are shown the estimates of annual 

floods by the several methods investigated, i"-* following conclusions 

appear evident:

1. The estimates by the Puller formula or the Puller method 

applied to the Chattanooga data are much larger than those by other 

methods, even for values within the record period of 57 years. This 

appears logical when it is realized that, as has been pointed out in the 

preceding section, the Puller method gives estimates of events of a different kind from those covered by the other methods - that is, average 

annual floods as contrasted with annual floods to be equaled or exceeded. 

It la clear that the Puller method is not comparable with the others. By 

the Puller method (not the Puller formula) applied to the Tennessee River 

at Chattanooga it is estimated that In a series of 500-year periods, the 

average value of the maximum annual floods in each 500-year period will be 

490,200 second-feet. By the Poster method (type III curve) it is estimated that in a very long period (say 1,000 years) the annual flood will 

equal or exceed 404,700 second-feet once in 500 years. The two results 

differ by 85,500 seoond-£«et; by the Puller formula the difference would 

be 254,500 second-feet. This illustrates the danger inherent in considering the two procedures at all equivalent.

The difference in plotting procedures is shown by comparing the 

figures in column 4 of table 4 (Poster) with those in column 6 (Puller). 

The latter are always larger (except for the first item, which is always 

the same), and hence results by the Fuller method must be greater for 

similar time periods than those by the other methods. The point to be 

emphasized is that the underlying principles of the two methods are essentially different, and therefore the results are not comparable. Whether 

the average annual flood or the annual flood to be equaled or exceeded is 

desired must be decided by the individual investigator. The fact (shown 

by table 10) that the 20-year average annual flood (Puller formula) is of 

about the same magnitude as the annual flood to be equaled or exceeded 

once in 1,000 years (Hazen or Poster type III) is a striking example of 

the danger in considering the Puller formula in any way equivalent to the 

procedures giving annual floods to be equaled or exceeded.
A STUDY OP METHODS OF ESTIMATING FLOOD FLOWS 417

2. The Fuller formula is not applicable to flood frequencies on 

the Tennessee River at Chattanooga, as it gives results that appear to be 

materially larger than the data warrant. A separate study, not reported 

here, utilizing a composite of 129 years of record at three stations on 

the Tennessee River indicates similar results. It is concluded that if 

the type of result given by the Fuller method is desired, the Fuller formula is not reliable for the Tennessee River. It should be stated, however, that Fuller's paper, presented in 1914, could of course utilize only 

the fiood data available at that time. Since then a large amount of additional data has become available, and it is entirely conceivable that 

should Fuller undertake a similar analysis now, his recommended formula 

would differ from that originally presented.

3. The value of C in the formula Qave r CA°* 8 is materially 

affected (table 5) by the particular period of record used in computing 

Qave. T*16 value of C cannot be regarded as a constant for a single region, 

any more than the average annual flood is a constant. The variations in 

average annual flood (and hence in C) are greater than have sometimes been 

realized. The average annual flood from one 20-year record on the Tennessee River at Chattanooga may depart as much as 25 percent from the average from another 20-year record. The average annual flood for a 20-year 

period may depart as much as 12 percent from that for a 41-year period. 

However, the maximum variation of the average for any period of 20 years 

or more from the 57-year average is only 5.6 percent.

4. Whether the calendar year or some other 12 month period 

(such as water year) is used (table 5) in computing frequency relations of 

annual floods will have little effect on the results if the data are expressed as ratios to the average annual flood.

5. Considering the strictly comparable procedures of Foster, 

Hazen, Goodrich, and Slade, the following conclusions are drawn from table 

10 and figure 7.

(a) The estimates by the Foster type III curve and the Hazen 

curve are essentially the same. As the Foster procedure not only has a 

more rigorous mathematical basis but is easier to use on account of more 

complete tables and a clearer exposition of its development, it is preferred. For the particular data used in this study the Slade method presents estimates similar to but generally slightly more conservative than 

the other two procedures* that is, it gives somewhat higher estimates 

478 O 35 27
418 FLOODS IN THE UMlTJiD STATES

(b) Although by both the Poster and the Pear son criteria the 

data should be represented best by a type I curve, it is evident from 

figure 1O that the type III curve fits the plotted points at least as well 

as the type I curve. Indeed, the type HI curve fits the two highest 

points best. On the whole perhaps the type I curve fits the lowest points 

best, and the type III curve fits the highest points best, there being 

little difference in the curves between 5 and 95 percent of the time. 

Both Hazen and Foster lean toward using the type III curve as a general 

procedure; the Hazen factors and the discussion in his book relate only to 

type III curves. The type I curve gives estimates for floods occurring 

less frequently than once in 100 years much smaller than those derived 

from the type III curve. For these particular data the type III curve 

represents most nearly what would be drawn by judgment as a curve of best 

fit, and inasmuch as the type III curve is not mathematically the curve to 

represent the data best, the conclusion is that for these particular data 

a curve drawn by Judgment is likely to give about as accurate estimates as 

the type III curve, and more conservative if not more accurate estimates 

than the type I curve.

(c) It was alleged by Hazen that one of the major advantages in 

the theoretical curves is in permitting coefficients of variation and of 

skew for various streams to be compared. The coefficient of variation is 

not affected by the type of curve, and in this set of data the adjusted 

coefficients of skew are nearly the same. Therefore, if a mathematical 

curve is desired, the type HI curve is to be preferred notwithstanding 

its theoretical deficiencies in this particular case. However, there 

seems a distinct Inconsistency In the reasoning involved in citing the 

advantages of theoretical curves, and then abandoning the type of curve 

which theoretically best represents the data because in fact it does not, 

and substituting another type of curve which fits the data better but 

which mathematically is not the proper curve to use. As stated above, it 

would appear that one might better draw a curve of best fit by judgment, 

so far as these particular data are concerned. These deficiencies are removed in the Slade method, which is perfectly general and does not require 

the calculation of the usually unreliable coefficient of skew to determine 

the type of curve to use.
A STUDY OP METHODS OP ESTIMATING FLOOD PLOWS 419

The estimates by the Poster type I curve and by the Goodrich 

type II, V, and VI curves are essentially the same.

(d) The procedure for a Goodrich type II curve is simpler than 

the procedure for a Poster type I curve. The procedure is largely graphic, 

and although different investigators might use different estimates of the 

limit a, this appears not to have any marked effect on the results. On 

the other hand, the Foster and Slade procedures have a mathematical basis, 

and by them the coefficients of variation and of skew can be computed, 

although the coefficient of skew is not needed for the Slade method as 

used here. The coefficient of skew cannot be computed for the Goodrich 

curves, and calculation of the coefficient of variation and standard 

variation (deviation) is about as laborious as by the usual methods.

(e) The Slade method of fitting frequency curves gives estimates 

for the Tennessee River essentially the same as the Foster - Pearson type 

III and Hazen curves* It appears to have certain theoretical advantages 

over the Poster procedure, and from tables to be published it will be at 

least no more laborious to apply. It fits the entire range of plotted 

data better than any of the other curves.

6. The comments and conclusions presented relate only to a 

study of annual floods on the Tennessee River at Chattanooga. It is intended in a later paper to present somewhat similar but briefer analyses 

of the annual floods on the Tennessee River at Johnsonville and Florence. 

These stations are below Chattanooga and have records of over 35 years. 

More general statements may be made when this study is completed, but the 

results thus far tend to confirm the conclusions presented herein.

7. All the statistical procedures mentioned herein are based on 

the theory of sampling - that is, the assumption that the period of record 

used is a fair sample of what might be obtained from any equal period 

chosen from a much longer record. The effect of the length of the period 

of record upon flood, estimates by the procedures described will be presented in a later stady, but preliminary investigations indicate that the 

period of record chosen may very markedly affect the magnitude of the 

flood estimates.
420 FLOODS IN THE UNITED STATES

8. It is believed that none of the methods thus far presented 

for estimating frequency of flood magnitudes offers more than an approximation for the guidance of an engineer's judgment. The method, the period, 

and the character of the data (whether annual floods, daily flows, flood 

peaks, etc.) may all produce results that are of considerably different 

magnitudes. In the last analysis the engineer should satisfy himself that 

he has used an adequate number of methods, whether mathematical, graphic, 

or otherwise, which have real support from either theory or experience, 

and then form his own judgment after taking into account his knowledge of 

the character and accuracy of the data, the purpose for which the estimate 

is made, and other pertinent conditions.
THE RELIABILITY OP STATISTICAL METHODS 

IH THE DETERMINATION OP FLOOD FREQUENCIES 

By J. J. Slade, Jr.-::-

The aim of statiatical analysis is to determine the manner in 

which the variable quantities are distributed in a "population" of which 

a sample has been observed. The relation between the magnitudes and 

frequencies of the individuals that constitute the population is called 

the "frequency distribution function," and its characteristics (mean, 

standard variation, skewness, kurtosis, etc.) constitute the statistical 

elements of the population. As the observed sample is the only known 

section of the population, statistical analysis attempts to infer the 

characteristics of the population from those of the sample. Obviously, 

the characteristics of a sample will seldom, if ever, be the same as 

those of the population from which it is taken. The difference between 

the magnitude of a characteristic of a population and that of the corresponding characteristic computed from a sample is known as the "error of 

sampling" in the characteristic. As the characteristics of a whole 

population are never known,# nerther are the errors, but estimates may 

be made of the probability that an error in a sample will have a certain 

magnitude. The errors that have the same chance of occurring as a variation or deviation in the observations equal to the standard -variation 

are called the "standard errors." In the case of a "normal" distribution this probability is about 0.68.

Karl Pearson and his coworkers have solved the problem of 

determining the errors of sampling in the moments of the most general 

frequency distribution. This done, it is a relatively simple matter to 

compute the standard errors of all the statistical characteristics obtained from the sample, for these may be expressed in terms of the 

moments. The most important errors have been given the following expression:

* Assistant professor of engineering mechanics, Rutgers University.

# This statement applies strictly to the problem of floods, where only 

a small sample is ever known, the population being made up of all the 

floods that occur in the life of the stream.

421
422 FLOODS IH THE UNITED STATES

^LL ~

_ . / 

~ V

. (404. - 240t +36 -f- 3x?«X?« - 12/3. -*- 35/0.} 

N

M is the arithmetic mean, N the number of items in the sample, 0* the 

standard error of the characteristic x, and //-r the r-th moment of the 

distribution. The fourth formula gives the error of the skewness; that 

of the kurtosis is not given, as the expression for it ia quite long. 

(The kurtosis, which does not usually appear in engineering literature, 

is a measure of the flatness of the distribution function - that is, for 

a given standard variation, which measures the spread of the statistics, 

the distribution may be flatter or sharper about the mean than the corresponding normal. )

Prom these formulas it is seen that the determination of the 

error of the skewness requires the computation of moments thrtfugh the 

sixth. However, if the distribution function is assumed to be Pearson's 

type III, then the higher moments are found to be expressible in terms 

of the first three. This assumption is not altogether justifiable; but 

it is a convenient though not necessary assumption. The errors obtained 

in this way will be comparable to those obtained by making more elaborate 

assumptions.

Prom the type III curve we get the following recurrence formula:
THE RELIABILITY OP STATISTICAL METHODS 425

V = p =

From tliese we therefore have:

Or, in terms of the/7's defined above, these become: 

/3Z - Z/2/3, 4-Z

/?4 : 5/2/73 + 5,02

In this way we are able to compute the standard errors of the 

coefficients of variation and skew in terms of the second and third 

moments only. For this particular type of variation the error of the

kurtosis is readily determined to be ffa - 3/2 0"g - ^>Jfl, O"rS ^hich* for 

large skewness, is seen to be vastly greater than that of the skewness.

The standard errors of the coefficient of variation and skewness are exhibited in the accompanying diagrams. Figure 16 shows the 

errors of the coefficient of variation, when CV - 1, for several values 

of /fft - (CS)^, plotted against the number of items in the series from 

which the computations were made. When the CV has a value other than 1, 

its standard error will be that obtained from the diagram multiplied by 

the magnitude of the CV. This diagram clearly shows that, even for a 

small number of items and a greatly skewed distribution, the coefficient 

of variation is a significant statistical characteristic - that is, only 

in a very small range of the diagram does its standard error exceed onethird of its computed value.

Figure 17 shows the standard error of the coefficient of skew, 

for several values of /?( I (CS) 2, plotted against the number of items in 

the series fron which the computation was made. The dashed lines represent the position of points along which the CS equals once, twice, and 

three times the corresponding error. A sample whose computed characteristics place it above and to the right of the line along which the CS is
(1=1 for IT of error Standard 

saco-is MI SHI dffiiiiui S3j,vis 
THE RELIABILITY OP STATISTICAL METHODS 

IN THE DETERMINATION -OP FLOOD FREQUENCIES

(SO) f° JOM8
426 FLOODS IN THE UNITED STATES

three times its standard error mist be considered as coming from a significantly skewed population. Below and to the left of this contour the 

reliability of the measure of skewness decreases. Below the boundary 

along which the CS is equal to its standard error the skewness computed 

from the sample cannot be taken as a measure of the skewness of the 

population. This does not mean, of course, that the population is not 

skewed - only that the sample is inadequate to give a reliable measure 

of this characteristic. This diagram indicates that skewness is never a 

truly significant characteristic when the sample from which it is computed has less than about 140 items, no matter what the magnitude of /? 

may be, and that it is quite meaningless to use this measure when there 

are 50 or fewer items.

To illustrate the effect of these errors on a statistical determination of flood frequencies the annual floods of the 57-year record 

of the Tennessee River at Chattanooga will be taken. The two constants, 

CV and CS, were computed for this series and by means of them Poster's 

type III curve was fitted to the duration series. This curve is represented by the solid line in figure 18, the points representing the observations. Adding their standard errors to the (CV) and (CS) gives a 

Poster type III curve which is represented by the dashed line 1; subtracting these errors gives the dashed line 2. All that can be said 

about the true duration curve is that it is pretty certain to lie somewhere within the region bounded by the dashed lines 1 and 2. These two 

curves are thus seen to be the boundaries of a region of indeterminacy. 

This region, however, is not definite, for there is a small chance that 

the true duration curve falls outside it.

A Foster type III curve was used for this illustration. Any 

other curve would yield similar results, of course, when the errors of 

sampling are taken into account in computing the constants that determine it.

In order to show the variation in characteristics of samples 

taken from the same population, 34 25-year samples were taken from the 

57-year record of the Tennessee River at Chattanooga. The CV and CS of 

each sample were computed. These characteristics are given in the following table, in order of magnitude. (The CV and CS listed opposite 

each other do not necessarily correspond.)
THE RELIABILITY OP STATISTICAL METHODS 

IN THE DETERMIHATION OP FLOOD FREQUENCIES

427
428 FLOODS -IN THE UNITED STATES

Table 12.- Coefficients of variation and skew for selected flood records

(CV)

0.2110

.2279

.2332

.2345

.2351

.2420

.2470

.2482

.2502

.2509

.2535

(GS)

-0.1938

- .1876

- .1800

- .1210

- .1156

- .1024

+ .0457

.0706

.0992

.1030

.1125

(CV)

0.2545

.2555

.2561

.2562

.2600

.2655

.2745

.2780

.2786

.2809

.2816

(GS)

0.1155

.1347

.1426

.1474

.1516

.1607

.1633

.1710

.1923

.2290

.2370

(CV)

0.2835

.2839

.2845

.2855

.2895

.2959

.3000

.3008

.3016

.3023

.3031

.3081

(CS)

0.2730

.2440

.2471

.2585

.2960

.3060

.3315

.3381

.4685

.4900

.6410

.7740

The total range of variation of the CV is 0.0971; the total 

range of variation of the CS is 0.9678, ten times as great. Theory requires that the range of these variations be greater, and this requirement would undoubtedly be met if variations during the whole life of the 

stream were considered instead of the variations occurring in the known 

57-year sample. Even this small sample, however, shows that the predictionfc of theory conform closely to what actually happens.

Independent characteristics of a population

A population is determined in terms of its statistical characteristics. The question naturally arises, How many of these characteristics are there? Obviously, we are interested only in a set of mutually 

independent characteristics, for any others may be expressed in terms of 

these. For instance, in any law of variation the mean can never be inferred from a knowledge of the standard variation, and these two characteristics are thus mutually independent. On the other hand, in a 

"normal" variation the average variation is a function of the standard 

variation, and these two characteristics are, therefore, not mutually 

independent for this law.

It is known that the moments of a distribution constitute an 

independent set of statistical characteristics. Pearson has recognized 

four fundamental statistical characteristics, readily expressible in 

terms of moments - the mean, the standard variation, the skewness, and 

the kurtosis. Though there are undoubtedly many more, these appear to 

be the most significant. In general, it might be said that they are 

equally important in describing the population; it is not true, however, 

that they are equally reliable as computed from a sample, as has been 

shown above. The general conclusion, then, is that though the skewness 

and kurtosis may be as important as the mean and standard variation for 

a reliable description of a statistical population, they are not reliably 

determined from a small sample.
THE RELIABILITY OP STATISTICAL METHODS ' 429

The frequency curve

The population from which a sample is taken is usually represented by a smooth frequency curve fitted over the observed distribution 

of the observed magnitudes. For some purposes the cumulative frequency 

or duration curve is used; this is the integral of the frequency curve. 

Either of these curves is completely determined when its parameters (the 

constants that enter into the mathematical description of it) have been 

determined. There are a great many methods of determining these parameters; the most reliable are the methods that make use of the complete 

set of plotted points, such as the method of least squares or the method 

of moments. In general, the reliability of a method of curve fitting 

decreases as the number of plotted points utilized in determining its 

parameters decreases. In general, no method is more reliable than the 

method of moments, and this will be taken as a criterion.

The flexibility of a curve depends on the number of constants 

employed in its mathematical description. These constants can always be 

expressed in terms of the moments. The probable errors of these constants will therefore depend on those of the moments. When the method 

of moments is not used to determine these constants their standard 

errors will, in general, be greater than when this method is employed. 

It must be pointed out that the formulas for the standard errors of 

functions found in treatises on least squares are not applicable to the 

present determination, because in these treatises the distribution of 

variations is always assumed to be normal. There will be as many moments 

required in the determination of a frequency curve as there are constants 

to be determined. We are thus led to the conclusion that at most two 

constants may be determined reliably from a small sample. If more than 

two constants are determined from the observed series, then it becomes 

necessary to make a complete investigation of the effect of the errors 

of sampling in the predictions made from this curve, as was done for the 

Poster type III curve above.

Of the many curves employed to represent flood distribution 

some have only two parameters. By some reasonable method of curve fitting these can be determined reliably. The question arises whether 

these curves indeed represent the variation through their whole range. 

These two-parameter curves are usually of the logarithmic type, and
430 FLOODS IH THE UNITED STATES

their derivatives do not bound a finite area. Consequently, if they 

represent the variation at all, they do so only up to the point that 

represents 100 percent of the time; any extension beyond that point is 

meaningless. Now, if the curve has been fitted closely over tiie plotted 

points, the point on it representing 100 percent of the time will be 

very close to the last observed item, and so the curve cannot be used 

for extrapolation.

Limitations of the statistical method

Prom the foregoing discussion it is obvious that the statistical method is subject to great limitations, not because curves cannot 

be found to fit a sample closely, but because a small sample itself is 

subject to great errors of sampling. If the four statistical characteristics - mean, standard variation, skewness, and kurtosis - are taken as 

fundamental, then it is necessary to employ a curve that has four independent constants. Of these only two can be determined with any degree 

of reliability by means of statistical methods, and so it becomes necessary to use purely nonstatistical processes to determine the other two. 

Mow, the end points of a four-parametetf curve of finite range are equivalent to the skewness and kurtosis - that is, given the mean, standard 

variation, and end points, the skewness and kurtosis are uniquely determined, and, conversely, given the mean, standard variation, skewness, 

and kurtosis, the end points are uniquely determined. As the end points 

of the curve correspond to the limits of the variation, therefore, if 

these limits can be found by nonstatistical methods, the two remaining 

constants of the curve can be found by making use of this information. 

This applies to any four-parameter curve of limited range.

Range of the statistics

It appears to be generally conceded not only that there is a 

definite upper limit to the magnitude of floods in a stream, but also 

that this limit is not enormously in excess of the greatest flood ob'- 

served in a long record. The existence of this limit may be directly 

inferred from a consideration of the fact that the energy represented by 

precipitation over a given drainage area is derived entirely from energy, 

latent and kinetic, resident in the atmosphere, and that only a definite 

amount of this energy can possibly be concentrated over the drainage area.
THE RELIABILITY OP STATISTICAL METHODS 431

The factors that contribute to the magnitude of a given flood 

are many, yet a great flood may be considered as arising from one of the 

following concurrences of circumstances:

(1) A series of storms passes over a drainage area. The first 

storms prepare the ground by saturating it, so that the precipitation 

from the last storm, or storms, is converted principally into run-off.

(2) A single great storm, well centered, continues over the 

drainage area long enough to saturate the ground and convert the precipitation of its later stages into the maximum run-off that the ground will 

permit.

(5)» A single storm, well centered over the drainage area, produces rates of precipitation so high as to prevent the ground, whatever 

its absorptive capacity may be, from absorbing an appreciable part of the 

rain, thus giving rise to very high rates of run-off.

These several types of occurrence may produce essentially the 

same effect insofar as the resulting flood peak is concerned. As we do 

not yet know enough about the mechanics of storms to deduce the maximum 

storm configuration that may form over a given, area, we may, to construct 

the limit flood, employ a modification of the method originated by 

Sherman and developed by Bernard.

Such a concurrence of circumstances is very improbable, but the 

resulting flood is certainly possible. The peak determined in this 

manner would be a reasonable estimate of the limit flood; zero, of course, 

may be taken as the lower limit.

Conclusions

To represent adequately a stream-flow distribution a curve with 

four arbitrary constants is necessary; this is the required degree of 

flexibility in order that the curve correspond to the population in mean, 

standard variation, skewness, and kurtosis.

Because of the errors of sampling only two of these constants 

can be determined with any degree of reliability from the items of a 

small sample. Ho method of curve fitting can circumvent the indetermlnacies Introduced by these errors, because the errors are Inherent in 

the sample.

* Added at the suggestion of G. H. Xatthes, chairman, Am. Soc. Civil Kng. 

Committee on Flood Protection Data.
432 FLOODS IN THE UNITED STATES

Two more constants may be determined from a knowledge of the 

limits of the variation.

Zero flow may be taken as a reasonable estimate of the lower 

limit of floods. A modification of the Sherman-Bernard unit-graph method, 

designed to give the peak flow from a possible storm, the probability of 

whose occurrence, however, is negligible, can be used to give a reasonable estimate of the upper limit of floods.

In the writer's opinion the statistical method, In whatever 

form employed (graphic or analytical), Is an entirely inadequate tool in 

the determination of flood frequencies. When used in conjunction with 

nonstatistically Inferred data, however, it may attain a high order of 

precision.
HYDROLOGIC COHDITIOKS AS AFFECTING THE RESTJLTS OF THE

APPLICATION OP METHODS OF FREQUENCY ANALYSIS TO FLOOD RECORDS

By Robert E. Horton-*

A simple illustration of the necessity of considering hydrologic 

conditions in connection with statistical analyses of floods or other hydrologic data is afforded by variation in methods of sampling or selection 

of data to be utilized. Some writers on flood frequency use analyses 

based on a tabulation of maximum annual floods. Others hold that with the 

view of utilizing all the available data, the best determination of flood 

frequencies requires the use of all the stream discharges at all stages, 

from the highest to the lowest. Both these extremes are subject to 

serious objections. With regard to annual maximum floods it may happen 

that the highest flood in a certain year is exceeded by several floods in 

other years. A statistical analysis based on maximum annual floods alone 

is certain to lead to predicted frequencies of major floods less than 

their actual frequencies of occurrenc.

In general, major floods on not too large areas are caused by 

rain which not only covers substantially the entire drainage basin but 

which has such an intensity that surface run-off is produced from substantially the entire drainage basin. Storms of this class may be called 

"general storms." In order to obtain consistent results it appears that 

in a given array of data for a statistical analysis, with a view, in particular, to determining frequencies of major floods, only floods or stream 

rises resulting from general storms should be included. If floods resulting from local storms or storms covering only part of a drainage basin are 

included, then the data which such storms represent include at least two 

additional independent variables - namely, (1) storm area and (2) location 

of storm area - which are not included or required in connection with 

general storms.

The lower limit of flood magnitudes to be included in major 

floods resulting from general storms can be fixed approximately from

* Consulting Hydraulic Engineer, Voorheesville, N. Y.

478 O 36 28 433
434 FLOODS IN THE UNITED STATES

hydrologic considerations. It is not true, as might at first appear, that 

general floods may range in magnitude from zero up to the highest. With 

minor exceptions, surface run-off, which is the main cause of flood discharges, will occur if and only if there is a rain intensity in excess of 

the infiltration capacity for some time interval during the storm. A 

general rain that has a sufficient intensity to produce rainfall excess 

and surface run-off around the margins of a drainage basin will invariably 

have an average intensity considerably greater than the infiltration capacity and will produce a flood rarely, if ever, less than some certain 

magnitude. For example, to consider winter conditions, if the infiltration capacity of a given drainage basin is 0.01 inch an hour or onefourth inch a day, a storm that is central over the basin and that has an 

intensity of at least one-fourth inch a day around the margins of the 

basin is likely to have an average intensity of at least one-half inch a 

day over the drainage basin as a whole. Therefore any storm on such a 

drainage basin that is capable of producing a general flood under winter 

conditions would produce a flood run-off rate of at least one-fourth inch 

a day.

In selecting the minimum flood magnitude to be utilized, the 

minimum should be low enough to include all general floods but not low 

enough to include either any considerable number of stream rises resulting 

from local rainfall or of stream rises in which a large proportion of the 

total measured run-off is derived from ground-water flow. Wide variations 

in this limit occur in relation to floods occurring at different seasons 

of the year and on drainage basins of different types. For a perfectly 

impervious drainage basin, obviously all stream rises should be included 

as major floods if they result from general rains. In a highly permeable 

drainage basin there may be relatively few if any floods that can properly 

be Included in the category of general floods or that represent direct 

surface run-off from the entire drainage basin.

Inasmuch as the value of the constants in the writer's formula 

for maylimim flood limits (formula 1) and the flood frequencies obtained by 

the application of other frequency methods is sanewhat affected by the 

magnitude used for the minimum flood, it is obviously Important to give 

this matter careful consideration.
H5TDROLOGIC CONDITIONS AS AFFECTING THE RESULTS OF THE 435 

APPLICATION OP METHODS OP FREQUENCY ANALYSIS TO FLOOD RECORDS

It is not unusual to include all floods in a single statistica1 

analysis, regardless of the season of the year at which they occur. This 

usually means the combination of several sets of data in which the occurrence of events in any one set is governed by independent variables differing from those that govern other sets. The effect is precisely tiie 

same as that resulting from the use of a nonhomogeneous series of events, 

as illustrated by the winter floods on the Tennessee River drainage basin: 

it may lead to a statistical result indicating a frequency of major floods 

less than their actual frequency.

Floods on a given drainage basin may be of several different 

hydrologic types - for example, (1) fall floods resulting from general 

rains of the cyclonic type, either alone or accompanied by widespread intense rains of the thunderstorm type; (2) winter floods resulting from 

rains of the purely cyclonic type on bare or frozen ground or ground with 

low infiltration capacity; (5) winter or spring floods resulting from a 

combination of general rains and melting of snow; (4) summer floods resulting from highly intense thunderstorm rains, with moderate or light 

general rain. The independent variables governing each of these types of 

floods are different.

A homogeneous record may be defined as one in which the independent variables producing the events are the same throughout the period of 

record and in which all the events included are produced by one set of 

independent variables. From this definition it will be seen that there 

are two kinds of homogeneity - (1) homogeneity with reference to type or 

independent variables involved, (2) homogeneity with reference to time. 

If a record is homogeneous with reference to time, then the results of 

statistical analyses of the first and second halves of the record, taken 

separately, should be the same except for the effect of errors of sampling. If the record is not homogeneous with reference to time, such an 

analysis applied to portions of the record before and after the changes 

took place may give correct results with reference to each set of conditions and will, furthermore, be Indicative of the extent and magnitude 

, ^

of the effect of the changes on hydrologic conditions.

It is desirable to have a clear understanding of the variables 

controlling the events. As a rule hydrologic events - flood magnitudes, 

for example - are not functions of an infinite number of direct, Independent variables. In simmer floods due to surface run-off, exclusive of
436 FLOODS IN THE UNITED STATES

ground water flow, the principal variables that are directly operative 

are: (1) rain Intensity, (2) rain distribution in time, (3) areal rain 

distribution, (4) duration of rain Intensity, (5) storm path, (6) form 

and character of stream drainage net, (7) Infiltration capacity, (8) 

depression storage, (9) lake, swamp, and marsh storage, (10) Initial channel storage, (11) surface slope, (12) surface roughness, (13) length of 

overland flow, (14) vegetation, particularly as affecting interception of

rainfall, (15) temperature, mainly as affecting interception of rainfall

 

by vegetation.

If there is no progressive change In rainfall factors included 

in the first five of these Items, the principal changes likely to affect 

magnitude of summer floods on streams without natural storage regulation 

are (1) drainage, which Is likely to affect items 6, 11, and 13; (2) 

changes In cultural conditions, such as a change from cultivated to fallow 

land, or the reverse, which will affect items 7, 8, and 12; (3) changes in 

vegetation, such as deforestation and subsequent growth of grass or crops, 

which will generally affect items 7, 8, 12, 14, and 15 and which are often 

accompanied by changes of infiltration capacity.

In summer floods, the variable changed most by human operations 

is usually item 7, infiltration capacity.

As regards winter floods, the same variables are involved and, 

in addition, (1) condition of the soil - whether frozen or unfrozen and, 

if frozen, the percentage of soil moisture which it contains; (2) snow 

cover - its depth, density, structure, and distribution. Infiltration 

capacity becomes smaller, less variable, and relatively less important in 

winter than in summer.

For the purpose of illustrating the effect of changes in hydrologic conditions on flood magnitudes and frequencies, the record of winter 

floods on the Tennessee River drainage basin above Chattanooga for the 60- 

year period 1874 to 1933 will be utilized. As results of the same general 

character would be obtained by the application of any one of several 

existing frequency formulas or methods of frequency analysis applied to 

the flood data, an anlaysis by a single formula or method will serve for 

purposes of illustration. A formula developed by the writer-::- will be 

utilized.

-::- Horton, R. E., Determining the mean precipitation on a drainage basin: 

New England Water Works Assoc. Jour., vol. 38, no. 1, pp. 21-24, 1924.
HTDROLOGIC CONDITIONS AS AFFECTING THE RESULTS OP THE 437 

APPLICATION OP METHODS OP FREQUENCY ANALYSIS TO FLOOD RECORDS

-k(t-t ) n

q = qg - (ig - q0 )£ ° ............ (i)

in which q r magnitude of a. flood having either an average recurrence 

interval t or an exceedance interval te . The formula may be applied for 

the determination of either recurrence intervals or exceedance intervals,

Recurrence interval may be defined as the average interval of 

occiirrence of floods or other hydrologic events equaling or exceeding a 

given magnitude. Recurrence intervals are given by the formula

t - H - T n+1 ................ (2) \"i

in which T I total period, in years, covered by the record. 

N Z total number of events in the record. 

n ~ the number of a given event or flood in order of magnitude, beginning with the lowest.

Exceedance interval may be defined as the average interval in 

years at which an event of a given magnitude is exceeded. Exceedance 

intervals are given by the formula

(3)

If, as has been done in formula 1, recurrence intervals are used, the data 

are arranged in order of magnitude, the recurrence intervals for the different observed events are computed by formula 2, and the magnitudes of 

the events are plotted in terms of their recurrence intervals.

In formula 1, q0 is the minimum value or magnitude of a flood or 

event of a given type, and to is its recurrence interval. These quantities 

are determined from the data and from hydrologic considerations as above 

outlined. The form of equation 1 is such that as t-»oo, the flood magnitude q approaches a limiting or maximum value q asymptotically. Formula

g 

1 generally resembles other frequency formulas applied to flood data except

in this respect. Some formulas indicate that flood magnitudes increase 

without limit - in other words, the calculated flood magnitude approaches 

infinity as the average recurrence interval approaches infinity. This is 

true, for example, with the normal or Gaussian law of error.

In accordance with formula 1, flood magnitudes always continue 

to incr-ease as the recurrence interval increases, but they increase toward 

a definite limit and not toward infinity. This is believed to be the more 

rational form of expression. NO terrestrial stream can produce an
438 FLOODS IN TBE TJHITED STAKES

Infinite flood. A small stream cannot produce a major Mississippi River 

flood, for much the same reason that an ordinary barnyard fowl cannot lay 

an egg a yard in diameter: it would transcend nature's capabilities under 

the circumstances.

If the data are good and homogeneous, it will generally be found 

that the lower or left-hand portion of the recurrence-interval curve 

plotted directly from the data is clean-cut and sharply defined. Above a 

certain point there is often a break in the plotted curve, and the data 

became scattered. An underlying principle is bhat the constants in equation 1 should and can be determined from the sharply defined, consistent 

lower portion of the plotted curve. The observations on which this portion 

is based are so numerous that it is less affected by errors of sampling 

than the higher portion.

For the purpose of determining the constants in equation 1, 

three pairs of values of q and t are to be selected from the curve plotted 

from the observed data. It should be strongly emphasized that unless 

these data give a sharply defined, consistent curve for the lower portion 

of the record, accurate results may be unobtainable. At least two of the 

pairs of values used in determining the constants are always to be taken 

from this sharply defined part of the curve. The third pair may generally 

be taken from the less well-defined part of the curve, corresponding to a 

little longer recurrence interval, provided the points are well balanced 

and well distributed. If this rule Is followed, different persons working 

with the same data but using, perhaps, different pairs of values of q and 

t in determining the constants, will arrive at nearly though not always 

precisely the same limiting magnitude.

Formula 1 may be referred to as a frequency formula. It is, 

however, primarily a formula for determining the maximum or minimum of hydrologic events as closely as these limits can be determined from statistical considerations alone. Formula 1 can be applied as a frequency formula in the ordinary sense when and only when these limits have been 

determined.-*

-:s- The method of deriving the constants in equation 1 has not heretofore 

been published and is given, for the sake of completeness, in an 

appendix.
HXDROLO3IC COHDITIOHS AS AFFECTBIG THE KESUIffiS OF THE 439 

APPLICATION OP METHODS OP FREQUENCY ANALYSIS TO FLOOD RECORDS

Prom data listed on pages 204 and 205, the items representing 

winter floods on the Tennessee River at Chattanooga, occurring in the 

months of December to April, were compiled for plotting on figure 19. The 

two upper curves on this drawing furnish a basis for comparison of floodrecurrence interval and magnitude for the two 30-year periods, 1874 to 

1905 (April 1894 to September 1905) and 1904 to 1953. The minimum magnitude for general winter floods has been taken at 112,000 second-feet. For 

the first 30-year period the total number of winter floods is 106 and the 

average flood 178,700 second-feet. For the second 30-year period the total 

number of winter floods is 87, and the average flood 158,000 second-feet.

If, however, floods of over 200,000 second-feet, which may be 

regarded as major floods, are considered the first 30-year period contained 

32 such floods, and the second only 10. This apparent change in frequency 

of major floods is reflected In the records for different months, as shown 

by the following table:

Table 13.- Variation in frequency and magnitude of 

Tennessee River floods at Chattanooga, Tenn., for 50-year periods

Floods over Floods over

112,000 c.f.s. 200,000 c.f.s.

Month Number Average* Number Average* Maximum*

1874- 1904- 1874- 1904- 1874- 1904- 1874- 1904- 1874- 1904-

1905 55 1905 33 1905 55 1903 33 1905 55

1

Dec.

Jan.

Feb.

Mar.

Apr.

Average

2

9

18

25

52

22

i e\a

3

14

16

22

29

6

87

 

4

151.0

188.9

170.6

191.0

172.8

178.7

5

149.

152.

161.

159.

174.

158.

5

8

2

1

5

0

6

1

8

5

11

7

52

- 

7

1

2

5

3

1

10

8

227

241

240

260

239

247

9

248

245

229

253

275

245.7

10

227

271

254

561

349

361

11

248

261

266

310

275

310

* Thousands of second-feet.
440 FLOODS IN THE UNITED STATES

375* 

350 

325 

300 

275 

250 

225 

200 

175 

150 

125 

100

f 300 

1 

§275

i 260

f 225

4*

3

,200

|l75 

S 

150

125 

100 

300 

275 

250 

225 

200 

175 

150 

125

iooe

Average recurrence interval in years 

) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1

f

4

.

t

A»Jt

J

/

f

>7

f

/

\ \

aptotic limit. 356

/

X ..

^

S"

,. 

/

<<

000 s

1 <J-H^

^

 356,

^

_

 ao - 244,000 j-°- 579 (*

_*- -V

A.yi

>-H »

*

optoti

. '

0.0.00

 ~-

- 0.2)0' 846'

30-year re

Highest flood 

(361,000 secont 

limits of diagi

Tallies used in 

t^ s 0.5 

t2 s 1.0 

t3 s 3.0

E Hiri

~ 

) - 19

;, 310

,. -^'

1.000

000 s

- 

(-0.34,

sord. 1874-1

In 30-year r 

i-feet) plct 

ram.

determining 

HI = 158, 

B2 205, 

% s 295,

jcond-

 -

J (t -

^

feet 

_ 

0.3)°

H

303

ecord 

3 outside

constants: 

DOO 

DOO 

300

 

.678

-

. -*

30-year record. 1904-1938

Highest flood in 30-year record 

(310.000 second-feet) plots outside 

limits of diagram.

Values used In determining constants I 

ti a 1 HI a 162.500 

t2 r 4 H2 = 225,000 

t3 a 10 83 270,000

60-year record. 1874-1933

ricoda with greater Interval of 

recurrence than 9 years are not shown.

-^

1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17

Average recurrence interval In yean 

Figure 19. Flood Intervals and magnitudes. Tennessee Hirer at Chattanooga, Tenn., 1874-1933
HTDROLOGIC CONDITIONS AS AFFECTING THE RESULTS OF THE 441 

APPLICATION OF METHODS OF FREQUENCY ANALYSIS TO FLOOD RECORDS

The average date of winter floods of 200,000 second-feet or more 

was March 1 in the first half of the record and February 17, or 12 days 

earlier, in the second half.

These figures suggest the possibility of a systematic change in 

hydrologic conditions, which has decreased the tendency to production of 

extremely high floods since about 1904 and has set back the occurrence of 

the higher floods by 12 days.#

Large summer floods are infrequent, and the data considered are 

too meager to provide a basis for a definite conclusion. The indication 

is that there has been little change in summer floods. If the difference 

in frequency and magnitude of winter floods is due to a change in the hydrologic conditions, this change should be reflected in the hydrologic 

cycle in other ways.

The following data in relation to water losses in the Tennessee 

River drainage basin - that is, the portion of the rainfall removed from 

the basin - are taken from a memorandum prepared by W. G. Hoyt for inclusion in Water-Supply Paper 772, in the chapter dealing with relations between rainfall and run-off in the Tennessee River basin.

For the 10-year period 1885 to 1894, with 49.32 inches of rainfall, the water losses were 23.63 inches. For the last 10-year period of 

the record, 1925 to 1934, with 49.09 inches, or almost identical rainfall, 

the water losses were 28.48 inches, or nearly 5 inches greater than in the 

first period. (Rainfall and water losses are average annual values.)

Other 10-year comparisons show similar evidence of a progressive 

increase in water losses. For example, the period 1900 to 1909, at about 

the beginning of the second half of the flood record, shows water losses 

of 26.04 inches, with 50.69 inches of rainfall. The last 10-year period, 

1925 to 1934, shows water losses of 28.48 inches, or about 2 1/2 inches 

more than the earlier period, with 1.6 inches less rainfall.

Applying formula 1 to the entire 60-year flood record at Chattanooga leads to an apparent flood magnitude considerably below the observed 

maximum. *»

« The average date of major floods is 20 days earlier in the second 

period if November floods are included.

** In a study of flood data on ten large rivers in the United States, dated 

February 5, 1920, the writer found that the record of the Tennessee 

River at Chattanooga was the only one of the ten for which formula 1 did 

not give consistent results or lead to a maximum at least equal to the 

highest observed flood.
442 FLOODS IN THE UNITED STATES

A recurrence Interval curve was plotted from the first half of 

the record, and the following equation was derived from it:

-0.579 (t-0.2) 0' 846 , % 

q = 356,000 - 244,000 £ ...... (4)

The curve computed from this equation is in exceedingly good agreement 

with the well-determined lower portion of the curve plotted from the observed data.

The highest recorded flood in the first half of the period Is 

361,000 second-feet as compared with a ntftylimim of 356,000 second-feet calculated by the writer's formula.

The data for the second half of the record, 1904 to 1933, were 

also plotted and yielded the equation

-0.542 (t-0.2) " , . 

q = 310,000 - 198,000 £ ...... (5)

This equation gives a mgyJTnum of 310,000 second-feet, the same as the observed maximum for this period.

That a statistical method should give better results for each 

of two 30-year periods than for the complete 60-year record is an unusual 

result, of itself indicative either of progressive change or else of lack 

of homogeneity in the data.

Of course formula 1 will not give exactly the limiting flood 

magnitude. Usually it gives a calculated maximum somewhat greater than 

the highest observed ma -rim" , for example, application of formula 1 to 

flood stages on the Pee Dee River at Cheraw, S. C.,# (drainage area 7,580 

square miles), for the 58-year period 1893 to 1950 gave the result:

H r 49.4 - 22.4 fi-0- 362 ^'^°'^\ ......... (6)

This indicates a limiting maximum flood stage at Cheraw of 49.4 feet, as 

compared with the observed maximum stage of 44.3 feet during the period of 

record.

The agreement of observed and calculated ma^ma for each of the 

two periods for the Tennessee River at Chattanooga is really too good. 

The calculated maxima should have been greater. The probable reason for 

this will subsequently be discussed.

* Report on Yadkin-Pee Dee River, N. C. and S. C.: 73d cong., 1st sess., 

H. Doc. 68, p. 125.
HYDROLOGIC CONDITIONS AS AFFECTING THE RESULTS OF THE 443 

APPLICATION OF METHODS OF FREQUENCY ANALYSIS TO FLOOD RECORDS

There are several reasons why the true maximum flood magnitude 

cannot be exactly determined by formula 1 and also reasons why true flood 

frequencies cannot be determined by other flood formulas or methods of 

frequency analysis, even though the data are homogeneous in all respects:

1. Host of the available flood data are 24-hour averages for 

the highest record day. This is Invariably less than the true average for 

the highest 24-hour period, the difference usually increasing as the size 

of the drainage basin decreases.

2. Host flood data are subject to the condition that groundwater flow may vary over a wide range under conditions where the surface 

run-off intensity Is the same. In some basins more consistent results in 

the application of frequency formulas could probably be obtained by deducting the ground-water flow and using flood data representing surface 

run-off only.

5. The data themselves are always subject to errors of observation, and some of them to serious errors of method. At Chattanooga the 

first current-meter measurements were made In 1891, and few discharge 

measurements have been,made at stream stages corresponding to discharges 

of more than 200,000 second-feet. On October 22, 1915, the Chattanooga 

gage became affected by backwater from the Hales Bar dam, S3 miles downstream. Between that date and 1921 discharges were determined In part 

from the observed slope between two gages, in part from gage readings at 

Bridgeport, Ala., in conjunction with discharge measurements at Chattanooga. Since January 5, 1921, various gages at the Hales Bar dam have 

been used in conjunction with discharge measurements at Chattanooga and 

Hales Bar.

The writer has no desire to disparage the use or belittle the 

value of mathematical analyses in hydrology. The study of the Chattanooga 

record reveals, however, many respects in which such analyses, particularly 

statistical analyses, should be accompanied by a study of the hydrologic 

conditions. In this case application of statistical analysis to the complete flood record leads to inconsistent results. Statistical methods 

applied to the same record, after taking into consideration changes lii 

hydrologic conditions, lead to consistent results. Furthermore, they aid 

in the interpretation of the hydrologic conditions.
444 FLOODS IN THE UNITED STATES

The data and the statistical analysis indicate the possibility 

of a change in conditions in the Tennessee drainage basin which has 

brought about a decrease in magnitude and frequency of measured floods, 

has resulted in making earlier by 12 days the average date of major 

floods, and has materially increased the water losses from the drainage 

basin. In this case, as in others where the results of statistical analyses may be affected by changes in conditions, it is desirable not only 

to determine the effect but, if possible, to determine whether an adequate 

cause can be found. This may aid in making correct statistical interpretation of the data and in avoiding misleading results. A full discussion 

of the possible causes of the hydrologic changes in the Tennessee drainage basin indicated both by the data themselves and by the analysis of 

flood frequency would lead too far afield. The following suggestions are 

offered as worthy of consideration but are not necessarily conclusive:

The observed changes in hydrologic conditions may be the result 

of changes in meteorologic conditions, or changes in topographic or cultural conditions.

The studies of W. G. Hoyt, above referred to, indicate an 

increase of mean annual air temperature of about 2°F. in the Tennessee 

River drainage basin since 1888, when maximum and minimum thermometers 

were generally installed at United States Weather Bureau stations. 

Kincer* has found evidence of a similar widespread increase of air temperature, and there seems to be little doubt of its reality. The records 

used for the Tennessee River drainage basin, however, were all made in 

cities, and it may fairly be questioned whether there has been a corresponding increase of air temperature in the purely rural areas. Even an 

increase of 2° in air temperature is apparently inadequate to account for 

more than about one-third of the observed increase of water losses.

Mr. Hoyt's studies also indicate some decrease of mean rainfall. 

Under conditions such as exist in the Tennessee River drainage basin, 

this should produce a decrease in water losses. Instead there has been a 

substantial increase.

A decrease in rainfall and an increase of air temperature might 

tend, however, to decrease flood magnitudes and also to make earlier the 

date of snow melting. The observed changes in these factors appear inadequate to account for the relatively much larger change in the magnitudes and intensities of major floods.

* Kincer, J. B., A study of long-time temperature trends: Monthly 

Weather Review, vol. 61, no. 9, pp. 251-259, September 1933.
HYDROLOGIC CONDITIONS AS AFFECTING THE RESULTS OF THE 445 

APPLICATION OF METHODS OF FREQUENCY ANALYSIS TO FLOOD RECORDS

As to changes In cultural conditions, the census report for 

1880* states, with reference to Tennessee:

"The eastern part of the State, occupied by the 

Cumberland plateau and the high ranges of the southern 

Allegheny Mountains, is covered with a heavy forest of 

oak and other hard woods, mixed at high elevations with 

hemlock, pine, and spruce and constituting one of the 

finest bodies of timber now standing in the TJnited 

States. It contains, besides white and chestnut oak of 

fine quality, much yellow poplar, black walnut, and 

cherry. In the southeastern counties, especially In 

the valley of the Tennessee River, the hard-wood forests 

have been, however, already destroyed over large areas 

to furnish charcoal for the iron-manufacturing industry 

established here."

The same report states with reference to the portion of western 

North Carolina lying within the Tennessee River drainage basin**:

"The high ridges and deep valleys of the Appalachian 

system which culminate in the western part of the State 

are still everywhere covered with dense forests of the 

most valuable hard-wood trees mingled with northern pines 

and hemlocks. The inaccessibility of this mountain 

region has protected these valuable forests up to the 

present time, and few inroads have yet been made into 

their stores of oak, cherry, yellow poplar, and walnut."

Hap accompanying the census report show the entire Tennessee 

River drainage basin above Chattanooga covered with dense forest.

Exhaustive study of the history of deforestation in the

Tennessee drainage basin has not been made. However, from general knowledge and information readily available# it appears that unquestionably 

extensive deforestation took place in this basin beginning about 1890 and 

continuing into the second half of the period of record. In some places 

this deforestation was partial, the smaller growths being left standing; 

in others it was followed by clearing and cultivation and the growth of 

crops, such as corn.

This raises the interesting question, What if any effect may 

the cutting of timber in this drainage basin have had on water losses and 

flood magnitudes? Deforestation might either increase or decrease water 

losses, the effect depending in part on the kind of vegetation, if any, 

that replaces the forest.

* Forest trees of North America: U. S. 10th Census, vol. 9, p. 545.

** Idem, p. 515.

* Relation of forestry to the control of floods, 70th Gong., 2d sess., 

H. Doc. 573. A national plan for American forestry, 75d Cone., 1st 

sess., S. Doc. 12, pp. 109, 193.
446 FLOODS IN THE UHITED STATES

In dealing with so complicated a subject as the effect of 

changes in vegetation and soil conditions It is in general necessary to 

study each drainage basin as an independent problem. Few safe generalizations can be made.

Flood magnitudes, particularly for summer floods, are highly 

sensitive to changes of infiltration capacity of the soil. For example, 

a long-continued rain intensity of 1 inch an hour on a small area, with 

an infiltration capacity of one-third inch an horn; would produce a runoff Intensity of about 400 second-feet per square mile. The same rain 

intensity on the same area but with double the infiltration capacity 

would produce a maximum run-off Intensity only one-half as great, or 

about 200 second-feet per square mile. Infiltration capacities vary over 

a wide range on different areas and under different conditions, particularly in summer.

Evidence of lack of change in summer flood frequencies and 

magnitudes on the Tennessee River drainage basin indicates, so far as it 

goes, that there has been no Important change of the infiltration capacity as between the two periods considered. On some drainage basins a 

change of infiltration capacity may follow deforestation and subsequent 

methods of land use. For such basins the results of deforestation may be 

widely different from those in the Tennessee drainage basin.

The effect of deforestation on water losses depends both on 

changes of Infiltration capacity and on changes in soil temperature. The 

experiments of Ebermayer* and others show generally, for summer conditions, an Increase of temperature in open areas of 4° to 8°F., both at 

the soil surface and at a depth of 4 feet as compared with temperatures 

in adjacent forest-covered land. There is also generally an increase of 

wind velocity close to the ground in the open as compared with that under 

forest cover. The differences in soil temperature and wind velocity 

under summer conditions would apparently be adequate to account, by increased evaporation, -for the observed Increase of water losses, in spite 

of the apparent decrease of rainfall, in the Tennessee River basin.

In a drainage basin like that of the Tennessee River, more than 

half of the rainfall is derived - in effect, at least - from local evaporation. If the water losses are increased, the rainfall should

* Ebermayer, Ernst, Die physikalischen Elnwirkungen des Waldos, Berlin, 

1875.
HXDROLOGIC CONDITIONS AS AFFECTING THE RESUIffS OF THE 447 

APPLICATION OP METHODS OP FREQUENCY ANALYSIS TO FLOOD RECORDS

theoretically also be Increased. The fact that rainfall in the Tennessee 

basin shows decrease, in spite of increased water losses, may mean merely 

that the effect of increased local evaporation has appeared elsewhere or 

that the local increase of rainfall has been less than the decrease of 

rainfall in the same region due to more widespread meteorologic conditions.

Changes in widespread meteorologic conditions alone are apparently inadequate to account for the observed change of conditions in the 

Tennessee River drainage basin.

It is possible that deforestation, with the accompanying 

changes in soil temperature and wind velocity, may adequately account for 

the observed change in water losses, but such losses, which occur largely 

in summer, appear to have no direct relation to winter floods.

There are, however, circumstances under which the cutting of 

the timber might have materially decreased maximum winter flood magnitudes and at the same time Increased the water losses. Before the timber 

was cut, snow might tend to remain unmelted in the woods, accumulating 

until removed by heavy spring rains, then producing a flood of high intensity. After the timber was cut, the snow might generally not accumulate but melt or be carried away by rain between successive snowstorms, 

producing more floods but these of smaller magnitude. If this were true 

then the average date of marlmum floods would be expected to fall considerably earlier In the second half than in the first half of the period 

of record, as is found to be the case.

On the assumption that the reduction of flood magnitudes and 

frequencies in the Tennessee River drainage basin is due to deforestation, 

as active deforestation did not begin until the later half of the first 

SO-year period, it would be expected that analysis of the flood records 

of the first period by the use of formula 1 should show maximum flood 

volumes less than or not materially greater than the highest observed 

flood, as, in fact, it does show, instead of showing a higher maximum, as 

it should if the record were homogeneous. The same would be true to a 

less extent for the second period.

As shown in figure 19, there was an abrupt break in the plotted 

data for the first period for floods having a recurrence Interval of more 

than 2 years. Such a break might be attributed, at least in part, to a 

change in conditions during the period. An assumption that deforestation 

is partly the cause of a decrease In flood magnitudes in the Tennessee
448 FLOODS IN THE UNITED STATES

drainage basin is therefore consistent with the findings resulting from 

the statistical analysis.

The slope of the left-hand portion of the plotted curve for the 

entire 60-year record (fig. 19) is intermediate between that for the first 

and that for the second 30-year period. The equation of this curve would 

necessarily give a maximum limiting flood less than that for the first 

half of the record and hence less than the larger observed floods. If the 

record were homogeneous, the slopes of the left-hand portions of the three 

curves would necessarily be identical except for the effect of ordinary 

errors of sampling. Whether due to changes in meteorological conditions, 

changes in cultural conditions, or combination of the two, it is evident 

that the flood record of the Tennessee River at Chattanooga is not homogeneous throughout the sixty-year period.

Finally, it is evident that not only more consistent results but 

a greater amount of information can be obtained from a flood record by the 

proper use of statistical analysis in conjunction with an intimate knowledge of the hydrologic conditions than from a consideration of either one 

alone.

Appendix.- Determination of maximum or limiting magnitude and 

determination of the constants in the Horton integral frequency formula

For convenience let G be the maximum or limiting value and L the 

minimum value of the flood or other magnitude under consideration, L and 

to being known. R is the magnitude having a recurrence interval t, and 

t0 is the recurrence interval for the minimum value L. The equation can 

then be written as follows:

RIG- (G-L)£-k(t-to)n ............. (i)

from which

jj_

G - R - & " Ei an(j f 0' _ G - fr

" *(t-t0 ) n £ - G - R

and taking

natural logs, k - - in , " ............... (2) it. 4. \ n a " a (t-t0 )

Three pairs of values - (R^t^), (Rgtg)* anci (^3*5) - are taken 

off from the left-hand portion of the plotted integral frequency curve 

within the region where the curve is well determined and can be drawn in 

accurately from the plotted points.
HYDROLOGIC CONDITIONS AS AFFECTING THE RESULTS OF THE 449 

APPLICATION OF METHODS OF FREQUENCY ANALYSIS TO FLOOD RECORDS

For points 1 and 2,

1 G - L 1 G - L In ... (3)

n - 

(t-L-t0 ) n G - RI (tg - t0 ) n G - Rg

For points 2 and 3,

1 G - L 1 G - L

k - 71 T~Tn ln ,, w - /+. +. %n ln P ... (4) (tg - t0 ) G - Rg (ts - t0 ) G - R5

The unknown quantities are G and n. 

From equation 3,

n

In F (R2 ) _

*1 ~ *0/~ ln p 

From equation 4,

't s - tQ\n In F (R5 )

t2 - t0j = In F (Rg) = p (*2,5> ....... (6>

P(R) c ffi ............ m

--t.. ........(3)

Taking common logs of equations 5 and 6, we get

n los p(t > ^g

n log F(t5 g) _ log ln F 5 ........ .(10)

In

Hence,

In F(Rg) 

106 In F( Rl ) 

n r ............ .(11)

log F(t2>1 )

In these two right-hand terms of equations 5 and 6, G is the 

only unknown quantity. Assume a series of values of G, compute the corresponding values of the two right-hand fractions, and plot both in terms 

of G. The point of intersection of the graphs will give the required 

values of G and n. A check on the value of n can be made by substituting 

the value of G in equation 11 and computing for n. The value of k can be 

found by substituting the values of n and G in equations 3 or 4. 

478 O 3fl 29
450 FLOODS IN THE UNITED STATES

The calculation of constants Is direct and not difficult. The 

writer Is accustomed to using natural logarithms for F(R) and common 

logarithms elsewhere. Natural logarithms may be used In both cases; or, 

using the conversion factor,

In x r 2.5026 log x,

common logs may be used throughout, permitting the use of a log log slide 

rule.

If pairs of points used In determining constants are not so 

chosen that they fall «n a curve represented by equation 1, an Intersection cannot be obtained.

Note.- In United States Geological Survey Water-Supply 

Paper 234, reprinted from a report of the National Conservation 

Commission, February 1909, consideration is given on pages 22 to 

24 to the relation between storms and floods In the Tennessee 

basin above Chattanooga during the periods December to May, 

1884-95 and 1896-1907. On the basis of information then available It is there stated that, along with deforestation of the 

Tennessee basin, "a decided decrease in the number and duration 

of floods during the period of record" is attributable to a decrease in rainfall, or that "the rainfall has decreased, even to 

a greater relative extent than the floods." The basis adopted 

for comparison consisted of the number of flood-producing rains 

and the number of flood days. The result showed an average increase of 18.75 percent in the number of days of flood per storm 

during the 24-year period of record. What would be indicated in 

this regard by a similar study of the rainfall and run-off 

records available at the present time has not been determined. 

However, the data referred to further emphasize the point made 

by Horton to the effect that adequate knowledge of hydrologic 

conditions is essential to an understanding of the significance 

of flood phenomena.- R. W. D.
DETERMINATION OF FLOOD PLOW BY UHIT-HYDROGRAPH METHOD 

By Merrill M. Bernard*

The unit-hydrograph method is a procedure for determining the 

rates of surface run-off from a particular basin, by analogy from observed 

rainfalls and the corresponding observed hydrographs of surface run-off 

from the same basin. The method is comparatively new, having been originated by L. K. Sherman in 1932 and amplified by the writer in 19M. 

Mr. Sherman in a memorandum, made a part of the report of the special 

advisory committee of the Section of Hydrology of the American Geophysical 

Union, states in substance that the hypothesis upon which the method is 

based is that in any drainage basin surface run-off from rainfall that is 

distributed with satisfactory uniformity as to area and time and that 

occurs in a given unit of time will produce hydrographs in which the bases 

are approximately equal and the ordinates vary with the intensity of net 

rainfall (rainfall minus infiltration and other losses). In other words, 

the ordinates vary with the magnitude of that portion of the rainfall 

which produces surface run-off. The method has since been investigated 

and used by others in a variety of hydrologic problems. It was a subject 

of study in the investigation of the relation of rainfall and run-off 

carried on coordinately with the flood study. (See U. S. Geological Survey Water-Supply Paper 772.)

Within the scope of the study of rainfall and run-off, consideration was given to the use of the unit-hydrograph method as a means of 

determining flood flow. The advantages of this method are, briefly,

(a) It gives a result in terms of the flood hydrograph rather 

than the peak value only, and therefore for some purposes it may be more 

informatory than several otherwise acceptable methods of estimating floods.

(b) It is adaptable to sources of basic data that are generally 

available, such as the published records of the United States Weather 

Bureau and the United States Geological Survey.

(c) It affords a means for dealing quantitatively with drainagebasin characteristics.

(d) Where flood flow only is to be considered, it presents a 

direct and reasonably consistent means of grouping many indeterminate 

factors into one coefficient.

it Consulting Civil Engineer, Crowley, La.

451
452 FLOODS IN THE UNITED STATES

The unlt-hydrograph method lends itself particularly well to determination of flood flows by storm superposition or transposition. Previous application of storm superposition has been at some disadvantage, 

owing to the inadequacy of the technique for taking into account the 

effect of drainage-basin characteristics on run-off when translating the 

records of flood occurrence on one basin into terms of possible occurrence 

on another basin. The results have often been disappointing, even though 

the basins were in the same general region and of approximately the same 

area. Also no similarly adaptable device has been available heretofore 

for directly comparing, in the final terms of flood flow, the effect of 

placing a storm of a given pattern in various positions on the basin. An 

illustration of such treatment of the flood-flow problem is presented in 

United States Geological Survey Water-Supply Paper 772, in the chapter 

contributed by Merrill M. Bernard, to which the reader is referred for details of the procedure. A brief digest of the more notable features follows.

Distribution graphs

A unit hydrograph is defined as the hydrograph of surface runoff resulting from rainfall within a unit of time, as a day or an hour. A 

distribution graph is a unit hydrograph of surface run-off modified to 

show the proportional relations of its ordinates in percentage of the total surface run-off.

The development of distribution graphs, which reflect the combined influence of all drainage-basin characteristics on stream flow, is 

presented in Water-Supply Paper 772, in the' chapter devoted to the unit 

hydrograph and distribution graphs. The distribution graphs for the 

basins here considered were obtained from that source.

Storm analysis

It is believed that the record of storms published by the United 

States Weather Bureau, notwithstanding the comparatively short period 

covered, provides a means of making approximate estimates of maximum 

storms and gives an indication of ultimate extremes of storm magnitudes. 

An analytical treatment of sources of air moisture, storm paths, and other 

meteorologic considerations may sometime furnish more complete information
DETERMINATION OP FLOOD PLOW BY TJNIT-HYDROGRAPH METHOD 453

as to possible storm magnitudes. Available records of excessive rainfall, 

as analyzed by the Miami Conservancy District, provide detailed Information regarding the 250 greatest storms visiting that part of the United 

States lying east of the 103d meridian. In that analysis the storms of 

such areal extent that they embraced at least five precipitation stations 

recording 6 inches or more of 3-day rainfall are compared and classified 

on the basis of the fifth highest 3-day rainfall, which is referred to as 

the storm index.

Figure 20 shows a sufficient number of storm indexes plotted at 

their approximate storm centers to define the position of isohyetal lines 

embracing areas in which storms of equal or greater index have occurred.

The present analysis has adopted the division of the year suggested by the Miami Conservancy Report, into quarters beginning November 

1, February 1, May 1, and August 1. It then eliminated from consideration 

in each basin those quarters of the year in which the Miami report has 

shown no qualifying storm (3-day precipitation at five or more stations 

equaling or exceeding 6 inches) to have visited that locality. It is then 

assumed that the superposed storm could have occurred in any of the remaining quarters of the year. Table 14, based on figures 50 to 57 of the Miami 

report, shows, for four of the basins studied, the seasons in which it is 

assumed that great storms could have occurred.

Table 14.- Seasons in which great storms have 

occurred on designated river systems

Basin Quarters considered Months

Delaware River 3d and 4th May 1 to October 31

French Broad River 3d and 4th May 1 to October 31

Wabash River 2d, 3d, and 4th February 1 to October 31

Skunk River 3d and 4th May 1 to October 31

An analysis of available information on storm magnitudes, geographic distribution, and seasonal distribution of great storms occurring 

throughout the eastern and central United States made it possible to determine for each of these basins the greatest storm that had visited the 

general locality within the period 1892-1931. The data in the technical 

reports of the Miami Conservancy District, as they are now being revised,
454 FLOODS IN THE UNITED STATES

figure represents 

n position of 

center.

Figure 20< Hap of eastern Halted States showing storm Indexes and geographic position of their centers.
DETERMINATION OP FLOOD PLOW BY UNIT-HYDROGRAPH METHOD 455

were used as the basis for the study. The storm selected for each basin 

except the French Broad occurred so near the particular basin as to seem 

to justify the assumption that it could, with reasonable probability, have 

centered on the basin itself. For the French Broad Basin the storm was 

not shifted. The relative position of the basins and storms is shown in 

figure 21 and general data pertaining to them are given in table 15.

Table 15.- General data relating to drainage 

basins and selected storms

No.

1

1

2

3

4

Drainage

basin

2

Delaware

River

French

Broad

River

Wabash

River

Skunk

River

Gaging

station

3

Port Jervis,

N. Y.

Dandridge,

Tenn

Logansport,

Ind.

Augusta,

Iowa

Drainage area

above station

(square miles)

4

3,070

4,450

3,830

4,290

Storm selected for transposition

Distance

No. Symbol* Date Index Center transposed

(inches) (miles)

1 5

1 A

2 B

3 C

4 D

Oct.

July

Mar.

Aug.

6

8-11,

15-16,

23-27,

25-28,

1903

1916

1913

1903

7

10.65

16.75

9.00

10.15

8

Paterson,

N. J.

Altapass. 

N. C.

Richmond, 

Ind.

Woodburn, 

Iowa

9

90

0

80

60

* See fig. 21.
FLOODS IN THE UNITED STATES

Explanation

1 Delaware Hirer Basin above Port Jervis, N.T.

2 French Broad Elver Basin above Dondridge, Term.

3 Wabash Elver Basin above Logansport, Ind.

4 Sktufk River Basin above Augusta, Iowa

A Storm of October 8-11, 1903

B Storm of July 15.16, 1916

C Storm of March 24-26, 1913

D Storm of August 85-28, 1903

Figure 21. Msjp of eastern United states shoving location of storm areas 

relative to selected drainage basins.
DETERMINATION OP FLOOD PLOW BY UNIT-HYDROGRAPH METHOD 457

Flood coefficients

The unit-hydrograph or distribution-graph method, as applied to 

the determination of flood flow, utilizes the approximate proportionality 

between the ordlnates of the hydrograph of surface flow and the ordinates 

of the pluviagraph. The pluvlagraph is the graph of 100 percent run-off, 

or that produced by distributing average daily rainfall before any of the 

losses are taken into account. The ratio of the greatest ordlnate of the 

flood hydrograph of surface run-off to that of the pluviagraph is taken as 

the "flood coefficient."

Although this flood coefficient is not an average coefficient 

for the flood period, it insures agreement between the observed and computed maximum daily flows with only a slight sacrifice in agreement between other portions of the actual and computed hydrographs. It is 

generally agreed that losses, of which infiltration is the principal one, 

may very appropriately be considered a deduction from rainfall, but no method of dealing with infiltration in this manner, utilizing only basic 

data made available in the published rainfall records of the Weather 

Bureau, or.stream-flow records as 24-hour averages, has come to the 

writer's attention.

The coefficients for a particular basin are found to show systematic variation by seasonsj and the seasonal relationship thus disclosed 

is used to estimate and evaluate the conditions that might reasonably be 

assumed to prevail In relation to the great storms used in superposition. 

The coefficients are presented in Water-Supply Paper 772, under appropriate headings. The flood coefficients were developed by selecting for 

each season of the year (exclusive of winter periods) the greatest flood 

occurring within the time covered by the record of stream flow. It was 

found that as a rule the month having the greatest flood was also the 

month of greatest monthly run-off, and it was always a month of considerable rainfall. Also, with only a few exceptions, the critical phase of 

the flood occurred toward the middle or end of an extended wet spell, when 

the infiltration and absorption capacity of the basin was appreciably decreased.
458 FLOODS IN THE UNITED STATES

Determination of flood flow

Having available, then, the distribution graph of the basin, a 

storm of known magnitude and areal distribution, and a knowledge of 

approximate relations between surface run-off and pluviagraph under accompanying seasonal and antecedent conditions, we can construct the hydrograph of surface flow.

The procedure of determining flood flow through storm superposition may be demonstrated by using the Skunk River at Augusta, Iowa, as 

an example.

1. The seasonal flood coefficients developed by the storm 

studies are listed by date in table 16.

Table 16.- Flood coefficients as derived for 

Skunk River at Augusta, Iowa

Date

Third quarter

May 4, 1919

June 5, 1917

June 15, 1950

July 11, 1915

Fourth quarter

Sept. 15, 1926

Maximum 

pluviagraph 

value 

(second-feet)

58,000

87,500

150,500

50,000

78,500

Maximum recorded 

daily surface 

run-off 

(second-feet)

16,500

24,500

41,000

20,000

26,000

Flood 

coefficient

0.29

.28

.52

.35

.58

2. The storm of August 25-28, 1903, centering at Woodburn, Iowa 

was found to be the greatest that has visited the general region within 

the period of record.

3. The pattern of the storm, showing isohyetal lines (lines of 

equal rainfall depth) and accompanying rainfall stations, was superposed 

upon a map of the basin in such position as to give the greatest average 

depth of rainfall over the basin. (See fig. 22.) This involved a shifting 

of the storm position a distance of about 60 miles.
DETERMINATION OP FLOOD PLOW BY UNIT-HYDROGRAPH METHOD

Average distribution graph 

Day Percent 

I / 1

2 32

3 27

4 18

5 11

6 5

7 3

8 2

9 __1_ 

100

a/ say on which rainfall 

IBS recorded.

/- '

.X <y|>Counoll Bluffs {^-"-^X l^^~~io-^'/\ 

:^|=T|^\

^^^7e^CjS

Paoifio Junction '< ^yNA

27 28 29 30 

August 1903 Explanation

Pluviagraph 

Computed flood flow

\

\

Eainfall Total storm

station depth (Inches)

Iowa

Afton

Cnariton

Corning

Corydon

Council Bluffs

Hopeville

Laoona

Xenox

leon

Koont Ayr

Osoeola

Pacific Junction

Bed Oak

Tillisoa

Woodburn

10.37

11.64

11.87

8.50

12.18

11.27

6.20

7.61

7.50

4.76

10.01

3.32

7.37

7.15

15.46

Figure 22. -Storm of August 25-28, 1903, with relative looatlon of Weather Bareau stations superposed on 

Skunk Hiver Basin, Iowa, and resulting pluviagraph and computed flood hydrograpb.
460 FLOODS IN THE UNITED STATES

4. The transposed station records were then treated as if the 

storm had occurred on the Skunk River basin in the position shown. Daily 

rainfall was weighted and average depth, day by day throughout the storm 

period, was computed (fig. 22).

5. The pluviagraph for the storm was constructed as explained 

in Water-Supply Paper 772. It is shown graphically in figure 22.

6. Prom table 14 it was found that groat storms can be expected 

to visit the vicinity of the Skunk River from May 1 to October 31. Table 

16 shows that, in this period, for the years covered by the record of 

stream flow, the greatest flood coefficient developed was 0.38, on September 15, 1926. This, then, was taken as the coefficient equal to or 

greater than that which would be developed by the superposed storm under 

its seasonal and antecedent conditions.

7. The flood coefficient, applied to the ordinates of the pluviagraph, produced the hydrograph of flood flow shown in figure 22.

Conclusions

The fact that such a synthetic flood may never occur within the 

period to be identified with the economic life of a particular structure 

that is being designed, or the fact that such a flood is not subject to 

classification in terms of frequency, should not detract from its value as 

a suggestion of what the limiting flood of a basin may be. It is to be 

emphasized, of course, that the significance of the results must be 

weighed in relation to the reliability of the basic data and the soundness 

of the various steps in the procedure.

It is believed that such knowledge of the possible limiting 

flood will make it possible to consider more intelligently the element of 

safety in the design of flood-protection works, particularly where life 

and high property values are involved. In addition the method may ultimately become a valuable adjunct to studies of magnitude and frequency of 

floods, as a means of estimating, for a particular basin, its approximate 

potential limit of flood discharge.
DETERMINATION OF FLOOD FLOW BY UNIT-HYDROGRAPH METHOD 461

This special study has been primarily intended to examine the 

possibilities of storm superposition as a means of determination of flood 

flow and does not attempt to treat the several refinements believed to be 

practical and essential to its ultimate development. It is intended to 

direct attention to the possibility of a fuller use of available storm 

data, rather than to indicate that such storms are to be taken conclusively as limiting storms for their respective localities. The use of 

such storms as a basis for estimating limits of flood flow should be made 

with caution and with appreciation of their significance, and the impression should not be created that the estimated maxima are necessarily to be 

accommodated by any contemplated design.
DEFINITIONS OF TERMS AS USED IH THIS.. REPORT

(Definitions marked with one asterisk (-») are adopted from the 

report of the American Society of Civil Engineers' special committee on irrigation hydraulics, 1935; those marked with two 

asterisks (#«) from the Boston Society of Civil Engineers 

Journal, October 1922.)

1. Array.- A group of significant data or figures arranged in a prescribed order for comparison and analysis.

2. Backwater.- The increase in height of the water surface or the accumulation of the water of a stream above and due to an obstruction in 

the stream channel.

3. Climatic year.- # A year selected for the presentation of data on

water supply, precipitation, etc. The climatic year used by the 

United States Geological Survey in the publication of discharge 

records extends from October 1 to September 30.

4. Coefficient of skew (abbreviation CS).- As applied to the Pearson type 

III curve by Hazen and Poster, the ratio of the summation comprising the cubes of all the separate variations of a series to the 

product derived from multiplying the cube of the standard variation

by the number of terms minus 1: ____y5

(n-1) (SV) 3

5. Coefficient of variation (abbreviation CV}.- The ratio of the standard 

variation to the mean of the series. (Where the members of a series 

are all expressed in terms of the mean, the .standard variation and 

the coefficient of variation are identical).

6. Control.- A section, either natural or artificial, or a reach of a

channel which determines the stage of the water in relation to the 

quantity of discharge. A control may be partial or complete, 

stable or unstable. A complete and stable control is independent 

of downstream conditions and is effective at all stages. An overflow dam, a ledge of rock crossing a channel, a boulder-covered 

reach, an indurated bed are examples of controls.

7. Crest.- (1) The top of a dam, dike, spillway, or weir, frequently restricted to the overflow portion. (2) The summit of a wave; the 

peak of a flood.

8. Datum.- * Plane of reference for altitudes.

462
DEFINITIONS OP TERMS AS USED IN THIS REPORT 463

9. Discharge.- The quantity of water, silt, or other mobile substances 

passing along a channel per unit of time; the rate of flow (cubic 

feet per second, liters per second, million gallons per day, etc.).

10. Discharge curve.- -:.1 A rating curve showing the relation of stage to 

discharge of a stream.

11. Drainage.- * (1) The process of removing surplus ground or surface

water by artificial means. (2) The mode in which the waters of an 

area are carried off.

12. Drainage area.- (1) The area (square miles, acres, etc.) of a drainage basin. (2) Catchment area; drainage basin.

13. Drainage basin.- The area from which water is carried off by a drainage system; a catchment area.

14. Duration curve.- A cumulative frequency curve; a curve, that shows on 

the percentage scale the length or proportion of time during which 

given limits of flow are equaled or exceeded. It may be applied 

likewise to show either length or proportion of time during which 

the flow is equal to or less than successive amounts.

15. Flood.- (1) A relatively high flow as measured by either gage height 

or discharge quantity. (2) Any flow equal to or greater than a 

designated basic flow. Ordinarily, the item of record is the 

average discharge for a 24-hour period, generally taken as a calendar day, midnight to midnight.

16. Flood, annual.- The maximum daily average flow occurring during 12

consecutive months. (In the United States Geological Survey practice and in these studies, the water year extends from October 1 

to September 30, and the 24-hour period is the calendar day, from 

midnight to midnight.)

17. Flood, average annual.- The mean of the annual floods during the 

period of record.

18. Flood, basic stage.- An arbitrarily selected rate of flow to be used 

as the lower limit in selecting floods to be analyzed, usually 

taken as the minimum annual flood.

19. Flood, minimum annual.- The smallest of the annual floods.

20. Flood, monthly.- The maximum daily flow during a calendar month.

21. Flood, 10-year (or other periodic flood).- The daily flow which is 

equaled or exceeded, on the average, once in 10 years (or in 

other designated periods).
464 FLOODS IN THE UNITED STATES

22. Flood event.- The series of flows constituting a distinct, progressive rise, culminating in a peak, crest, or summit, together with 

the recession that follows the crest; arbitrarily selected for 

consideration as a unit of flood occurrence.

23. Flood peak, daily.- The maximum daily flow during the given flood 

event.

24. Flood peak, momentary.- The maximum momentary rate of flow attained 

during a flood event; the crest flow as determined by the highest 

point on the hydrograph of flow - for example, that determined by 

means of an automatic recording gage.

25. Flow.- The rate of movement of water, silt, sand, or other mobile 

material in terms of volume per unit of time.

26. Frequency curve.- A graphic representation of the frequency of occurrence of designated events.

27. Gage.- # (1) A staff graduated to indicate the height of a water surface. (2) A device for registering water levels, flow, velocity, 

pressure, etc.

28. Gage, slope.- * A gage placed on an incline and graduated to read 

vertical heights.

29. Gage, staff.- # A graduated scale on a staff, plank, metal-plate pier,

wall, etc., by which the height ef the water surface may be read.

30. Gage height.- # The height of a wate-r surface above or below a*datum 

corresponding to the zero of the staff or other type of gage by 

which the height is Indicated; synonymous with stage.

31. Gaging.- » A measurement of discharge corresponding to a certain 

stage.

32. Gaging station.- * A selected section in a stream channel equipped 

with a gage and facilities for measuring the flow of water; a 

place on a stream where data are gathered by which continuous discharge records may be developed.

33. Hydrograph.- * A graph showing the stage, flow, velocity, or other 

property of water, with respect to time.

34. Hydrology.- The science treating of the waters of the earth, their 

occurrence, distribution, movements, etc.

35. Infiltration.- The percolating flow of ground water into the soil or 

into a drain, gallery, or other underground conduit.
DEFINITIONS OP TERMS AS USED IN THIS REPORT 465

36. Isohyetal map.- A map which shows variation in amount of average precipitation over contiguous areas. Isohyetal lines are used to 

connect contiguous points of equal precipitation, similarly to 

contour lines.

37. Mean.- The arithmetic average; the summation of a series divided by

the number of items included; the length of ordinate to the center 

of gravity of distribution about the axis of abscissas.

38. Mode.- The characteristic that occurs most frequently; the abscissa 

corresponding to the maximum ordinate of the frequency curve.

39. Pondage.- *» The water capacity created by any dam that tends to take 

care of the variations in draft at a water-power development. It 

is the retention for one or more days of the flow of a stream during hours of light load, for use during hours of heavy load.

40. Precipitation.- * The total measurable supply of water received

directly from clouds, as rain, snow, and hail; usually expressed 

as depth in a day, month, or year and designated as daily, monthly, 

or annual precipitation.

41. Probable error (abbreviation p. e.).- 0.67449 times the standard 

variation.

42. Rainfall.- * Precipitation in the form of water. Usage includes snow 

and hail (converted to equivalent in rain) in the term.

43. Rating.- * The relation, usually determined experimentally, between 

two mutually dependent quantities, such as stage and discharge of 

a stream; current-meter vane revolutions and water velocity.

44. Rating curve.- -* A graphic representation of a rating; a calibration.

45. Rating table.- w A tabulation of the relation between stage and discharge of a stream, or between current-meter revolutions and velocity of water, or between any other mutually dependent quantities.

46. Reach.- -* A comparatively short length of a stream or channel,

47. Recorder.- * A device that makes a graph of the stage, pressure,

depth, velocity, or other property of water, or the movement or 

position of water-controlling devices.

48. Regulation.- #» The artificial manipulation of the run-off of a 

stream.

49. Reservoir.- -» A pond, lake, or basin, either natural or artificial,

for the storage, regulation, and control of water. 

178 O 35 30
466 FLOODS IN THE UNITED STATES

50. Retarding basin.- A basin with outlet sluice designed and operated &a 

an open conduit; or a natural basin with**fln outlet so constricted 

as to reduce the flood flow materially. Either Insures continuity 

of regulated outflow until the flood has passed.

51. Run-off.- That portion of the precipitation which flows from an area 

In surface streams, In either natural or artificial channels, at 

or below the ground surface, or through the ground. There may be 

occasional or frequent changes from ground water to surface water, 

or the reverse. The natural low-water flow is largely derived 

from ground-water sources.

52. Run-off, direct or surface.- That part of the run-off which consists 

of water that has not passed beneath the surface since it was last 

precipitated out of the atmosphere.

53. Skewness (or deviation from symmetry).- The difference between the 

mean and the mode, divided by the standard variation:

Skewness - Mean - Mode 

SV

54. Slope.- The total fall between two points, divided by their distance 

apart, expressed in the same or other designated units.

55. Stage.- Gage height; the height of a water surface above Its minimum; 

also above or below an established "low water" plane; hence above 

or below any datum of reference.

56. Stage-discharge relation.- The relation between gage height and discharge .

57. Standard variation (abbreviation SV).- The square root of the quotient obtained by dividing the summation comprising the squares 

of all the separate variations of a series, by the number of terms 

minus 1: / V2 (This is employed as a convenient measure of the

"spread," range, or tendency to scatter as shown by the data.)

58. Statistics.- The science of counting; systematic compilation of instances for the inference of general truths; the science of utilizing the characteristics and relationships of what is known in 

making logical and fair estimates of unknown numbers or quantities.
DEFINITIONS OP TERMS AS USED IN THIS REPORT 467

59. Storage.- (1) Artificial storage, that water capacity which may be 

available to increase the extremely low flows for several days, 

weeks, months, or even years. It is the retention of'the stream 

flow for use ordinarily during times of scarcity. (2) Natural 

storage, as distinguished from artificial storage, that which 

occurs in swamps, lakes, ponds, and channels.

60. Variation or deviation (abbreviation v).- The amount by which a term 

in a series differs from the mean of the series.

61. Water-stage recorder.- « An instrument for automatically recording 

the height of the water surface, and the corresponding time.

62. Watershed.- * The divide between drainage basins. (For the sake of

clearness the use of watershed to mean catchment basin or drainage 

area is avoided by the United States Geological Survey and others.)

&5. Water year.- » A special grouping of the periods of a year to facilitate water-supply studies. The United States Geological Survey 

uses October 1 to September 30.
BIBLIOGRAPHY RELATING TO FLOOD FLOW, 

INTENSE RAINFALL, AND FREQUENCIES.

Mississippi Valley Committee Investigations, 1934, continued 

under Water Supply Committee, National Resources Board, 1935.

1. Alien, Kenneth, The prediction of probable rainfall intensities:

Eng. News-Record, vol. 86, pp. 588-590, 1921. This paper 

describes the application of skew-frequency curves to the 

problem of determining rainfall probabilities. The data 

were obtained from a 51-year record in New York City.

a. Run-off percentage in sewer design: Eng.-Contracting, vol. 

58, p. 32, July 12, 1922.

b. Modification of the Vicari method of determining maximum runoff: Municipal Engineering, vol. 63, pp. 13-14, July 1922.

2. Alvord, J. W., and Burdick, C. B., Relief from floods, McGraw-Hill

Book Co., 1918. 

a. The Illinois River and its bottom lands: Rivers and Lakes

Commission Report, State of Illinois, 1915. This is a special study of flood heights, flood discharge, rainfall 

data, and profiles of probable future floods.

3. Arnold, C. E., and Gregory, R. L. See item 87.

4. American Society of Civil Engineers, Transactions, vol. 93, pp. 655-

839 et seq., 1929. Flood control with special reference to

the Mississippi River - a symposium, 

a. Introduction, by Edgar Jadwin, pp. 657-658. 

b. Re'sume' of the Mississippi River problem, by C. McD. Townsend,

pp. 659-674. 

c. Rainfall characteristics of the Mississippi drainage basin, by

H. C. Frankenfield, pp. 675-689. 

d. Run-off characteristics of the Mississippi drainage basin, by

N. C. Grover, pp. 690-696.

Discussion, Run-off characteristics of the Mississippi drainage basin, by C. S. Jarvis, pp. 858-871. 

e. The work of the Mississippi River Commission, by C. W. Kutz,

pp. 697-715. 

f. Forest cover as a factor in flood control, by E. F. McCarthy,

pp. 716-723. 

g. Reservoirs for Mississippi Valley flood protection, by William

Kelly, pp. 724-756. 

h. The basis of the case against reservoirs for Mississippi flood

control, by Arthur E. Morgan, pp. 737-754. 

i. Levees as a means of flood control for the Mississippi River,

by J. F. Coleman, pp. 755-761. 

j. Improvement of navigation in relation to flood control, by

Stuart C. Godfrey, pp. 762-781. 

k. The flood problem of New Orleans, La., by Marcel Garsaud, pp.

782-790. 

1. The relief outlets and by-passes of the Sacramento Valley

flood-control project, by C. E. Grunsky, pp. 791-811. 

m. Reclamation as affecting flood control, by Elwood Mead, pp.

812-814. 

n. Power as affecting flood control, by F. W. Scheidenhelm, pp.

815-820. 

o. The effect of agricultural drainage upon flood run-off, by

Sherman M. Woodward and Floyd A. Nagler, pp. 821-839.

5. American Society of Civil Engineers, Transactions, vol. 85, pp. 1383-

1522, 1922. Flood problems - a symposium.

a. Flood conditions in Canada, by J. G. Sullivan, pp. 1384-1387. 

b. Floods on small streams caused by rainfall of the cloudburst

type, by Gerard H. Matthes, pp. 1388-1399. Includes a

table of cloudburst run-offs for streams in various parts

of the country.

c. Standing waves in rivers, by Nathan C. Grover, pp. 1400-1404. 

d. Flood problems in China, by John R. Freeman, pp. 1405-1460. 

e. Flood control of the Mississippi River, by J. A. Ockerson, pp.

1461-1481. 

f. Missouri River bank protection at Omaha, Neb., by Roy N. Towl,

p. 1482. 

g. Flood problems in the arid region, by Arthur P. Davis, pp.

1483-1487.

468
BIBLIOGRAPHY 469

h. Some factors affecting the problem of flood control, by C. E.

Grunsky, pp. 1488-1502. 

1. Flood control In Miami Valley, Ohio, by Charles H. Paul, pp.

1503-1522.

The discussion by Harrison P. Eddy gives a table of high 

floods for several rivers.

6. Association International D'Hydrologie Scientifique: Bull. 20,

Ci-nquieme Assemblee Generale a Lisbonne, Sept. 17-24, 1934.

7. Baker, C. W., Floods and the problems of river regulation: Sci. Am., 

vol. 108, pp. 398-401, 1913.

8. Baker, D. M., and Coakling, Harold, Water supply and utilization, an 

outline of hydrology from the viewpoint of the arid section 

of the United States, New York, John Wiley & Sons, 1929.

9. Baker, F. S., Floods in Utah: Montana Univ. Forestry Club, The forestry kaimin, 1924, pp. 19-24.

10. Balcom, J. B., Design of storm-water drains: Western Soc. Eng. Jour., 

vol. 15, pp. 699-729, 1910.

11. Ballou, W. H., Floods; their history and relations: Am. Naturalist, 

vol. 19, pp. 1159-1162, 1885.

12. Barois et Llaurado, MM., Rapports sur les reservoirs dans les Indes 

et en Espagne, Congres de Navigation Interieure, 5th Bull, 

hydraulique agricole, fasc. 0, pp. 168-194, 1893.

13. Barrows, H. K., Water power engineering, McGraw-Hill Book Co., 1934.

a. Velocity of flow in natural streams: Sec. Hydrology, Am.

Geophys. Union, Reports and Papers, 13th annual meeting, 

Washington, D. C., Apr. 28-29, 1932, pp. 339-349. Discusses flood-wave progress.

b. Flood rainfall in New England: Eng. News-Record, vol. 99, pp. 

796-798, 1927. Isohyetal map for storm of Nov. 3-4, 1927. 

Also tabulation of precipitation for scattered stations 

throughout area. Figures show that storm was of great magnitude, though surpassed by storm of 1869 and 1897.

c. New flood formula based on same principle as un-it graph: Eng. 

News-Record, vol. 109, p. 223, 1932.

14. Bartell, M. J., and Mclntosh, R. P., California rainfall and run-off 

and recent floods: Eng. News, vol. 75, pp. 686-688, 1916.

15. Bartlett, C. T., The flood of September 1921, at San Antonio, Tex.: 

Am. Soc. Civil Eng. Trans., vol. 85, pp. 354-365, 1922.

16. Belgrand, E., La Seine ; etudes hydrologiques, 620 pp., Paris, 1872.

17. Bellasis, E. S., Some record run-offs from Indian Hill catchments: 

Engineering, vol. 123, pp. 5-7, Jan. 7, 1927.

18. Bennett, C. S. (engineer, Miami Conseuvancy District^ Dayton, Ohio), 

Miami flood protection works tested by high flood: Eng. 

News-Record, vol. 102, pp. 599-601, 1929. Storm of Feb. 

25-26, 1929, although rainfall was moderate, produced excessive run-off, attaining as much as 114 percent of rainfall. A tabulation shows run-off percentage for various 

storms since 1923. Gives hydrograph of Feb. 25-26 storm 

and effect of storage capacity on reducing flood peaks, 

a. Hydrological data from the Miami Conservancy District: Eng. 

News-Record, vol. 113, pp. 556-558, 11., Hov. 1, 1934.

19. Bennett, H. H., The drama of wrathful waters: Am. Forests and 

Forest Life, vol. 33, pp. 323-327, 368, 1927.

20. Bernard, M. M., Formulas for rainfall intensities of loKg duration: 

Am. Soc. Civil Eng. Trans., vol. 96, pp. 592-606, 1932. 

Supplementing Meyer's and Morgan's studies on rainfall intensities with particular application to rainfall durations 

from 120 to 6,000 minutes. Formulas developed for rainfall 

intensities of eastern United States, with frequencies of 5 

to 100 years.
470 FLOODS IN THE UNITED STATES

a. An approach to determinate stream flow: Am. Soo. Civil Eng.

Proo., vol. 60, no. 1, pp. 3-18, January 1934. An effort is 

made to reproduce the stream hydrograph from rainfall records by analyzing the catchment area and storm characteristics.

21. Besson, F. S., Maximum flood flow prediction: Military Eng., vol.

25, pp. 423-426, September-October 1933. Prpposes a formula 

for determining maximum probable floods.

22. Bock, C. A., History of the Miami flood-control project: Miami Conservancy Dist. Tech. Repts., pt. 2, 1918. Rainfall and runoff records.

23. Bonner, P. E., New flood flow records for California streams: Eng. 

News-Record, vol. 100, p. 776, 1928.

24. Boston Society of Civil Engineers, Journal, vol. 17, p. 293, 1930. 

Report of the Committee on Floods.

Discussion, vol. 19, p. 492, 1932.

This report covers the general subject of floods in New England 

but relies principally on a detailed analysis of the flood 

of 1927 for its conclusions. A study of flood factors is 

followed by the derivation of a rational flood formula based 

on hydrograph characteristics. A study of individual 

drainage-area characteristics and a discussion of possible 

flood-control measures are also Included.

25. Branch, L. V., Records of heavy rainfall and run-off in Porto Rico: 

Eng. News, vol. 71, pp. 1358-1359, 1914. Gives the results 

of observations of two floods In Porto Rico.

26. Brooks, C. E. P., Historical data on the variation of rainfall in 

Chile: Monthly Weather Rev., vol. 47, pp. 637-638, 1919. 

Reviews outstanding rainfall end flood data from 1520 to 1877 

as compiled from old records.

27. Brush, W. W. (Dept. Water Supply, City of New York), Heavy rainfall 

and run-off in Catskill region, New York City: Eng. NewsRecord, vol. 97, p. 1050, 1926. Records of rainfall and 

run-off on Schoharie and Esopus drainage basina, Nov. 15 and 

16, 1926. Run-off estimated at 92 percent of rainfall.

28. Buerger, C. B., A method of determining storm-water run-off: Am. 

Soc. Civil Eng. Irans., vol. 78, pp. 1139-1164, 1915. A 

formula for run off from sewered areas designed to harmonize with the rational method, together with tables and 

diagrams for applying formula. 

Discussion by Alien, Horner, HOrton, Grunsky, and C. W. Sherman.

29. Burdick, C. B., and Alvord, J. W. See item 2.

30. Butcher, W. L., An excessive run-off from a small drainage area near 

Hartford, Conn.: Eng. News, vol. 67, p. 37,,1912. This 

article gives figures for rainfall and run-off from a drainage area of 1.72 square miles for a storm whfch occurred in 

October 1911.

31. California Department of Public Works, Division of Engineering and 

Irrigation, Flow in California streams: Bull. 5, ch. 5, 

1923. Discusses a method for determining flood frequencies 

and magnitudes.

32. Caye, W. M., Study of record rainfall at Louisville, Ky.: Eng. NewsRecortt, vol. 101, pp. 587-589, 1928. The most intense rainfall in 31 years, June 29, 1928, is described; a rate of 

4.68 inches an hour for 30 minutes. Comparison is made with 

other storms in 31-year period.

33. Cezanne, Ernest, and Surell, A., Etudes sur les torrents des HautesAlpes, 2d ed., vols. 1-2, Paris, 1870-72.

34. Champion, Maurice, Les inondations en France depuis le VI siecle

Jusqu'a nos Jours (Inundations in France from the sixth century to the present day), Paris, 1858-64. In six volumes, 

covering outstanding flood events of historical record from 

565 to 1862, with some gage heights during the later centuries.
BIBLIOGRAPHY 471

55. Cherry Creek Flood Commission, Denver, Colo., Report, May 1915.

56. Chief of Engineers, Report of, on the Des Moines River, Iowa: 71st 

Gong., 3d sess., H. Doc. 682 (out of print). Also many 

similar reports authorized under H. Doc, 508, 69th Gong., 

1st sess.

a. Control of floods in the alluvial valley of the lower Mississippi River: 71st Cong., 3d sess., H. Doc. 798.

57. China, Republic of, Projects of flood control, navigation, and irrigation for the Huai River system: Official Tech. Kept. 1, 

Huai-Yin, China, May 1950.

58. Chisolm, E. N., Jr., Hydrologic record of Mississippi River floods: 

Eng. News-Record, vol. 90, pp. 112-116, 1925.

59. Chittenden, H. M., Reservoir system of the Great Lakes of the St. 

Lawrence River Basin, with a mathematical analysis of the 

influence of reservoirs upon stream flow, by Jas. A. Seddon; 

Am. Soc. Civil Eng. Trans., vol. 40, pp. 555-427, 1898.

a. Forests and floods; extracts from an Austrian report on floods 

of the Danube, with applications to American conditions: 

Eng. News, vol. 60, pp. 467-471, 478-479, 1908.

b. Flood control, with particular reference to conditions in the 

United States: Internat. Eng. Cong., (1$15) Trans., waterways and irrigation, pp. 110-255.

40. Church^ J. E., Snow surveying for the forecasting of stream flow:

Eng. News-Record, vol. 86, pp. 244, 500, 1921. Methods and 

results. Also contains data of other papers on this subject 

in Eng. News-Record.

41. Clark, C. C. (Weather Bureau, Washington, D. C.), Extraordinary

rainfall due to Mexican storm: Eng. News-Record, vol. 87, 

p. 495, 1921. Tabulation of excessive rainfalls of Sept. 8 

to 11 at Texas stations - 24 inches in 3 days, 21.5 inches 

in 1 day at Taylor. Discussion of causes and high intensities. Excessive flood damage.

42. Conkling, Harold, and Baker, D. M. See item 3.

45. Conway, G. R. G., The waterworks and sewerage of Monterrey, N. L., 

Mexico: Am. Soc. Civil Eng. Trans., vol. 72, pp. 475-556, 

1911. This paper deals principally with the subject of 

waterworks construction, but some important figures are 

given for a flood which occurred in 1909 on the Santa Catarina River.

a. The recent floods at Monterrey, N. L., Mexico: Eng. News, vol. 

62, pp. 515-516, 1909. Run-off of 600 to 825 c.f.s. per 

square mile.

44. Creager, W. P., and Justin, J. D., Hydroelectric handbook, p. 42, 

John Wiley & Sons, Inc., 1927. The chapter on flood flows 

discusses the various methods of computing flood magnitudes 

and frequencies, including the various probability and formula methods. A table of 409 unusual flood flows is included.

45. Costa de Bastelica, Michel, Les torrents, leurs lois, leurs causes, 

leurs effets, moyens de les reprimer et de les utiliser, 

leur action geologique universelle, 282 pp., Paris, 1874.

46. Cullings, E. S., Hydrological studies in the Black River drainage 

basin, New York:

a. Record run-off from Black River drainage basin, New York: Eng. 

News-Record, vol. 101, pp. 98-100, 1928. Excess flow from 

melting snow checked by freeze. Effect of reservoirs encourages extension of storage system. Flood occurred April 

9, 1928. Maximum run-off was 18 c.f.s. per square mile from 

1,878 square miles.

b. Report on control of floods in northern New York rivers, with 

chapter on flood frequencies by Alien Hazen, 1928.

47. Cunningham, J. W., Formulas, methods, and estimation of run-off: 

Eng.-Contracting, vol. 40, pp. 690-691, 1915.
472 FLOODS IN THE UNITED STATES

48. Dabney, A. L., The 1912 flood on the lower Mississippi: Illinois

Bull. 7, July 1912.

a. Run-off in relation to drainage: Illinois Soc. Eng. Ann. Kept., 

1913, p. 49. Comparison of 13 formulas. Erratic results 

from different drainage areas in Mississippi Valley and 

Georgia.

49. Dana, S. T., Floods and erosion; cause and cure: Canadian Forestry 

Jour., vol. 14, p. 159, 1919.

50. Dappert, J. W., Rainfall and run-off in relation to drainage: Illinois Soc. Eng. Ann. Kept., 1913, p. 56. Tables of rates of 

excessive precipitation at Cairo, Chicago, and Springfield, 

111.; St. Louis and Hannibal, Mo.; and other places, with 

dates. Examples of flood flow and run-off in Illinois and 

elsewhere.

51. Davenport, R. W., Difficulties in flood-frequency studies: Eng. 

News, vol. 77, p. 248, 1917. Refers to Miami Conservancy 

District studies and points out the essentially different 

bases of approach to the problem as described therein.

52. Day, P. C. (meteorologist, U. S. Weather Bureau), A 12.76-inch rainfall in 4^- hours at Beaumont, Tex.: Eng. News-Record, vol. 

91, p. 63, 1923. Description of excessive rainfall and resulting damage.

53. DeBerard, W. W., Today in the Mississippi flood area: Eng. NewsRecord, vol. 100, pp. 434-439, 1928. Part 8 deals with 

revetment and some river hydraulics. Tabulations give comparison between travel of flood waves and mean velocity at 

bank-full stage, for reaches between Cairo, 111., and 

Carrollton, La.

54. Delaware County Institute of Science, Media, Pa., The flood of 1843 

in Delaware County, Pa., being a reprint of a comprehensive 

report made by a special committee to the Delaware County 

Institute of Science immediately following the disastrous 

cloudburst floods of Augi. 5, 1843: Proc., vol. 6, nos. 1 

and 2, October 1910, and January 1911.

55. Ducamp, R., Au sujet des inondations du bassin de la Seine: Rev. 

des eaux et forets, vol. 52, pp. 131-135, Mar. 1, 1913.

56. Dumas, J., Etudes sur les inondations, causes et remede, 174 pp., 

Valence, 1857.

57. Durham, H. W., Heavy rainfall at Chapel Hill, N. C.: Eng. NewsRecord, vol. 93, p. 394, 1924. Estimated run-off of over 

1,000 c.f.s. per square mile for 5 square miles, drainage 

area of Morgan Creek. Six-inch run-off in 10 hours for 33 

square miles. Result of a 9- to 10-inch rainfall.

58. Durst, R. C. (professor of civil engineering, Univ. Akron), Heavy 

rainfall at Akron, Ohio, at time of Lorain tornado: Eng. 

News-Record, vol. 93, p. 392, 1924. Record of 4.3 inches of 

rain in 1 hour 50 minutes. Describes damage to sewer system 

and to business establishments.

59. Eddy, H. P., Relation between the flood flow of streams and intensity of rainfall: Municipal and County Eng., vol'. 60, pp. 

147-150, 1921. 

a. Excessive small-area floods: Eng. News-Record, vol. 88, pp.

655-656, 1922. This paper is a short general discussion of 

small-area floods and contains one plot of run-off against 

drainage area.

60. Eiffert, C. H., Hydraulic studies and operating results on the Miami 

flood control system: Am. Soc. Civil Eng. Trans., vol. 93, 

pp. 1583-1601, 1929. This paper describes the various hydraulic structures used in the Miami Flood Control District. 

Hydraulic computations for rainfall and run-off are given 

for storms that have occurred since the projects were completed.
BIBLIOGRAPHY 473

61. Eljis, G. H., Flood flows or maximum run-offs of Montana streams: 

Eng. News-Record, vol. 91, pp. 1016-1017, 1923. Tabulated 

data on 46 maximum flows for streams east of divide, west of 

divide, and on prairies in Montana. Maximum run-off curves 

show relation between flood flow and drainage area for different localities.

62. Engineering (London), Reservoirs and floods; review of report by

committee appointed by the Institution of Civil Engineers: 

vol. 136, pp. 197-198, 1933. Of 318 dam failures, 28 percent occurred because of inadequate spillway capacity, thus 

emphasizing the need for more data concerning the magnitude 

and frequency of floods. The committee suggests that peak 

of acute catastrophic floods be taken as at least twice that 

of normal maximum floods.

63. Engineering-Contracting, Melting snow equivalent in rainfall: vol.

35, p. 151, 1911.

a. Relation of run-off to rainfall: vol. 56, pp. 504-505, 1921. 

This is from an article by Dr. H. Lapworth in Engineering, 

London, vol. 112, p. 169, 1921. The author describes niles 

used at certain points in India for determining this relation and submits a table of run-off for different daily 

rainfalls and ground-moisture conditions, also formulas for 

flood discharge.

64. Engineering News, A remarkable rainfall: vol. 25, pp. 298-376,

1891. This occurred in late February 1891, in Arizona and 

near San Diego, Calif., 33 inches in 60 hours at Cuyamaca 

Dam.

a. Phenomenal rain the cause of southern floods: vol. 76, p. 183, 

1916. Records of daily rainfall, July 6-24, 1916.

65. Engineering News-Record, Additional New England rainfall records,

TJ. S. Weather Bureau data: vol. 99, p. 888, 1927. A tabulation of the rainfall records at points in and near New 

England flood area of Nov. 2-4, 1927.

a. Cloudburst in Toledo, Ohio: vol. 85, pp. 467-468, 1920. Record 

of 4.55 inches in 5 hours and 24 minutes. Rates at 5-minute 

intervals.

b. Record rainfall at Miami, Fla.: vol. 95, p. 970, 1925. U. S. 

Weather Bureau data. Intensities for various time periods 

from 5 minutes to 24 hours given, 14.1 inches in 14 hours, 

and 15.1 inches in 24 hours on Nov. 29-30, 1925.

c. Southeastern States suffer from heavy rains: vol. 103, pp. 

589-591, 1929. High precipitation recorded in North and 

South Carolina and Georgia, 7 to 11 inches over 100,000 

square miles. Map shows distribution of rainfall in South 

Carolina. Rains extended from Sept. 26 to Oct. 2.

d. Flood-control reservoirs on the Minnesota River: vol. 87, pp. 

140-143, 1921. Gives maximum floods to 1921.

e. Record rainfalls cause heavy damage in New England States: 

vol. 99, pp. 770-773, 1927. General comments on flood 

damage caused by flood of Nov. 6-7, 1927. Precipitation and 

run-off discussed, with tabulations.

f. Rondout Valley rain gages show high precipitation: vol. 101,

p. 415, 1928. Data from Department of Water Supply, City of 

New York. Tabulation of rainfall records for four stations 

in Rondout Valley, Aug. 22-28, 1928. Preliminary estimate 

of run-off gives 245 c.f.s. per square mile from 110 square 

miles.

g. Saluda Dam intakes given severe test by heavy flood discharge: 

vol. 103, pp. 629-630, 1929. Peak run-off of 68,000 c.f.s. 

taxes capacity of outlet works, under construction, of 

Saluda River earth dam near Columbia, S. C. Table gives 

rainfall of Sept. 25 to Oct. 2 for various stations above 

dam, producing the flood.

h. Waterworks dam withstands record flood: vol. 91, pp. 292-294, 

724-726, 1923. Oklahoma City structure passes almost five 

times designed capacity. Flood on North Canadian River at 

this city described, also rainfall, resulting flow, damage, 

etc.

i. Maximum flow of streams in the State of New York: vol. 85, p. 

879, 1920. Area-flow diagram including Kuichling's curves.
474 FLOODS IN THE UNITED STATES

j. Analysis of flood produced by severe California cloudburst: 

vol. Ill, p. 128, 1933. Run-off of 290 c.f.s. per square 

mile from 93.8 square miles drainage area of Tehachapi and 

Caliente Creeks, Calif., with several individual calculations indicating a maximum run-off rate exceeding 500 

c.s.m. This resulted from a tropical storm of Sept. 28,

1932. during which 4.34 inches of rainfall was reported during a 5-hour period, with only a small amount before and 

after. Damages to highway and railway were estimated at 

$45,000 and $580,000 respectively, with a loss of 15 lives, 

k. Castlewood Dam failure floods Denver: vol. Ill, pp. 174-176,

1933. Old structure of combined rock fill and masonry type 

is overlapped and half of it washed out by cloudburst flood, 

releasing flow of 16,000 c.f.s. into the 10,000 c.f.s. 

Cherry Creek channel running through Denver 35 miles north 

of dam. A run-off of from 5,000 to 6,000 c.f.s. was estimated from the 165 square mile drainage area above the dam 

on August 3, overtopping the dam to a depth of about 1 foot 

over its entire length. Between 7,000 and 8,000 acre-feet 

of water were involved in the flood, of which 3,500 acrefeet represented the capacity of the reservoir.

1. Heavy rains cause serious floods in southern California: vol. 

112, p. 22, 1934. Rainfall averaging 11 to 11.5 inches, 

with maximum of 17.8 inches at altitude 4,480 feet in 35 

hours, resulted in damage estimated at $5,000,000, fully 

half of it occurring at Montrose from 1.5 square mile drainage area. This was due largely to the heavy debris accompanying the flood. Flood peaks on each of three streams 

were estimated at 18,000 to 25,000 c.f.s.

m. Los Angeles flood damage due to torrential rain: vol. 112, p. 

51, 1934.

n. Debris flow from canyons in Los Angeles county flood: vol.

112, pp. 439-440, 1934. Character of detritus outflow which 

caused most of damage in January flood. Denuding of canyon 

sides by fire provided areas for heavy erosion. The saturated soil blanket slid from many hillsides, clogging the 

stream channels and adding to the volume of flow.

o. Floods in Wisconsin wash out bridges and dams: vol. 112, p.

487, 1934. A rainfall of 2 to 2.5 inches, preceded by heavy 

snows on frozen ground, resulted in flood damage estimated 

at $2,000,000 to $3,000,000, affecting several dams and 

bridges as well as other property.

p. Intense local rain breaks dams and floods city in south New

Jersey tidewater area: vol. 113, p. 189, 1934. Following 

a rainfall of 7^82 inches in 12.5 hours, a flood on August 

3 swept Bridgeton, N. J., and destroyed some small dams.

q. Appraisal of flood protection benefits and damages in the Miami 

Valley: vol. 89, pp. 831-835, 1922. The entire benefit was 

estimated at $100,000,000, or more than three times the cost.

66. Engineering Record, California floods wreck Otay rock-fill dam:

vol. 73, pp. 225-228, 1916. Inadequate spillway is responsible for overtopping and loss of dam.

a. Peak flood run-off figures given for southern California: vol. 

73, p. 251, 1916. Estimated discharge of 330, 95, and 68.6 

c.s.m. from three drainage areas of 100, 578, and 434 square 

miles respectively.

67. Fassig, 0. L. (meteorologist, U. S. Weather Bureau), Record precipitation and wind reported from Porto Rico: Eng. News-Record, 

vol. 101, pp. 798-799, 1928. Heavy rainfall of about 25 

inches reported on Sept. 13 and 14, 1928, with wind velocity 

registering as high as 160 miles an hour.

68. Fellows, P. A. (city engineer, Detroit), Heavy rainfall at Detroit, 

Mich.: Eng. News-Record, vol. 97, p. 394, 1926. Tabulation 

of rainfall intensities for time intervals of 5 to 300 

minutes, for storm of Aug. 17, 1926; and comparison with 10- 

year and 30-year intensity curves. Total of 3.09 inches recorded in 1 hour, and 4.51 inches in 5 hours at Detroit, 

with maximum intensity of 10.3 inches for 5 minutes.
BIBLIOGRAPHY 475

69. Field, J. E., Data OB Castlewood Dam failure and flood: Eng. NewsRecord, vol. Ill, p. 279, 1933. Apparently 30 square miles 

of Antelope Creek contributed 10,000 c.f.s. at maximum flow, 

or-,333 c.s.m. Spillway capacity was about 3,000 c.f.s., 

which proved to be only half of what was needed to accomodate the maximum discharge.

70. Pinney, J. H., Droughts and floods: Conservation, vol. 14, pp. 615- 

617, 1908.

71. Pletcher, R., Forests and floods in the eastern United States: Eng. 

News, vol. 67, pp. 847-848, 1912.

72. Foster, H. A., Theoretical frequency curves: Am. Soc. Civil Eng. 

Trans., vol. 87, pp. 142-173, 1924. Discusses the application of probability methods to flood frequencies and 

magnitudes.

73. Francis, J. B., Distribution of rainfall during the great storm of 

Oct. 3 and 4, 1869: Am. Soc. Civil Eng. Trans., vol. 7, pp. 

224-235, 1878.

74. Freeman, J. R., Flood problems in China: Am. Soc. Civil Eng. Proc., 

vol. 48, pp. 1113-1167, 1922.

75. Freeman, W. B., Flood data in the Canadian River Basin, New Mexico: 

Eng. Record, vol. 66, pp. 695-696, 1912. Conditions where 

total run-off probably represented 10 percent of the average rainfall of 2.5 inches over the 12,000 square mile 

drainage basin in early September 1909, as compared 

with at least 20 percent of the 5.5 inches of rainfall 

during the last 5 days of September 1904. The corresponding 

peak discharges were approximately 150,000 and 240,000 

second-feet respectively, as derived from slope and crosssection measurements and calculations.

76. Fry, A.S., Calculating flood flow over an embankment: Eng. NewsRecord, vol. 106, pp. 557-558, 1931. Description of methods 

used in estimating flow over railroad embankment of White 

River near Newport, Ark., April 1927. Maximum estimated is 

27.6 c.f.s. per square mile for 20,000 square miles.

77. Fuller, W. E., Flood flows: Am. Soc. Civil Eng. Trans., vol. 77,

pp. 564-617, 1914. This paper covers the derivation of formulas for flood magnitudes in which the time of probable 

occurrence is a term.

78. Gallizia, P., Floods of the River Po in the 19th century: Inst. 

Civil Eng. Minutes of Proc., vol. 54, pp. 300-303, 1878.

79. Geneve, Societe de Geographic, L'etude des calamites, 5e annee, nos. 

17-20, 1928-29.

80. Girot-Genet, Lucien, Les inondations; a la recherche des causes, 29 

pp., Nice, 1910.

81. Glass, E. L., Floods of the Damouar River and rainstorms producing 

them: Engineering, vol. 117, pp. 86-87, 1924.

82. Glasspoole, John, The areas covered by intense and widespread falls 

of rain: Inst. Civil Eng. Proc., vol. 229, pp. 137-166, 

London, 1929. A study of excessive rainfalls in England 

with special emphasis on the areas covered by rainfalls of 

various intensities. There are several sets of curves showing the relation between total rainfall, time of fall, and 

area covered.

83. Goodnough, X. H., Rainfall in New England during the storm of November 3 and 4, 1927: New England Water Works Assoc. Jour., 

vol. 42, pp. 150-187, 1928.

84. Goodrich, R. D., Straight-line plotting of skew-frequency data: Am. 

Soc. Civil Eng. Trans., vol. 91, pp. 1-43, 1927. The equation of the duration curve is simpler than that of the frequency curve; with either equation the other can be written 

at once. The author presents a method for making observed 

data plot as a straight-line on skew-frequency paper.
476 FLOODS IN THE UNITED STATES

85. Granville, H. C., Storm-water discharge from small and large areas: 

Indian Eng., Feb. 21, 1931, p. 166; Feb. 28, p. 188; Mar. 7, 

p. 213; Mar. 21, p. 254; Mar. 28, p. 276; Apr. 11, p. 320; 

Apr. 18, p. 342; May 2, p. 388; May 9, p. 408; May 16, p. 

432; May 23, p. 454. A review of most of the important work 

from Kuichling down. Large number of diagrams, tables, illustrative examples. A thorough exposition of run-off.

86. Greeley, S. A., A brief discussion of rainfall and its run-off into 

sewers: Western Soc. Eng. Jour., vol. 18, pp. 663-691, 

September 1913. Diagrams of typical rainstorms In Chicago, 

record of rainfall, 1889-1910 in Chicago, with percent runoff. Includes rainfall records of Rochester, N. Y., Cambridge, Mass., and St. Louis, Mo. Run-off from sewers at 

Winnetka, 111.

87. Gregory, R. L., and Arnold, C. E., Run-off - Rational run-off formulas: Am. Soc. Civil Eng. Trans., vol. 96, pp. 1038-1099, 

1932. The authors have written an elaborate and detailed 

mathematical derivation of a rational run-off formula, as 

well as a discussion of the factors affecting run-off. The 

formula which they have derived is intended for use in 

determining storm-water run-off from small drainage areas 

and cities. The subjects of rainfall curves and rainfall 

intensities are studiad in detail, with examples cited.

88. Grosbach, H. E. (district engineer, U. S. Geol. Survey), Hydrology 

of the 1922 flood In the Illinois River: Eng. News-Record, 

vol. 89, pp. 1118,1119, December 1922. Flood profiles of 

April 1922, compared with floods of 1844, 1904, and 1913. A 

hydrograph of daily average rainfall and run-off shown for 

various reaches of river and tributaries. Increased stages 

due to levees.

89. Grover, N. C., Run-off characteristics of the Mississippi River

drainage basin: Am. Soc. Civil Eng. Trans., vol. 93, pp. 

690-696, 1929".

a. Contributions to hydrology, listed under U. S. Geological 

Survey.

90. Grunsky, C. E'., Simplified rain-intensity formulas: Monthly Weather 

Rev., vol. 58, pp. 416-418, October 1930. Suggests two formulas for determining mean intensity, in inches per hour, of 

rainfall whose duration, in hours, Is known.

a. California precipitation and run-off: Am. Soc. Civil Eng.

Trans., vol. 80, pp. 104-115, 1916. Relief maps of central 

California showing rainfall and run-off contours. Discussion of paper by Gory, H. T., Water supply of the San Francisco-Oakland Metropolitan District: Am. Soc. Civil Eng. 

Trans., vol. 80, pp. 1-199, 1916.

b. Rainfall and run-off studies: Am. Soc. Civil Eng. Trans., vol. 

85, pp. 66-105, 1922. A general study of the relation of 

rainfall to run-off as shown by records In California. A 

number of flood formulas are proposed.

c. Determination of storm water run-off: Am. Soc. Civil Eng. 

Trans., vol. 78, pp. 1178-1185, 1915.

d. Comments on a few dams: Military Eng., vol. 23, p. 220, 1931. 

Contains formulas for estimating flood flows for use in the 

design of spillways.

e. Some aspects of the flood-control problem: Military Eng., vol. 

24, p. 336, 1932.

91. Habermeyer, G. C., Rates of rainfall in Illinois: Illinois Soc.

Eng. Ann. Kept., 1913, p. 110. Tables and diagrams of rainfall at Chicago, Cairo, and Springfield, 111., and St. 

Louis, Mo.

92. Hall, L. S., The probable variations in yearly run-off as determined 

from a study of California streams: Am. Soc. Civil Eng. 

Trans., vol. 84, pp. 191-213, 1921. Applies probability 

methods to the study of yearly run-off records.
BIBLIOGRAPHY 477

93. Harman, J. A., Berthe, L. T., Blanchard, M., and Cralg, L. C.,

Flood-control report - a study of the flood situation In the 

State of Illinois, Division of Waterways, State of Illinois, 

1929. Comprehensive study of the hydraulics of Illinois 

River floods, effect of levees, Isohyetal charts, hydrographs, cross sections of valley, etc. 

a. Village flood protection: Eng. News-Record, vol. 106, pp.

1042-1043, 1931. East Peoria protects itself against destructive floods of Farm Creek at cost of $1,200,000. Rainfall and run-off discussed as affecting design.

94. Hatt, W. K., Floods in Indiana: Purdue Eng. Rev., 1915, p. 17.

Flood of March 1913; rainfall maps, rainfall-area diagrams, 

White and Wabash basins of Indiana«

a. Flood protection in Indiana: Indiana Bur. Legislative Info. 

Bull. 4, 51 pp., Indianapolis, 1914..

95. Haupt, L. M., and Meerten, H. von, Controlling the floods of the

Mississippi River: Franklin Inst. Jour., vol. 156, pp. 241- 

260, 1903; vol. 157, pp. 381-389, 1903; vol. 158, p. 310, 

1904.

96. Hayes, M. H., A phenomenally heavy rain at Alton, 111: Illinois

Soc. Eng. .ten. Kept., 1913, p. 117. Rain of 9.22 Inches on 

July 13-14, 1912.

97. Hazen, Alien, The frequency of high rates of rainfall: Eng. NewsRecord, vol. 87, pp. 858-860, 1921. ,

a. Flood flows, John wiley & Sons, Inc., 1930. A general treatise 

on the subject of floods with special emphasis on the determination of frequency and magnitude by the use of skewfrequency curves. A tabulation of flood flows and flood coefficients for 109 s'tream-flow records is given. Several 

chapters are devoted to a discussion of other methods of 

determining flood flows including the "duration curve 

method" and the "extreme flood method."

b. Variation in annual rainfall: Eng. News, vol. 75, pp. 4-5, 

1916. Describes method of comparing rainfall in various 

parts of the country by determining coefficients of variation for the annual rainfall. A map of the United States 

is shown on which lines of equal variation are drawn.

c. Effect of elevation upon run-off from catchment areas: Eng. 

News-Record, vol. 89, pp. 62-64, 1922.

98. Hearn, G. R., The effect of shape of catchment on flood discharge;

Inst. Civil Eng. Proc., vol. 217^, £p. 267-294^ London, 1924. 

A study of rainfall and run-off which was made in order to 

estimate flood run-offs from small areas in India.

99. Henry, A. J., The distribution of maximum floods: Monthly Weather 

Rev., vol. 47, pp. 861-867, 1919. Numerous long flood records are studied, using gage-height data instead of discharge data. On this basis, ratios to the mean as well as 

intervals of occurrence are computed and compared. A discussion by Robert E. Horton goes more into the mathematical 

theories of frequency, 

a. Weather abnormalities in the United States - excessive rains

and floods in southeast Alabama: Monthly Weather Rev., vol. 

57, pp. 319-323, 1929.

100. Hodges, P. V.j Record floods In Colorado, Wyoming, and Arizona formulized: Eng. News-Record, vol. Ill, p. 171, 1933. By 

plotting flood flows against drainage areas on paper with 

logarithmic scales, the author derives flood formulas of the 

form Q : CA for each river basin for which data are available.

101. Horner, R. W., Graphical method for estimating storm-water run-off: 

Eng. News-Record, vol. 83, pp. 282, 1919.

102. Horner, W. W. (engineer of sewers), Design of River Des Peres drainage channel, St. Louis, Mo.: Eng. News-Record, vol. 105, pp. 

124-128, 1930. An analysis of the hydraulic problems In 

connection with design of 13-mile sewer replacing 18 miles 

of natural stream through St. Louis. Tabulation shows runoff used in design of various sections, and methods of 

computation.
478 FLOODS IN THE UNITED STATES

102. a. Extraordinary rain in St. Louis with study of run-off: Eng. 

News-Record, vol. 74, pp. 742-745, 1915.

105. Horton, A. H., and Jackson, H. J., The Ohio Valley flood of MarchApril 1913: TJ. S. Geol. Survey Water-Supply Paper 354, 1913.

104. Horton, R. E., The field, scope, and status of the science of hydrology: Am. Geophys. Union Trans., 1931, pp. 189-202.

a. Correlation of maximum rain characteristics for long- and

short-time intervals: Monthly Weather Rev., vol. 49, pp. 

200-202, 1921. Study of rainfall records at New Orleans; 

tabulation of intensities, 3 to 12 months.

b. Determination of storm-water run-off: Am. Soc. Civil Eng. 

Trans., vol. 78, pp. 1177-1178, 1915.

c. Some broader aspects of rain intensities in relation to sewer 

design -(reprint from Municipal and County Engineer, June, 

July 1919). Study and comparison of rain-intensity formulasj frequency curve for New York City.

d. The measurement of rainfall and snow: New England Water Works 

Assoc. Jour., vol. 55, no. 1, 1919.

e. Flood reduction by reservoirs: Inst. Civil Eng. Paper 4485, 

Sessional notices, no. 2, pp. 55-54, December 1924. Also 

unabridged manuscript of R. E. H. A study of hydrograph of 

flow as modified by reservoir pondage.

f. Rational study of rainfall data makes possible better estimates 

of water yield: Eng. News-Record, vol. 79, pp. 211-215, 

1917.

105. Horton, R. E., and Todd, G. T., Cloudburst rainfall at Taborton, 

N. Y., Aug. 10, 1920: Monthly Weather Rev., vol. 49, pp. 

202-204, 1921. Development of rain-intensity formulas.

106. Hosea, R. G., Floods of two types in middle Rio Grande Valley: 

Eng. News-Record, vol. 109, pp. 100-102, 1952. The two 

types of floods considered are spring floods due to melting 

snow, and summer and fall floods due to excessive rainfall. 

The 2 percent (or 50-year) flood for each type is then 

determined by skew-frequency curve methods.

107. Houk, I. E., Hydraulic design of bridge waterways: Eng. NewsRecord, vol. 88, pp. 1071-1075, 1922. The subject of cloudbursts and the consequent high run-offs which they cause 

from small drainage areas is considered because of its 

effect on the design of bridge openings. Tables of unusually high rates of rainfall and run-off from small areas are 

given.

a. Rainfall, absorption, and run-off on small rural drainage area: 

Eng. News-Record, vol. 82, pp. 875-876, 1919.

b. High rainfall and run-off from small areas: Eng. News-Record, 

vol. 87, pp. 480-481, 1921.

c. An unusual flood of 80 years ago: Eng. News-Record, vol, 89, 

pp. 402-403, 1922. Local scientist furnish data for computing discharges amounting to as high as 1,000 c.f.s. per 

square mile on small drainage areas in southeastern Pennsylvania.

d. Rainfall and run-off in the Miami Valley: Miami Conservancy

Dist. Tech. Repts., pt. 8, 1921. Experiments on determining 

retention and run-off from artificial rainfall, illustrated 

with diagrams. For short-time rain, the run-off percentage 

appears constant. Amount of retention greatest short time 

after beginning of each rain. Greater retention with intermittent rains. Hy.drograph at Piqua, Ohio.

e. Calculation of flow in open channels: Miami Conservancy Dist. 

Tech. Repts., pt. 4, 1918. General treatise on maximum 

flood flows; estimates of rainfall and run-off producing 

flood of March 1913. Hydraulic elements and determinations 

of n in Kutter's formula.

108. Howden, A. C., Floods in the Nerbudda Valley, with remarks on monsoon floods in India generally: Inst. Civil Eng. Minutes of 

Proc., vol. 27, pp. 218-255, 1868.
BIBLIOGRAPHY 479

109. Illinois, State of, Division of Waterways, Floods in Illinois in 

1922, causes, results, and remedies. Report on flood 

damage; effect of levee construction: flood profiles; rating 

curves and hydrographs.

110. Imbeaux, Ed., Regime de la Durance: Annales des ponts et chaussees, 

1892, pp. 1-200.

111. Jarvis, C. S., Flood-flow characteristics: Am. Soc. Civil Eng.

Trans., vol. 89, pp. 985-1032, 1926. The causes and characteristics of floods are considered in this paper, after 

which the steps necessary in the derivation of the author's 

flood formula are shown. An appendix gives data for maximum 

floods for about 1,000 river stations.

a. Rainfall characteristics and their relation to soils and runoff: Am. Soc. Civil Eng. Trans., vol. 95, pp. S79-42S, 1931. 

The purpose of this paper is to present summarized information regarding precipitation and its occurrence in various 

countries and latitudes; its relation to soils and run-off; 

the vegetative, topographic, and physiographic features of 

the drainage basins; and the resultant influence on designs 

of drainage structures and channels. A table at the end of 

the paper gives rainfall data for 820 stations distributed 

throughout the world. A discussion by Jesse W. Shuman 

brings up the subject of cyclical variations in rainfall, 

upon which opinions were divided.

b. A general formula for waterways: Public Roads, vol. 6, pp. 

253-259, 1926.

112. Johnson, C. T., Effect of forests on floods in large streams: Eng. 

News, vol. 49, p. 369, 1903.

113. Johnson, F. R., The influence of the forest in retarding run-off as 

brought out by the Pueblo flood: Water Resources, vol. 3, 

pp. 5-11, December 1922.

114. Johnston, T. T., Data pertaining to rainfall and stream flow:

Western Soc. Eng. Jour., vol. 1, pp. 297-404, 1896. A study 

of run-off formulas and' a discussion of results obtained by 

their use. The older Dickens, Dredge, Panning, BurkliZiegler, Craig, O'Connell, and Cooley formulas are considered.

115. Kincer, J. B., The seasonal distribution of precipitation and its 

frequency and intensity in the United States: Monthly 

Weather Rev., vol. 47, pp. 624-631, 1919.

116. King, W. R., Record cloudburst flood in Carter County, Term., June 

13, 1924: Monthly Weather Rev., vol. 52, pp. 311-313, June 

1924.

117. Kinnison, H. B. (engineer, U. S. Geol. Survey, Boston, Mass.), Runoff figures in Vermont flood reach high values: Eng. NewsRecord, vol. 100, pp. 890-891, 1928. Study of run-off per 

square mile in floods on Vermont rivers, and comparison with 

flood rates of November 1927. A curve of relation between 

run-off per square mile and drainage area given for Winooski 

River for flood of 1927.

a. The New England flood of November 1927: U. S. Geol. Survey 

Water-Supply Paper 636, pp. 45-100, 1930.

118. Koulikonsky, G. J., Crue^et dessechement periodiques des lacs dans 

la region de l f Onega: Annales de geographic, Bibliographic 

de 1894, no. 638.

119. Kuichling, Emil, -Maximum rates of rainfall: Am. Soc. Civil Eng.

Trans., vol. 54, pp. 192-197, 1905. 

a. Report on the New York State Barge Canal, p. 844, 1901. This

report reviews the principal formulas which had been used up 

to the time of writing and gives some formulas proposed by 

the author, with graphic charts.

120. Kutz, C. W., Work of the Mississippi River Commission: Am. Soc.

Civil Eng. Trans., vol. 93, pp. 697-715, 1929. Hydrographs 

of inflow and outflow of the Ohio River in 1913 and 1922.
480 FLOODS IN THE UNITED STATES

121. Lance, J. H., An unusual series of intense rainfalls: Eng. NewsRecord, vol. 90, pp. 798, 799, 1923. Heavy rainfalls and 

resulting run-offs for seven storms in June 1922, in the 

Lackawanna Valley, Pennsylvania. Maximum flow, 300 c.f.s. 

per square mile from 3.4 square miles.

122. Landls, D. S., The record-breaking rainfall and flood at Port Worth, 

Tex., April 1922 (abstract from Monthly Weather Rev.): Eng. 

News-Record, vol. 89, p. 345, 1922. Rainfall and intensity 

described. Previous heavy rainfalls discussed. Effects of 

the flood.

123. Lane, P. K., and others, How we may guard against floods: Leslie's 

Weekly, vol. 116, p. 414, 1913.

124. Langlin, John, Floods of 1913 in Ohio at Bellaire: Ohio Eng. Soc. 

Proc., 1914, p. 19.

125. Lawson, F. W., Forests and stream flow: Australian Forestry Jour., 

vol. 5, p. 249, 1922.

126. Leach, H. R., Cook, H. L., and Horton, R. E., Storm-flow prediction: 

Am. Geophys. Union Trans,, 1933, pp. 435-446. This paper 

describes method of predicting, during the progress of a 

storm, the total amount of surface run-off which the storm 

will produce on a given drainage basin.

127. Lee, C. H., Other elements than forestation which affect stream 

flow: Eng. News, vol. 64, pp. 155-156, 1910.

128. Leighton, M. 0., Floods: National Conservation Comm. Rept., vol. 

2, pp. 95-107, 1909.

129. Lenhardt, L. G. (engineer, Dept. Water Supply, Detroit, Mich.),

Relation between time and intensity of rainfall: Eng. NewsRecord, vol. 96, p. 419, 1926. Relation between time and 

intensity of rainfall of July 31, 1925, and comparison with 

the curve used in sewer design by Detroit Dept. Public Works

(1 = t "4- ao'l»

130. Lignieres, M. de, Inondations: Revue des eaux et forets, vol. 49, 

pp. 648-652, 1910.

131. Lillie, G. E., Discharge from catchment areas in India, as affecting the waterways of bridges: Inst. Civil Eng. Proc., vol. 

217, pp. 295-332, London, 1924. Contains the derivation of 

a formula for flood discharge for use in India.

132. Lippincott, J. B., Remarkable rainfall, Arizona and San Diego: 

Eng. News, vol. 25, pp. 298, 376, 1891.

a. Effect of forests on flood heights: Eng. News, vol. 49, p. 

478, 1903.

b. Final report of special committee on floods and flood prevention: Am. Soc. Civil Eng. Trans., vol. 81, pp. 1218- 

1234, 1917. Contains a general discussion of the subject of 

floods but does not go into the question of estimating 

floods.

c. Maximum flood discharges in Hawaii: Eng. News-Record, vol. 89, 

p. 239, 1922.

133. Lowdermilk, W. C., Erosion and floods in the Yellow River watershed: 

Jour. Forestry, vol. 22, pp. 11-18, October 1924.

134. MacBride, T. H., Forests and their relation to stream flow in Iowa 

parks, pp. 195-200, Iowa State Board of Conservation, 1919.

135. MacDougall, C. H., An analysis of the storm of November 1927, by

the rational method: Boston Soc. Civil Eng. Jour., vol. 20, 

December 1933.

136. MacMillan, H. R., Torrent control in Prance: Canadian Forestry 

Jour., vol. 12, pp. 473-479, 1916.
BIBLIOGRAPHY 481

137. Marston, P. A., The distribution of intense rainfall and some other 

factors in the design of storm.-water drains: Am. Soc. Civil 

Eng. Trans., vol. 37, pp. 535-562, 1924. This paper is a 

study of rainfall intensities, for certain urban areas 

(Boston,-* New Orleans, and Cambridge, Ohio). The data and 

results obtained are intended for use in the design of 

drains and sewers by the "rational method." A discussion by 

Robert E. HOrton gives some results of studies of rainfall 

intensities on large areas. He makes use of data obtained 

by the Miami Conservancy District.

138. Matthes, G. H., Floods and their economic importance: Am. Geophys.

Union Trans., 1934, pp. 427-432. 

a. Cloudburst floods: Eng. News-Record, vol. 88, pp. 654-655,

1922. A general discussion of cloudbursts. Figures for a 

number of heavy rainfalls are presented, as well as a plot 

of cloudburst run-offs against size of drainage area.

b. Floods on small str"eams caused by rainfall of the cloudburst 

type: Am. Soc. Civil Eng. Proc., vol. 48, pp. 1096-1107, 

1922.

139. McAdie, A. G., Rainfall and floods in California: V/ater and Forest, 

vol. 4, pp. 1-4, 1904.

140. Mead, D. W., The cause of floods and the factors that influence

their intensity: Western Soc. Eng. Jour., vol. 18, pp. 239- 

282, 1913. A more or less descriptive paper on the causes 

of floods, with hydrographs and mass curves for rivers in 

Wisconsin. No attempt is made to derive run-off formulas, 

a. Hydrology, p. 544, McGraw-Hill Book Co., 1919. The chapter on 

"Floods and flood flows" contains a general discussion of 

the conditions producing floods. There is also a list of 

various flood formulas and a comparison of results obtained 

by the use of each.

141. Meares, J. W., Intensity of rainfall and consequent run-off from a 

catchment (area): Engineering, vol. 117, pp. 40-42, 1924.

142. Merriam, C. P., V/ork on run-off data: Am. Geophys. Union Trans., 

1931, pp. 226-227.

143. Meyer, A. P., The elements of hydrology, p. 279, John Wiley & Sons, 

Inc., 1917. The chapter on run-off contains a general discussion of many notable ones. The use of formulas in computing floods is discussed briefly.

a. The probable frequency of given rates of rainfall: Eng. NewsRecord, vol. 87, pp. 1067-1069, 1921.

b. Analyzing records of intense rainfall: Eng. News-Record, vol. 

103, p. 72, 1929» Meyer's criticism of results obtained by 

F. M. Veatch in his study of intense rainfall in Nebraska 

(Eng. News-Record, vol. 102, pp. 839-840, 1929). Compares 

his group 3 curves with those of Veatch.

144. Miami Conservancy District, Storm rainfall of eastern United States: 

Tech. Repts., pt. 5, 1917. A detailed study of excessive 

rainfalls covering the entire eastern portion of the United 

States. Other volumes of the series deal with flood phenomena, flow in open channels, etc.

145. Morgan, A. E., The Miami Valley and the 1913 flood: Miami Conservancy Dist Tech. Repts., pt. 1, 1917. A statement of 

observed facts related to the conservancy project.

146. Moyer, S. L., Estimating flood crest run-off: Public Works, vol. 

63, no. 10, p. 19, 1932.

a. See also report of committee on run-off, Am. Soc. Agr. Eng., 

v July 1930.

b. An approach to run-off expectancy: Monthly V/eather Rev., vol. 

52, pp. 536-538, 1924. Gives a formula for frequency or 

interval of time to be expected between floods of a given 

magnitude. Flood flows in different rivers are compared by 

plotting their discharges against frequency as obtained from 

the formula.

4T8 O 3S 31
482 FLOODS IN THE UNITED STATES

146. c. Probability methods for rainfall and run-off: Eng. News-Record, 

vol. 94, p. 906, 1925. A letter in which the author points 

out certain errors that are likely to be made in the selection of data for probability studies. He brings out the 

point that when the year is selected as the interval of time, 

only the maximum in each year should be used, whether or not 

other high floods occurred that may have exceeded in magnitude the maxima for other years. See discussion of this 

letter by Charles W. Sherman, idem, p. 1071.

147. Munn, James, and Savage, J. L., The flood of 1921 in the Arkansas 

River at Pueblo, Colo.: Am. Soc. Civil Eng. Trans., vol. 

85, pp. 1-35, 1922. Data on Pueblo flood, rainfall and runoff, rain vs. altitude, aid flood hydrographs.

148. Munns, E. N., The control of flood water in southern California:

Jour Forestry, vol. 17, pp. 425-429, 1919.

a. Erosion and flood problems in California - report to the Legislature on Senate concurrent resolution no. 27, Legislature 

of 1921, 165 pp., 11., tables, diagrs., Sacramento, 1923.

149. Murphy, E. C., Destructive floods in the United States in 1903:

U. S. Geol. Survey Water-Supply Paper 96, 81, pp., 13 pis., 

1904. Contains: Introduction, p. 9; the Heppner, Oreg., 

flood, pp. 9-12; the South Carolina flood, pp. 13-19; notes 

on early floods in the Mississippi Valley, pp. 19-21; Kansas 

floods and hydrographic data, pp. 21-78.

150. Murphy, E. C., and others, Destructive floods in the United States

in 1904: U. S. Geol. Survey Water-Supply Paper 147, 206 pp., 

18 pis., 1905. Describes various flood occurrences, 

a. Destructive floods in the United States in 1905, with a discussion of flood discharge and frequency and an index to 

flood literature: U. S. Geol. Survey Water-Supply Paper 162, 

105 pp., 1906.

151. Myers, E. W., A study of the southern river floods of May and June 

1901: Eng. News, vol. 48, pp. 102-104, 1902. An abs.tract 

of a North Carolina State report including an account of the 

Cane Creek flood with estimated peak of 30,500 c.f.s., or 

1,386 c.s.m., from 22 square miles; also the run-off of Elkhorn Creak:, W. Va.} 6 inches depth over a drainage area of 

44 square miles in 14 hours, with a peak discharge of 60,000 

c.f.s., or 1,363 c.s.m.

152. Nagler, F. A., and Woodward, S. M., The effect of agricultural

drainage upon flood run-off: Am. Soc. Civil Eng. Trans., 

vol. 93, pp. 821-839, 1929. Data and hydrographs of flood 

run-off in Des Moines and Iowa Rivers before and after 

drainage operations. Diagrams of relation of precipitation 

to run-off. Rate of flow depletion. "Agricultural drainage has no appreciable effects on flood flow of the rivers 

in the Mississippi Valley."

a. Certain flood-flow phenomena of Iowa rivers: Am. Geophys. 

Union Trans., 1932, pp. 322-327.

153. New Jersey Water Policy Commission, Control of Floods on the 

Passaic River, Special Report, pt. 2, 1931.

154. New York Forest Commission, Floods and torrents: Report of 1886, 

pp. 67-75.

155. Oexle, L., Die Hochwasser des Rheins bei Basel in der Zeit von 1808 

bis 1930: Bautechnik, vol. 34, p. 470, 1933.

156. Olivecrona, G. W., The flood problem of Kwangtung: Lingnaam Agr. 

Rev., Canton, China, vol. 3, no. 1, pp. 1-13, 1925.

157. O'Shaugnessy, M. M., The influence of forests on climate and 

floods: Eng. News, vol. 63, p. 436, 1910.

158. Oesterreich, Hydrographischen Dienst in, Beitrage zur Hydrographie 

Oesterreichs, Heft 4, Die Hochwasserkatastrophe des Jahres 

1899, in Oesterreichen Donaugeblete, Wien, 1900. Pages 155- 

162 comprise a summarized account of catastrophic flood 

events on the Danube River, from 1012 to 1899.
BIBLIOGRAPHY 483

159. Parde, Maurice, Fleuves et riveiere, Colin, Armand, Llbrairie, 

Paris, Prance, 1933.

160. Pareto, R., On the works proper to prevent the Inundations of the

Tiber in the city of Rome: Inst. Civil Eng. Proc., vol. 49, 

pp. 334-338, 1877.

161. Pennsylvania Water Resources Inventory, pt. 8, Floods, Harrisburg, 

Pa., 1917.

162. Pettis, C. R., A new theory of river flood flow, privately printed, 

1927. Contains the derivation of a formula for the probable 

100-year flood. The formula Is derived by analytical 

methods, and the discharge obtained therefrom Is considered 

to be a function of the average width of the drainage area 

and the maximum probable rainfall In a period of 100 years 

either for one day or for the storm, 

a. Flood probability formula modified to simplify application:

Eng. News-Record, vol. 112, pp. 804-805, 1934. The use of 

the Pettis formula Is extended to areas outside its originally designated range.

163. Pierce, C. H., Flood flows of New England rivers (reprint from

Boston Soc. Civil Eng. Jour., October 1924).

a. New England rivers have similar run-off characteristics: Eng. 

News-Record, vol. 82, p. 577, 1919. A correlation of observed data from several New England rivers shows marked 

similarities In run-off habits.

164. Pittsburgh Flood Committee, Report on Ohio River floods, 1912. 

This volume Includes a study of floods in the Pittsburgh 

district, with proposed plans for relief, and bibliography 

of flood literature up to 1912.

165. Reed, W. G., A skew-frequency curve applied to stream-gage data: 

Monthly Weather Rev., vol. 45, pp. 128-129, 1917.

166. Reed, Oren, Maximum flood discharge In San Joaquin Valley, Calif.: 

Am. Soc. Civil Eng. Trans., vol. 93, pp. 406-430, 1929. A 

quotation from the discussion by Charles H. Lee gives an 

excellent summary of the paper: "This paper describes a 

method of estimating maximum flood discharge which assumes 

that within the same meteorological province the records of 

several streams, similar In storage, vegetation, soil, and 

other physical characteristics, can be combined, after making certain adjustments, so as to give an equivalent record 

for one of the streams."

167. Richardson, H. W., Alabama's worst flood wrecks towns, railroads,

and highways: Eng. News-Record, vol. 102, pp. 517-519, 1929. 

A rainfall varying In Intensity from 13 to 27 Inches in 24 

hours on Mar. 14-15, 1929. Most of article devoted to flood 

damage. No run-off figures.

168. Roberts, T. P., Floods and means of their prevention In our western 

rivers: Eng. Soc. Western Pennsylvania Proc., vol. 23, pp. 

306-365, 1907.

169. Root, C. J. (meteorologist, U. S. Weather Bureau), Heavy autumn 

rainfall In Illinois In 1926: Eng. News-Record, vol. 98, 

p. 327, 1927. A review of severe rains and floods In central Illinois In ai tumn of 1926. Comparison with normal 

rates.

170. Sargent, E. H., Maximum flow of streams In the State of New York: 

Eng. News-Record, vol. 85, p. 879, 1920. This article contains a short explanation of a series of curves which have 

been plotted to Illustrate the relation between flood flow 

and drainage area.

171. Saville, C. M., Hydrology of the Panama Canal: Am. Soc. Civil Eng. 

Trans., vol. 76, pp. 871-985, 1913. All phases of the hydrology of the Panama Canal area are treated In this paper. 

Of particular interest in a flood study are the figures 

given for maximum run-off for the Chagres River. In a discussion, Weston E. Fuller substitutes some of these figur-es
484 FLOODS IN THE UNITED STATES

171. In his flood formula and compares the resulting constants 

obtained with those for other parts of the world.

a. Some floods and droughts on New England streams: New England

Water Works Assoc. Jour., vol. 39, pp. 1-31, 1925. The runoff characteristics of certain rivers of southern New 

England are considered in detail. There are a number of 

diagrams to show the relation between rainfall and run-off 

and how it varies with previous conditions of soil moisture.

b. Some phases of southern New England hydrology: New England

Water Works Assoc. Jour., vol. 47, pp. 363-448, 1933. This 

paper is a study of long rainfall and run-off records in 

southern New England. The effect of length of record upon 

accuracy of estimates of probable values is well Illustrated.

c. Some relationships of run-off to rainfall: Am. Geophys. Union 

Trans., 1934, pp. 444-453.

d. Discussion: Public Works, vol. 65, p. 13, 1934.

e. New England Water Works Assoc. Jour., vol. 48, pp. 255-271, 

1934.

172. Saville, Thorndike, Rainfall data interpreted by laws of probability: Eng. News, vol. 76, pp. 1208-1211, 1916. This paper 

Illustrates the steps necessary in making practical application of the laws of probability.

a. The relation of water resources to forestry: North Carolina 

Geol. and Econ. Survey Bull. 172, 1920.

b. The 1929 floods on eastern North Carolina streams: Am. Geophys. 

Union Trans., 1932, pp. 361-370.

173. Saville, Thorndike, and Watson, J. D., Flood-flow duration characteristics of North Carolina streams: Am. Geophys. Union 

Trans., 1933, pp. 406-425.

174. Scheidenhelm, P. W., The reconstruction of the Stony River dam: 

Am. Soc. Civil Eng. Trans., vol. 81, pp. 907-1023, 1917. 

The paper deals principally with construction details, but 

on page 926 some figures for high flood discharges are given 

for use in estimating spillway capacities. The subject of 

maximum rainfalls and their duration is also considered.

175. Shaver, J. W., Some aspects of New England's greatest flood: Eng. 

News-Record, vol. 99, pp. 841-845, 1927. Rainfall and runoff discussed. A table shows flood discharges of 1927 compared with highest previous flood.

176. Shaw, A. M. (construction engineer, New Orleans, La.), Notes on 

heavy rainfall April 15-16 at New Orleans and vicinity: 

Eng. News-Record, vol. 98, p. 697, 1927. An exceptional 

rainfall of 14 to 15 inches in 20 hours, 45 miles southwest 

of New Orleans.

177. Sherier, J. M. (meteorologist, U. S. Weather Bureau), Colorado

rainfall records and flood estimate: Eng. News-Record, vol. 

87, pp. 23-24, 1921. Records of intense precipitation, and 

succession of local floods In June 1921. Preliminary estimates of peak run-offs in Arkansas River and tributaries.

178. Sherman, C. W., Excessive rainfall frequencies at Springfield,

Mass.: Eng. News-Record, vol. 85, pp. 445-446, 1920. This 

paper is a study of duration, frequency, and intensity of 

rainfall for a 26-year record.

a. Probability methods for rainfall and run-off: Eng. NewsRecord, vol. 94, p. 1071, 1925. This is a discussion of the 

points brought out in the letter of S. L. Moyer on page 906 

of the same volume.

b. Frequency and intensity of excessive rainfalls at Boston, Mass.: 

Am. Soc. Civil Eng. Trans., vol. 95, pp. 951-960, 1931. 

This paper gives the results of a study of the records of 

the recording rain gage at Chestnut Hill Reservoir, in 

Boston, Mass. Curves showing the relation between intensity 

and duration of rainfall are plotted and discussed, and a 

formula is derived for the relation.
BIBLIOGRAPHY 485

179. Sherman, L. K., Stream flow from rainfall by unit-graph method: 

Eng. News-Record, vol. 108, pp. 501-505, 1932. See also 

discussions in Eng. News-Record, vol. 109, pp. 223-226, 1932. 

a. The relation of hydrographs of run-off to size and character of 

drainage basins: Am. Geophys. Union Trans., 1932, pp. 33'2- 

339.

b. The relation of unit graphs for similar drainage basins (manuscript), October 1931. A procedure for determining from the 

known unit graph of a given drainage basin the unit graph 

for any other similar area, larger or smaller. An analysis 

of the amount of error in assuming a rainfall of unit duration when the actual rainfall period is greater or smaller.

180. Smith, J. W., Forests and floods: Monthly Weather Rev., vol. 39, 

p. 516, 1911.

181. Sonderegger, A. L., Physiography of watersheds and channels, and 

analysis of stream action of southern California rivers, 

with reference to the problems of flood control: Am. Soc. 

Civil Eng. Trans., vol. 83, pp. 1111-1134, 1919-20. No 

figures of stream flow or rainfall are given in this paper. 

It deals entirely with the physiography of California and 

treats the subject of flood control more from the viewpoint 

of a geologist than from that of the hydraulic engineer.

182. Southern Railway Co., The floods of July 1916, affecting the Southeastern States.

183. Spencer, R. E., The flood of 1929 in the lower Mississippi Valley: 

Monthly Weather Rev., vol. 57, pp. 317-319, 1929.

184. Spiegel, J. B., (engineer, U. S. Geol. Survey, Topeka, Kans.),

Flood flows in southwestern Kansas in November 1928: Eng. 

News-Record, vol. 102, pp. 877-879, 1929. Studies of runoff on Osage, Neosho, Verdigris, and Walnut Rivers. Isohyetal map shown, and a tabulation giving precipitation, 

run-off, etc., for these rivers. Maximum run-off, 86 c.f.s. 

per square mile for 1,860 square miles of Walnut River Basin 

at Winfield, Kans.

185. Stewart, C. B., Investigation of flood flow on the watershed of the 

upper Wisconsin River, Merrill and above: Western Soc. Eng. 

Jour., vol. 18, pp. 290-302, 1913. This paper contains a 

compilation of maximum rainfall and run-off data for a particular area on the Wisconsin River. No attempts are made 

to derive formulas.

186. Stewart, J. E., and Schuleen, E. T., Flood predictions from storm 

paths, preflood river stages, precipitation data, and peak 

river stages: Monthly Weather Rev., vol. 57, pp. 186-192, 

1929.

187. Stummer, Roman, Zur Hochwasserkatastrophe in September 1899:

Centralbl. gesamte Forstwesen, vol. 26, pp. 234-238, 1900.

188. Surell, A., and Ce'zanne, Ernest. See item 33.

189. Swain, G. F., The influence of forests on climate and on floods, a 

review of Prof. W. L. Moore's report: Am. Forestry, vol. 

16, pp. 224-240, 1910.

190. Switzer, F. G., Probability of flood flows: Am. Soc. Civil Eng.

Proc., vol. 53, pp. 563-569, 1927. A discussion of the use 

of frequency curves in determining flood flow probabilities.

191. Switzer, F. G., and Miller, H. G., Floods: Cornell Univ., Eng. 

Exper. Sta., Bull. 13, Dec. 15, 1929. A study of flood 

flows on 47 rivers in different parts of the United States. 

A formula is proposed which makes use of a rainfall factor 

and-the average width of the drainage area.

192. Taylor, H., Comparison of flood control measures: Municipal Eng., 

vol. 65, pp. 22-27, 1923.
486 FLOODS IN THE UNITED STATES

193. Taylor, J. C. D., Spring run-off - its causes and intensity; flood 

conditions in the Red River Valley: Canadian Eng., vol. 47, 

pp. 169-174, 1924.

194. Townsend, C. McD., Control of river floods: Corps of Eng., U. S. 

Army, Prof. Mem., vol. 5, pp. 419-449, 1913.

195. Tyler, R. G., Flow characteristics of glacier-fed and snow-fed

streams: Am. Geophys. Union Trans., pt. 2, 1934, pp. 617- 

623.

196. U. S. Geological Survey. This agency has published numerous watersupply papers dealing with river heights, operations at 

river stations, stream measurements, or surface water supply, 

all containing flood data, to the extent of their inclusion 

of extremes of observed stream discharge for succeeding 

years and other periods. The following list includes some 

of the water-supply papers with important contributions of 

flood data.

a. 82. Report of progress of stream measurements for the calendar 

year 1902, by F. H. Newell, pt. 1, Northern Atlantic coast 

and St. Lawrence River drainage, 1903.

b. 88. The Passaic flood of 1902, by G. B. Hollister and M. 0. 

Leighton, 1903.

c. 92. The Passaic flood of 1903, by M. 0. Leighton, 1904.

d. 96. Destructive floods in the United States in 1903, by E. C. 

Murphy, 1904.

e. 109. Hydrography of the Susquehanna River drainage basin, by 

J. C. Hoyt and R. H. Anderson, 1905.

f. 147. Destructive floods in the United States in 1904, by E. C. 

Murphy and others, 1905.

g. 162. Destructive floods in the United States in 1905, with a 

discussion of flood discharge and frequency and an index to 

flood literature, by E. C. Murphy and others, 1906.

h. 334. The Ohio Valley flood of March-April 1915, including comparisons with some earlier floods, by A. H. Horton and 

H. J. Jackson, 1913.

i. 426. Southern California floods of January 1916, by H. D. 

McGlashan and F. C. Ebert, 1917.

j. 487. The Arkansas River flood of June 5-5, 1921, by Robert 

Pollansbee and E. E. Jones, 1922.

k. 488. The floods in central Texas in September 1921, by C. E. 

Ellsworth, 1925.

1. 520. Contributions to the hydrology of the United States,

1925-24; Robert Follansbee, P. V. Hodges, and others, 1925.

m. 556. Water power and flood control of Colorado River below 

Green River, Utah, by E. C. La Rue, with a foreword by 

Hubert Work, Secretary of the Interior, a report on water 

supply by E. C. La Rue and G. F. Holbrook, and a geologic 

report on the inner gorge of the Grand Canyon of Colorado 

River by R. C. Moore, 1925.

n. 636. Contributions to the hydrology of the United States, 

1929; H. B. Kinnison, 1930.

197. U. S. Weather Bureau, Monthly V/eather Rev. at intervals from 1874 

onward and particularly since 1896. Beginning with 1930, 

every issue has one section assigned to a discussion of 

rivers and floods.

a. Bull. E; general discussion pf floods, with particular attention to those of 1897.

b. Bull. M; description and discussion of floods occurring in the 

spring of 1903.

c. Bull. Y; discussion of floods occurring in 1912.

d. Bull. Z; discussion of floods occurring during 1913.

e. Suppl. 22; discussion of floods occurring during 1922.

f. Suppl. 29; discussion of the floods of 1927.

198. Utah State Agricultxiral College, Torrential floods in northern 

Utah, 1950 report of special flood commission: Agr. Exper. 

Sta., Logan, Utah, Circ. 92, January 1931.

199. Valles, P., The influence of forests upon rainfall and inundations, 

being an extract from a work entitled "Etudes sur les inondations," translated by C. J. Alien, 19 pp., Washington, D. C., 

1873.
BIBLIOGRAPHY - 487

200. Van Deusen, E. A., Data of a cloudburst flood in Rondout Creek:

Eng. News-Record, vol. 102, p. 607, 1929. Drainage area discharge curve of Rondout-Wallkill Basin, for the flood of 1928, 

is given and compared with Kuichling's curves.

201. Veatch,*P. M. (Kansas City, Mo.}, Study of intensive rainfall in

four Nebraska cities: Eng. News-Record, vol. 102, pp. 839- 

840, 1929. Precipitation records of 457 storms from 1896 to 

1928 analyzed and diagrammed to aid in sewer design. Formulas for intensity of 5-year storms at Lincoln, Omaha, Valentine, and North Platte are given, and curves of relation 

between intensity and duration of storms which may be expected at 5-year intervals.

202. Walker, T., Run-off formulae: Canadian Eng., vol. 44, p. 346, 1923.

203. Weber, J. H., and Brooks, C. F., The weather-map story of the flooding rainstorm of New England and adjoining regions: New 

England Water Works Assoc. Jour., vol. 42, pp. 91-103, 1928.

204. Western Society of Engineers,.Journal, vol. 1, pp. 73, 147, 1899. 

Tables of excessive rainfall at Chicago from 1889 to 1897 

inclusive.

205. Woodward, S. M., and Nagler, F. A., The effect of agricultural

drainage upon flood run-off: Am. Soc. Civil Eng. Trans., 

vol. 93, pp. 821-839, 1929. Study of rainfall and run-off 

in flood periods 1903-6 and 1918-23, to ascertain effect of 

drainage on Des Moines and Iowa Rivers at Keosauqua, Des 

Moines, Fort Dodge, and Iowa City, Iowa. Contains tabular 

summary of floods on Des Moines River.

a. Hydraulics of, the Miami flood control project: Miami Conservancy Dist. Tech. Repts., pt. 7, 1920. Hydrographs of the 

flood of 1913 and diagrams of inflow and outflow from detention reservoirs.

b. Velocity head changes a factor in flood-discharge estimations: 

Eng. News-Record, vol. 97, p. 678, 1926. This relates to 

the paper of D. J. F. Calkins entitled "Hydraulic data on a 

rapidly rising flood in small stream," on page 416 of the 

same volume. The estimated discharge from the 26.6 square 

miles of drainage area of Squillchuck Creek, Wash., was 715 

to 940 c.s.m.

206. Yarnell, D. L., High precipitation for short periods in the United 

States, Am. Geophys. Union Trans., pt. 2, 1934, pp, 416-418.

207. Zon, Raphael, and others, Comparison of rainfall and run-off in the 

northeastern United States; discussion: Am. Soc. Civil Eng. 

Proc., vol. 33, pp. 924-933, 1907.

INDEX

	Page

Abilene, Kans., Smoky Hill River near. ................... 312

Acknowledgments>*........... .................. 14

Adamsville, Ohio, Raccccn Creek at..................... 186

Administration ............................... 13

Afton, Wis., Rock River at......................... 259

Alameda Creek at Sunol, Calif. ....................... 361

Albany, Oreg., Willamette River at..................... 393

Alderson, W. Va., Greenbrier River at.................... 104, 185

Algonquin, 111., Fox River at........................ 271

Allegheny River at Franklin, Pa. ...................... 160

at Red House, N. Y............................. 103, 159

Alpine, Ind«, West Fork of Whltewater River near .............. 104

American River at Pair Oaks, Calif.. .................... 77, 376

Androscoggin River at Rumford, Maine .................... 127

Apalachicola River near River Junction, Fla. ................ 103

Apple River near Somerset, Wls.. ...................... 248

Arcadia, Fla., Peace Creek at........................ 102

Arkansas River at and near Pueblo, Colo. .................. 328

at Canyon City, Colo.. ......................... 326

at Granite, Colo.. ........................... 324

at Salida, Colo. ............................ 325

Arroyo Secc near Soledad, Calif. ...................... 360

Asbeville, N. C., French Broad River at. .................. 105, 200

Ashley Creek near Vernal, Utah ....................... 110

Athens, Ohio, Hocking River at....................... 179

Augusta, Mont., North Fork of Sun River near ................ 289

Austin, Tex., Colorado River at....................... 109, 335

Authorization. ............................... 13

Avonmore, Fa., Kiskimlnetaa River at.................... 169

Azusa, Calif., San Gabriel River and Azusa (Southern California Edison Co.'s)

canal near. ............................ 359

San Gabriel River near ......................... 110

Bakersfield, Calif., Kern River near .................... 362

Barratts, Mont., Beaverhead River at.................... 277

Baton Rouge, La., Mississippi River at................... 322

Batten Kill at Battenville, N. Y.. ..................... 99

Battenville, N. Y., Batten Kill at ..................... 99

Battle Creek at international boundary ................... 296

Bear Valley Creek near Cape Horn, Idaho. .................. 112

Beaverhead River at Barratts, Mont.. .................... 277

Bell Ranch, N. Hex., Canadian River near .................. 108

Belvft,W. Va., Gauley River above ...................... 104

Berlin, Wis., Fox River at ......................... 224

Bernard, Merrill M., ...................... 3.4, 18, 23, 64, 65, 451

Besson, F. S.................. ............... 37

Bibliography ................................ 468-487

Big Blue River at Randolph, Kans.. ..................... 315

Biggs, Oreg., Deschutes River at Moody near. ................ 39Q

Big Horn River at Thermopolis, Wyo.. .................... 298

Big Muddy River at Plumfield, 111. ..................... 276

Big Sandy Creek at Rockville, W. Va. .................... 174

Bismark, N. Dak., Missouri River at. .................... 280

Blacklick Creek at Blacklick, Pa.. ..................... 170

Black River (St. Lawrence River Basin) at and near Water-town, N. Y.. . . . . 226

Black River (Upper Mississippi River Basin) at Neillsville, Wis. ...... 252

Bluff City, Term., South Fork of Holston River at. ............. 210

Bluff, Utah, San Juan River near ...................... 110

Boise River liear Twin Springs, Idaho .................... 112, 384

South Fork cf, near Lenox, Idaho .................... 385

Bonanza, Wyo., Nowood Creek at....................... 299

Bonner Springs, Kans., Kansas River at................... 311

Boonyille, Mo., Missouri River at...................... 107

Boston Society of Civil Engineers. ..................... 39

Boundary Creek near Fort Hill, Idaho .................... 112

Brazos River at Waco, Tex. ......................... 333

Brodhead, Wis., Sugar River near ...................... 262

Bryson, N. C., Tuckasegee River at..................... 105, 216

Buchanan, Va., James River at........................ 101, 150

Bull Run River near Bull Run, Oreg.. .................... 112, 392

Burns!de, Ky., Cumberland River at..................... 196

Butcherville, W. Va., West Pork River at.................. 173

Cache Creek at Yolo, Calif.. ........................ 378

California method, flood analysis. ..................... 58, 59, 60

modified ................................ 60

Canadian River (Western Gulf cf Mexico Basins) near Bell Ranch, N. Mex.. . . 108

at logan, N. Mex.. ........................... 108

Canyon City, Colo., Arkansas River at.................... 326

	489
Page

Cape Horn, Idaho, Bear Valley Creek near .................. 112

Carrabassett River near North Anson, Maine ................. 97

Cartersville, Va., James River at. ..................... 101, 151

Catawba, Ky., Licking River at ....................... 104

Cazadero, Oreg., Clackamas River near. ................... 113

Cedar River at Cedar Rapids, Iowa. ..................... 107, 266

Celina, Tenn., Cumberland River at ..................... 105

Central Point, Oreg., Rogue River near ................... 396

Chappells, S. C., Saluda River at. ..................... 102

Chattahoochee River at West Point, Ga. ................... 102. 155

Chattanooga, Tenn., Tennessee River at and near. .... .72, 78, 86, 204, 398, 426, 436

Chemung River at Chemung, II. Y... ..................... 142

Chippewa River at Chippewa Falls, Wis. ................... 106, 248

Cincinnati, Ohio, Ohio River at... .................... 164

Claokamas River near Cazadero, Oreg. .................... 113

Clark Pork near Plains, Mont.. ....................... 112, 383

at Priest River, Idaho ......................... 112

Clear Creek near Golden, Colo. ....................... 304

Clearwater River at Kamiah, Idaho. ............ ........ 386

Clements, Calif., Mokelumne River near ................... 369

Clifton, Ariz., San Francisco River at................... 110

Clinch River at Clinton and near Coal Creek, Tenn. ............. 217

Clinton, Tenn., Clinch River at. ...................... 217

Coal Creek, Tenn., Clinch River near .................... 217

Coleville, Calif., West Walker River near. ................. 355

Coifax, Wis., Red Cedar River near ..................... 106

Colorado River at Glenwood Springs, Colo.. ................. 345

at Yuma, Ariz. ............................. 346

near Grand Canyon, Ariz. ........................ 109

Colorado River (Western Gulf of Mexico Basins) at Austin, Tex. ....... 109, 335

near Tow, Tex. ............................. 109

Columbia, Conn., Hop River near. ...................... 97

Columbia River at Grand Coulee, Wash.. ................... Ill

at The Dalles, Oreg. .......................... 381

Committee on Water Plow, The President's .................. 19

Comstock, Tex., Pecos River near ...................... 343

Concan, Tex., Frio River at. ........................ 109

Conejos River near Uogote, Colo. ...................... 342

Conklin, N. Y., Susquehanna River at .................... 99

Connecticut River at Montague City, Mass.. ................. 98

at North Stratford, II. H......................... 98

at Orford, N. H., and South Newbury, Vt« ................ 132

at White River Junction, Vt....................... 134

Connellsville, Pa., Youghiogheny River at.................. 175

Cooperation. ................................ 15

American Geophysical Union ....................... 16

American Society of Civil Engineers. .................. 15

other sources. ............................. 17

Coppock, Iowa, Skunk River at........................ 267

Cornish, Maine, Saco River at. ....................... 97

Corps of Engineers, U. S. Army ....................... 19

Creager, W. P. ............................. .45, 46, 56, 58

Crookston, Minn., Red 'Lake River at. ....... ........... . . 234

Cumberland, Md., North Branch of Potomao River near. ............ 100

Wills Creek near ............................ 100

Cumberland River at BurnsidS1 , Ky.. ..................... 196

at Celina, Tenn. ....... i .................... 105

at Cumberland Palls, Ky. ........................ 195

at Nashville, Tenn.. .......................... 198

Dan River at Leaksville, N. C. ....................... 101

Davenport, R. W. .............................. 13

Dawson, N. Mex., Vermejo River near. .................... 108

Dayton, Ohio, Miami River at........................ 188

Dead'River at The Porks, Maine ....................... 126

Dean. J. P.. ................................ 51, 55

formula. ................................ 55

Deoaturville, Mo., Niangua River at..................... 108

Deforestation. ............................... 446

Delaware, Ohio, Olentangy River near .................... 104

Delaware River at Port Jervis, N. Y. ................... 137, 453, 455

Del Norte, Colo., Rio Grande near. ..................... 336

Desohutes River at Moody near Biggs, Oreg. ................. 390

Des Moines River at Keosauqua, Iowa. .................... 268

Devils Slide, Utah, Weber River at..................... 353

Dial, Ga., Toccoa River near ........................ 221

District Engineers, U. S. Geological Survey. ................ 15, 92

Drainage basins, geographic classification of................ 119

Dresden, Ohio, Muskingum River at. ..................... 103

Dublin, Ga., Oconee River at........................ 102

Duohesne River at Myton, Utah. ....................... 348

Duration series, analysis of........................ 88

interpretation of............................ 70

Dyer, W. Va., Williams River at. ...................... 104
INDEX 491

	Page

East Liverpool, Ohio, Little Beaver Creek near ............... 178

Eddy, H. P.. ................................ 41

Eggleston, Va., New River at........................ 103, 180

Elko, Nov., South Fork of Humboldt River near. ............... 558

Elk River, Minn., Mississippi River at................... 236

Elkton, Or eg., Umpqua River near ...................... 395

Ellaville, Pis., Suwannee River at................ ..... 102

El Paso, Tex., Rio Grande near ....................... 340

Embarrass River at Ste. Marie, 111., .................... 192

Emf, Term., Ocoee River at................. ........ 222

Essex Junction, Vt., Wlnooskl River at................... 106

Evansville, Ind., Ohio River at....................... 166

Exceedence, definition of.......................... 457

Fair Oaks, Calif., American River at .................... 77, 376

Falls Village, Conn., Houaatonlc River at. ................. 98

Family, Mont., Two Medicine River at .................... 290

Fargo, N. Dak., Red River at ........................ 232

Feather River at Orovllle, Calif.. ..................... 372

Federal Emergency Relief Administration. .................. 14

Ferguson, S. C., Santee River at. ...................... 102

Fetterman, W. Va,. Tygart River at ..................... 172

Fingerville, S. C. , Pacolet River near. .................. 102

Flambeau River near Ladysmlth, Wis....... ..<*..... ....... 250

Flathead River near Polaon, Mont.. ..................... 383

Flood data .................................

analysis of............................... 68, 70, 71

annual. .............................. 70, 81

dally ............................... 70, 84

monthly ............... ............... 70, 82

Interpretation of. ........................... 85, 89

plotting of............................... 78-81

Flood flow, characteristics of maximum ............. ...... 90-95

dally (calendar day) ......................... 90-95, 97-113

momentary peak ..................... .22, 66, 90-94, 97-115, 115

24-hour day. ........................... 66, 91-94, 97-113

Flood formulas .............. .................

extreme flood. ............................. 32

flood frequency. ............................ 33

involving rainfall ........................... 35

length and width of drainage area. ................... 34

limitations of ............................. 29, 33, 114

run-off. ................................ 61

statistical. .............................. 47

total run-off. ............................. 39

Floods, due to ice, dam failures, high tides, etc. ............. 21

methods of estimating. ......................... 32

Flood statistics, see statistical methods. ................. 69-71, 428

Florence, Ala., Tennessee River at..................... 206

Folse, J. A. ................................ 29

Foreword .................................. 9

Forks, Utah, Provo River at........... ......... ..... 354

Fort Benton, Mo., Missouri River at..................... 278

Foster, H. A.. ............................... 14, 47, 54

Foster method. ............................... 403

Foxcroft, Maine, Plscataquis River near. .................. 123

Fox River (St. Lawrence River Basin) at Berlin, Wls. ............ 224

Fox River (Upper Mississippi River Baain) afc Algonquln, 111.. ....... 271

Franklin Junction, N. H., Merrimack River at ................ 130

Franklin, Pa., Allegheny River at. ..................... 160

Frederick, Md.- Monocacy River at Jug Bridge near. ........«*» 100

Icnocacy River near .......... ................. 148

Frederick, Pa., Perkiomen Creek at..................... 0.38

Frederlcksburg, Va., Rappahannock River near................ 101

Freeport, 111., Pecatonica River at..................... 261

French Broad River at Aaheville, N. C. ................... 105, 200

Frequency curves .............................. 71-73

discussion of, by Slade. ........................ 429

interpretation of, by Saville. ..................... 414

general. ................................ 81

limits of data of............................ 430

Frlo River at Concan, Tex. ......................... 109

Fuller, W. B.. ............................. .31, 41, 66, 67

formula. ................................ 41-43, 399

method ................................. 42, 43, 398

peak flow formula. ........................... 66

Oauley River above Belva, W. Va. ...................... 104

Qaylordsville, Conn., Tenmlle River near .................. 98

Gays Mills, Wls., Kickapco River at. .................... 257

Genessee River at St. Helena, N. Y...................... 106

Slla River at Kelvin, Arlz.. ........................ 350

Glendive, Mont., Yellowstone River at. ................... 297

Glenwood Springs, Colo., Colorado River at................. 345

Glenwood, Wash., Klickltat River near. ................... 391
IIDKX

	Page

Glide, Oreg., North Dmpqua River near .................... 113

Golden, Colo., Clear Creek near ....................... 304

Goodrich, R. D. ............................. 50, 52, 53, 73

method. ................................. 406

Grand Canyon, Ariz., Colorado River near. .................. 109

Grand Coulee, Wash., Columbia River at. ................... Ill

Grand Falls, Ariz., Little Colorado River at. ................ 110

Grand Forks, N. Dak., Red River at. ..................... 233

Granite, Colo., Arkansas River at...................... 324

Graphic analysis of flood data. ....................... 71

frequency curves. ............................ 71, 73

histogram ................................ 73, 86

hydrographs ............................... 71

Graphs, distribution. ............................ 452

Greenbrier River at Alderson, W. Va.. .................... 104, 185

Green River at Green River and Little Valley near Green River, Utah ..... 109, 347

Grindstone, Maine, East Branch of Penobseot River at............. 131

Orover, N. C. ................................ 13, 51

Grunsky, C. E................................. 55

Guadalupe River near Spring Branch, Tex.. .................. 109

Guntersville, Ala., Tennessee River at.................... 105

Eadley, N. Y., Sacandaga River at ...................... 98

Hall, L. S. ............ » .................... 50

Hannibal, Mo., Mississippi River at ..................... 242

Harris, R. M. ................................ 50

Harrisburg, Pa., Susquehanna River at ................. 75, 76, 99, 141

Hayford, J. P................................. 29

Haeen, A. .......................... 31, 40, 48, 54, 57, 71, 73

method. ................................. 404

Henrys Fork at Warm River, Idaho. ...................... 112

Herman, Mo., Missouri River at. ............ ........... 287

Histogram .................................. 73, 86

Hiwassee River at Murphy, N. C. ....................... 105, 219

Hooking River at Athens, Ohio ........................ 179

Holder, Fla., Withlacoochee River near. ................... 102

Holston River near Rogersvllle, Tenn. .................... 211

South Fork of, at Bluff City, Tenn. ................... 210

Ho TAB atonic River at Falls Village, Conn.. .................. 98

Hop River near Columbia, Conn. ....................... 97

Horton, R. E. ....................... .14, 18, 31, 42, 43, 52, 433

Hudson River at Mechaniaville, N. Y...................... 135

Humbolt River near Oreana, Nev. ....................... 363

South Fork of, near Elko, Nev.. ..................... 358

Huntsville, Utah, South Fork of Ogden River near. .............. 110

Hydrographs ................................. 71

constant base for ............................ 39

unit. ............................... BE, 432, 451-461

Hydrologic conditions, change in, as affecting interpretation of frequdney

analysis, Horton .......................... 433

Intake, Mont., Yellowstone River at ..................... 297

Ittternational boundary, Battle Creek at.. ......... ........ 296

Lodge Creek at.............................. 295

South Fork of Milk River at and near. .................. 293

Tola, Kans., Neosho River at and near .................... 108, 330

Iowa River at Iowa City, Iowa ........................ 107, 263

at Wapello, Iowa. ............................ 265

James River at Buchanan, Va.. ........................ 101, 150

at Cartersville, Va.. .......................... 101, 151

Jamestown, Ala., Little River near. ..................... 105

John Day River at McDonald Perry, Oreg. ................... 388

Johnsonville, Tenn., Tennessee River at and near. .............. gos

Justin, J, D. ................................ 41

Judson, N. C., Little Tennessee River at. .................. 213

Jump River at Sheldon, Wis. ......................... 251

Junction City, Kans., Republican River at.................. 307

Juniata River at Newport, Pa. ........................ 99, 145

Kami ah, Idaho, Clearrrater River at...................... 386

Kanawha River at Kanawha Falls, W. Va.. ................... 104, 181

Kankakee River at Momence, 111. ....................... 270

Kansas City, Mo., Missouri River at..................... 285

Kansas River at Bonner Springs, Kans. .................... 311

at Ogden, Kans. ............................. 309

at Topeka, Kans.. ............................ 107, 310

Kaskaskia River at Vandalia, 111. ...................... 275

Kaweah River near Three Rivers, Calif.. ................... 365

Kelvin, Ariz., Gila River at. ........................ 350

Kennebec River at The Forks, Maine. ..................... 124

at Waterville, Maine. .......................... 125

Kentucky River at Lock 10, near Winchester, Ky. ............... 191

Keokuk, Iowa, Mississippi River at. ..................... 240

Keosauqua, Iowa, Des Moines River at..................... 268

Kern River near Bakersfield, Calif. ..................... 362

Keshena Falls, Wis., Wolf River at. ..................... 106
INDEX 495

	Page

Klokapoo River at Gays Mills, Wis.. ..................... 257

Kimball, Alberta, St. Mary River near .................... 231

Klncer, J. B. ................................ 444

Kings River at Piedra, Calif. ........................ Ill, 367

Kiskiminetas River at Avonmore, Pa. ..................... 169

Klickitat River near Glenwood, Wash...................... 391

Knoxville, Term., Tennessee River at..................... 202

Koctenai River at Leonls, Idaho ....................... Ill

Kuichling, E. ................................ 30, 35, 41

La Crosse River near West Salem, Wis. .................... 253

Lady smith, Wis», Flambeau River near. .................... 250

Lane, E. W. .................................. 44

Lawrence, Mass., Merrimack River at..................... 131

Leaksville, N. C., Dan River at ....................... 101

Le Claire, Iowa, Mississippi River at .................... 239

Lenox, Idaho, South Fork of Boise River near. ................ 385

Leonis, Idaho, Kootenai River at. ...................... Ill

Lexington, Va., North River near. ...................... 101

Licking River at Catawba, Ky. ........................ 104

Lillie, G. E. ................................ 35

Little Beaver Creek near East Liverpool, Ohio ................ 178

Little Colorado River at Grand Falls, Ariz. ................. 110

Little Pigeon River at Seviervllle, Tenn. .................. 105

Little River near Jamestown, Ala. ...................... 103

Little Tennessee River at Judson, N. C. ................... 213

at McGhee, Tenn.. ............................ 214

Little Valley, Utah, Green River at ..................... 347

Little Wabash River at Wilcox, 111. ..................... 194

Lobatos, Colo., Rio Grande near ....................... 337

Lodge Creek at international boundary .................... 295

Logan, N. Mex., Canadian River at...................... 108

Louisville, Ky., Ohio River at. ....................... 165

Loyalscck Creek at Loyalsock, Pa. ...................... 99

Lyndon, 111., Roctf River at ......................... 260

Lyons, Colo., St. Vrain Creek at....................... 306

McDonald Ferry, Oreg., John Day River at. . ................. 388

McDowell, Ariz., Verde River Rear ...................... 351

McGhee, Tenn., Little Tennessee River at................... 214

McKeever, N. Y., Moose River at....................... 288

Mad River near Springfield, Ohio. ...................... 190

Mankato, Minn., Minnesota River at. ..................... 106, 245

Maqucketa River below North Fork of Maquoketa River, near Maquoketa, Iowa.. 107, 258

Marias River near Shelby, Mont. ....................... 107, 291

Marrlotsville, Md., North Branch of Patapsco River near ........... 100

Mattawamkeag River at Mattawamkeag, Maine .................. 97, 122

Mechanlcville- N. Y., Hudson River at.................... 1S5

Memphis, Tenn., Mississippi River at................ ..... 320

Menomonie, Wis., Red Cedar River at..................... 251

Merced River at Happy Isles Bridge near Yosemite, Calif.. .......... Ill

Merrill, Wis., Wisconsin River at ...................... 254

Merrimack River at Franklin Junction, N. H. ................. 130

at Lawrence, Mass.. ........................... 131

Meyer, A. P.. ................................ 46

Miami Conservancy District. ...................... .31, 61, 62, 453

Miami River at Dayton, Ohio ......................... 188

at Sidney, Ohio ............................. 187

Milk River, South Fork of at and near International boundary. ........ 293

Miller, H. G. .............................. 38, 40, 47, 64

Minnesota River at Mankatc, Minn. ...................... 106, 245

near Montevideo, Minn.. ......................... 243

Mississippi River at Baton Rouge, La. .................... 322

at Elk River, Minn. ........................... 236

at Hannibal, Mo.. ............................ 242

at Keckuk* Iowa .................... ......... 240

at Le Claire, Icwa. ........................... 239

at Memphis, Tenn. ............................ 320

at St. Louis, Ho. ............................ 318

at St. Paul, Minn.. ........................... 106, 237

at Vicksburg, Miss. ........................... 108, 321

Mississippi Valley Committee. ........................ 11, 13, 19

report of................................ 9, 10

Missouri River at Bismark, N. Dak.. ..................... 280

at Boonville, Mo. ............................ 107

at Fort Benton, Mont. .......................... 278

at Herman, Ho.. ............................. 287

at Kansas City, Mo............................ 285

at Omaha, Neb,. ............................. 284

at Pierre, S. Dak.. ............... ............ 281

at Sioux City, Iowa ........................... 282

Mogote, Colo., Conejos River near ...................... 342

Mokelumne River near Clements, Calif. .................... 369

Momence, 111., Kankakee River at....................... 270
INDEX

	Page

Monocacy River at Jug Bridge n.ear Frederick, Md. .............. 100

near Frederick,. Md.. .......................... 148

Montague City, Mass., Connecticut River at................. 98

Montevideo, Mlnn., Minnesota River near. .................. 243

Monticello, 111., Sangamon River at. .................... 273

Moose River at Moose River and McKeever, N. Y. ............... 228

Jfora River near Shoemaker, N. Mex. ..................... 108

Mount Carmel, 111., Wabash River at. .................... 105

Mcyer, S. L. ................................ 44

Murphy, N. C., Hiwassee River at ...................... 105, 219

Muscoda, Wis., Wisconsin River at. ...............'...... 256

Muskingmn. River at Dresden, Ohio ...................... 103

Myton, Utah, Duchesne River at....................... 346

Nashville, Tenn., Cumberland River at. ................... 198

National Resources Board, Water Planning Committee of............ 11, 14, 19

Neillsville, Wis., Black River at. ..................... 252

Neosho River at and near lola, Kans. .......^............ 108, 530

Newhalem, Wash., Skagit River at...................... Ill

New London, Wis., Wolf River at. ...................... 225

Newport, Pa., Juniata River at ....................... 99, 145

New River at Eggleston, Va.. ........................ 103, 180

Niangua River near Decaturville, Mo..................... 108

Nile River, Egypt. ............................. 25

floods, heights of ........................... 25, 28

flood stages, progressive variations In. ................ 26

nilometer. ............................... 25

records of, long period. ........................ 25

Roda gage. ............................... 25

Niles, Kans., Solemon River at....................... 313

Noblesville, Ind., West Fork of White River near .............. 193

North Anson, Maine, Carrabassett River near. ................ 97

North Bend, Wash., North Pork of SnoqtfalmW Hirer near ........... 380

Northgate, Colo., North Platte River neark ................ . 300

North Platte River near Northgate, Colo. .................. 300

at Saratoga, Wyo.. ........................... 302

North River near Lexington, Va.. ...................... 101

North Stratford, N. H., Connecticut River at ................ 98

North Umpqua River above Rook Creek, near Slide, Oreg. ........... 113

Nowood Creek at Bonanza, Wyo......................... 299

Oakley, Utah, Weber River near ....................... 352

Objectives ................................. 20

Ocoee River at Emf, Tenn.. ......................... 222

Oconee River at Dublin, (fa.. ........................ 102

Ogden, Kans., Kansas River at. ....................... 309

Ogden River, South Pork of, near Huntsville, Utah. ............. 110

Ohio River at Cincinnati, Ohio ....................... 164

at Evansville, Ind.. .......................... 166

at Louisville, Ky. ........................... 165

at Paducah, Ky.. ............................ 103

at Pittsburgh, Pa. ........................... 161

Olentangy River near Delaware, Ohio. .................... 104

Omaha, Neb., Missouri River at....................... 284

Oostanaula River at Resaca, Ga.. ...................... 157

Ore ana, Nev., Humbolt River* near ....................... 356

Orford, N. H., Connecticut River at. .................... 132

Oroville, Calif., Feather River at..................... 372

Osage River at and near Ottawa, Kans.. ................... 107, 316

at Osceola, Mo.............................. 108

Osceola, Mo., Osage River at............. ........... 108

Ottawa, Kans., Osage River at and near ................... 107, 316

Pacolet River near Fingerville, S.C... .................. 102

Paducah, Ky., Ohio River at..-. ...................... 103

Fassaic River at Paterson, N. J. ...................... 136

Passumpsic River at Passumpsic, Vt...................... 98

Patapsco River, North Branch of, near Marriotsville, Md. .......« » 100

Paterson, N. J., Fassaic River at...................... 136

Peace Creek at Aroadia, Fla. ........................ 102

Pearson, K.. ................................ 47, 73, 4?1

frequency curve, derivation of..................... 47, 73

Pecatonica River at Freeport, 111. ..................... 261

Pecos River near Comstock, Tex.. ...................... 343

Pee Dee River at Cheraw, S.C........................ 442

near Hockingham, N. C........... ............... 101

Pemlgewasset River at Plymouth, N. H. ................... 97, 128

Penobscot River at West Enfield, Maine ................... 97, 120

East Branch of, at Srindstone, Maine .................. 121

Perklomen Creek at Frederick, Pa.. ..................... 138

Personnel. ................................. 13, 18

Pettis, C. R.. ............................... 36

Pledra, Calif., Kings River at....................... Ill, 367

Pierre, S. Dak., Missouri River at..................... 281

Pine Creek near Pine Creek, Minn.. ..................... 106

Piscataquis River near Foxcroft, Maine ................... 123
Pittsburgh, Pa., Ohio River at ....................... 161

Plains, Mont., Clark Pork near ....................... 112, 383

Plumfield, 111., Big Muddy River at. .................... 276

Plymouth, H. H., Pemigewasset River at ................... 9V, 128

Point of Rocks, Md., Potomac River at. ................... 95, 147

Poison, Mont., Flathead River near ..................... 383

Poraerene, Ohio, Walholding River at..................... 103

Pomperaug River at Southbury, Conn.. ................. *. 98

Porterville, Calif., Tule River near .................... 363

Port Hill, Idaho, Boundary Creek near. ................... 112

Port Jervis, N. Y., Delaware River at................... 137, 455, 455

Potomac River at Point of Rooks, Md. .................... 95, 147

at Shepherdstown, W. Va. ........................ 100

near Washington, D. C. .......................... 100

North Branch of, near Cumberland, Md.. ................. 100

Priest River. Idaho, Clark Pork at..................... 112

Prospect, Oreg., Rogue River above ..................... 113

Provo River at Porka, Utah ......................... 354

Pueblo, Colo., Arkansas River at and near. ................. 528

Purgatoire River at Trinidad, Cole.. .................... 329

Puyallup River at Puyallup, Wash.. ..................... Ill

Quinault River at Quinault Lake, Wash* ................... Ill

Raccoon Creek at Adamsvilie, Ohio. ..................... 186

Raccoon River at Van Meter, Iowa ...................... 269

Rafter, G. W.. ............................... 30

Randell, R. R. ............................... 51

Randolph, Kans., Big Blue River at..................... 315

Rappahannook River near Fredericksburg, Va.. ................ 101

Recurrences, definition of......................... 457

Redbank Creek at St. Charles, Pa....................... 168

Red Bluff, Calif., Sacramento River near ................. .77, 111, 371

Red Cedar River at Menomonie, Wis. ..................... 251

near CoIfax, Wis.. ........................... 106

Red House, N. Y., Allegheny River at .................... 103, 159

Red Lake River at Crockston, Minn. ..................... 254

Red River aft Fargo, N. Dak.. ........................ 232

at Grand Porks, N. Dak.. ........................ 233

Republican River at Junction City and Wakefield, Kans. ........... 307

Resaca, Ga., Oostanaula River at...................... 157

Rio Grande at and near San Marcial, N. Mex.. ................ 339

near Del Morte, Colo.. ......................... 336

near £1 Paso, Tex. ........................... 340

near Lobatos, Colo.. .......................... 337

River Junction, Pla., Apalachicola River near. ............... 103

Riverton, 111., Sangamon River at....................... 274

Roanoke River at Roanoke Rapids, N. C. ................... 101

at Roanoke, Va.. ............................ 152

Rockingham, N. C., Pee Dee River near. ................... 101

Rock River at Afton, Wis.. ......................... 259

at Lyndon, 111.. ............................ 260

Rockville, W. Va., Big Sandy Creek at. ................... 174

Rogersville, Tenn., Eolston River near ................... 211

Rogue River at Raygold near Central Point, Oreg. .............. 396

above Prospect, Oreg.. ......................... 113

Ruliff, Tex., Sabine River near. ...................... 109

Rumford, Maine, Androscoggin River at.................... 127

Sabine River near Ruliff, Tex. ....................... 109

Sabino Creek near Tucson, Ariz.. ...................... 110

Sacandaga River at Hadley, N. Y. ...................... 98

Saco River at Cornish, Maine ........................ 97

Sacramento River near Red Bluff, Calif.. ................. .77, 111, 371

St. Charles, Pa., Redbank Creek at..................... 168

St. Crcix River near St. Croix Palls, Wis. .................. 247

at Swiss, Wis. ............................. 246

Ste. Marie, 111., Embarrass River at.................... 192

St. Helena, N. Y., Genesee River at..................... 106

St. Louis, Me., Mississippi River at.................... 518

St. Mary River near Kimball, Alberta .................... 231

St. Paul, Minn., Mississippi River at. ................... 106, 237

St. Vrain Creek at Lyons, Colo.. ...................... 306

Salida, Cclo., Arkansas River at...................... 325

Salisbury, N. C., Yadkin River near. .................... 154

Salmon River at Salmon, Idaho. ....................... 112

Sampling, theory of............................. 80

Saluda River at Chappells, 3.C....................... 102

Sandies Creek near Westhoff, Tex.. ..................... 109

San Francisco River at Clifton, Ariz.. ................... 110

San Gabriel River near Azuaa, Calif. .................... 110

and Azusa (Southern California Edison Co.'s) canal near Azusa, Calif.. . 359

Sangamon River at Monticello, 111. ..................... 273

at Riverton, 111.. ........................... 274

San Juan River near Bluff, Utah. ...................... 110

San Maroial, N. Mex., Rio Grande at and near ................ 339