ºº::c...... — *-T---- - “wºa." -:… -- engin. Le : 47O359 TC. B º: * * * * * * * º, U. S. DEPARTMENT OF AGRICULTURE, ^, OFFICE OF EXPERIMENT STATIONS-BULLETIN 284. - - A. C. TRUE, Director. A REPORT f RECLAMATION OF THE OVERFLOWED LANDS IN THE MARAIS DES CYGNES WALLEY, KANSAS | ** º sºft. McCRORY, Drainage Engineer, ASSISTED BY D. L. YARNELL, Assistant Drainage Engineer. W. J. McEATHRON, . . . . Supervising Drainage Engineer. - PREPARED UNDER THE DIRECTION OF C. G. ELLIOTT, Chief of Drainage Investigations. s WASHINGTON: - a Gov ERNMENT PRINTING OFFICE. 1911. E: EIIIllultillllllllllº ÉÉtº - * ; “. . $ . . . . . . . E. E. , ºf . , Yarrarº - - º * : , --- . º - º * XYé PLURIBUS UNUM . Vº * , - | . - I * - - §º • sº. --. . ſº Kº Nº.W. N.J. J.M.J. V.W.A/AS) Nº.º.º.º.º.º.º.º. Q'º. Nº A&" º ſºmmiſſiyºnºfºv III Ss. i ¥ . 1 . | j - , º Y - w 1. ,” '. W - 1 ~- * - - * . i - • *-. : ** r •. ºf - * . t “r -----.. . . . . . . . sº .." *~~ -- . . . . ... -- - & - - y * & d t º w º f l r f * * t r A - .” | - r n t l * * | * + < i | i w | t º | |* - # | : ! t - | - • A • ~ * 1319 Issued January 14, 1911. U. S. DEPARTMENT OF AGRICULTURE, OFFICE OF EXPERIMENT STATIONS.–BULLETIN 234. A. C. TRUE, Director. A REPORT |UPON THE PT CLAM ATION OF THE OVERFLOWED N. N THE MARAIS DES U. JFS WALLEY, KANSAS \ Y º ** M f!} . \º K * - S. H. McCRORY, Drainage Engineer, ASSISTED BY D. L. YARNELL, Assistant Drainage Engineer. W. J. McEATHRON, Supervising Drainage Engineer. PREPARED UNDER THE DIRECTION OF C. G. ELLIOTT, Chief of Draimage Investigations. #º º Eº: g º : ſ * NěšS WASHINGTON: G O V E R N M E N T PRINT IN G O FFIC E. 1911. OFFICE OF EXPERIMENT STATIONS. A. C. TRUE, Director. E. W. ALLEN, Assistant Director. I)RAINAGE INVESTIGATIONS. C. G. ELLIOTT, Chief Drainage Engineer and Chief of Drainage Investigations. A. D. MoREHOUSE, Office Engineer and Acting Chief in absence of the Chief. ASSISTANT OFFICE ENGINEERS. R. D. MARSDEN, H. H. BARRows, N. B. WADE. DRAFTSMEN. G. F. PoHLERs, H. B. ARTLEY. DRAINAGE ENGINEERS. W. J. McEATHRON, S. H. McCRORY, H. A. KIPP, F. F. SHAFER, W. W. WEIR, O. G. BAXTER. ASSISTANT DRAINA.G.E ENGINEERS. G. M. WARREN, D. L. YARNELL, J. W. PHILLIPs, L. A. Jon Es, F. G. EASON, C. W. OKEY, J. R. EIAsw ELL, W. J. SCHLICK, A. G. HALL, C. W. MENGEL. DRAINAGE ENGINEERS FOR IIRRIGATED LANDS. D. G. MILLER, R. A. HART, S. W. Cooper, W. A. KELLY. ENGINEERS AVAILABLE FOR SPECIAL WORK. A. E. MoRGAN, S. M. WooDwARD, J. T. STEwART, C. F. B.Row N, L. L. HIDINGER 2 [Bull. 234] (2) LETTER OF TRANSMITTAL. U. S. DEPARTMENT OF AGRICULTURE, OFFICE OF ExPERIMENT STATIONS, Washington, D. C., September 17, 1910. SIR: I have the honor to transmit herewith a report on the recla- mation of the overflowed lands in the valley of the Marais des Cygnes River, in Kansas. The report embodies the results of special field investigations and surveys made by engineers of this Office in 1909 and includes a discussion of the injury to agricultural lands by the overflow of the river, together with recommendations for relief and estimates of the probable cost of drainage works. The methods discussed and the plans recommended in the report, while referring in particular to the reclamation of 33,000 acres of agricultural land owned by 200 or more farmers in the Marais des Cygnes Valley, are those that may be applied in a large num- ber of our agricultural valleys where the permanent reclamation and protection of large areas of rich farm lands are now under considerā- tion. The treatment of the subject in its details, including estimates of cost, may, in a general way, be taken as representative of other valleys, particularly in eastern Kansas. Being assured that the mat- ter contained in this report will be of interest to a large number of farmers, its publication as a bulletin of this Office is recommended. Very respectfully, A. C. TRUE, Director. Hon. JAMES WILSON, Secretary of Agriculture. (3) [Bull. 234] 282724 CONTENTS. Introduction-------------------------------------------------------------- General description.-------------------------------------------------------. The Watershed.------------------------------------------------------- The river channel------------------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Floods in the Marais des Cygnes Valley. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Early floods----------------------------------------------------------- Recent floods---------------------------------------------------------- Soil and crops.------------------------------------------------------------ The survey---------------------------------------------------------------- Description of the survey... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Results of the survey---------------------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Rainfall and run-off------------------------------------. . . . . . . . . . . . . . . . . . . . Rainfall records.------------------------------------------------------- Possible methods of protection.----------------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . The plan recommended---------------------------------------------------. Cut-off west of Ottawa, Kans. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Cut-off at Hells Bend -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Cut-off at Quenemo, Kans-------------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . General remarks------------------------------------------------------ Cost of the improvements---------------------------------------------. . . . . . Detailed estimate of cost---------------------------------------------------- Clearing the channel--------------------------------------------------- Detailed estimated costs of levee districts. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Channel improvements at Ottawa---------------. . . . . . . . . . . . . . . . . . . . . . . . Improvements recommended.------------------. . . . . . . . . . . . . . . . . . . . . . Cost of the improvement-----------------. . . . . . . . . . . . . . . . . . . . . . . . . . . Low levees-----------------------------------------------------------. Summary of estimates------------------------------------------------------ Review and conclusion... . . . . . . . . . . . . .- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - APPENDIx I. Monthly and yearly rainfall recorded at United States Weather Bureau stations in the Marais des Cygnes watershed for the years 1898–1909, inclusive. . . . . . . Precipitation during general storms over the Marais des Cygnes watershed for the years 1898-1910----------------------------------------------------------- APPENDIX II. Daily gage height, in feet, of Marais des Cygnes River at Ottawa, Kans., for the years 1902–1910-----------------------------------------.... . . . . . . . . . Permanent bench marks set------------------------------------------------. 44 45 50 52 [Bull. 234] 2 . Map of watershed of Marais des Cygnes River in Kansas . Map of Marais des Cygnes Valley, in Kansas, showing natural features 3. Map of Maraisdes Cygnes Valley. Sheet 2 4. 5 6 ILLUSTRATIONS. and proposed improvements. Sheet 1.----------------------------. s tº sº g g = º ºs e º sº sº is us us ºn tº e º sº sº º ºs s sº as as sº Map of Marais des Cygnes Valley. Sheet 3 . Profile of Marais des Cygnes Valley, showing high-water plane of 1909. . . Cross section of standard levee * * * * * * * * * * * * * s ºn sº tº sº º sº * * * * * * * * * * * * * * * * * * * [Bull. 234] 20 20 20 20 21 RECLAMATION OFOWERFLOWED LANDS IN MARAIS DES CYGNES WALLEY, KANSAS. INTRODUCTION. In February, 1909, Hon. Charles F. Scott, of Kansas, transmitted to the Secretary of Agriculture a petition numerously signed by the residents of Franklin County, Kans., asking that a survey of the Marais des Cygnes River and adjoining overflowed bottom lands be made by the Department. It was represented that the valley lands were fertile and highly productive, but that they were subject to ruin- ous overflows, which in recent years had worked great hardship upon the farmers who were attempting to cultivate the lands. It was urged in the petition that a thorough examination and survey of the valley conditions, for the purpose of ascertaining what works would be needed for the relief of the property owners, would be of great service to the people in their efforts to reclaim their lands. In compliance with this request, Drainage Investigations of the Office of Experiment Stations, having charge of that division of the Department work, was directed to make the examination and survey at the earliest date practicable. S. H. McCrory, drainage engineer, assisted by D. L. Yarnell, assistant drainage engineer, was given charge of the work under the general direction of W. J. McEathron, supervising drainage engineer. He assembled a party at the Kansas–Missouri state line in August, 1909, and prosecuted the survey upstream, com- pleting the field work in the December following. The survey extended through Linn, Miami, and Franklin counties and into Osage County as far as the town of Melvern, covering 139 miles of the river channel and all of the overflowed land adjoining it. The following is a report of the survey, together with recommendations as to the means which may be used to ameliorate the overflowed conditions of the valuable farming land in the valley. It is accompanied by one map showing the watershed of the valley, three sheets showing topographical details of the valley and stream, and the plans suggested for their protection, one-profile, and one standard levee cross section, all of which are essential parts of the report. (7) [Bull. 234] 8 GENERAL DESCRIPTION. The Marais des Cygnes River rises near Eskridge, Wabaunsee County, Kans., flows southeast across Osage, Franklin, Miami, and Linn counties, Kans., and east across Bates County, Mo.; thence flowing in a northeasterly direction, it finally empties into the Missouri River just below. Jefferson City, Mo. Of its numerous tributaries within the area under examination, the most important ones are Pottawatomie and Big Sugar creeks, entering from the south, and Salt Creek, Hundred and Ten Mile and Bull creeks from the north. U.S DEPARTMENT OF AGRICULTURE OFFICE OF EXPERIMENT STATIONS DRANAGE INVESTIGATIONS 1910 - - º JX-S º i s H A W NE E l w AB At NS E E' Ø $22:ana–F"T7 %º º º º % º ſº º º % % % % %# ſºft % gºš £º % ſº tº &ºf 2% % 24 D d Scº Z º Cof *we:º º | ºulºsiºrºſ; A OF MARA's DES CYGNES RIVER, KANSAS. ſº is-FIFs-ºs- T55 Zºo i–4–4–4–1–a–L-1 ºn 1—a FIG. 1.-Map of watershed of Marais des Cygnes River in Kansas. This report deals only with that portion of the river above the head of the Bates County, Mo., ditch. THE WATERSHED. The river drains an area of 3,360 square miles above the Bates County ditch. Approximately 50 square miles of this area are in Missouri and 3,310 square miles in Kansas. The drainage basin lies between the Kansas (Kaw) River on the north and the Neosho River on the south. The watershed in Kansas varies in width from 20 to 50 miles and is approximately 90 miles long. (Fig. 1.) The surface of the watershed is quite diversified, varying from gently rolling to hilly. The bluffs along the river rise abruptly to a height of from 150 to 250 feet above the lowlands. The valley of [Bull. 234] 9 the Marais des Cygnes varies in width from one-half mile to 4 miles, averaging about 1 mile. The larger tributaries have the same general character as the river. Watershed areas. Square miles. Marais des Cygnes above Bates County ditch. . . . . . . . . . . . . . . . . . . 3, 360 Marais des Cygnes below mouth Big Sugar Creek. . . . . . . . . . . . . . . . 3,230 Marais des Cygnes above mouth Big Sugar Creek. . . . . . . . . . . . . . . . 2,893 Marais des Cygnes above Bull Creek. . . . . . . . . . . . . . . . . . . . . . . . . . . 2, 222 Marais des Cygnes above Pottawatomie Creek. . . . . . . . . . . . . . . . . . . 1,638 Marais des Cygnes above Ottawa, Kans. . . . . . . . . . . . . . . . . . . . . . . . . 1, 247 Marais des Cygnes above Salt Creek....... . . . . . . . . . . . . . . . . . . . . . . 562 Watershed areas of principal tributaries. - Square miles. Mine Creek----------------------------------------------------- 45 Mulberry Creek--- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36 Walnut Creek--------------------------------------------------- 7 Big Sugar Creek------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . t - - - - - - - - 338 Sugar Creek---------------------------------------------------- 79 Middle Creek. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 74 Elm Creek. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 Hushpuckna Creek------------- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66 Bull Creek------------------------------------------------------ 354 Pottawatomie Creek. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 567 Middle Creek. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 99 Tauy Creek----------------------------------------------------- T31 Eight Mile Creek-----------------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 59 Mud Creek----------------------------------------------------- 29 Appanoose Creek----------------------------------------------- 60 Hundred and Ten Mile Creek. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 334 Salt Creek------------------------------------------------------ 131 Rock Creek----------------------------------------------------- 139 THE RIVER, CIHANNEL. The Marais des Cygnes River flows, in general, in long easy bends with straight reaches of channel between. In a few places, however, there are loops in the river, the worst of these places being just below Quenemo, Kans., where the river is extremely tortuous, flowing 84 miles in order to gain 13 miles. The channel of the river is quite permanent and apparently is not enlarging; in many places it has a rock bottom, and frequently one bank is either rock or shale. These rock shoals, the locations of which are indicated on the map, cause rapids or riffles and are frequently used as fords. But little difference could be found between the present location of the river and that shown by the War Department survey of 1878. The lower part of the river has a top width of from 250 to 350 feet and a bottom width of from 70 to 120 feet; the banks vary from 25 to 35 feet in height and average about 80 feet. The channel decreases slowly in size toward the head. At Quenemo the top width varies from 225 to 325 feet, the bottom width from 40 to 75 feet, and the 64554°—Bull. 234—11—2 10 depth from 25 to 32 feet. The depth of the channel is controlled by the rock ledges that crop out along the river bed and prevent the river from cutting deeper. Growing trees are found on the slopes of the banks down to the water's edge at low water, and on the natural surface back from the banks timber is found in many places along the river. The channel is also obstructed by logs, drift, brush, and débris of every kind. These obstructions, when the river is high, greatly retard the flow of water in the channel and thus increase the height and duration of the flood. Slides of the banks have occurred at many points along the river; in some cases sections of bank several hundred feet long and from 50 to 75 feet wide have slid bodily into the river, thus narrowing the channel. On nearly all of these slides are found large growing trees. The weight of these trees, and especially the enormous leverage exerted by the large trunks, due to their swaying under the action of wind, are undoubtedly among the chief causes of the occurrence of these slides, this swaying having the effect of loosening and shaking up large masses of earth already water-soaked. At Ottawa the channel is seriously contracted by the Main Street Bridge and to a lesser extent by the Santa Fe bridge. The channels of most of the streams entering the river, while not so large, are very similar in character to that of the Marais des Cygnes and, like the river channel, they are in most cases obstructed by trees, drift, and débris. The tributary channels are relatively much larger than that of the Marais des Cygnes as compared to their respective drainage areas. FLOODS IN THE MARAIS DES CYGNES WALLEY. IEARLY FLooDs. From the time this region was first visited by white men there have been occasional heavy floods in the valleys of eastern Kansas. While there are no extended and complete accounts of the early floods, a fair idea of their extent may be obtained from the following paragraphs quoted from an article on the climatology of Kansas by T. B. Jennings: e About the last of February or first of March, 1826, heavy rains began in what is now the southeast quarter of the State, raising the Neosho and its tributaries out of their banks and flooding their bottoms; heavy rains continued in the territory during the season. * * * In the fall a destructive flood swept down the Neosho, carrying away wigwams, houses, and gathered and ungathered crops. In 1844 occurred probably the worst floods eastern Kansas has ever experienced. Rev. Mr. Meeker, who was missionary to the Ottawa Indians and was living on what is now the town site of the city of Ottawa, in his letters gave a graphic account of the condition of the Marais des Cygnes and the destruction wrought by it at that point. From May 7 to the 20th there were nine days of rain and daily, 23d to 29th, inclusive; rain began again on June 7, and on the 12th the Marais des Cygnes overflowed its s & IBull. 234] 11 banks, carrying away outhouses, fences, cattle, pigs, and chickens; the river began falling on the 14th and rising again on the 20th. At Fort Leavenworth the rainfall for June, 1844, was 8.53 inches; July, 12 inches; August, 8.08 inches; aggregating 28.61 inches for the three months (normal annual pre- cipitation for that place is 30.89 inches).--From Kansas Acad. Sci., Vol. XX, p. 273. RECENT FILOODS. Men owning land in the valley have repeatedly stated that previous to 1894 there had been no serious floods in recent years, but, commenc- ing with 1894, the river has usually overflowed its banks and flooded the bottoms from one to four times each year. The entire valley of the Marais des Cygnes from bluff to bluff is under water during a high flood. The floods of 1904 were very severe, the river flooding the, valley five times in that year. In 1909 occurred the highest flood of which we have any record. These floods ruined the crops on approximately 73,410 acres of land in Kansas and 5,700 acres in Missouri above the Bates County ditch. Along all the tributaries the bottom lands were flooded for miles upstream from the river. The valley land is made practically worthless for agricultural pur- poses by the frequent overflows. - The floods also do untold damage to the railroads that cross the valley. Every railroad from Worland, Mo., to Quenemo, Kans., was tied up by the 1909 flood, and considerable damage was done to track and equipment, at least one wreck of a passenger train being caused by the flood. SOIL AND CROPS. The soil in the valley is a heavy black loam of alluvial origin, very rich, and producing good crops of wheat and corn and other staple crops of the region when it is not overflowed. On the hills the soil is generally a brown loam underlaid by rock or clay; the soils change gradually from one to the other and many combinations of the two are found. Rock outcroppings are found in many places, and many of the hills are composed of rock covered with a scanty soil. The flooded land in the lower part of the valley sells for from $15 to $30 per acre; in the upper part of the valley for from $30 to $50 per acre. The land if protected from overflow should be worth from $125 to $150 per acre. The value of a single crop lost in a flood will pay for the necessary protection works in many of the levee districts. - THE SURVEY. DESCRIPTION OF THE SURVIEY. A field party under the charge of S. H. McCrory, assisted by D. L. Yarnell, was assembled at Worland, Mo., and started the survey August 23, 1909, beginning at the upper end of the Bates [Bull. 234] 12 County overflow ditch and working upstream to a point 2 miles west of Melvern, Kans. The survey was completed December 9, 1909. A transit line was run on one bank of the river and the channel located by stadia readings taken along the bank at frequent intervals. A hub was put in at each instrument point and the station number marked upon it. . All section corners that could be found along the transit line were tied in and all section and property lines that could be identified were located by stadia. Levels were run along the transit line and at intervals of one-fourth milerside readings were taken at right angles to the line and at least 500 feet from it. Bench marks were set at frequent intervals along the line; where possible, on bridges or permanent structures. At approximate half-mile intervals the transit party put up flags to indicate where channel cross sections were to be taken. The boat party made cross sections of the river at approximate half-mile intervals wherever they found a flag or wherever riffles or rapids made a cross section necessary. On the opposite bank levels were run; these levels were located by pacing and noting the location of the flags put up by the transit party, and were also used as a check on the levels run on the main line. Cross-level lines were run across the valley at approximate 1-mile intervals; usually, but not always, these were along section lines. All the larger creeks were meandered for some distance back from the river and levels were run on the meander lines. A traverse was made of the flood line on both sides of the river, excepting where the river ran along the foot of the bluff. A number of permanent metallic United States Drainage Survey bench marks were set at various points in the valley. A list of permanent bench marks is given as Appendix III. RESULTS OF THE SURVIEY. The survey shows a total fall in the valley of 195 feet from a point 2 miles west of Melvern to the beginning of the Bates County ditch, a distance of 140 miles by river or 96 miles by the valley. A profile has been prepared and accompanies this report, showing the general surface of the valley and the flood line of the 1909 flood. The following table shows the distances from the Bates County ditch to various places along the stream: - Distances by river channel from the mouth of the Bates County ditch. Miles. Bates County ditch. ------------------------------------------ Kansas City Southern bridge----. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6.30 State line----------------------------------------------------- 8.75 . Mouth Big Sugar Creek---------------------------------------- 17.00 Trading Post bridge------------------------------------------- 17.75 Boicourt bridge----------------------------------------------- 21. 25 Frisco bridge at Boicourt-------------------------------------- 21. 81 IBull. 234] 13 Miles Highway bridge between La Cygne and Boicourt.------........ 25.75 La Cygne bridge--------------------------------------------- 33. 19 Frisco bridge north of Hells Bend. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40. 81 Linn-Miami County line--------------------------------------. 43. 50 Fontana bridge------------------------------------------------ 49.63 Mouth Bull Creek--------------------------------------------- 59. 38 Highway bridge----------------------------------------------- 60.00 Frisco bridge south of Pendleton-...-------. . . . . . . . . . . . . . . . . . . . 61. 62 Highway bridge----------------------------------------------- 62. 62 Missouri, Kansas and Texas bridge--------------. . . . . . . . . . . . . . . 65. 81 West line Sec. 1, T. 18 S., R. 22 E . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67. 25 Missouri Pacific bridge at Osawatomie. . . . . . . . . . . . . . . . . . . . . . . . . 68. 12 Highway bridge between Sec. 36, T. 17 S., R. 21 E., and Sec. 1, T. 18 S., R. 21 E---------------------------------- - - - - - - - 75. 75 Miami-Franklin County line- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 77. 75 Highway bridge east of Rantoul-------------------------------- 79. 12 Highway bridge north of Rantoul.............................. 84. 56 Mouth Middle Creek------------------------------------------- 86.94 Peoria high bridge--------------------------------------------- 89.44 Mouth Tauy Creek-------------------------------------------- 90.34 Mouth Rock Creek-----------------------. . . . . . . . . . . . . . . . . . . . . 91. 54 Highway bridge east of Ottawa----. . . . . . . . . . . . . . . . . . . . . . . . . . . . 92.44 Mouth Skunk Creek--------------------------------------------- 93.24 Main Street Bridge, Ottawa ------------. . . . . . . . . . . . . . . . . . . . . . . 94. I9 Walnut Street Bridge, Ottawa --------------. . . . . . . . . . . . . . . . . . . 94. 29 Locust Street Bridge, Ottawa ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 94. 37 Mouth Eight Mile Creek. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95. 19 Lower end old channel west of Ottawa. . . . . . . . . . . . . . . . . . . . . . . . . 96. I9 Mouth Appanoose Creek-----------------------------------... 98.21 |Upper end old channel west of Ottawa. . . . . . . . . . . . . . . . . . . . . . . . . . 98.41 Highway bridge west of Ottawa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 99.91 Highway bridge 2 miles east of Pomona. . . . . . . . . . . . . . . . . . . . . . . . 107.88 Highway bridge South of Pomona......... . . . . . . . . . . . . . . . . . . . . . 112.80 Highway bridge 2 miles west of Pomona. . . . . . . . . . . . . . . . . . . . . . . 114. 47 Santa Fe Railway bridge---------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 114. 72 Mouth Lost Creek----------------. . . . . . . . . . . . . . . . . . . . . . . . . . . . 115. 07 Mouth 110 Mile Creek-------------------. . . . . . . . . . . . . . . . . . . . . . . 119. 09 Mouth Salt Creek----------------------------. . . . . . . . . . . . . . . . . 119.54 Franklin-Osage County line.-----. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 120. 50 Santa Fe Railway bridge at Quenemo................ . . . . . . . . . . . 122. 79 Highway bridge South of Quenemo............ . . . . . . . . . . . . . . . . . 127. 34 Missouri Pacific Railway bridge south of Quenemo. . . . . . . . . . . . 128. 14 Highway bridge 1 mile east of Maxson. . . . . . . . . . . . . . . . . . . . . . . . . 130. 56 Santa Fe Railway bridge east of Melvern.............. . . . . . . . . . . 134. 78 Highway bridge north of Melvern........ . . . . . . . . . . . . . . . . . . . . . . 136.80 End of traverse.---------------------.........; - - - - º ºs e s = - - - - - - 139.72 Total distance by traverse line.......... . . . . . . . . . . . . . . . . . 130. 10 The survey showed that the ground back from the river was lower than at the river, the banks in places being 5 or 6 feet higher than the land at the foot of the bluffs. Generally there is not more than 2 or 3 feet difference in elevation of points in a cross section of the valley. The slope of the high-water line and of the surface of the [Bull. 234] 14 valley is practically the same unless channel contractions cause head- ing up. The river channel was found to be grown up with trees that seriously interfere with the flow of water when the river is high. The results of the survey and investigations are shown by maps and profile accompanying this report. RAINFALL AND RUN-0FF. RAINFALL RECORDS. The available rainfall data for the Marais des Cygnes watershed covers a period of approximately twelve years, from January, 1898, to January, 1910, inclusive, from six Weather Bureau observation sta- tions. These records show that the rainfall from year to year is ex- tremely variable, but that the daily rainfall is quite uniform over the watershed, especially during the heavier storms. The annual rainfall varies from a minimum of 22.41 inches at Olathe in 1901 to a maximum of 56.27 inches at Lebo in 1898. The average rainfall from five stations for the eleven years from 1898 to 1908, inclusive, was 38.15 inches. Tables showing the monthly and yearly rainfall and the precipitation during the heaviest storms have been compiled from the records of the Weather Bureau stations at Pleasanton, Paola, Ottawa, Osage City, Garnett, Eskridge, and Lebo. The record is not complete at many of the stations. These tables are attached to this report as Appendix I, and consist of (1) a table show- ing monthly and yearly rainfall, and (2) a table showing periods of heavy general rains. A table of daily gage heights, in feet, of Marais des Cygnes River, from August 26, 1902, to December 31, 1905, was complied from United States Geological Survey Water Supply and Irrigation Papers No. 84, page 15; No. 99, page 42; No. 130, page 188; No. 172, page 266. The table is attached to this report as Appendix II. The uniformity with which the heavy rains cover the entire water- shed is notable when we study the rains known to have caused high water in the river. The gage-height record shows the river to have been high at Ottawa on October 4 to 7, 1902; the rainfall records show a heavy rain October 2 to 4, inclusive. In May and June, 1903, the gage heights show high water. The mean of the rainfall at five sta- tions in the watershed and gage heights at Ottawa are shown in the following table: & Mean rainfall and gage heights at Ottawa for May and June, 1903. May. 5. 6. 7. 11. 12. 13. 19. 20. 21. 22. 23. 24. Mean rainfall, inch. . . . . . . . . 0.78 0.12 0.17 0.59 || 0.77 | 0.31 || 0.09 0.22 0.84 || 0.32 0.87 | 0.36 Gage height, feet----. . . . . . . 2.0 2. 1 || 2.2 2. 1 || 2.7 9.9 || 2.3 2.2 2.2 2.7 3.3 || 21.9 [Bull. 234] 15 Mean rainfall and gage heights at Ottawa for May and June, 1903–Continued. May. June. 25. 27. 28. 29. 30. 31. 1 2. 3 4. 5. Mean rainfall, inches... . . . . . 0.09 || 0.68 0.08 1.23 || 0.34 || 0.67 || 0.34 0.09 || 0.35 | 0, 12 0.09 Gage height, feet... . . . . . . . . . 24.0 | 9.9 || 10.1 ! 13.3 | 18.5 22.6 || 23.5 22. 1 | 18.45 | 13.85 11.8 The records show many other similar rainfalls, but only two storms will be discussed, those of 1904 and 1909, these being the storms that caused the two largest floods of recent years. THE STORMS OF 1904 AND 1909. The early part of 1904 had less precipitation than usual. On April 20 a general rain occurred over the entire watershed; on the 21st and 22d local rains fell at several stations; on the 23d and 24th a very heavy rain occurred that caused the river to reach a gage height of 24.15 feet. The entire month of May was rainy, rain falling on seventeen days and ending with a very heavy rain that caused the highest flood of 1904, the flood reaching a stage of 34.3 feet for a short time on May 30. Rain continued during June, falling on eighteen days during the month. A very heavy rain fell on June 25 and rain fell on every day from July 1 to 8, ending with a very heavy rain on July 6 and 7, and raising the river to a stage of 30.15 feet. Rainfall and gage height data are summarized as follows: Rainfall over the Marais des Cygnes watershed and gage heights at ottawa, Rams., from April 20 to August 24, 1904. Pleasan- * ºn Yºr OSage Gage height Date. ton. Paola. | Ottawa. City. Lebo at Ottawa. Inches. Inches. | Inches. | Inches. | Inches. Feet April 20------------------------------- 0.65 1.42 1.29 0.49 0.16 2.1 21------------------------------- Trace Trace. . 22 .06 . 07 4.3 22-------------------------------|---------- .46 . 20 . 28 . 20 3. 7 23------------------------------- .77 1.42 1.51 |---------. 1.25 4.5 24------------------------------- 2.95 2.45 .77 2.05 . 48 || 19.0 25------------------------------- . 22 . 75 . 50 .85 . 24 24.15} Flood. 26------------------------------- -09 ||----------|---------- .22 -...------ 20. 9 27-------------------------------|-- * - - - - - - - - - - - - - - - - - I - - - - - - - - - - I - - - - - - - - - - I - - - - - - - - - - 9.9 May 1-------------------------------|----------|----------|----------|---------- .08 2.8 3-------------------------------|----------|----------|-------------------- .08 2.5 4------------------------------- . 20 .45 .30 ---------- . 64 2.4 5-------------------------------|----------|---------- 1.77 . 78 . 50 5.8 6------------------------------- 1. 32 1.00 . 39 .99 . 35 | 13.5 7-----------------------------------------|-------------------- .27 ---------- 13.75 8------------------------------- . 55 . 52 . 39 . 55 . 63 || 17.8 12----------------------------------------- Trace. • 46 |---------- . 51 2.8 13------------------------------- . 48 . 55 . 29 .81 ---------- 3.3 15------------------------------- . 50 . 60 1.03 | . . . . . . . . . - 1.00 3.1 16------------------------------- .84 2.00 1.57 2. 20 .87 20.35 17------------------------------- . 08 .05 • 15 ---------- .01 || 24. #wa. 18---------------------------------------------------|------------------------------ 23.5 19---------------------------------------------------|----------|-------------------- 9. 15 20-----------------------------------------|----------|----------|----------|---------. 3.4 25------------------------------- . 13 . 50 .32 ---------. 1.00 2.4 26------------------------------- . 55 .80 . 81 .91 . 66 7.0 28-------------------------------|---------- . 10 1. 81 Trace Trace. 4.9 29------------------------------- . 33 3. 10 2. 39 2.41 Trace. (a) a No reading. [Bull. 234] 16 Rainfall over the Marais des Cygnes watershed and gage heights at April 20 to August 24, 1904—Continued. Ottawa, Kans., from Pleasan- ſº OSage Gage height Date. ton. Paola. | Ottawa. City. I,ebo. at Ottawa. Inches. Inches. Inches Inches. | Inches. P'eet. May 30------------------------------- 0.30 0.25 |---------- 1.07 3.88 31.8 June 1------------------------------- .49 . 11 0.17 . 39 - 50 (a) 2------------------------------- º . 15 1.24 |---------. .81 (a) 3------------------------------- 2. 16 2. 70 .45 1.42 . 19 || 24.6 Flood 4------------------------------- . 69 .85 .33 . 20 .66 24.75? Blood- 5-----------------------------------------|----------|----------|----------|---------- 24.45 6-----------------------------------------|----------|----------|----------|---------- 12.0 7-----------------------------------------|----------|----------|----------|---------- 5.95 14-----------------------------------------|----------|---------- . 50 .03 2.6 15------------------------------- .05 2.80 1.02 . 20 . 10 2.7 16------------------------------- . 37 .05 .01 • 16 ---------- 7.5 . 17-------------------------------| Trace. . 70 • 23 ---------- . 03 4.0 18------------------------------- ... 10 ... 10 . 11 .07 ---------- 2.8 19------------------------------- .84 . 40 1.05 1. 10 1. 19 | 12.6 20------------------------------- Trace. Trace. . . . . . . . . . . .45 Trace. 15.05 21------------------------------- 1.20 ----------|---------- . 58 . 15 | 10.5 24--------------------------------------------------- .80 ---------- Trace. 2.65%. Flood. 25------------------------------- 2.82 2. 10 1. 75 2. 19 2.93 | 16.45 -26 –60-|--------- 1ſ) Traoa 22 || 22 Q 27------------------------------- - 18 l---------- . 02 . 20 .04 || 26.25) 29------------------------------- . 20 . 40 .35 ... 10 Trace. 10.4 30------------------------------- -02 -------------------- . 23 . 70 8.3 July 1------------------------------- .48 Trace .04 Trace. . 10 | 8.3 2------------------------------- . 64 Trace .06 . 08 . 88 5.85 3------------------------------- . 54 Trace . 14 Trace. . 02 6. 1 4------------------------------- . 16 . 50 . 22 . 50 . 31 7.35 5------------------------------- . 32 . 25 . 35 . 55 . 60 4.95 6------------------------------- 1. 53 2.00 2. 19 1.91 2. 18 19.6 7------------------------------- .95 2.00 1.45 . 55 1. 19 || 25. 55 ; tº gº ºn º º ºs º º sº º tº º ºs º º ºs º º 'º me gº º sº m º ºr e º 'º - e. . 15 . 10 . 17 .77 .33 §. 15}|Flood. 10------------------------------- .04 . 10 .08 .08, 1. 73 27. 25 11-----------------------------------------|----------|--------------------|---------- 17.45 12-----------------------------------------|----------|----------|----------|---------- 4.65 19-----------------------------------------|--------------------|---------- .25 2.0 20------------------------------- .62 |---------- Trace 05 .06 2.0 21-------------- & - - - - - - - - - - - - - - - - .24 Trace 1, 16 ----------|---------- 2.0 2?-------------------------------|----------|----------|---------- .85 . 16 3.5 23-------------------------------|----------|----------|----------|----------|---------- 2.3 24-------------------------------|--------------------|--------------------|---------- 1.9 26------------------------------- .04 ||---------- • 35 ---------- .41 - 1.8 26------------------------------- .98 2.00 . 54 56 ---------- 2.5 27------------------------------- Trace. 1.00 -40 -------------------- 2.2 28-------------------------------|--------------------|-------------------- . 18 2.1 29-----------------------------------------|----------|--------------------|---------- 2. 6 30-------------------------------|--------------------|----------|----------|---------- 1.9 31------------------------------- .09 |- - - - - - - - - - • 11 . . . . . . . . . . .41 1.8 Aug. 16------------------------------- . 06 Trace. .27 ---------- Trace. 1.5 17------------------------------- . 32 Trace. Trace. .04. . 34 1.5 18------------------------------- . 59. 1.00 . 53 . 48 . 10 1.5 19------------------------------- . 27 . 50 . 21 . 11 . 15 3.1 20-------------------------------|----------|----------|--------------------|---------- 2.5 21------------------------------- ... 10 . 55 .30 ---------- . 54 2.1 2?------------------------------- .47 . 20 . 22 2.08 . 10 2.0 23-------------------------------|----------|----------|------------------------------ 5.0 24-------------------------------|----------|----------|------------------------------ 2.5 a Gage destroyed. The flood of 1909 was caused by the occurrence of the heaviest rain on record, following a period of heavy precipitation. nately, the Geological Survey had discontinued its gaging station at Ottawa and we have no record of gage heights at this point. Unfortu- Rain began on the 8th of May and the rainfall for May was above the record for that month. In June rain fell on 27 days during the month and there were heavy general rains on the 22d and 28th of the month, e From June 29 to July 5 there were scattering rains each day. . On the 6th of July began the storm that caused the 1909 flood; 5.49 inches of rain falling at Garnett and 2.20 inches at Eskridge. As shown on the watershed map, these places are located on the boundaries of the watershed. On the 7th the heaviest rain fell, the [Bull. 234] 17 fall at Pleasanton being 4.20 inches; Ottawa, 5.77 inches; Osage City, 9.65 inches; Lebo, 3.06 inches; Garnett, 0.07 inch; and Esk- ridge, 3.02 inches. If we consider the rainfall at Garnett and Eskridge on the 6th as the same storm, as it undoubtedly was, we have a mean rainfall over the entire watershed of 5.77 inches. On the 8th and 9th scattering rains fell on the watershed, and on the 9th a general storm began, 3.98 inches falling at Garnett. On the 10th a heavy rain fell, Pleasanton having 2.69 inches; Ottawa, 1.07 inches; Osage City, 2.88 inches; Lebo, 3.37 inches; and Eskridge, 2.36 inches. Including the rainfall at Garnett on the 9th as the same storm, we have a mean rainfall, in twenty-four hours, of 2.75 inches. The rain on the 7th raised the river to the highest stage on record, the gage at Ottawa reading 35.2 on the 8th. The rain on the 10th raised the river, already high, to a stage nearly as high as on the 8th. . . IRUN-OFF. A study of the record of available stream gagings shows the extremely flashy character of the watershed. The United States Geological Survey maintained a station at Ottawa, Kans., from August 26, 1902, to December 31, 1905, and have obtained gagings of the river at stages varying from 0.76 to 26.15 feet. These gagings were compiled from the Water Supply bulletins and are the only gagings available upon which to base an estimate of flood discharge. Discharge measurements of Marais des Cygnes River at Ottawa, Kams. Gage Second- Gage Second- Date. height. Observer. feet. Date. height. Observer. feet. Feet. Feet. May 24, 1902. . . . . 1.42 A. B. Crane. . . 22.0 || Sept. 10, 1904. . . . 1. 60 | W. G. Russel. 111.0 July 15, 1902. . . . . . 76 . . . . . do-------- 2. 3 || Apr. 28, 1905... . . 2.40 |- - - - - do-------. 607.0 Nov. 15, 1902. . . . .82 | . . . . . do-------. 2.7 || May 11, 1905. . . . . 1.90 - - - - - do-------- 221.0 Apr. 8, 1903... . . . 2. 50 | W. G. Russel. . 783. 0 || May 30, 1905. . . . . 4. 60 - - - - - do-------- 2,039.0 Aug. 21, 1903. . . . 2. 20 ! . . . . . do-------. 681. 0 || June 17, 1905. . . . 1.40 l. . . . . do-------- 39.0 Sept. 28, 1903. . . . 1.50 | E. C. Murphy. 32. 0 || Aug. 17, 1905. . . . 1.50 | . . . . . do-------. 62. 0 Mar. 17, 1904. . . . . 2. 30 W. G. Russel. 740. 0 || Sept. 20, 1905. . . . 26.15 . . . . . do-------- 15,920.0 Apr. 29, 1904. 1... 3.00 | . . . . . do. . . . . . . . 1,230. 0 || Sept. 21, 1905. . . . 24.45 |. . . . . do-------. 13,710. 0 June 3, 1904. . . . . 23.70 | . . . . . do-------. 11, 230. 0 || . . . . . do---------- 20.80 | . . . . . do-------- 10,060.0 Do. . . . . . . . . . 24.62 | . . . . . do------.. 12, 310. 0 || Sept. 22, 1905. . . .] 7.07 |. . . . . do------. . 2,659.0 July 18, 1904. . . . . 2. 18 |. . . . . do-------- 443.0 || Oct. 10, 1905. . . . . 1.30 - - - - - do-------- 123.0 From these gagings, and by extending the rating curve of the Geological Survey, it would appear that when the river is at a stage of 35 feet the discharge will be approximately 45,000 second-feet. In addition to this, there is, at a stage of 35 feet, a flooded area north of the river where the water is from 6 to 8 feet deep. On this area, having a cross section of approximately 9,400 square feet, we have no discharge measurements. In some places the velocity was high; in others it must have been almost dead water. The discharge of this flooded area was estimated at 14,000 second-feet?making a total discharge of 59,000 second-feet at Ottawa. Mr. Murphy, of the Geological Survey, in Water Supply and Irrigation Paper No. 147, 64554°—Bull. 234—11—3 18 Destructive Floods of 1904, page 107, gives the flood discharge for 31.80 gage height as 35,880 second-feet for the river, and states in a footnote that this figure is probably too low. Many cross sections of the river and valley were made, and com- putations were made from the available data, to determine, if possi- ble, the discharge of the river when in flood. From the gagings of the United States Geological Survey at Ottawa, and computations of the flow in the channel at various points where conditions were favorable to uniform flow, it was determined that 59,000 second-feet probably approximated the discharge at Ottawa. This result was arrived at in two ways: First, by extending the discharge curve prepared from the gagings at Ottawa by the Geological Survey, and adding a certain amount as being carried by the overflow channel north of the river; second, by computing the flow at two different places, taking the slope of the river as being that shown on the ac- companying profile, and assuming that “n,” in Kutter's formula, equaled 0.035 for the channel and 0.04 for the overflowed area. The results agreed quite closely and that given by the discharge curve was assumed to be correct. It is equal to a run-off of 1% inches in twenty- four hours for the area above Ottawa. While this may appear to be an excessive run-off, the data collected, and observation of flood conditions in the valley, seem to warrant the run-off adopted. For the territory below Ottawa the run-off per square mile was decreased slowly as the drainage area increased, and, after careful considera- tion of conditions in the Marais des Cygnes Valley, the run-off was assumed to be as shown in the following table: Assumed run-off for various sections of the Marais des Cygnes Valley. Cubic feet per second. Ottawa--------------------- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 59,000 Peoria----------------------------------------------------- 62,000 Osawatomie -------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 70,000 Below Pottawatomie Creek . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 85,000 Below Bull Creek. . . . . . . . . . ---------------------------------- 95,000 Below Middle Creek...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100,000 Below Big Sugar Creek----------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 115,000 The distances between levees were computed from this data. More flood gagings are needed before the approximate discharge of the river at high stage can be determined. Those assumed are believed to be ample and will not often, if ever, be exceeded. POSSIBLE METHODS OF PROTECTION. The carrying capacity of a channel may be increased in two ways: First, by enlarging the cross section of the channel by removing trees, brush, and other obstructions from its banks; second, by cut- ting off bends in the channel, thus shortening the distance the water has to flow. This increases the slope and therefore the velocity of [Bull. 234] 19 the moving water. Removing obstructions from a channel also increases the velocity by lessening the retarding influence on the current. Chezy's formula for velocity, V = CVR S, R-#. proba- bly approximates the discharge of a stream as closely as any formula, when the proper values of C are used. In this formula— W = average velocity of the stream in feet per second. A = the area of the stream's cross section in square feet. P=wetted perimeter of the cross section. S = slope of the surface of the stream, or fall per foot of length. C = a numerical coefficient determined from the measurements of existing streams. - If it were possible to reduce the length of the river one-half by cutting bends, the slope of the channel would be doubled; and, since the discharge is a function of the square root of the slope, the dis- charge would be increased 41 per cent. However, as before stated, the river is quite straight and there are but few places where this method may be seriously considered. The great expense of cutting bends in proportion to benefits to be expected makes this method unsuited for the Marais des Cygnes. The cost of excavating a channel of the size of the Marais des Cygnes would be approximately $100,000 per mile. The velocity of a current varies directly with the coefficient C; the value of C for the channel in its present condition varies from 72 to 76. If the channel were improved, C would probably vary from 95 to 100, and the capacity of the channel would therefore be increased about 30 per cent. The channel can be cleared for $1,000 per mile. The following table shows the cross-sectional area (in square feet) of the channel (A), the hydraulic radius (R), the slope (S), the coefficient (C), the velocity in feet per second (V), and the calculated capacity for discharge in cubic feet per second (Q), of the Marais des Cygnes River, at different points, both in its present condition and as might be expected to obtain if the channel were properly cleared: Carrying capacity at various points of the Marais des Cygnes River for present and improved channels. Present channel. Improved channel. . Location. A. R. S. C. V. Q. C. V. Q. 1------------------------------------ 8,000 24 0.000176 78 || 5 40,000 | 101 || 6.5 52,000 2------------------------------------ 7,500 24 | . 000303 76 6.6 || 49,500 99 || 8.5 | 63,750 3------------------------------------ 6,500 22 | . 000267 75 5. 7 || 37,050 98 || 7.5 || 48,750 4------------------------------------ 6,000 20 .000260 74 5.3 31,800 97 7.0 ,000 Location 1 represents the channel between the Bates County ditch and Big Sugar Creek. Location 2 represents the channel between Big Sugar Creek and Pottawatomie Creek. Location 3 represents the channel between Pottawatomie Creek and Ottawa. Location 4 represents the channel between Ottawa and Quenemo. [Bull. 234] 20 It will be noted that the discharge to be expected, even after clear. ing the channel, is considerably less th º what has been taken, as the actual flood discharge of the river sºin otherwörds, the present channel can not, by clearing, be made adequate to carry the flood run-off of the Marais des Cygnes Valley and additional steps must be taken to prevent overflow of the adjoining land THE PLAN RECOMMENDED. The plan recommended for the protection of the Marais des Cygnes. Valley includes: (1) The construction of levees. (2) The improvement of the present channel by clearing. (3) The widening of the channel at Main street, Ottawa. (4) The construction of one cut-off, LEVEES. It is recommended that all of the flooded lands on both sides of the river between the state line and Quenemo, the value of which will justify the expense, be protected by levees located approximately as shown on the accompanying maps (figs. 2, 3, and 4). Above Big Sugar Creek the levees should be located not less than 1,300 feet apart. Below this point they should be not less than 1,800 feet apart, leaving a clear channel of that width between the levees. Levees, to be effective in protecting land, must be properly located, well constructed, and of sufficient dimensions to withstand the pres– sure of the water. The majority of the levees along the Marais des Cygnes are too small, have not the proper cross section, and are not properly located. Levees should be built of sufficient size in the be- ginning, as it is difficult to enlarge them after they are once con- structed. All the levees along the Marias des Cygnes are too near the bank of the river. The people who have constructed them desired to save as much land as possible, and in so doing placed the levees too near the river; and when levees are placed on the opposite side the width of the channel is restricted, causing the water to rise to a greater height, and increasing the danger of the levees being over- topped by high water. The levees should be placed such distance apart that the flood-water level will not be materially raised (fig. 5). LEVEE--SPECIFICATIONS. Location.—In no case should the levee be located within 200 feet of the bank of the stream, and it should, in a general way, be parallel with the stream, changing its direction, when necessary, in easy curves rather than by sharp angles. The ground should be carefully inspected to secure the best location. The location may be varied [Bull. 234] /000' |-U. S. DEPARTMENT OF AGRICULTURE — OFFICE OF EXPERIMENT STATIONS – DRA! 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N >, gº." .#12 ! & * ** ſº >- X * >-1 tº \ + wº ſº + tº £iš ** gº!" 15 | + * #3. f tº : z / 35 Uſ) \ ... ?f= f TN, tº 919 A Fº : * * : to c H. gºº §§º *} 2--" Sº- sº \ Rºº------ s N £5 ić, `x. º º sº (ſ) \ gº!"; {º go Nº. \ex H \s 89. h! *D 3 =|Sº Fig.3. Map of Marais des Cygnes Valley.Sheet 2. Osawatomie ſº 2 *k, * §§ +. * Hºº: º ºsºm º **-m-mººyººs ººº-º-º: Sheet, No.2 U 5. DEPARTMENT OF AGRICHLTURE — OFFICE OF EXPERIMENT STATIONS DRANAGE INVESTIGATIONS tºrtºmºmº MAP OF MARA15 DES CYGNES VALLEY - * KAN5AS F----- --- -** n or *.-----. A 25 Sº-º; #2 * * *. --——------- 35 36 5 N . § 144 f. ! ^ + 4. \s. gº." -- ~~ b? :* ^ :f ;: | >+----- Ç ---, ! ! \ ſº f* *8 fºr H ſ | + º .* * A \ l, l, A | **. * } ~s \ . ss. | *** { gº __ _ _------------—--------.” T"T --- º:===E YA \\\ º 3 * –ºft------- -kº- --------—- =-“ ------- # -- \ ić 1. g” ^. tºl ! ºf M.Y-71 ſº gº." g:* + W #. 61 YS “tº | \\ łº § g Š--~~ Sº, º *—S * t | & v 61% 59 * ~ * S----- ſ $- -*. | S. | |7 ...” \{}= ſ: D | t?! 649. *l S 7- \ * º, sº #8 ºr Y: ***"... "...” a” ..., \, sº: “e., " ? -- £ v4 .89 tº C-79 º º ºrs f fººdºº 4-y------ *. x gº." T §l j. 819. e16° f ; #. * * N a 9” + i i * "g M. ^ Ç f cº) j X, sº 2] |9 \, (3/ 2 * ^ ºgº ſk < sº \ :----- * f arr-i-º-º- =- ? & | * alº -º º àº, ºft ^ ºr. ſº {I Jr. :* sº % gº." rººf...? 17°S tº: **~~~~~ wº º -->~--------~~ ----------------ºr-------ºr ſº £5.2/* 36 Cz, r =1,..., F. W. H. "J C # F# M. F. I. E. "I + 1 +, ++ C Jr., W., & 3 F 3. ºf ººº-ºº-ºº: - Sheet No. + R. 23 F. * *-º-º: º } w; U. S. DEPARTMENT OF AGRICULTURE – OFFICE OF EXPERIMENT STATIONS A .” § * DRAINAGE INVESTIGATIONS .” * 2” --> -ºr } |- -----------. MAP OF TS, *: 69- ſ * º " a ſº - § . . .” LINN, MlAMI, FRANKLIN AND OSAGE Cot/NTIES i2 KANSAS I To accompany a report upon the drainage of the valley – - Prepared by | 5.H. Ms CRORY, Drainage Engineer / under the direction of i. C.G.ELLIOTT, Chief of Drainage Investigations SURVEYED 1909 - –– <---- SCALE IN FEET -------------------, -, -s. ſ 5000 () sooo - ºr |OOGO 15000 **-** = mr- 20000 (IN THREE SHEETs) | | LEGEN D Prºposed Aerees....~~~~~~~~~~~ County/ines........ , tº sº, º ºssammº saw - - - - - - - -27- - - - - - Cut-offs. --— Township Aimés........--—— Æood///re.............~~ * ~ * > * 5ection //nes.......... Aſodas.................. === Surface A/evaſio’s... .* ** …” //ai/roads..............————— ſtopia's eſc.-----------. ** * Hu – Tradiºg Pos “[ 2. Nº. | 2 * | H --> * Sºº- ~~~~ —l H. 25 (ſ)}": im. O O ! 44tº ºf ~~~ Aeºg” / is N- * 43 **: 'a f 3.43% # ãº. * * * ~ Tººrººs i i Worls nd * * * * * Fig.2. Map of Marais des Cygneš Valley, in Kansas, showing natural features and proposed improvements, Sheet [. E.” G*A v ED AND FR N IFſ, tº rhi E . S.G.Ed; Crºical cu Rye, 21 from the lines shown on the maps, whenever, by so doing, advantage may be taken of higher and more stable ground. Preparation of base.—The base should be cleared of all vegetable growth, stumps, and trees, and then be plowed so as to permit the new material placed in the levee to unite with the ground underneath, in order to prevent seepage. Many failures have occurred because this precaution was not taken. Dimensions.—The height of the levee depends upon the elevation of the ground on which it is located: but in all cases the top should be 3 feet above the high-water mark of 1909 at that point. This will require a levee of varying height, ranging from 2 or 3 feet to 15 or 16 feet. The top width should be 4 feet. The side slopes should be 2 to 1 on each side. It is believed that a levee of these dimensions, if well built, will protect the lands from overflow during floods like that which occurred in 1909 (fig. 6). - How levees should be built.—The levees should be built of clean earth, free from vegetable matter, taken from the side of the levee * S • ‘N & % * SNS SS - º Ø CFS& - SR S.S.S.RSS SSSSSSSSSNRRS SSS Sº §§§ NSNRSSNNSNS U.S.DEPARTMENT OF AGRICULTURE — OFFICE OF EXPERIMENT STATIONS DRAI NAGE INVESTIGATIONS CROSS SECTION OF STANDARD LEVEE MARA15 DES CYGNES RIVER, KAN. 1910 FIG. 6.—Cross section of standard levee. next the river. The pit from)which the earth is taken should have side slopes at least as flat as 1 to 1 and should not be more than 6 feet deep. A berm, or strip of land, 10 feet wide, from which no earth is taken, should be left between the pit and the toe of the levee. The material can be most economically handled by a dry-land excavator of some type that will take the material from the pit and place it in the levee, completing the work at one operation. When material is handled in this way it requires no rolling nor tamping to form an impervious embankment. When the required amount of material is in place, the top and sides of the embankment should be smoothed to an even surface and the whole planted in any grass adapted to the soil and climate. In many places Bermuda grass is extensively used for Sodding levees, while in others a mixture of orchard grass and white clover does well. Interior drainage.—In order to provide for the removal of the sur- face water that falls on the protected lands within the inclosure of [Bull. 234] 22 the levees, sluice gates must be constructed at suitable places. Every opening in a levee, however well constructed and protected, is objec- tionable; hence the least number practicable should be used in pro- viding for the interior drainage. In many places several small drains may be collected into one and discharged through a single sluice. The small sluices should be made of vitrified sewer pipe with cemented joints and finished with a stone or concrete heading at each end of the pipe. The end next the river should be fitted with a steel flap valve held in position by a wrought-iron band which encircles the pipe. This valve should be so constructed as to open readily to allow the water to pass through from within the inclosure and to close automatically against any water that may come against it from the river side. The outer end of this pipe should be protected by a grat- ing of heavy rods to prevent trash and sticks from getting under the valve. The end of the pipe on the inside of the levee should be provided with a sliding valve to be opened or closed by hand during times of high water, should the outer valve get out of order and fail to work. Where the drainage requires a sluice more than 18 inches in diameter, it should be made of concrete, and the ends should be fitted with gates and valves similar to those specified for the vitrified pipe. These sluices should be placed in the ground before the levee is constructed and great care should be exercised to see that they have a firm foundation and that the fresh earth is tamped carefully around them in building the levee. Maintenance.—After being built, the levee system should be placed under the special care and direction of some one charged with the duty of keeping it in perfect order. Although the improvement is of a permanent nature and will require but little expense for mainte- nance, the works should be carefully inspected, especially just before periods of high water, and should be patrolled during such periods, to see that no damage remains unrepaired. The entire surface of the levee should be mowed at least twice each year and the vegetable growth removed, or should be pastured. Pasturing the levees has the advantage of keeping the grass short at all times, so that it does not afford cover to burrowing animals. As a result of this treatment the levees will soon become covered with grass and yield a revenue in excess of the cost of mowing. Clearing land between levees.—All land between levees should be cleared of all trees, brush, and stumps, and should be seeded down into pasture or hay land. No estimate of the cost of clearing this land was made, as a very large part of it is cleared land. It should be cleared at a cost of not more than $25 per acre. [Bull. 234] 23 CLEARING THE CHANNEL. In addition to the levee system, it is recommended that the river channel be improved by removing the logs, stumps, trees, and brush that now impede the flow of water. The space between the levees should also be cleared, if the maximum discharge is to be secured. All along the river the surface back from the top of the bank is grown up with trees, which, of course, will greatly obstruct the free flow of water. It is necessary that the channel between the levees carry from 17,000 to 48,000 second-feet, and to do this successfully the channel between levees must be kept in good order. This land could be seeded down to grass and used for hay and pasture. With the improvements recommended, it is believed that the duration of the flood periods will be shortened, and that part of the land between the levees will be made more valuable than it is at the present time, as clearing the channel of the river will lower the flood plane of all but the largest floods. WIDENING THE CHANNEL. At Ottawa it is recommended that the channel at the Main Street Bridge be enlarged by extending the bridge to the north. The bot- tom width of the river channel should be increased approximately 40 feet or to 175 feet, with 1 to 1 slopes, and a new bridge built. The bridge should be raised 24 feet higher than the bridge now in use, though, if desired, the present bridge could be rebuilt. At the Santa Fe Railroad bridge at Ottawa, the present pile-trestle approaches should be removed and replaced by truss spans or through girders. These approach spans should be designed to allow the largest possible opening, and for this reason deck girders are very objectionable. In addition to the improvements to the bridges it is urgently recom- mended that the channel be smoothed up and enlarged as much as possible from the Locust Street Bridge to a point 500 feet below the Main Street Bridge. The levees above Ottawa should be located so as to gradually bring all the water to the river at this point. From a study of the high-water profile and other data it is believed that the improved channel will discharge considerably more than is neces- sary to prevent heading up of the water above Ottawa. When the gage at Ottawa reads 30 feet, the improved river channel will have an area of 5,700 square feet, and when it reads 33 feet will have an area of 6,270 square feet. The present area at a stage of 30 feet is 3,920 square feet, and at 35 feet, 4,570 square feet, and the flow in the chan- nel is badly broken by obstruction. The present velocity at a 26-foot stage is approximately 4.7 feet per second. In the improved chan- nel it will be greatly increased, and probably will be not less than 8.5 feet per second if the same slope be taken for both channels. [Bull. 234] 24 CUT-OFFS. The attention of the chief of party was called to a number of possible cut-offs, and surveys were made of the same. With the exception of the one cut-off recommended none were examined that would be of sufficient benefit to warrant their construction. CUT-OFF WEST OF OTTAWA, KANs. At a point 4 miles west of Ottawa, a cut-off is recommended which will greatly assist in the quick removal of flood water at a point where the congestion is apt to be very serious. The banks on both sides are high and cause a serious congestion of water at this point. During the flood of 1909 there was a very large fall from a point a short distance above this cut-off to a point just below it. This fall, as shown by the high-water marks given on the map, was 73 feet. At the present time a great deal of the flood water leaves the river above the cut-off and flows east toward Mud Creek. The levees will force the water to stay in the channel, and it will be necessary to improve the channel at this point if the flood water is to be discharged without breaking the levees. It will be almost impossible to give additional area to the channel at this point by raising the levees, as the location of the high ground acts as a barrier. The cut-off should be given approximately the same section as the river. The channel through the high ground will be nearly straight, and with the large amount of fall that the river will have at this point the improved channel should remove the flood water without raising the height of the river above what it was in 1909. The cut-off will require one highway bridge. Another way to solve the difficulty would be to raise the height of the levees along that point of the river where the flood heights will be raised. It is believed, however, that the cut-off affords the best solution of the difficulty. CUT-OFF AT HELLS BEND. The possible cut-off at Hells Bend was examined in detail and a careful survey was made. At the lowest point on the ridge east of the Frisco Railway a channel was designed with 120-foot bottom and side slopes of one-half to 1 in the rock and shale from the bottom of the channel up to the point where the clay is reached. From here on up the slope was 1} to 1. The maximum center cut was 81 feet. The average cut after the ridge was passed was about 30 feet. There was a difference of 8.9 feet in the water level at the two ends of the cut-off during the flood of July, 1909. A new railroad bridge would be necessary where the cut-off passes through the Frisco track. The cut-off is approximately 3,300 feet long, and the material to be [Bull. 234] 25 excavated is rock, shale, and clay. On the deep-cut work the exca- vated material would have to be loaded on cars and hauled to some place where it could be dumped. In addition, the levees below the cut-off will have to be raised several feet to take care of the water, as the high-water levels below the cut-off will be higher than the present high-water mark. This expense is not included in the esti- mated cost of the cut-off. A uniform price of 40 cents per cubic yard is believed to be a fair estimate of the cost of excavating the material. Summary of cost of cut-off. 650,000 cubic yards excavation, at 40 cents per yard. . . . . . . . . . $260,000 One 250-foot railroad bridge complete. -----------. . . . . . . . 40,000 Excavation for levee to protect land that will be benefited by cut-off, 450,000 cubic yards, at 10 cents per yard. . . . . . . . . . . 45,000 Interior drainage-------------------------------------------- 8,000 500 cubic yards concrete, at $7.50 per yard. . . . . . . . . . . . . . . . . . . 3,750 240 acres right of way, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . . . 4,800 Total.----------------------------------------------- 361, 550 15 per cent contingent expenses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 54, 235 Total............. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 415, 785 There are 8,200 acres of land that would be benefited, making the cost per acre $50.70. The construction of this cut-off is not recom- mended, as the larger part of the land can be protected by levees at much less cost per acre. None of the levee districts in this vicinity exceed $45 per acre, and most of them do not exceed $25 per acre. CUT-OFF AT QUENEMO, KANS. A possible cut-off was examined just east of Quenemo, Kans., and an estimate of cost made. At this point there are two possible cut- offs, one on either side of the railroad. It was finally decided to work out the one on the south side of the track, as it avoids passing the water under the railroad track twice. Probably there would not be much difference in cost. This cut-off should entirely prevent flooding above Quenemo and improve conditions below Quenemo and above . Lost Creek and greatly benefit the Santa Fe track below Quenemo and Richter. Above Quenemo, Kans., the Marias des Cygnes is comparatively straight and the channel has a fall of 3 feet per mile, being amply large to remove all flood water without overflowing its banks if the banks were cleared of trees, brush, and such obstructions and an outlet provided below Quenemo. From Quenemo to a point where the Santa Fe again crosses the river about 2 miles east of the town the river is very crooked, flowing 8% miles to reach a point that by a 6455.4°–Bull. 234—11—4 26 cut-off can be reached in 13 miles. The valley below Quenemo is quite wide and is so cut up by the river that it will be very expensive to protect the land by levees, and much of it can not be protected at all. The railroad track is located in such a manner that if an effective system of levees is constructed it will make necessary the raising of the track and two bridges across the river. A cut-off can be located on the south side of the railroad track, as shown on the map, that will make unnecessary any change in the existing railroad tracks and that will prevent much if not all of the flooding of recent years when con- structed in connection with the recommended channel clearing and will leave the present channel to take care of the waters of 110-Mile and Salt creeks. The suggested cut-off would be 9,300 feet long, having a bottom width of 40 feet. The cut-off would have a grade elevation of 901 at the upper end and 894 at the lower end. The depth of excavation varies from 20 to 41 feet and averages about 30 feet. It would be possible to make the cut-off on the north side, but a double-track rail- way bridge would be necessary, and as the south cut-off would have approximately only 240,000 cubic yards more excavation than the north the south cut-off was considered preferable. Some rock excavation would be necessary, but no data are available as to how much. An average price of 15 cents has been taken for . 700,000 cubic yards of earth and $1 per yard for 50,000 cubic yards of rock excavation. Estimate of cost. 700,000 cubic yards excavation, at 15 cents per yard. . . . . . . . . . $105,000 50,000 cubic yards excavation, at $1 per yard . . . . . . . . . . . . . . . . 50,000 Right of way, 50 acres, at $25 per acre . . . . . . . . . . . . . . . . . . . . . . . 1, 250 One 100-foot highway bridge. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,500 Engineering and administration, 15 per cent . . . . . . . . . . . . . . . . . 23, 660 Total. . . . . . . . - - - - - - * * * * * * * * * * * * * * * * * * * * - - - - * * * * * * * * * - - 181,410 The cost of the improvement would have to be borne by the land benefited and the Santa Fe and Missouri Pacific railroads. The cost to the land benefited would be high, and the benefit from the cut-off would be chiefly to the land above Quenemo and to the Missouri Pacific and Santa Fe railroads. There are approximately 1,100 acres of land that would be benefited. The benefit to the railroads would not be more than to the land. This would make the cost per acre about $80, which is excessive. It is believed that the best method of preventing flooding will be to construct the levee districts as outlined for districts 9 to 22. The cut-off would be of limited value, and its construction would not be the most economical way of preventing flooding. The construction of this cut-off is, therefore, not recommended. [Bull. 234] 27 GENERAL REMARKS. If the improvements recommended are constructed, the levees will afford protection to all the land inclosed that is now frequently over- flowed; the levees will be permanent, and after once being well sodded will be inexpensive to maintain. The cut-off should be a permanent structure. The river channel will require attention every year if it is to be kept in good order. A number of the levee districts are crossed by the various railroads in the valley, and in most cases where the levee crosses a railroad the track is low and will require to be raised; in several cases new trestles will be necessary. The benefit to the railroads will in most cases be large, and cooperative arrangements should be made between the landowners and the railroads to carry out the improvements outlined. If this be done it is believed that most of the roads crossing the valley will be able to operate their trains without interruption by high water. COST OF THE IMPROVEMENTS. The cost of the earth work will vary slightly, but it is believed that the levees can be constructed by some type of dry-land machine for 10 cents per cubic yard for the large contracts containing from 250,000 to 400,000 cubic yards; 12 cents per cubic yard for contracts from 100,000 to 250,000 cubic yards; and 15 cents per cubic yard for con- tracts for less than 100,000 cubic yards. The cost of right of way for levees has been estimated at $20 per acre for land used for levees and borrow pits. The cost of clearing the channel of brush, stumps, and trees is estimated at $1,000 per mile. Interior drainage channels have been estimated to cost $750 per mile, and concrete work has been estimated at $7.50 per cubic yard. The prices for other items are given in the detailed estimate of cost, and an allowance of 15 per cent of the cost has been made in all cases to cover administration expenses, organization, legal expenses, engineering, etc. No damages have been estimated, and it is not believed that there should be any if the improvement is carried out as planned. DETAILED ESTIMATE OF COST. CLEARING THE CHANNEL. The best and most economical way to clear the river channels will be to form each county into a drainage district and let the work in . one contract. This will insure uniform work and the lowest possible coct. The cost of clearing channels has been estimated by counties. The levees are more of a local character and can either be built by a county organization or by separate drainage or levee districts, as the people wish. The levee districts have been numbered and are shown [Bull. 234] - 28 on the maps. each district are given. Cost of channel improvement by counties. Detailed estimates of cost and a short description of Cost of Acres of Average County Miles of clearing flooded cost of ... • channel. at $1,000 land in clearing a mile. county. per acre. Bates, Mo---------------------------------------------- 8. 75 $8,750 5,700 $1.54 Linn, Kans-------------------------------------------- 34.75 34,750 25,280 1.37 Miami, Kans------------------------------------------- 34, 25 34,250 15,730 2. 18 Franklin, Kans---------------------------------------. 42.75 42, 750 24, 160 1.76 Osage, Kans------------------------------------------- 19. 22 19,220 8,240 2. 33 Total-------------------------------------------- 139.72 139,720 79, 110 1.76 DETAILED ESTIMATED COSTS OF LEVEE DISTRICTS. Levee district No. 1.—The location of the district is shown on the accompanying map (fig. 2). The district has an area of approxi- mately 1,670 acres, and in addition receives the drainage from about 6 square miles of drainage area. The levee was located as shown on the accompanying map instead of continuing it across the track and along Sugar Creek, for two reasons: First, the small creek west of the track has a drainage area of approximately 13 square miles, part of which is very hilly, making necessary a very large sluiceway. Sec- ond, if the levee crosses the Frisco track it will be necessary to raise the track at the point where the levee crosses it. There are only about 300 acres of land west of the track to be protected. The extremely flashy character of the watershed of the drainage area will make it hard to handle the flood water, and it was desired to exclude as much as possible of this from the district. The cost of building the levee in this district is estimated at 10 cents per cubic yard. Estimate of cost. Levee district No. 1; area, 1,670 acres. Length of levee, 18,250 feet. Average height, 12 feet. Elevation, top of levee at upper end, 798. Elevation, top of levee at lower end, 795. Embankment, 252,500 cubic yards, at 10 cents per yard. .... . . . . $25,250 Sluice gates, 200 cubic yards concrete, at $7.50 per yard. . . . . . . 1,500 Right of way, 84 acres, at $20 per acre................... l, 680 Interior drainage—none required. Engineering and administration expenses, 15 per cent. - - - - - - - - - 4, 264 Total cost--------------------------------------------- 32,694 Average cost per acre---------------------------------------- 19. 57 Levee district No. 2. —The district is located as shown on the map (fig. 2), lying north of Sugar Creek. The district receives practically no drainage from outside the district and has an area of approximately [Bull. 234] - 29 2,610 acres that will be protected by the levee. Part of the land within the district is owned by hunting clubs that own the land sur- rounding the lakes and use them for hunting purposes. Several cut- offs are shown along Sugar Creek on the map. It is planned to have them made when the levee is constructed, using the excavated mate- rial for the levees. The channels could be cut out so as to form high- water ditches, and will eventually be the main channel of the creek. Sluiceways will be necessary on both sides of the Frisco tracks. If the levees are constructed, the Frisco track will be benefited both by being drained and by removing the need for the long trestle across the Sugar Creek bottoms. The levee, as located, will cross the Frisco track close to the Sugar Creek bridge, where no track elevation will be required. Estimate of cost. Levee district No. 2; area, 2,610 acres. Length of levee, 40,000 feet. Average height, 8 feet. Elevation, top of levee, upper end, 798.8. Elevation, top of levee, mouth Big Sugar Creek, 796.5. Elevation, top of levee, lower end, 799.2. Embankment, 377,500 cubic yards, at 10 cents per yard. . . . . . . . $37,750 Sluice gates, 100 cubic yards concrete, at $7.50 per yard. . . . . . . . 750 Right of way, 180 acres, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . 3, 600 Interior drainage, 4 miles, at $750 per mile..... . . . . . . . . . . . . . . . 3,000 Engineering and administration expenses, 15 per cent. . . . . . . . . . 6, 765 Total.------------------------------------------------ 51, 865 Average cost per acre---------------------------------------. 19.87 Levee district No. 3.−This district is located as shown on the map (fig. 2) and has an area of 5,000 acres, and receives the drainage from 1,000 acres more. The district is crossed from north to south by the Frisco Railway, and Middle Creek flows through the western part of the district. It is recommended that Middle Creek be diverted approximately as shown on the map and that levees be constructed on both sides of the diversion ditch to prevent the adjacent land from being flooded. At the point where the diversion ditch crosses the Frisco Railroad the tracks will have to be raised about 3 feet if the levees are built as recommended. The diversion ditch for Middle Creek will be much cheaper than to build controlling works and pass the flood waters of Middle Creek through them. Middle Creek when in flood probably discharges at least 3,700 second-feet into the river. Another advantage of the diversion ditch is that it will keep the water entirely out of the levee district, doing away with all damages by flooding in the Middle Creek bottoms. The railroad will be greatly benefited by the proposed improve- ments, and the matter of raising the track and arranging for passing [Bull. 234] 30 * the diversion ditch through the same is one that could be cooperatively arranged between the railroad and the district. Estimate of cost. Levee district No. 3; area, 5,000 acres. Length of upper levee, 22,500 feet. Length of lower levee, 34,500 feet. Average height, 9 feet. Elevation top of upper levee, upper end, 813. Elevation top of upper levee, Frisco track, 805. Elevation top of upper levee, Middle Creek bluff, 806.6. Elevation top of lower levee, Middle Creek bluff, 806.6. Elevation top of lower levee, Frisco track, 805.6. Elevation top of lower levee, where it leaves North Sugar Creek, 801.6. Elevation top of lower levee, lower end, 801.6. * Embankment upper levee, 165,000 cubic yards, at 10 cents per yard------------------------------------------------------- $16,500 IEmbankment lower levee, 259,000 cubic yards, at 10 cents per yard------------------------------------------------------- 25, 900 Sluiceways, 250 cubic yards concrete, at $7.50 per yard. . . . . . . . 1,875 Right of way, 250 acres, at $20 per acre------... . . . . . . . . . . . . . . . 5,000 Engineering and administration, 15 per cent..... . . . . . . . . . . . . . 7, 391 Total.------------------------------------------------- 56,666 Average cost per acre---------------------------------------- 11. 33 Levee district No. 4.—Levee district No. 4 is located as shown on the maps (figs. 2 and 3). It is a large district that contains 4,525 acres of land that will be protected by the levees. The district also receives the drainage from 14.5 square miles of hilly land. It may be possible to divert some of this drainage water, at the lower end of the district; a careful survey will be necessary to determine this. Two sluiceways will be necessary, one where the levee crosses Gowans Creek, the other at the lower end of the district. It is believed that existing drainage channels will afford sufficient drainage. This district has perhaps the most favorable location of any on the river, and the improve- ment can be.constructed at a very low cost per acre for the district. Estimate of cost. Levee district No. 4; area, 4,525 acres. Length of levee, 34,600 feet. Average height, 7% feet. Elevation top of levee, upper end, 821.2. Elevation top of levee, 4% miles from upper end, 813. Elevation top of levee, lower end, 803. Embankment, 230,500 yards, at 12 cents per yard . . . . . . . . . . . . . $27,660 2 sluiceways, 140 cubic yards of concrete, at $7.50 per yard. . . . . 1,050 Right of way 160 acres, at $20 per acre... . . . . . . . . . . . . . . . . . . . . . 3, 200 Engineering and administration expenses, 15 per cent. . . . . . . . . 4, 790 Total.------------------------------------------------- 36,700 Average cost per acre---------------------------------------- 8. 11 [Bull. 234] 31 Levee district No. 5.-This district is a long narrow strip of bottom land, and its shape makes necessary a very long levee in order to protect it. An interior drainage ditch will be necessary and should be located along the foot of the bluff with an outlet into Elm Creek. Approximately 2% miles of ditch will be required (fig. 3). Estimate of cost. Levee district No. 5; area, 820 acres. Length of levee, 22,250 feet. Average height, 10.5 feet. Elevation top of levee, upper end, 825. Elevation top of mouth Elm Creek, 820. & Elevation top of lower end, 821. Embankment, 218,720 cubic yards, at 12 cents per yard . . . . . . . . $26,250 Sluice gate, 50 cubic yards concrete, at $7.50 per yard. . . . . . . . . . 3, 750 2% miles open ditch, at $750 per mile. . . . . . . . . . . . . . . . . . . . . . . . . 1,875 100 acres right of way, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . . . . 2,000 Engineering and administration expenses, 15 per cent . . . . . . . . . 5,080 Total.------------------------------------------------- 38, 955 Average cost per acre----. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47. 50 Levee district No. 6.—The district is located in a bend of the river above Hells Bend, and the Frisco Railroad crosses it from north to south. The railroad track at the point where the levee crosses will not need to be raised. The present trestle of the Frisco should be extended about 400 feet to make a clear opening between the levee and the opposite bank of the river. There will be about 2 miles of interior drainage ditches necessary. The district has an area of approximately 960 acres and receives the drainage from perhaps 300 acres of hill land (fig. 3). Estimate of cost. Levee district No. 6; area, 960 acres. Length of levee, 24,750 feet. Average height, 9.5 feet. Elevation top of levee, upper end, 827.7. Elevation top of levee, mouth Middle Creek, 824.4. Elevation top of levee, lower end, 824.4. Embankment, 165,000 cubic yards, at 12 cents per yard. . . . . . . . $19,800 Sluice gates, 60 cubic yards concrete, at $7.50 per yard. . . . . . . . 450 2 miles ditch, at $750 per mile........ . . . . . . . . . . . . . . . . . . . . . . . . 1, 500 Right of way, 110 acres, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . . 2, 200 Engineering and administration, 15 per cent . . . . . . . . . . . . . . . . . . 3, 600 Total------------------------------------------------- 27, 550 Average cost per acre---------------------------------------- 28. 70 Levee district No. 7.-The district is located on the east side of the river just above the county line. The entire district is heavily tim– bered. On account of the timber it was not possible to tell irow much interior drainage would be needed (fig. 3). [Bull. 234] 32 Estimate of cost. Levee district No. 7; area, 740 acres. Length of levee, 18,250 feet. Average height, 10 feet. Elevation top of levee, upper end, 830.2. Elevation top of levee, lower end, 826. Embankment, 140,000 cubic yards, at 15 cents per yard. . . . . . . . $21,000 Sluice gates, 140 cubic yards concrete, at $7.50 per yard. . . . . . . . 1,050 Right of way, 80 acres, at $20 per acre.......... . . . . . . . . . . . . . . . 1,600 Engineering and administration, 15 per cent.-------. . . . . . . . . . . 3, 550 Total.------------------------------------------------- 27, 200 Average cost per acre---------------------------------------- 36. 76 Levee district No. 8.-District No. 8 lies on the west side of the river and has an area of 1,340 acres protected by the levee, and also receives the drainage from 3,700 acres of hill land. This drainage water is received at various points along the bluffs. A ditch along the foot of the bluff collecting all the water will be the best method of treatment. About 3 miles of interior ditches will be necessary (fig. 3). Estimate of cost. Levee district No. 8; area 1,340 acres. Length of levee, 26,250 feet. Average height, 10.5 feet. Elevation top of levee, upper end, 838. Elevation top of levee, lower end, 829. Embankment, 251,000 cubic yards, at 10 cents per yard. . . . . . . $25,100 Sluice gates, 140 cubic yards, at $7.50 per yard. . . . . . . . . . . . . . . . 1,050 Right of way, 120 acres, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . . 2,400 Interior drainage, 3 miles, at $750 per mile. . . . . . . . . . . . . . . . . . . . 2, 250 Engineering and legal expenses, 15 per cent..... . . . . . . . . . . . . . . 4, 620 Total------------------------------------------------- 35, 420 Average cost per acre---------------------------------------. 26. 44 Levee district No. 9.—This is a small district northeast of Fontana. It contains 630 acres and receives the drainage from 700 acres of hill land. About 2 miles of interior drainage will be needed (fig. 3). Estimate of cost. Levee district No. 9; area, 630 acres. Length of levee, 16,300 feet. Average height, 7 feet. Elevation top of levee, upper end, 841. Elevation top of levee, lower end, 836. Embankment, 71,640 cubic yards, at 15 cents per yard. . . . . . . . . $10,750 Sluice gates, 60 cubic yards concrete, at $7.50 per yard. . . . . . . . 450 Right of way, 70 acres, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . . 1,400 Interior drainage, 2 miles, at $750 per mile. . . . . . . . . . . . . . . . . . . . 1, 500 Engineering and administration, 15 per cent... . . . . . . . . . . . . . . . 2, 115 Total.------------------------------------------------ 16, 215 Average cost per acre...... . . . . . . . . . . . . . ... ---------------. 25. 74 [Bull. 234] 33 Levee district No. 10.—This district has an area of 750 acres. It is probable that it will be possible to locate the levee at the lower end to cut out a great deal of the drainage from the hills. It will be best to bring all the interior drainage to a common point and pass it through a single sluice gate. Approximately 3 miles of open ditch will be necessary (fig. 3). Estimate of cost. Levee district No. 10; area, 750 acres. Length of levee, 17,800 feet. Average height, 11 feet. * Elevation top of levee at upper end, 866.4. Elevation top of levee at lower end, 862. Embankment, 213,200 cubic yards, at 12 cents per yard. . . . . . . . $25,585 Sluice gates, 90 cubic yards concrete, at $7.50 per yard. . . . . . . . 675 Right of way, 85 acres, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . . 1, 700 Interior drainage, 3 miles, at $750 per mile. . . . . . . . . . . . . . . . . . . 2, 250 Engineering and administration, 15 per cent. . . . . . . . . . . . . . . . . . . 4, 535 Total------------------------------------------------- 34, 745 Average cost per acre-------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 46. 32 Levee district No. 11.-The district is a long narrow strip of land on the north side of the river. It may be constructed as a whole or in two parts. If constructed it is recommended that, as an additional safeguard, a short levee be constructed from the levee north to the hills, as shown on the map (fig. 3). This levee will keep the whole of the district from flooding if the levees break. The levee protects 1,025 acres of land, and the district receives the drainage from approxi- mately 1,000 acres additional. Four miles of open ditch will be necessary for interior drainage and 2 sluiceways. Estimate of cost. Levee district No. 11; area, 1,025 acres. Length of levee, 25,200 feet. Average height, 10.5 feet. Elevation top of levee at upper end, 871.5. Elevation top of levee at lower end, 861.7. Embankment, 213,000 cubic yards, at 12 cents per yard. . . . . . . $25,560 Sluice gates, 120 cubic yards concrete, at $7.50 por yard. . . . . . . 900 Right of way, 115 acres, at $20 per acre . . . . . . . . . . . . . . . . . . . . . . . 2,300 Interior drainage, 4 miles at $750 per mile . . . . . . . . . . . . . . . . . . . . 3,000 Engineering and administration, 15 per cent. . . . . . . . . . . . . . . . . . . 4, 764 Total------------------------------------------------- 36, 524 Average cost per acre------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35. 63 Levee district No. 12.—This is a small district located in a bend of the river east of Rantoul. It contains 330 acres and receives the [Bull. 234] 34 drainage from 100 acres additional. Existing waterways will prob- ably furnish sufficient interior drainage (fig. 3). Estimate of cost. Levee district No. 12; area, 330 acres. Length of levee, 9,400 feet. Average height, 11 feet. Elevation top of levee, upper end, 873. Elevation top of levee, lower end, 870.4. Embankment, 102,000 cubic yards, at 12 cents per yard . . . . . . . $12,240 Sluice gates, 120 cubic yards concrete, at $7.50 per yard. . . . . . . 900 Right of way, 45 acres, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . . 900 Engineering and administration, 15 per cent. . . . . . . . . . . . . . . . . . 2, 100 Total.----------------------------------. . . . . . . . . . . . . . 16, 140 Average cost per acre----- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 48.91 Levee district No. 13.—This is a small district located on the east side of the river, and containing 250 acres. There are no special problems in connection with the district, but being a small district the cost per acre runs high (fig. 3). Estimate of cost. Levee district No. 13; area, 250 acres. Length of levee, 6,700 feet. Average height, 11 feet. Elevation top of levee, upper end, 874.5. Elevation top of levee, lower end, 872.5. Embankment, 72,000 cubic yards, at 15 cents per yard . . . . . . . . $10,800 Sluice gates, 120 cubic yards, at $7.50 per yard. . . . . . . . . . . . . . . . . 900 Right of way, 30 acres, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . . (300 Engineering and administration, 15 per cent. . . . . . . . . . . … 1, 845 Total.------------------------------------------------- 14, 145 Average cost per acre... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 56. 58 Levee district No. 14.—This district, containing 1,420 acres, lies north of Rantoul and on the south side of the river. The district receives the drainage from approximately 3,600 acres of land besides that in the district. There are several large creek channels and sloughs in the district, and it is believed that existing drainage chan- nels can be used for interior drainage. It may be possible to divert some of the drainage from the uplands to the river without carrying the water through the district. A survey of the drainage area will be necessary to determine this. If possible it should be done. The Missouri Pacific crosses the south edge of the district and compli- cates the problem of protecting the land. It will probably be neces- sary to raise the Missouri Pacific track in order to make the levee a success. Available data do not show how much the track will have to be raised, so no estimate of cost of such raising is given (fig. 3). [Bull. 234] 35 Estimate of cost. Levee district No. 14; area, 1,420 acres. Length of levee, 20,000 feet. Average height, 10 feet. Elevation top of levee, upper end, 879. Elevation top of levee, lower end, 872.2. Embankment, 163,000 cubic yards, at 12 cents per yard. . . . . . . . $19,560 Sluice gates, 200 cubic yards concrete, at $7.50 per yard. . . . . . . . 1, 500 Right of way, 90 acres, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . . 1,800 Engineering and administration, 15 per cent . . . . . . . . . . . . . . . . . . . 3,430 Total.------------------------------------------------- Average cost per acre-------------------------- - - - - - - - - - - - - - - Levee district No. 15.—This district is located on the north side of the river and southeast of Peoria. It contains approximately 800 acres and receives practically no drainage from the hills. Approxi- mately 2 miles of interior drainage ditches will be needed (fig. 3). Estimate of cost. Levee district No. 15; area, 800 acres. Length of levee, 23,300 feet. Average height, 6 feet. Elevation top of levee, upper end, 853.2. Elevation top of levee, mouth Hickory Creek, 847.5. Elevation top of levee, lower end, 848. Embankment, 105,000 cubic yards, at 12 cents per yard. . . . . . . . $12,600 Sluice gates, 60 cubic yards concrete, at $7.50 per yard. . . . . . . . 450 Right of way, 120 acres, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . 2,400 Interior drainage, 2 miles, at $750 per mile . . . . . . . . . . . . . . . . . . . . 1, 500 Engineering and administration, 15 per cent. . . . . . . . . . . . . . . . . . 2, 540 Total ------------------------------------------------ 19, 490 Average cost per acre---------------------------------------- 24. 36 Levee district No. 16.—This district is located on the west side of the river just above Imes, Kans. The Missouri Pacific track runs along the south side of the district and the location of the levee may have to be changed to strike the track at a point where it will be above high water. The district contains 350 acres and receives the drainage from perhaps 150 acres of hill land. Approximately 2 miles of interior drainage ditches will be needed (fig. 3). Estimate of cost. Levee district No. 16; area, 350 acres. Length of levee, 10,600 feet. Average height, 7 feet. Elevation top of levee, upper end, 886. Elevation top of levee, lower end, 88.1.6. Embankment, 58,500 cubic yards, at 15 cents per yard. . . . . . . . . . . $8,775 Sluice gates, 60 cubic yards concrete, at $7.50 per yard. . . . . . . . . . . 450 Right of way, 50 acres, at $20 per acre--. . . . . . . . . . . . . . . . . . . . . . . . 1,000 Interior drainage, 2 miles, at $750 per mile. . . . . . . . . . . . . . . . . . . . . . 1, 500 Engineering and administration, 15 per cent. . . . . . . . . . . . . . . . . . . . 1, 759 Total.-------------------------------------------------- 13,484 Average cost per acre----------------------------------------- 38. 53 [Bull. 234] 36 Levee district No. 17.-This is a large district lying just west of Ottawa, Kans., and having an area of 4,960 acres. An old river channel forms what is known locally as the “island.” Mud Creek comes in from the south and empties into this old channel. The dis- trict, when the river is high, is one vast lake, almost the entire district being covered with water from 1 to 18 feet deep. The most difficult problem in this district is to control the flood waters from Mud Creek and prevent them from overflowing the lower part of the district. The creek has an area of 29 square miles, and when in flood will discharge approximately 1,500 second-feet. There seems to be no way of diverting the flood water, as any diversion ditch would have to go through part of Ottawa. The only way that the water can be removed is by constructing sluiceways large enough to pass through the levees. There is considerable slope in the dis- trict. The elevation of the natural surface at the upper end is 906, and at the lower end 888 feet. This slope will have a tendency to fill up the lower part of the district when the creek overflows and may make a pumping plant advisable. The location is ideal for a pump- ing station, and a plant very similar to that used by the waterworks at Ottawa could be installed and arrangements made with the com- pany furnishing power to keep them in order and furnish necessary power and labor when needed. This arrangement would insure skilled attendance and would lessen the cost of the plant. It is rec- ommended that the levee system be built first with sluiceways and that at a later time, if found necessary, the pumping plant be installed. The cut-off on the river between districts 17 and 18 will benefit both districts alike by preventing the water from heading up in the section of the river south of Richter. The cut-off should have a 40-foot base, 1 to 1 slopes, and be made as deep as the river. The river channel above the cut-off should be very carefully cleaned. The excavation necessary to make the cut-off is estimated at 120,000 cubic yards, and the expense of the same should be divided between the districts. It is believed that this work can be done for 10 cents per cubic yard. The Missouri Pacific railroad track crosses the district from east to west, and at the point where the levee crosses the track the elevation of the top of rail is about 3 feet below that of the proposed top of levee, which will make it necessary to raise the Missouri Pacific track. It might be possible to arrange with the Missouri Pacific to use the railway embankment as the levee from the point where the levee crosses it to Ottawa. The matter is one for cooperative arrangement between the railroad and the district, as it will be of great benefit to the railroad to have its track protected from overflow. The location is an ideal one for a levee district (fig. 4). [Bull. 234] - 37 Estimate of cost. Levee district No. 17; area, 4,960 acres. Length of levee, 36,400 feet. Average height, upper half, 6 feet; lower, 12 feet. Elevation top of levee, upper end, 913.4. Elevation top of levee, 6,000 feet downstream from upper end, 909.6. Elevation top of levee, 4 miles from Tipper end, 903.4. Elevation top of levee, lower end, 900. Embankment, 312,900 cubic yards, at 10 cents per yard . . . . . . . . $31, 290 Excavation cut-off, 60,000 cubic yards, at 10 cents per yard. . . . . 6,000 Sluice gates, 1,000 cubic yards concrete, at $7.50 per yard . . . . . . . 7, 500 Right of way, 170 acres, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . . . 3, 400 Engineering and administration, 15 per cent. . . . . . . . . . . . . . . . . . . 7, 230 Total.… 55, 420 Average cost per acre-----------------. . . . . . . . . . . . . . . . . . . . . . . . . ll. I 7 Levee district No. 18.-This district is a long strip of land lying south of the river, as shown on the map (fig. 4). It has an area of 3,140 acres. The Santa Fe and Missouri Pacific railways both cross the district from east to west, and both tracks will have to be raised if the land is to be protected by levees, as both of these roads are seriously damaged by the floods. It should not be hard to arrange for the railroads and the district to unite for the protection of both the farm land and tracks. The district at the present time is drained by a number of small sloughs and creeks. If possible, these should be united and carried to one outlet, although the district is so long that it may be found advisable to have two outlets. Half the cost of the cut-off between levees 17 and 18 should be borne by this district. Estimate of cost. Levee district No. 18; area, 3,140 acres. Length of levee, 47,300 feet. Average height, 7.5 feet. Elevation top of levee, upper end, 930.7. Elevation top of levee, lower end, 911. Embankment, 326,400 cubic yards, at 10 cents per yard. . . . . . . . . . $32,640 Cut-off excavation, 60,000 cubic yards, at 10 cents per yard. . . . . . 6,000 Sluice gates, 500 cubic yards concrete, at $7.50 per yard.......... 3, 750 Right of way, 220 acres, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . . . . 4,400 Interior drainage, 7 miles, at $750 per mile. . . . . . . . . . . . . . . . . . . . . . 5, 250 Engineering and administration, 15 per cent. . . . . . . . . . . . . . . . . . . . 7, 810 Total.-------------------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 59, 850 Average cost per acre. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19. 06 Levee district No. 19.-This district is located on the north side of the river, between Lost and One-hundred-and-ten-mile creeks, in T. 17 S., R. 17 E. It has an area of 625 acres. The Missouri Pacific [Bull, 234ſ 38 Railway crosses the district from east to west, and it will be necessary to raise the tracks in order to get the benefit of the levees. The cost of raising the track is not included in the cost per acre of the district (fig. 4). Estimate of cost. Levee district No. 19; area, 625 acres. Length of levee, 20,300 feet. Average height, 9 feet. Elevation of top of levee, upper end, 938. Elevation of top of levee, lower end, 935. Embankment, 145,000 cubic yards, at 12 cents per yard. . . . . . . . $17,400 Sluice gates, 100 cubic yards concrete, at $7.50 per yard. . . . . . . . 750 S Right of way, 90 acres, at $20 per acre........ . . . . . . . . . . . . . . . . . 1,800 Interior drainage, 2 miles, at $750 per mile. . . . . . . . . . . . . . . . . . . . 1, 500 Engineering and administration expenses, 15 per cent. . . . . . . . . 3, 210 Total------------------------------------------------- 24,660 Average cost per acre------------------- . . . . . . . . . . . . . . . . . . . . . 39, 45 Levee district No. 20.—Levee district No. 20 is located on both sides of the Santa Fe Railroad, in the big loop just east of Quenemo. It is not considered necessary to raise the tracks in this district, as they are at present above the high-water plane. The district is a small one, containing but 320 acres (fig. 4). Estimate of cost. Levee district No. 20; area, 320 acres. Length of levee, 11,500 feet. Average height, 6 feet. Elevation of top of levee, upper end, 938. Elevation of top of levee, lower end, 931. Embankment, 48,000 cubic yards, at 15 cents per yard. . . . . . . . . . $7, 200 Sluice gates, 35 cubic yards concrete, at $7.50 per yard. . . . . . . . . . 262 Right of way, 53 acres, at $20 per acre--------- - - - - - - - - - 1,060 Interior drainage, 1 mile-----. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 750 Engineering and administration expenses, 15 per cent. . . . . . . . . . . 1,391 Total.-------------------------------------------------- 10, 663 Average cost per acre----. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33. 32 Levee district No. 21.—Levee district No. 21 lies southeast of Que- nemo and north of Dry Creek. It has an area of 375 acres (fig. 4). Estimate of cost. Levee district No. 21; area, 375 acres. Length of levee, 12,300 feet. Average height, 7 feet. Elevation of top of levee, upper end, 941. Elevation of top of levee, lower end, 938. {Bull. 234] 39 Embankment, 59,000 cubic yards, at 15 cents per yard. . . . . . . . . . $8,850 Sluice gates, 40 cubic yards, at $7.50 por yard . . . . . . . . . . . . . . . . . . 300 Right of way, 56 acres, at $20 per acre. . . . . . . . . . . . . . . . . . . . . . . . . . l, 120 Interior drainage, 1 mile--------- . . . . . . . . . . . . . . . . . . . . . . . . . . . . 750 Engineering and administration expenses, 15 per cent. . . . . . . . . . 1, 653 Total. . . . .... • - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 12, 673 Average cost per acre-------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33. 80 Levee district No. 22.—This district lies on the west side of the river, immediately south of Dry Creek, and contains 725 acres. It will be necessary to raise the Missouri Pacific tracks, which cross the district, but the cost is not included in this estimate (fig. 4). Estimate of cost Levee district No. 22; area, 725 acres. Length of levee, 19,000 feet. Average height, 7 feet. Elevation of top of levee, upper end, 950. Elevation of top of levee, lower end, 940. Embankment, 100,000 cubic yards, at 12 cents per yard. . . . . . . . $12,000 Sluice gates, 75 cubic yards Concrete, at $7.50 per yard. . . . . . . . . 562 tight of way, 86 acres, at $20 per acre . . . . . . . . - * - - - - - - - - * * * 1, 720 Interior drainage, 2 miles, at $750 per mile. . . . . . . . . . - - - - - - - 1, 500 Engineering and administration expenses, 15 per cent . . . . . . . . . . 2, 367 Total.------------------------------------------------ 18, 149 Average cost per acre. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25. 03 CHANNEL IIMPROVEIMIENT'S AT OTT AWA. The channel of the river at Ottawa is seriously contracted by the Main Street Bridge and to a lesser extent by the Santa Fe Railway bridge. This contraction of the channel acts as a dam and raises the height of the river for a given discharge. At the Main Street Bridge the abutments are 139 feet apart at the bottom of the chan- nel, and the channel has a cross sectional area of 3,920 square feet below the bridge floor. The Santa Fe Railway bridge consists of a steel span with pile approaches on both ends. The steel structure is set low in the river, and when the river is at a high-water stage it acts as a dam. The pile approaches each have 11 piles to the bent, and these seriously retard the ſlow of water. In addition, the remains of the old piers and an old dam help to congest the channel at this point. The channel has also been contracted in places by filling in the banks. IMPROVEMENTS RECOMMENDED. The channel of the river should be improved from the Locust Street Bridge to a point about 500 feet below the Main Street Bridge. From the Locust Street Bridge the channel should be gradually enlarged [Bull. 234] 40 to a bottom width of 175 feet about 300 feet above the Santa Fe Railroad bridge. This widening of the channel will prevent heading up of the water, due to bringing the levees close to the river. The channel should be given a bottom width of 175 feet to a point 500 feet below the Main Street Bridge. The side slopes should be made 1 to 1. A new bridge will be necessary, and when constructed should be built about 2% feet higher than the present bridge. The bridge should have a span of approximately 235 feet. The construc- tion of this bridge will make it necessary to remove the present abutments and the retaining wall on the south side of the river. The bank should be riprapped where the river turns to the northeast, east of the Main Street Bridge. It will be necessary to take a little land now used for building purposes at the Main Street Bridge. The rest of the improvement will be confined within the present channel of the river. As an alternative plan, it would be possible to extend the present bridge to the north, changing the north abutment to a pier, and use the present south abutment. The steel span that the Santa Fe Railway has at this point is objectionable, in that the steel work extends about 7 feet below the top of the rail, and the high-water marks show that the water was over the top of the rail at this point. This bridge should be improved by replacing the trestle approaches with through girders, and the remains of the old piers and dam should be removed. These improvements will increase the cross-sectional area of the channel about 45 per cent at the Main Street Bridge, when the river is at the 30-foot stage, and the cleaning of the channel and making it uniform will decrease the factor of roughness, “n” in Kutter's formula, and thus increase the discharge. During the flood of 1909 there was a fall of 7.3 feet from the Main Street Bridge to a point 13 miles downstream. The present eleva- tion of the bridge floor at Ottawa is 892.65. Raising the bridge 2.5 feet will give it an elevation of 895.15. Assuming that the improved channel would lower by 2 feet the flood stage for a discharge equal to that of the 1909 flood, we would have, after the channel was improved, a channel 175 feet wide on the bottom; and, with water having an average depth of 33 feet, assuming that the water will have a slope of 0.0004, or a fall of 2.12 feet per mile, and assuming further that “n” in Kutter's formula equals 0.025, we should get a velocity of 9.8 feet per second, or, with a cross section of 6,320 square feet, a discharge of 62,900 second-feet. It is probable that the slope never will fall as low as that assumed in the computation, and that the river will never rise above the floor of the reconstructed Main Street Bridge. [Bull. 234] 41 Tevees should be built along the river on both sides to control the flood water and gradually force it into the main channel. On account of the nature of the improvements on the north bank of the river no attempt was made to locate a levee there. The location of this levee will be a question for the city of Ottawa to settle. COST OF THE IMPROVEMENT. The cost of improving the channel through Ottawa depends largely on what improvements are made. The problem of disposing of the excavated material taken from the river bed when it is being improved can only be solved when the work is ready to be executed. The question of the advisability of using the present abutments or replac- ing with new ones makes an accurate estimate of cost difficult. Many uncertain elements enter into the total cost. If the work is carried out as outlined, it should cost approximately from $25,000 to $40,000, exclusive of the changes necessary at the Santa Fe Railroad bridge, and for land that it might be necessary to buy for levees. LOW LEVIEES. Along the Marais des Cygnes there are many small areas of land that are not protected by the levees recommended. The cost of protecting these lands by levees of standard height and cross section will be so high as to make the cost of improvement exceed the value of the land at the present time. In places like these it is recommended that the land be protected by a levee, that, while it will not have the standard height, still will prevent the land from being flooded, except during such floods as those of 1904 and 1909. The cost of the levees will depend upon their height, and this will depend upon the wishes of the people, so no estimate of probable cost is made. If low levees are constructed with the top of the levee at the same elevation as the 1909 high-water mark, not more than one crop in five should be lost, and it is believed that such levees would be a paying investment. Where levees of standard height, 3 feet above high-water line of 1909, can be built at a cost of $30 per acre to the land benefited, they should by all means be built. It will be found far more satisfactory and cheaper to build a good levee in the beginning and issue bonds to pay for the improvement than to build a levee poorly in the first place and improve it later. In no form of flood-protection work is it so essential for successful results that the first construction be well and thoroughly done as in building levees. If a ditch is out of its banks for a time no great damage is done, but if a levee is overtopped the crop on the land is usually lost. [Bull. 234] 42 SUMMARY OF ESTIMATES. Summary of detailed estimated costs of levee districts. Estimated cost. District N º: Acres { Engi- A ISUIſlCl, NO. ... tº. Embank- Interior | Right of ...# | Total verage in feet. tected. 8pt 01 and ad’ cost per ment. drainage. way ministra- COSt. 3.Cre. tion. !--------------------- 18,250 1,670 $25,250 $1,500 $1,680 $4,264 $32,694 $19. 57 2--------------------- y 2, 610 7,750 3,750 3,600 6,76 51,865 19.87 3--------------------- 22,500 5,000 42, 400 1,875 5,000 7,391 56,666 11.33 4--------------------- 34,600 4, 525 27,660 1,050 3,200 4, 790 36,700 8. 11 5--------------------- 22,250 820 26,250 5,625 2,000 5,080 38,955 47.50 6--------------------- 24,750 960 19,800 1,950 2,200 3, 27, 550 28. 70 7--------------------- 18,250 740 21,000 1,050 1,600 3,550 27, 200 36.76 8--------------------- 26,250 1,340 25, 100 3,300 2,400 4,620 35, 420 26.44 9--------------------- 16,300 630 10,750 1,950 1,400 2, 115 16,215 25. 74 10-------------------- ,800 750 25,585 2,925 1,700 4, 535 34, 745 46.32 11. . . . . . . .------------ 5, 1,025 25, 560 3, 2,300 4,764 36,524 35. 63 12 . . . . --------------- 9,400 330 12,240 900 2,100 16, 140 48.91 13. ------------------- 6,700 250 10,800 900 600 1,845 14, 145 56.58 14-------------------- 0, 1,420 19,560 1,500 1,800 3,430 26, 290 18, 51 15.------------------- 23,300 800 12,600 1,950 2,400 2, 540 19,490 24.36 16-------------------- y 350 8,775 1,950 1,000 1,759 13,484 38.51 17-------------------- 36,400 4,960 a 37,290 7, 3,400 7,230 55, 420 11. 17 18-------------------- 47,500 3, 140 a 38,640 9,000 4,400 7,810 59,850 19.06 19.------------------- y 625 17,400 2,250 1,800 3,210 24,660 39.45 * * * * * * * * * * * - ºg º º ºs º ºs º º 11,500 320 7, 1,012 1,060 1,391 10,663 33.32 21-------------------- 12,300 375 8,850 1,050 1, 120 1,653 12,673 33.80 2?-------------------- y 725 12,000 2,062 1,720 2,367 18, 149 25.03 Total..... . . . . . . 483,150 33,365 || 472,460 58,949 47,280 86,809 | 665,498 19.95 a Includes cost of excavating cut-off west of Ottawa. The cost of clearing the river channel has not been included in the above table as it is purposed to clear the channel, where necessary, throughout its length in Bates County, Mo., and in Linn, Miami, Franklin, and Osage counties, Kans., regardless of whether the land is to be protected by levees or not. It is proposed to make the county the unit for this work, rather than the levee district. The cost of this work is estimated at $1,000 per linear mile. On this basis the total cost of benefiting 79,110 acres of flooded land would be $139,720, or an average of $1.76 per acre. The channel widening at Ottawa is a separate enterprise, and the cost is not charged against the levee districts, although district No. 17 will benefit by the improvements. These improvements are esti- mated to cost from $25,000 to $40,000, depending upon what plan is adopted with regard to changes in Main Street Bridge. REVIEW AND CONCLUSION. By means of the improvements discussed in this report it is pro- posed to protect from overflow and make available for continuous cul- tivation 33,365 acres of fertile land in the Mārais des Cygnes Valley at a cost of $665,500, or an average cost of $19.95 per acre of pro- tected land. It is proposed, further, to increase the carrying capacity of the river channel throughout its length in Kansas and in Bates County, Mo., and thus reduce the height and duration of floods in the valley. This end is to be accomplished by clearing the channel at a cost of $139,720, or $1.76 per acre of benefited land. It is also planned to widen the river channel at Main street, Ottawa, and thus [Bull. 234] 43 relieve the congestion that occurs at this point, under present condi- tions, in time of flood. The cost of this channel is estimated at from $25,000 to $40,000. The methods proposed for accomplishing the above results are as follows: (1) The clearing of the channel and the removal of obstructions to the flow. (2) The building of substantial levees and clearing the brush and trees from the channel formed by the levees. (3) The construction of proper channels through the protected areas and of outflow culverts through the levees for the purpose of interior drainage. (4) The widening of the natural channel at one point. (5) The cutting out of one bend in the river channel. The flood carrying capacity of the proposed system has been based upon the flood conditions of July, 1909, which, while in some respects extraordinary and not likely to be often repeated, compel recognition from the fact that two such extreme floods have occurred within a period of five years. There is great need of accurate gagings and measurements to determine the flood flow of the Marais des Cygnes River. In the absence of such data all computations are, at best, but roughly approximate, and results must be safeguarded by making liberal allowances for unknown factors. In this report the endeavor has been made to present a scheme for improvements, which, while affording protection from such floods as that which devastated the Marais des Cygnes Valley in 1909, will yet be within the means of the landowners of the valley. It aims at efficiency and permanence rather than at cheapness of construction, although it is believed that no recommendations have here been made that will not return a reasonable interest on the sum invested. The recommendations as to the widening of the channel at Ottawa and with regard to the cut-off west of Ottawa have been made only after careful consideration of the existing conditions and their bearing upon floods in the valley. Similarly, it was only after the making of detailed surveys and the study of the same that the construction of the cut-offs at Hells Bend and Quenemo has been advised against. An examination of the foregoing estimates indicates that the cost per acre of the recommended improvements would range from $8 to $56, the average being $20. The question as to the economy of the improvements in any particular district is one that can best be answered by the landowners themselves. Not only does the cost per acre for protection vary greatly in the several districts, but the pro- ductive capacity of the land also has considerable range, and it is the relation between these two that must determine the advisability of reclaiming. [Bull. 234] APPENDIX I. Monthly and yearly rainfall recorded at United States Weather Bureau stations in the - Marais des Cygnes watershed for the years 1898–1909, inclusive. LEBO, KANS. Month. Sººg Year- Year tº . ly to- *ś. Jan. | Feb. Mar. Apr. May. |June. July. Aug. Sept. Oct. Nov. Dec. tal. Ins. } Ins. | Ins. | Ins. | Ins. l Ins. | Ins. | Ims. l Ins. | Ins. | Ims. | Ins. | Ins. 1898----------------- 3.01 || 2.46 || 4.62 || 4.79 || 7.54 || 8.15 4.81 | 5.01 || 6.29 || 3.72 2.25 || 3.62 || 56.27 1899----------------. . 27 | . 91 || 3.98 || 1.47 || 2.08 || 5.61 || 7.66 || 2.07 || 2.21 | . 71 | .94 | 1.85 | 29.76 1900----------------. . 18 || 2.05 | 1.05 || 6.81 || 4.87 5.84 || 3.86 || 3.87 | 9.06 || 5.10 | 1.31 | .22 44.22 1901----------------- .42 | 1.82 2.34 || 3.63 | 1.03 || 3.07 || 2. 11 || 2.20 || 3.44 | 1. 14 | 1.05 | 1.08 || 23.33 1902. ---------------- . 89 | 1.26 || 2.47 || 3.03 |10. 29 |10. 01 || 4.90 |12.60 || 5.79 || 2.71 || 2.42 | 1.60 57.97 1903----------------- . 36 | 1.77 || 2.51 || 3.36 8.59 || 3.46 || 2.78 || 7.78 || 5. 34 5. 76 . . 81 | 1.12 || 43. 64 1904----------------. . 68 | . 09 || 2.64 || 3. 64 |10. 21 7.62 || 7. 50 2. 10 || 3.29 | 1. 27 | . 20 | . 43 || 39.67 1905. ---------------. 1.00 | . 81 | 3. 18 | 1.78 3.63 | 1.94 || 6.74 | 1.09 |11.36 || 2.01 | 1.74 . 10 || 35.38 1906----------------. & 1.07 | 1.70 || 2.48 2.69 8.40 || 3. 50 3.73 || 3.54 | 1.00 || 3.35 | .40 32.51 1907----------------- 4. 14 | 1.66 | 1. 72 95 || 4.00 || 4.91 | 1.62 || 3. 54 2.76 || 4.79 | 1.29 | 1.29 || 32.67 1908----------------- . 37 || 2.74 | . 72 2.01 11. 21 || 7.59 || 3.08 || 5. 67 | 1.46 5.77 || 2.83 ) . 25 43.70 1909----------------- 1.06 | 1.60 | 1.58 2.80 2.75 || 7.38 |12.75 | 1.49 || 3. 17 | 1.50 | 6.51 | 1.73 || 44.32 OTTAWA, KANS. 1898----------------- 3.76 | 1.65 || 3.90 || 3.93 |11.86 || 5.62 || 3.46 || 4.93 || 4.07 || 3.98 || 1.75 | 1.97 || 50.88 1899----------------- . 52 | 1.30 2.85 | 1.89 2.87 || 4.03 || 8.50 | 2.51 | 1. 23 | 1.00 | 1.04 || 1.57 || 29.31 1900----------------- . 18 || 2.88 | 1.09 || 5.96 || 4.09 |10. 30 | 6.78 || 2.83 || 6.42 || 4.89 | 1. 20 | . 36 || 46.98 1901----------------- . 53 | 1.61 || 2.74 3.79 | 1.45 | 1.99 || 1.97 || 2.67 || 5. 21 . 65 | 1. 19 | 1.46 || 25.26 1902-----------------|------|------ 2. 85 || 2.55 |10. 04 || 6. 09 || 5.07 || 7.76 6. 08 || 2, 37 . . . . . . 1.45 [...... 1903----------------- . 62 | 1.87 || 2.48 || 3. 37 || 7.93 3.05 || 2.50 || 7. 73 || 4, 90 || 7.66 91 . 65 43.67 1904----------------- 1. 26 43 || 2.70 || 5. 73 |11. 68 || 7.68 || 7.33 || 2.39 || 3.98 . 68 26 48 || 44, 60 1905------------------ 1. 16 | 1.24 || 5.00 | 1.06 || 4.68 || 4.85 9. 17 | 3.85 10.43 | 1.99 || 2.57 . 22 || 46.22 1906----------------- 1.69 | 1.59 || 2.09 || 2.42 2. 18 8.38 5.02 || 5.41 | 1.85 . 69 || 3. 62 1.05 || 35.99 1907----------------- 2.95 | 1.00 2.27 | 1.27 3.38 || 7. 18 || 2.19 || 5.18 || 2.14 || 5.01 | 1.54 | . 64 34.75 1908----------------- . 28 || 2.84 | 1.44 || 3.29 || 8.80 ||10. 25 | 2.31 || 4.67 . 42 || 7.66 3.44 . 28 || 45.68 1909----------------- 1.02 | 1. 14 || 2.06 || 2.37 || 4.58 || 7. 85 |11.76 .93 || 4.22 || 2.83 | 1.84 2.34 || 42.94 OSAGE CITY, KANS. 1898----------------- 2.35 | 1.88 || 2.77 || 4.36 9.92 || 3. 19 || 2.02 || 6. 30 || 6.19 2.91 | 1.61 | 1.63 || 45. 13 1899----------------- . 28 | 1.02 2.21 | 1.27 | 3.44 || 4.69 9.60 | 3.39 2.53 | 1.02 . . 68 | 1.72 || 31.85 1900----------------. .05 || 2.33 | 1.36 || 4.34 || 4.84 || 4.33 || 3.22 || 2.33 || 7.83 || 3. 55 | . 42 39 34.99 1901----------------- . 35 | 1.31 | 1.36 2.67 | 1.48 || 2.48 || 2.69 || 2.80 || 4.98 || 1.79 | 1.16 | 1.32 24.39 1902----------------- 1.15 79 | 2.25 | 1.63 || 7.67 | 7.95 |. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1903----------------- . 73 | 1.60 | 2.69 || 3. 37 |11. 14 || 2.94 2.40 || 5.80 - - - - - - 4. 12 | . 65 | 1.05 |. . . . . . 1904-----------------------|------|------ 5, 65 |10. 02 || 7.86 || 5.92 || 3.30 2. 70 13 . 28 47 l. . . . . . 1905. ---------------- .93 | 1.04 || 3. 12 | 1.51 || 4. 11 || 2. 12 || 7.09 | 1.51 | 8.50 | 1.34 || 2.32 | . 13 || 33.72 1906----------------- .2 . 58 | 1.63 3. 18 || 1.73 || 6, 40 || 4, 61 || 2.67 2.94 | . 82 | 1. 67 . .87 27.32 1907----------------- 2.87 2.02 | 1.92 || 2.26 || 3.33 9. 17 | 3.59 || 2.59 || 3. 16 || 2.86 93 .82 || 35. 52 1908----------------- T. 1.85 . 83 || 3.43 |10. 15 11. 17 | 5.12 || 5. 71 ... 79 || 6. 20 || 2.24 | . 17 || 47.66 1909----------------- .47 .83 2.30 2.19 || 6.81 || 5.27 18. 67 | 1.26 | 1.45 | 1.51 || 7.68 | 1.97 || 50.41 PAOLA, KANS. 1898-----------------------|------|------|------|------|------|------------|------|------|------|------|------ 1899-----------------|------|------|------|------|------|------------|------|------------|------|------|------ 1900-----------------------|------|------|------|------|------|------|------|------|------|------|------|------ 1901-----------------|------|------|------|------|------|------|------|------|------|------|------|------|------ 1902-----------------|------------|------|------|------------------|------|------|------|------|------|------ 1903----------------- 0.85 || 2.50 | 2.50 || 3. 52 || 8.47 |- - - - - - - - - - - - 5.89 || 5.17 | 5. 73 || 1.05 | 1.28 |. . . . . . # * * * * * * * * * * * * * * * * * 1. 60 30 2.93 || 8.59 || 9.92 (10.36 8.05 || 3.00 |. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 906-----------------|------------|------|------------|------|------|-----. 2.82 .48 || 3.27 | 1.56 |...... 1907----------------- 5.26 20 || 3.32 || 2.27 || 4, 18 || 7.87 || 5, 60 || 5.62 | 1.04 || 4.31 | 1.48 || 1, 32 44.47 1908----------------- . 32 || 3.01 75 || 3.36 || 6.75 || 8.45 || 3.08 5. 67 | 1.55 8.85 || 3. 56 |. . . . . . . . . . . . 1909------........... 1.59 1.19 3.28 ------|------------------------------|------|------|------ (44) [Bull. 2341 45 Monthly and yearly rainfall recorded at United States Weather Bureau stations ºn the Marais des, Cygnes watershed for the years 1898–1909, inclusive—Continued. PLEASANTON, KANS. Month. Year- Year. ly to- Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct Nov. Dec. tal. Ims. | Ims. | Ins. | Ins. | Ins. | Ims. | Ins. | Ims. Ins. | Ins. Ins. | Ins. | Ins. 1898---------. . . . . . . . . . . ------------|------|------|------------ * * * * I ºn tº º sº º sº º ºs º a sm I º ºs º sº & º * * * * * * * * * * 1899-----. . . . . . . . . . . . . . . . . . . . ---------|------|------|------|--|--|--|-----|------|-----------|-- . . . 1900. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -------|------|------|--|--|-----|----- | . . . . . . . . . . . . . . . . . . . 1901. ----------------|--|--|--|-----|--|--|--|--|--|--|--|--|--|-----|-- - - - - - - --|--|- -----|-- . . . . . . . . . . . . . . 1902-----------------|--|--|--|--|--|--|-- - --|------|--|--|--|-- ---|--|--|--|--|--|--|------ * * * I am º sm ºr e = - 1903 - - - - - - - - - - - - - - - - - 0.99 || 2.09 || 4.83 7. 21 || 2.49 || 2.60 6.46 || 2.7 4. 25 2.28 | 1.97 | . . . . . 1904. . . . . . . . . . . . . . . 2, 13 . 25 | 1.80 || 6. 21 || 5. 28 || 9. 72 | 6.18 7. 07 . 64 . 35 . 31 . 83 || 40. 77 1905. . . . . . . . . . . . . . . 60 | 1.61 || 2.58 | 1.12 || 7. 57 || 2.09 || 7.77 || 6.74 || 6. 39 || 4. 20 | 1.85 . 76 || 43. 28 1906- . . . . . . . . . . . . . . . 1. 60 | 2.68 || 2. 18 || 1.69 | 1.05 |11. 42 2.98 || 4, 30 || 5.87 . 72 | 2.93 | 1.39 || 38 81 1907- - - - - - - - - - - - - - - - . 64 . 60 | 3. 19 || 3.51 5.36 || 7.43 2.28 2.97 2. 19 4.67 | 1.47 | 1.60 || 41.91 1908. . . . . . . . . . . . . . . 65 || 3. 60 3.75 3.75 || 5. 31 |11. 49 2.61 || 3.31 | 1.08 || 8.41 5.19 | 1. 18 50 33 1909. 1.46 | 2.27 2.56 || 3. 15 5, 78 || 8.01 10.83 . 88 || 3. 54 2.41 || 3.90 | 2.62 || 47.41 Precipitation during general storms over the Marais des Cygnes watershed for the years 1898–1910. Date * | Paola. | Ottawa. ºš" | Lebo. Garnett. Pāk a. anton. ' | City. arnett. ridge. 1898. Imches. Inches Inches. Inches. Inches. Inches. Inches Oct. 16. ----------------------- - - - - - - - - - - ------- 1.23 0.85 1. 33 . . . . . * * * * * * 17- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1. 55 1. 22 1. 48 . . . . . . . . . . . . . . . . 18-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .05 10 l. . . . . . . . . . . . . ........ 1899. June 1. . . . . . . . . . . . . . . . . . . . . . . ---------- 0.61 1.08 .02 1.40 | . . . . . . . . . . . . . . . . . 2- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . 21 . 41 , 69 | . . . . . . . . . . . . . . 3------------------------|--|-- . 12 .04 . O5 - 19 | . . . . . . . . . . . . . . . . . . 4-- - - - - - - - - - - - - - - - - - - - - - - - - - . O9 . 10 1. 11 -09 |. . . . . . . . . . . . . . . . . . . 5- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . 47 . 13 . 01 -08 |. . . . . . . . . . . . . . . . . . . 6- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .08 . 18 :08 . . . . . . . . .l.......... 7--------------------- - - - - - - - - - - . 38 .02 . . . . . . . . . . Trace. . . . . . . . . . [.......... 8------------------------|--------- . 04 . 29 .46 42 | . . . . . . . . . . . . . . . . . . 9------------------------|-- - - - - - - - 1.77 1.02 1.25 -89 ----------|-- . . . . . . . July 3---------------------------------- .80 3.76 1.75 ----------|--------- |.......... 4---------------------------------- . 67 . 12 - 10 ----------|----------......... 6- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .95 Trace. 3.96 ----------|----------|--........ 7------------------------ … . 85 2.45 !----------|----------|----------|.......... 1900. Apr. 15. . . . . . . . . . . . . . . . . . . . . . . . . --|---------- 1.92 1. 55 1.24 . . . . . . . . . . . . . . . . . . . 16- - - - - - - - - - - - - - - - - - - - - - - - - || -------- . 68 . 20 32 . . . . . . . . . . . . . . . . . . . 21. -- - - - - - - - - - - - - -------------|- - - - - - - - ---------- . 05 -02 . . . . . . . . . . . . . . . . . . . . 22- - - - - - - - - - - - - - - ----|----------|---------- . 56 . 65 1.02 --------|---------. 23. . . . . . . . . . . . . . . . . . . . . . . ------ - - - - - - - . 71 . 70 1, 19 |---------. . . . . . . . . 24- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . 13 . 39 • 35 - ------------------ 25- - - - - - - - - - - - - - - ------|--------- - - - - - - - - - - - - -50 -------- . . . . . . . May 15. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 . 59 -74 . . . . . . . . . . . . . . . 16- - - - - - - - - - - - - - - - - - - - - - - - 1. 20 2. 37 3.00 | . . . . . 17- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . 40 . 43 . 29 . . . . . . . . 18-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 04 . 66 -22 | . . . . . . . . . . June 28-- - - - - - - - - - - - - - - - . . . . . . . . . . . . . . . . . 1.33 1. 12 1.66 - - - - 29- - - - - - - - - - - - - ----------|--------- 1. 73 . 10 1.24 . . . . . . . . . . . . . . . 30- - - - - - - - - - - - - - ----------------- - ---------- 1. 33 -06 || --------|---------- July 1-------------- - - - ----------|- - - - - - - - 1.74 ----------|------- . . . . . . . . . . . . . . . . . . . . 23-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----------|---------- 1, 16 . . . . . . . . . . . . . . . 24- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2, 68 2.10 1.07 |. . . . . . . . . . . . . . . . 25- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --------- 33 --------. . . . . . . . . . . . . . . . . . Aug. 22------------ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .06 27 ----------|---------- 23. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ---------- .68 13 ---------|---------- 24------ - - - - - - - - - - - - ) -------- - - - - - - - - - -61 ---------. .03 || --------|--------- 25----------------------- ---------- . 55 . 56 2.50 . . . . . . . . . . . . . . . . . . . 27------------------------|---------|-- - - - ----|--------- .06 . . . . . . * : * * * * * * * * * * * * * * * * * * * * Sept. 23----------------------- ---------|---------- . 08 . 59 40 ---------|--------. 24------------------------------------------ 1.98 1. 75 3.23 ----------|---------- 25------------------------|--------------------|----------|---------- Trace. . . . . . . . . . . . . . . . . . . . . 26------------------------|---------|--------- . 06 . 29 - 41 ----------|---------- 27- - - - - - - - - - - ----------- |----------|---------- 1. 17 1.37 1.37 ----------|---------. 28-----------------------|----------|---------- . 88 . 39 1.05 - . . . . . . . . . . . . . . . . . . 29- - - - ------------------|---------|-------------------- 1.21 ----------|---------|---------. Oct. 28---------------------. . . . . . . . . . . . . . . . . . . . 1. 30 1. 00 1.93 | . . . . . . . . . . . . . . . . . 29-----------------------|----------|---------- . 10 . 17 12 |. . . . . . . . . . . . . . . . . . . . 30- - - - - - - - -------------|-------------------- . 90 . 05 . 53 - . . . . . . . . . . . . . . . 31- - - - - - - - ------------- . . . . . . . ------------- 2. 16 1. 63 1.64 |. . . . . . . . . . . . . . . . . . . 1902. May 19------------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • 57 . . . . . . . . . . . . . . . . 20---------------------------------- • 19 . . . . . . . . . ----------- •71 . . . . . . . . . . . . . . . . . . . . [Bull. 234] 46 Precipitation during general storms over the Marais des Cygnes watershed for the years 1898–1910—Continued. Pleas- Osage Esk- Date anton. Paola Ottawa City. Lebo Garnett. ridge. 1902. Inches. Inches. Inches. Inches. Inches. Inches, Inches. May 21------------------------|---------- 1. 0. 5 0.32 1. 32 . . . . . . . . . . . . . . . . . . . . 22------------------------|---------- 1.50 .82 1. 75 1. 21 . . . . . . . . . . . . . . . . . . . . 23------------------------|----------|---------- . 62 . 57 2.40 . . . . . . . . . . . . . . . . . . . . 24------------------------|---------- 11 || --------- Trace. Trace. . . . . . . . . . . . . . . . . . . . . 25------------------------|---------- 2.90 l. . . . . . . . . . . . . . . . . . . . 10 |. . . . . . . . . . . . . . . . . . . . 26------------------------|--------------------|---------- 1. 70 1. 38 . . . . . . . . . . . . . . . . . . . . June 2------------------------|---------- 39 ----------|-- . . . . . . . -----------|----------|- . . . . . . . . . 3------------------------|---------- .94 . 17 28 --------------------. . . . . . . . . . 4------------------------|---------- . 44 1. 36 3.43 --------------------|- . . . . . . . . . 5----------------------------------|---------- .01 ----------|-----------------------. . . . . . . 6------------------------|----------|---------- . 50 34 || -------------------|--- . . . . . . . 7------------------------|----------|---------- . 03 1.25 - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8------------------------|----------|---------- . 60 14 |--------------------. . . . . . . . . . 18------------------------|---------- Trace. . 20 28 ----------|----------|---------- 19------------------------|---------- 2.50 .04 .08 --------------------|-- . . . . . . . . 20- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . 22 2. 30 2.90 - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Aug. 18------------------------|---------- 2. 10 .94 | . . . . . . . . . . 44 . . . . . . . . . . . . . . . . . . . . 19---------------------------------- . 25 .04 . . . . . . . . . . 3.23 . . . . . . . . . . . . . . . . . . . . 20------------------------|----------|---------- • 19 . . . . . . . . . . 1:37 . . . . . . . . . . . . . . . . . . . . 21------------------------|---------- 1.00 • 17 . . . . . . . . . . 1, 21 . . . . . . . . . . . . . . . . . . . . 22- - - - --------------------|---------- . 60 .98 |. . . . . . . . . . 1.65 . . . . . . . . . . . . . . . . . . . . 23------------------------|---------- . 50 - 85 - - - - - . . . . . 1, 18 l. . . . . . . . . . . . . . . . . . . . 24------------------------|---------- Trace. 14 . . . . . . . . . . 19 . . . . . . . . . . . . . . . . . . . . 30------------------------|---------- 1.30 --------------------|----------|----------|- . . . . . . . . . 31------------------------|----------|---------- .94 | . . . . . . . . . . 2.00 . . . . . . . . . . . . . . . . . . . . Sept. 20------------------------|---------- .88 |----------|---------- .01 . . . . . . . . . . . . . . . . . . . . 21------------------------|---------- 2. 18 .78 . . . . . . . . . . 37 ----------|---------- 22- - - - - -------------------|---------- 1. ()0 62 . . . . . . . . . . 1.70 |. . . . . . . . . . . . . . . . . . . . 23------------------------|---------- . 20 .79 - - - - - - - - - - 1.28 . . . . . . . . . . . . . . . . . . . . 24------------------------|-------------------- • 18 l. . . . . . . . . . 22 ----------|-- . . . . . . . . Oct. 2.------------------------|---------- . 20 17 ---------. - 10 . . . . . . . . . . . . . . . . . . . . 3------------------------|---------- 2. 10 1. 10 |. . . . . . . . . . 1.70 |. . . . . . . . . . . . . . . . . . . . 4------------------------|---------- . O7 .85 |. . . . . . . . . . .01 . . . . . . . . . . . . . . . . . . . . 1903. Apr. 3.-----------------------. 1. 77 1.90 1.95 .82 1.40 l. . . . . . . . . . . . . . . . . . . . May 5-----------------------. 1. 29 1.00 ----------|---------. • 35 |----------|---------. 6------------------------ . 19 . 10 - 11 ---------- 10 ----------|-- . . . . . . . . 7------------------------ . 04 . 15 . 50 . . . . . . . . . . 24 . . . . . . . . . . . . . . . . . . . . 11-----------------------. . 55 . 50 • 32 . . . . . . . . . . .99 . . . . . . . . . . . . . . . . . . . . 12-----------------------. 1. 20 1. 10 .03 - . . . . . . . . . -51 --------------. . . . . . 13------------------------ . 13 . 15 13 . . . . . . . . . . - 13 |. . . . . . . . . . . . . . . . . . . . 19------------------------ . 40 l. . . . . . . . . . -04 |----------|----------|----------|---------- 20------------------------ . 09 . 30 69 |----------|----------|-- . . . . . . . . . . . . . . . . . . 21------------------------ .86 1. 10 ----------|---------. 1. 17 . . . . . . . . . . . . . . . . . . . . 22------------------------ . 16 . 30 . 38 . . . . . . . . . . 30 |. . . . . . . . . . . . . . . . . . . . 23------------------------ . 24 . 60 1.59 |. . . . . . . . . . 1, 15 . . . . . . . . . . . . . . . . . . . . 24------------------------ . 07 ... 10 54 ----------|-------------. . . . . . . . . . . . . . . . . *-------------------------------------------- -04 ||----------|----------|----------|- . . . . . . . . . 27------------------------|----------|---------- 1.00 . . . . . . . . . . 1.22 |. . . . . . . . . . . . . . . . . . . . 29------------------------ .86 2.00 .88 . . . . . . . . . . 1.72 . . . . . . . . . . . . . . . . . . . . 30------------------------ . 27 .45 32 ----------|----------|- . . . . . . . . . . . . . . . . . . . 31------------------------ .77 . 62 .79 - . . . . . . . . . .70 | . . . . . . . . . . . . . . . . . . . . June 1.-----------------------. . 19 . . . . . . . . . . . 36 . . . . . . . . . . 33 l. . . . . . . . . . . . . . . . . . . . 2------------------------ .02 . . . . . . . . . . . .05 |- . . . . . . . . . • 23 1. . . . . . . . . . . . . . . . . . . . 3------------------------ . 13 | . . . . . . . . . . .40 l. . . . . . . . . . 60 . . . . . . . . . . . . . . . . . . . . 4-----------------------. - 31 . . . . . . . . . . .05 |. . . . . . . . . . - 10 ---- . . . . . . . . . . . . . . . . 5-----------------------. - 15 . . . . . . . . . . .02 . . . . . . . . . . .02 . . . . . . . . . . . . . . . . . . . . Sept. 7------------------------|----------|- ......... . 35 |. . . . . . . . . . 84 |. . . . . . . . . . . . . . . . . . . . 8------------------------ 1. 11 . 90 1. 12 . . . . . . . . . . - 88 1. . . . . . . . . . . . . . . . . . . . 9-----------------------. . 73 3. 50 2.87 | . . . . . . . . . . 2.38 . . . . . . . . . . . . . . . . . . . . 10------------------------ 59 ----------|--------------------|----------|-------...l... . . . . . . . Oct. 6-------------------..... .34 - - - - - - - - - - 3.68 . . . . . . . . . . 1.04 |. . . . . . . . . . . . . . . . . . . . 7------------------------ . 44 3.33 |----------|---------- .98 ||-------------------. 30-----------------------. . 72 . 70 . 78 |. . . . . . . . . . 60 ----------|- . . . . . . . . . 31------------------------ 1. 20 1.00 1.23 - . . . . . . . . . 1.05 |. . . . . . . . . . . . . . . . . . . . Nov. 1.----------.............. 1.68 . 67 .25 - - - ------- 38 . . . . . . . . . . . . . . . . . . . . 2------------------------ -06 ||--- . . . . . . . • 17 l. --------. .05 ----------|---------- 3------------------------ . 07 . 30 • 14 1---------. '08 . . . . . . . . . . . . . . . . . . . . 1904. Apr. 20. ------------........... . 65 1.42 1. 29 .49 16 ----------|---------- 21-----------------------. Trace. Trace. . 22 . ()6 :07 l. . . . . . . . . . . . . . . . . . . . 22---------------------------------. . 40 . 20 . 28 20 l. . . . . . . . . . . . . . . . . . . . 23------------------------ . 77 1.42 1.51 - . . . . . . . . . 1.25 1. . . . . . . . . . . . . . . . . . . . 24------------------------ 2.95 2.45 .77 2.05 48 - . . . . . . . . . . . . . . . . . . . 23------------------------ . 22 . 75 . 50 .85 24 |----------|---------- 26-----------------------. •09 ----------|-- . . . . . . . . 22 - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . May 1------------------------|....................l..........l.......... - 08 . . . . . . . . . ----------- *------------------------'. . . . . . . . . . . . . . . . . . . .". . . . . . . . . .". . . . . . . . . . :08'. . . . . . . . . ."---------- [Bull. 234] 47 Precipitation during general storms over the Marais des Cygnes watershed for the years 1898–1910—Continued. Pleas- Osage Esk- Date antOn. Paola Ottawa. City. Lebo. Garnett. ridge. 1904. Inches Inches. Inches. Inches Inches. Inches. Inches. May 4........................ 0 0.45 0.30 - - - - - - - - - - 0.64 ----------|---------- 5-------------------------------------------- 1. 77 0.78 • 50 ----------|---------- 6------------------------ 1. 32 1.00 . 39 .99 35 -------------------- 7------------------------------------------------------ . 27 |----------|-------------------- 8----------. . . . . . . . . . . . . . . 55 . 52 . 39 . 55 63 |. . . . . . . . . . . . . . . . . . . . 12------------------------|---------. Trace. • 46 - - - - - - - - - - 51 . . . . . . . . . . . . . . ------ 13------------------------ .48 . 55 . 29 .81 ----------|----------|---------- 15.------------------------ . 50 . 60 1.03 | . . . . . . . . . . 1.00 l. . . . . . . . . . . . . . . . . . . . 16------------------------ .84 2.00 1. 57 2. 20 -87 |. . . . . . . . . .]---------- 17-----------------------. . O8 .05 - 15 ---------- .01 . . . . . . . . . . . . . . ------ *------------------------ . 13 . 50 .32 I. . . . . . . . . . 1.00 l. . . . . . . . . . . . . . . . . . . . 26----------. . . . . . . . . . . . . . . 55 .80 ... 81 .91 .66 . . . . . . . . . . . . . . . . . . . . 28---------------------------------- . 10 1. 81 Trace. Trace. . . . . . . . . . . . . . . . . . . . . 29------------------------ .33 3. 10 2. 39 2.41 Trace. . . . . . . . . . . . . . . . . . . . . 30------------------------ . 30 .25 |... . . . . . . . 1. 07 3.88 . . . . . . . . . . . . . . . . . . . . June 1. . . . . . . . . . . . . . . . . . . . . . . . .49 . 11 . 17 . 39 • 50 . . . . . . . . . . . . . . . . . . . . *-----------------------. Trace. . 15 1. 24 |. . . . . . . . . . .81 ----------|---------- 3 - - - * * * * * * * * - - - - - - - - - s = e, as 2. 16 2. 70 .45 1.42 • 19 |----------|---------- 4------------------------ . 69 .85 . 33 . 20 66 1. . . . . . . . . . . . . . . ----- 14------------------------|----------|----------|---------. . 50 .03 |... --------|---------- 15.------------------------ . 05 2.80 1.02 . 20 10 ----------|---------- 16------------------------ . 37 . 05 .01 16 ||--------------------|---------- 17------------------------ Trace. . 70 • 23 1. . . . . . . . . . .03 |. . . . . . . . . . . . . . . . . . . . 18------------------------ . 10 . 10 . 11 .07 ----------|----------|---------- 19------------------------ .84 . 40 1.05 1. 11 1. 19 |. . . . . . . . . . . . . . . . . . . . 20---------------. . . . . . . . . Trace. Trace. . . . . . . . . . . .45 |----------|----------|---------- 21---------------. . . . . . . . . 1.20 ----------|---------- . 58 15 |... -------|---------- *------------------------|----------|---------- .80 . . . . . . . . . . Trace. . . . . . . . . . . . . . . . . . . . . *-----------------------. 2.82 2. 10 1. 75 2.19 2.93 . . . . . . . . . . . . . . . . . . . . 26------------------------ .60 |- - - - - - - - - - . 10 Trace. 22 |.. --------|---------- 27-----------------------. . 18 l---------. .02 . 20 .04 |----------|---------- 29----------------. . . . . . . . . 20 .40 . 35 . 10 Trace. . . . . . . . . . . . . . . . . . . . . 30----------. . . . . . . . . . . . . . .02 ----------|---------- . 23 •70 |.... ------|---------- July 1. . . . . . . . . . . . . . . . . . . . . . . . . 48 Trace. . 04 Trace. 10 l. . . . . . . . . . . . . . . . . . . . 2-----------------------. .04 Trace. . 06 . 08 -88 - - - - - - - - - - - - - - - - - - - - 3--------------- . . . . . . . . . .54 Trace. . 14 Trace. .02 . . . . . . . . . . . . . . . . . . . . 4------------------------ . 16 . 50 . 22 . 50 -31 |... --------|---------- 5------------------------ . 32 . 25 . 35 . 55 • 60 |----------|---------- 6------------------------ 1. 53 2.00 2.19 1.91 2, 18 |. . . . . . . . . . . . . ------- 7------------------------ .95 2.00 1.45 . 55 1, 19 |.. --------|---------- 8------------------------ . 15 ... 10 . 17 . 77 • 33 1. . . . . . . . . . . . . . ------ 10-----------------------. .04 ... 10 ... 08 . 08 .73 |. . . . . . . . . . . . . . . . . . . . 1°------------------------|----------|----------|----------|---------- .05 - - - - - - - - - - - - - - - - - - - - 20-----------------------. .62 | . . . . . . . . . . Trace . 05 -06 |. . . . . . . . . . . . . . . . . . . . 21--------------------. . . . . 24 Trace 1.16 1. ---------|----------|----------|---------- *--------------------------------------------|---------- .85 16 |. . . . . . . . . . . . . . . . . . . . 25-------------. . . . . . . . . . . .04 - - - - - - - - - - . 35 | . . . . . . . . . . - 41 |. . . . . . . . . . . . . ------- 26---------------. . . . . . . . . .98 2.00 . 54 56 |. . . . . . . . . . . . . . . . . . ------------ 27----------------. . . . . . . . Trace. 1.00 -40 l. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *--------------------------------------------|----------|---------- - 18 l. . . . . . ----|---------- 31. . . . . . . . . . . . . . . . . . . . . . . . .09 | . . . . . . . . . . . 11 Trace - 41 |. . . . . . . . . . . . . . . . . . . . Aug. 16- . . . . . . . . . . . . . . . . . . . . . . . .06 Trace. .27 l. . . . . . . . . . Trace. . . . . . . . . . . . . . . . . . . . . 17-----------------------. . 32 Trace. Trace. .04 .34 . . . . . . . . . . . . . . . . . . . . 18-----------------....... . 50 1.00 .5 .48 - 10 1. . . . . . ----|-- - - - - - - - - 19-----------------....... . 27 . 50 . 21 . 11 . 15 . . . . . . . . . . . . . . . . . . . . 21. ------------------..... ... 10 . 55 .30 - . . . . . . . . . .54 |----------|---------- 22- ------------------..... .47 . 20 . 22 2.08 - 10 |... -------|---------- 1905. May 25- - - - - - - - - . . . . . . . . . . . . . . . 2.80 | . . . . . . . . . . 2.02 2.10 1.49 |. . . . . . . .--|---------- June 29. . . . . . . . . . . . . . . . . . . . . . . . .75 . . . . . . . . . . 1. 48 .84 1.33 1. . . . . . . . . . . . . ------- 30-----------------------. .46 . . . . . . . . . . . 15 . 24 .27 l. . . . . -----|---------- July 1. . . . . . . . . . . . . . . . . . . . . . . . 1.04 | . . . . . . . . . . . 18 .04 .61 |. . . . . . . . . ----------- 2------------------------ .24 |. . . . . . . . . . 4.04 . 23 4. 19 |-------------------- 3------------------------ .93 . . . . . . . . . . .01 2.03 1. . . . . . . . . .]----------|---------- 4-----------------------. -09 ||----------|---------- .01 ... --------|----------|---------- *----------------------------------|---------. .21 . 15 .24 |----------|---------- 6-------------------------------------------- . 03 .03 ----------|----------|---------- 8------------------------|----------|---------. 1.43 .02 Trace. I.---------|---------- 26-------------........... 1.95 | . . . . . . . . . . 2. 28 . 08 .79 |. ---------|--------- -, 27--------------.......... 1. 41 | . . . . . . . . . . . 44 2. 29 18 || ---------|---------- 30------------------------ 1.20 | . . . . . . . . . . . 52 1.26 .73 . . . . . -----|---------- 31-----------------------. 12 ||----------|---------- .03 ----------|-------------------- Aug. 17. . . . . . . . . . . . . . . . . . . . . . . . 1.20 ----------|----------|----------|----------|----------|---------- 18----------------........ 2.64 | . . . . . . . . . . 2.40 . 60 1.03 ||----------|---------- 19-------------------..... -86 ----------|-- . . . . . . . . • 77 . . . . . . . . . . . . . . ------|---------- Sept. 2. . . . . . . . . . . . . . . . . . . . . . . . 15 1. . . . . . . . . . . 26 . 37 2.37 l. . . . . . . . . . . . . . . . . . . . *----------------------------------|----------|----------|.......... 14 |. . . . . . . . . . . . . . . . . . . . 6-------------. . . . . . . . . . . . 60 | . . . . . . . . . . 1. 35 1. 41 1.44 |. . . . . . . . . . . . -------- 7- - ---------------------- •08 . . . . . . . . . . • 23 .49 1.12 -------------------. [Buil, 234. 48 Precipitation during general storms over the Marais des Cygnes watershed for the years 1898–1910—Continued. Pleas- Osage Esk- Date anton. Paola. | Ottawa. City. Lebo. Garnett. ridge. 1905. Inches. Imches. Inches. Inches. Inches. Imches. Inches. Sept. 8------------. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.02 . . . . . . . . . . . . . . . -----|---------. 9-----------------------. Trace. . . . . . . . . . . 2. 17 . 02 1. 31 ||----------|---------. 10-----------------------. 0.45 | . . . . . . . . . . . 37 1. 17 .07 ----------|---------. 13---------------. . . . . . . . . 1.84 |. . . . . . . . . . 2.25 . 01 .95 |. . . . . . . . . . . . . . . . . . . . 16--------------. . . . . . . . . . 18 |. . . . . . . . . . . 26 . 12 .05 |. . . . . . . . . . . . . . . . . . . . 17------------. . . . . . . . . . . . . 19 |. . . . . . . . . . . 19 . 20 15 1. ---------|---------- 18---------------. . . . . . . . . 2.50 | . . . . . . . . . . 3. 28 1. 70 3.76 - - - - - - - - - -]. . . . . . . . . . 19--------------------. . . . -40 |----------|---------- 2.00 - - - - - - - - - - - - - - ------|---------- 1906. June 7. . . . . . . . . . . . . . . . . . . . . . . . 12 . . . . . . . . . . 4. 40 2. 32 3.63 2.45 | . . . . . . . . . . 8-------------. . . . . . . . . . . 3.18 . . . . . . . . . . . 25 . ()4 1.37 18 . . . . . . . . . . 23. . . . . . . . . . . . . . . . . . . . . . . . 3.25 | . . . . . . . . . . 2. 00 2. 15 . 50 3. 67 | . . . . . . . . . . 24--------------. . . . . . . . . . 1.80 | . . . . . . . . . . . 75 . 40 .96 1.08 | . . . . . . . . . . *------------------------|----------|----------|.. . . . . . . . . - 15 . . . . . . . . . . Trace. . . . . . . . . . . . July 19.- . . . . . . . . . . . . . . . . . . . . . . . .92 |. . . . . . . . . . 1. 59 . . . . . . . . . . . 50 .95 | . . . . . . . . . . 20--------------. . . . . . . . . . 35 | . . . ------|---------- 2.21 |----------|----------|---------- 28. . . . . . . . . . . . . . . . . . . . . . . . Trace. . . . . . . . . . . 2. 24 . 14 . 48 11 . . . . . . . . . . 1907. Jan. 14. . . . . . . . . . . . . . . . . . . . . . . . . 06 0.02 Trace. . . . . . . . . . . . 03 Trace. . . . . . . . . . . 15.---------------. . . . . . . . . . 35 1. 31 . 50 Trace. . 55 .85 | . . . . . . . . . . 16-----------. . . . . . . . . . . . . 1. 53 . 61 . 70 . 48 . 35 1.02 . . . . . . . . . . . 17- - ------------. . . . . . . . . . . 81 . 20 24 . 60 . 18 . 35 | . . . . . . . . . . 18-- - - - . . . . . . . . . . . . . . . . . . . 1.00 . 80 ... 7 . 04 .94 • 57 | . . . . . . . . . . 19------. . . . . . . . . . . . . . . . . . 2. 19 1.65 . 05 . 05 1. 48 3.23 | . . . . . . . . . . 20------------------------|----------|----------|---------. 1.07 ----------|----------|---------- Apr. 28. . . . . . . . . . . . . . . . . . . . . . . . . 30 . 10 . 24 1. 33 . 05 1.85 0.34 29- - - - - - - - - - . . . . . . . . . . . . . . 1.90 1. 26 . 78 Trace. . 65 1. 50 . 44 30---------------------.... . . . . . . . . . . O3 . 03 . 45 | . . . . . . . . . . .05 . 05 July 26- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 69 . 10 Trace. Trace. . 04 1. 14 27- - --------. . . . . . . . . . . . . . . 65 . 63 . 13 . 34 Trace. .42 . 68 28-------------. . . . . . . . . . . . 14 2. 27 1.43 . 80 . 65 . 63 . 48 Oct. 1 . . . . . . . . . . . . . . . . . . . . . . . . . 35 . 60 . 50 . 38 . 38 . 59 . 48 2. ----------------------- . 34 20 ! . . . . . . . . . . . . . . . . . . . . Trace. . 07 Trace. 3---------------------... 1. 78 1. 60 1. 83 . 14 2.50 2.02 1.05 4-----------------------. .07 ----------|------------------------------|----------|---------- 1908. Apr. 4. . . . . . . . . . . . . . . . . . . . . . . . . 30 . . . . . . . . . . . 40 . 40 . 16 .41 . 08 5- ----------------------. 20 |. . . . . . . . . . . 05 1.93 |. . . . . . . . . . . . . . . . . . . . . 25 7-----------------------. 1.65 1.96 2.14 - . . . . . . . . . 1.05 1.54 .96 May 4. . . . . . . . . . . . . . . . . . . . . . . . .93 .95 1. 25 1.28 1. 79 1.63 1.98 5- - ---------------------. . 30 1. 00 . 32 . 19 .85 . 54 1. 11 6-------------. . . . . . . . . . . . 25 . 05 . 50 .96 . 32 . 58 .93 10------------------------|----------|---------. . 30 . . . . . . . . . . • 46 . . . . . . . . . . . 89 11---------------. . . . . . . . . . 18 . 70 . 50 1. 24 . 41 . 44 . 74 13-------------------. . . . . .04 . 44 - 18 l----------|----------|- . . . . . . . . . . 35 17- - ---------------------. . 70 1.05 1. 34 1.98 1. 35 1. 01 . 48 21-------------. . . . . . . . . . . . 27 . 20 . 17 21 . 26 . 24 . 23 23-- . . . . . . . . . . . . . . . . . . . . . . 1.06 52 . 76 . 61 2. 70 . 90 1.94 24--------------. . . . . . . . . . . 34 . 54 . 16 1. 61 . 65 .83 . 76 27- - - - - -----------. . . . . . . . . 10 . 05 .25 | . . . . . . . . . . Trace . 15 Trace. 28-----------------. . . . . . . . 76. 1. 10 2. 69 1.64 . 02 . 39 1. 25 29-----------------------. . 38 . . . . . . . . . . . 28 19 . . . . . . . . . . . . . . . . . . . . . 03 June 1. . . . . . . . . . . . . . . . . . . . . . . . . 20 .70 | . . . . . . . . . . . 03 . 27 . 11 Trace. 2-------------. . . . . . . . . . . 69 -------------------- . 84 . 78 1. 39 1. 04 3-----------------------. . 24 . 80 . 03 . 05 Trace. . 13 |. . . . . . . . . . 4-----------------------. . 0.5 . 55 .63 . . . . . . . . . . Trace. . 11 . ()8 5- - - - -------------------. . 58 . ()3 2. 27 1.99 . 42 1.43 1. 05 6------------- . . . . . . . . . . . . . . . . . . . . . is . 26 . 18 . 80 . 39 . 03 7- - - -----------. . . . . . . . . . Trace. . . . . . . . . . . . 11 . 02 Trace. .04 Trace. 8------------- . . . . . . . . . . . * *-* As I - e < * * * * * * = | Trace. . 20 . 19 . 28 . 30 9---------------. . . . . . . . . . . . . . . . . . . . 38 .4 Trace. . 05 . 01 . 04 10------------------------|- . . . . . . . . . . . . . . . . . . . ---------- . 03 .02 . . . . . . . . . . . . . . . . . . . . 11------------------------|- . . . . . . . . . . . . . . . . . . . ---------- 1. 86 1. 15 . . . . . . . . . . . ()3 12--------------. . . . . . . . . . . 57 1.00 1. 36 1. 41 ... 79 1. 04 2.59 13---------------. . . . . . . . . .94 1.04 1. 55 - 15 1. . . . . . . . . . . 88 . 86 15.-------------------. . . . . . 34 .60 . . . . . . . . . . . 70 42 . . . . . . . . . . . . . . . . . . . . 16------------------------|-------------------. . 66 . 16 Trace. 27 . . . . . . . . . . 17------------------------|--------------------|--------------------|-------. . . , - - - - - - - - - - .42 18-- - - -------------------- 12 - - - - - - - - - - - - - - - - - - - - 1. 52 .04 | -01 |... -------- 19------------------------ - 06 - - - - - - - - - - 55 ----------|---------- - - - - - - - - - - J. 64 22------------------------ -32 -------------------- - 08 Trace. . . . . . . ----|---------- 23------------------------|---------- . 35 .07 ----------|------ -------------- Trace 24-------------------------------------------- ---------- .05 - - - - - - - - - - -------------------- 28------------------------ Trace . 11 . 79 . 45 . 68 . 72 . 65 29-----------------------. 6.42 2. 62 1.51 1. 53 1.90 2.71 2. 18 July 1--------------.......... . 08 . 05 . 22 . 64 . 16 .04 . 58 2------------------------ 1.42 . 74 -15 1. --------- . 33 . 57 . 19 5-------------------------------------------------------------------------- • 30 ---------- IBull. 234] 49 Precipitation during general storms over the Marais des Cygnes watershed for the years 1898–1910—Continued. * * * * * * * * * * * * * * * * * * * * * * * * * * * s = * * * * * * * * * * * * * * * * * * * Oct. 18. . . . . . . . . . . . . . . . . . . . . . . May June * * * * * * * * * * * * * * * * = • * = < e = * July 1 Aug. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Pleas- Osage Esk- antOn. Paola Ottawa. City. Ilebo. Garnett. ridge. Inches. Inches Inches Inches. Inches. Inches Inches. 0.82 0 0.84 - - - - - - - - - - 1. 59 0 0.03 = = m = m = m = as m i s m = - a - a º º 'º s = * * * * * * * * 1. 71 .01 -------------------- * * * * * * * * * * . 15 Trace. --------------------|-------------------- • * * * * * * * * * 1.45 Trace. ----------|----------|----------|---------- 2. 18 2. 09 2. 55 1.43 2.65 |- - - - - - - - - - 3.48 = = s = < * * * * * : * * * * * * * * * * | * * * * * * * * * * 1.50 ----------|----------|---------- - = = < a. s. s. s = * | * * * * * * * * * * | * * * * * * * * * * | * * * * * * * * * * 1. 10 - - - - - - - - - - Trace. 62 . 70 . 80 1. 26 . 40 - - - - - - - - - - . 62 . 19 Trace. . 08 . 12 ... 10 . 20 . 08 - - - - - - - - - - . 50 . 15 . 46 . 55 Trace. . 51 . 65 . 33 . 69 Trace. Trace. . 74 . 09 1. 29 3.48 2.00 3.04 2.85 2.38 . 21 2. 64 1.80 2.47 1. 05 1.06 3.38 . 29 1.25 1. 57 1. 37 1.05 1.04 1. 40 1. 22 . 57 . 82 . 73 . 38 Trace. . 32 . 18 . OS . 15 ... 10 Trace. . 10 . ()7 . 04 . 48 - - - - - - - - - - 1.90 . 62 .08 .44 |---------- . 53 . . . . . . . . . . . 03 . 04 . 02 . 36 |---------- - * = = * * * * * * * * * * * * * * * * * .01 - - - - - - - - - - Trace. . . . . . . . . . . . . . . . . . . . . - = m, a sº a • * * * | * * * * * * * * * * . 11 Trace Trace. ----------|- - - - - - - - - - 32 - - - - - - - - - - . 42 |---------- . 16 . 08 . 90 22 ----------|---------- 4.05 . 38 .72 |. . . . . . . . . . - e = = = = = * = = | * * * * * * * * * * | * * * * * *s ºr * * * . 08 15 . . . . . . . . . . . 16 1.98 . . . . . . . . . . . 28 - 10 |. . . . . . . . . . 22 ---------- - * * * * * * * * * * * * * * * * * * * . 42 . 45 . 45 . 29 . 70 1. 12 - - - - - - - - - - . 63 .94 1. 30 .99 Trace. - 11 - - - - - - - - - - . 14 26 |... ------- .08 Trace. .07 - - - - - - - - - - 15 ---------- 15 ---------- Trace. * * * = * * * * * * * * * * * * * * * * * . 48 - - - - - - - - - - .06 . . . . . . . . . . . 55 80 - - - - ------|---------- - 18 l. . . . . . . . . . • 46 ---------- .05 . . . . . . . . . . .02 |- - - - - - - - - - Trace . 17 . 23 .08 - - - - - - - - - - 2. 18 . 03 . 07 . 32 . 13 1. 30 - - - - - - - - - - . 28 . 47 . 38 .85 1. 23 .01 - - - - - - - - --|---------- 14 ----------|----------|---------- = = = <= s = * * * * * * * * * * * * * * * r * * * * * * * * * * f * * * * * * * * * * .02 ----------|---------- = ~ = m, s = * * * * : * * * * * * * * * * I as as e = * * * * * * | * * * * * * * * * * Trace. . . . . . . . ---|---------- = * = a, sº º sm º ºr as i = * * * * * * * * * .02 . . . --------------------------- . 11 17 - - - - - - - - - - . 12 . 30 . 15 . 22 . 46 20 - - - - - - - - - - . 37 . 47 .86 . 22 . 47 • * * * * = * * * * * * * * * * * * * * * * * * * * * * * * * * : * * * * * * * * * * .04 - - - - - - - - - - Trace. 31 - - - - - - - - - - .45 Trace . 38 . 39 . 18 20 ----------|---------- • 23 --------------------|---------- - - - - - - - - - - |----------| Trace. ---------- .06 |. --------- Trace 11 -------------------- .05 - - - - - - - - - - .06 |- - - - - - - - - - • * * * * * * * * * * * * * * * * * * * * .04 |. . . . . . . . . .] Trace. . . . . . . . . . . . 05 27 ------------------------------ Trace. . . . . . . . . . . . 05 68 - - - - - - - - - - - - - - - - - - - - Trace. ------------------------------ a. * * * * * * * * * | * * * * * * * * * * : * * * * * s = * * * * * * * * * * * * * * 1, 19 |-------------------- 3. 50 . . . . . . . . . . . 18 . 30 - - - - - - - - - - 1.25 - - - - - - - - - - * * * * * * * * * * W - * * * * * * * * * * * * * * * * * * * * | * * * * * * * * * * | * * * * * * * * * * * * * * * * * * * * * Trace. 19 - - - - - - - - - - 2. 72 1.04 .86 . 18 2.43 10 || ---------|---------- . 64 . 06 . 30 . 04 08 --------------------|----------|----------|-------------------- . 76 - - - - - - - - - - 1. 40 . 74 2. 39 2.02 1.98 * * * * * * * * * * | * * * * * * * * * * : * * * * * * * * * * .02 - - - - - -----|----------|---------- • * * * * * * * * * | * * * * * * * * * * . 07 . 84 .92 |... ------- . 10 .05 - - - - - - - - - - 24 |---------- . 10 . 36 ----------- • * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Trace. ----------|-------------------- • * * * * * * * * * * * * * * * * * * * * | * * * * * * * s ∈ º f * ºr a º ºs º sº º sº tº * * * * * * * * * * .07 ---------- 26 ----------|----------|---------- Trace . 42 |---------- * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * : * * * * * * * * * * 5. 49 2. 20 4. 20 |- - - - - - - - - - 5. 77 9. 65 3.06 . 07 3.02 Trace. . . . . . . . . . . 63 . 38 .79 |. --------- - 16 * * * * * * * * * * | * * * * * * * * * * * * * * * * * * * * * : * s = * * * * * * * . 20 3.98 - 20 2.69 |. . . . . . . . . . 1. 07 2.88 3. 37 |. . . . . . . . . . 2. 36 Trace. . . . . . . . . . . . 15 . 32 . 07 . 20 1. 14 .09 . . . . . . . . . . Trace. . . . . . . . . . . . 19 |---------- . 04 * * * * * * * * * * | * * * * * * * * * * 1 s = * * * * * * * * : * * * * * * * * * * Trace. . . . -------|---------- 17 . . . . . . . . . . . 29 . 38 . 28 . 30 .85 . 38 . . . . . . . . . . . 35 . 45 . 75 . 76 . 57 - 26 . . . . . . -------------- Trace. 16 || ------------------- * * * * * * * * * * : * * * * * * * * * * | * * * * * * * * * * * * * * * * * * * * .04 -------------------- * * * * * * * * * * | * * * * * * * * * * Trace. . . . . . . . . . . . 07 .02 . . . . ------ * * * * * * * * * * : * * * * * * * * * * . 12 .09 ---------- -04 ||---------- * * * * * * * * * * r * * s = * * * * * * 17 ---------- . 19 . 15 . 07 .07 ----------|---------- , 34 1--------------------|---------- 13 ---------- . 13 Trace. -------... .06 . 40 [Bull. 234] 50 Precipitation during general storms over the Marais des Cygnes watershed for the years 1898–1910—Continued. Pleas- Osage Esk- Date. anton. Paola. | Ottawa. City. Lebo Garnett. ridge. 1909. Inches Inches Inches. Inches Inches Inches Inches. Sept. 4------------------------|----------|---------- 0.08 |. . . . . . . . . . Trace. 1. - - - - - - - - - 0.04 6-------------------------------------------- . 34 I.--------- 2. 60 0.22 . 42 7------------------------ 1.40 l. - - - - - - - - - 2. 55 0.40 .05 ---------- 2. 31 8------------------------ • 44 I. --------- . 10 .42 .02 . 25 .46 9------------------------|----------|---------- Trace. . 05 Trace. - - - - - - - - - - .05 13------------------------ 15 i---------- . 35 Trace. . 28 15 ---------- 14------------------------ 1.42 1.--------- .46 . 58 . 21 .96 Trace. 22----------------------------------|---------- • 21 |----------|-------------------- .95 23------------------------|----------|----------|--------------------|-------------------- Trace. Oct. 8-------------------------------------------- . 20 . 22 . 66 . 09 . 20 9------------------------|----------|---------- . 97 . 63 . 34 . 77 . 77 10------------------------|----------|----------|---------- Trace. 1.------------------- . 07 11------------------------|----------|---------- Trace. . . . . . . . . . . Trace. ----------|---------- 18-------------------------------------------- . 05 .25 . 12 .09 |. . . . . . . . . . 19----------------------------------|----------|-------------------- .06 ----------|---------- 20------------------------|----------|---------- . 38 |---------. . 21 . 23 . 33 31------------------------|-------------------- 1.23 . 41 . 11 .47 . 70 Nov. 1.----------------------------------|----------|---------- Trace. .08 ---------- . 08 7------------------------|----------|---------- Trace . 39 Trace. ----------|---------- 8------------------------ 1.30 ----------|-------------------- . 16 .33 |---------- 11------------------------ 24 ----------|----------|-------------------- - 08 . . . . . . . . . . 12------------------------ . 43 |---------- . 12 . 04 . 15 . 09 . 20 13------------------------|-------------------- . 12 3.96 3.84 - - - - - - - - - - 3.05 14------------------------ • 60 - - - - - - - - - - .77 1.04 . 65 .93 1.02 16------------------------ • 22 |---------- . 31 1.61 . 75 . 22 1. 40 16------------------------ .05 - - - - - - - - - - .42 . 64 . 26 . 33 . 20 22-----------------------. - 06 - - - - - - - - - - .08 . . . . . . . . . . - 08 - - - - - - - - - - .06 27------------------------|--------------------|---------------------------------------- . 38 28------------------------|-------------------- . 02 Trace .02 ----------|---------- 29------------------------|--------------------|---------- Trace. Trace. . . . . . . . . . . Trace. 30------------------------|------------------------------ Trace. 52 ---------- Trace. Dec. 1-----------------------. 65 |---------- . 68 . 55 • 28 . . . . . . . . . . . 40 3------------------------|--------------------|---------- .04 ----------|---------- . 07 4------------------------ .91 ---------- .98 . 88 .80 ---------- . 75 3------------------------ 43 |----------|----------|--------------------|----------|---------- 6------------------------ • 20 ---------. . 25 . 16 • 20 ---------- . 16 7------------------------ -08 |----------|----------|--------------------|---------- . 03 10--------------------------------------------|----------|---------- Trace. . . . . . . . . . . . 06 24-----------------------. • 35 |---------- .43 . 34 . 45 ---------- .45 1910 Wan. 4-------------------------------------------- .68 . 76 .70 ---------- . 88 *--------------------------------------------|---------------------------------------- . 18 12----------------------------------|---------- 1.04 .95 .61 ---------- 1. 10 16------------------------|----------|----------|---------- Trace. ----------|----------|---------- 17------------------------|----------|----------|---------- Trace. ----------|----------|---------- 18------------------------|----------|---------- .01 ----------|------------------------------ *------------------------|----------|---------- . i . 03 .05 ---------- .05 30----------------------------------|----------|---------------------------------------- . 05 | APPENDIX II. Daily gage height, in feet, of Marais des Cygnes River at Ottawa, Kams., for the years 1902–1905, inclusive. YEAR 1902. Day of month. Aug. Sept. Oct. Nov. Dec. Day of month. Aug. Sept. Oct. Nov. Dec. 1----------------------- 13. 50 || 4.00 | 1.90 2.50 || 17. . . . . . . . . . . . . . . . . . . . . . . 1.89 2.29 2.70 || 3:30 2-----------------|------ 9. 15 2.60 | 1.90 | 2.30 || 18. . . . . . . . . . . . . . . . . . . . . . . . 1.80 2. 10 2.40 2. 20 3-----------------|------ 3.20 2.40 | 1.90 | 2.50 || 19. - - - - - - - - - - - - - - - -] . . . . . . 1.70 || 2. 10 || 2.40 2. 10 4-----------------|------ 2.40 |13.70 || 2.00 || 4.70 || 20 . . . . . . . . . . . . . . . . . . . . . . 1.80 || 2.00 2. 30 4.80 5----------------------- 2.20 |22.25 | 2.40 3.00 || 21. . . . . . . . . . . . . . . . . . . . . . . 1.80 2.00 2.20 11.60 6----------------------- 6.30 |22.30 | 2.40 2.40 || 22. . . . . . . . . . . . . . . . . . . . . . . 2.90 2.00 2. 20 7. 60 7-----------------|------ 15.90 |16. 20 | 2.20 2.30 || 23- - - - - - - - - - - - - - - - - - - - - - - 7.00 || 2:00 2.20 3.50 8-----------------|------ 9. 60 3.30 | 2. 10 || 2.20 || 24. . . . . . . . . . . . . . . . . . . . . . . . 12.75 || 2:00 | 2.20 2.30 9-----------------|------ 2.90 | 2.80 2.00 2.20 || 25- - - - - - - - - - - - - - - - -] . . . . . . 7.20 | 2.00 2.40 2.50 10-----------------|------ 2. 30 2.60 2.00 || 2.20 || 26. . . . . . . . . . . . . . . . . 3.60 | 3.50 | 2.00 2.40 2.40 11----------------------- 2. 10 || 2.50 2.00 || 2. 10 || 27- - - - . . . . . . . . . . . . . 2.80 2.70 | 1.90 #; 2. 40 12-----------------|-----. 2. 10 2.40 | 1.90 2.30 || 28- . . . . . . . . . . . . . . . . 2.50 | 2.40 | 1.90 2.20 2.30 13-----------------|------ 2.00 2.40 || 2.00 2.30 || 29- - - - - - - - - - - - - - - - - 2. 30 || 2.20 | 1.90 2. 10 2.30 14----------------------- 2.00 2.30 2.00 2.30 || 30- - - - - - - - - - - - - - - - - 2. 20 || 4.50 | 1.90 2. 10 2.20 15----------------------- 1.90 | 2.20 | 3.70 || 2.20 || 31- - - - - - - - - - - - - - - - - 7.45 . . . . . . 1.90 | . . . . . . 2. 20 16-----------------|------ 1.90 2.20 || 3.40 || 2.20 [Bull. 234] 51 Daily gage height, in feet, of Marais des Cygnes River at Ottawa, Kans., for the years tnclusive—Continued. 1902–1905, YEAR 1903. & 88888888$$$$$$$$2$3$3$?????? Ç Ģ Ģ Ģ Ģ Ģ Ģ • L • • • • • * * * * • • • • • • • • • • • • • • • • • • • • • Nov. Dec. 838$3$2$£§§§§§§§§§§ 233322222222 ; * _ _< _ _* _* _ _* _ _* _ • ….* ...* … • • • • • • _ _* _ • • • • • • • • • • • • • • • § 33333$$$$$$$??? 23 §§ § @ § §§§ § 2 ºg 233 + + ºici ci – ş şi， cº cici ci së ſë së tº cº si si ci si ci și si ci si ci si oi → 3333333€.338$$$2$3$2$3$¢ £ €3.333$ $ $ : • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ©Aſ) C) C) C, C, G， C \，) o Ō Ō mae<> § 33$$$$$$$$$$?????:??§§§ 233333$2$2$2$2 * * _* _ _º * _ .e ... * _* _* _ _* _* _ º _* _ • • • • • • • • • • • • • • • • • • $$$$$$888）||332$3$2$2$3$2$2$3$2$3$2$3$ $ $ $ $ $ • … • • • • • • • • • • _ • _ • • • • • • • • • • • • • • • • • • • §§??$$$$$ꧧ§§§§§§§3º=233333s , ģş gösë ſë ci sº só º cici si cici cici ci ci si si si ci si si ci sº si ci si ci: May. June. July. Aug. Sept. Oct. 88833$2$$$$2$3$????33$$$$$?????? 2333 ^i ^i^i ^i ^i ^i ^i ^i ^i ^i ^i^i oŚ oó có cºś ci cºi ^i ^i ^i^i ºj — <^ — os ºs cº oč csi cºq cºq cºq+-+ +-+ +-+ CNQ Apr. $$$$$$$$$$$$$è £33 §§§§§§§ 2222222 ; • L • L • • • • • • • _ º _º • • • • • • • • • • • • • • • • • • • • • • • $$$$$$$$$$$$$$$$$$$$$$$$$$2$3$ 33 º L. & . & _, _， _, º º ...º ： Lº ... • L • • • • ، ، ، ، ، ، ، ، ، ، ، ، ، • • • • • • • • • • Feb. Mar. 8888888$$$$$$$$$$$$$$$$$$$??? : : : * ... & . & . __ º _ _* _ — _* _ • • • • • • • • • • • • • • • • • • • • • • • • • Jan. $2$3$2$2$ 23 § 22 2333333333333333 233 § 2 º L. & L º L • • • • • • • • • • • • • • • • • • • • • • • • • • • • Day of month. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • * • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • + • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ► ► ► ► ► ► ► • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • YEAR 1904. º º * * * * * * * * * * * * * • • • • • • • • • . . . . . . . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Oct. Nov. Dec. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • L • • • • • • • • • • • • • • • • • • July. Aug. Sept. nº mae) CNQ • • • • • • _• • • • • • • • • • • • • • • • Aðmae)A^> ^^^ ^^) . A^• OO tº <ſ> GO CN OO <ſ> <■ ■^) cº -- © <ň ob cÑ o <+ c\， , * * * t） \， c^， ^i^i + t， cô cºi cºi t<<ſi cºi cºi lºš s <3 <; ^i ºd cºi ºd 16 < oö : ！=-{！{ ſ={ ſ={+-+ CN CNQ CNR ſ-º • May June. \^ — ^)Aſº uſo Aſō4 OO <3> af> <* OO Arò tº QO A^ <ſ> CN OO ^^ Gº - cô cºĞ a^> — <^ — cº t<~ A^ Feet. 1 772.77 | T. 39 N., R. 33 W. Standard iron bench mark, 187 feet N. 43° 10' E. of N.W. cor. of highway bridge, N.W. part sec. 2. C–5 771.68 || T. 39 N., R. 33 W. Elm on right bank of river, N. line sec. 3. C–15 777. 60 | T. 39 N., R. 33 W. X_W. side S. pier, main span, K. C. S. Ry. bridge No. A–74 at Worland, Mo. 2 781.09 || T. 39 N., R. 33 W. Standard iron bench mark left bank of river, W. line sec. 6. C–41 786.52 | T. 21 S., R. 25 E. 9-inch hackberry right bank of river, S. line sec. 9. C–44 791.38 || T. 21 S., R. 25 E. X.E. º capstone S. pier highway bridge over Big Sugar Creek 1I]. SeC. S. BM 789.24 | T. 21 S., R. 24 E. | X_NE. cor. SE. stone abutment highway bridge over Big Sugar Creek, S. part sec. 1. C-46 791.04 || T. 21 S., R. 24 E. X N. side W. stone pier highway bridge at trading post. 3 794.02 | T. 20 S., R. 24 E. sº iron bench mark near SW. cor. of highway bridge at O1COURTÜ. C–62 802.26 T. 20 S., R. 24 E. X top stone S. end W. abutment highway bridge in NE. 4 sec. 16. C–66 791.28 T. 20 S., R. 24 E. 12-inch leaning willow, right bank at mouth of creek in ŠE. part SeC. 8. 4 808. 44 || T. 20 S., R. 24 E. Standard iron bench mark, 70 feet S. 20° 45' W. of highway bridge at La Cygne in Sec. 4. M–22 812.05 || T. 19 S., R. 23 E. 36-inch elm, right bank at mouth Elm Creek in sec. 26. C–70 819.46 | T. 19 S., R. 24 E. * tººl,fight bank, 75 feet W. of Frisco R. R. bridge No. .4 in Sec. 30. C–79 822. 34 T. 19 S., R. 24 E. 8-inch forked walnut, right bank SE. part sec. 18. Y–71 819.71 T. 19 S., R. 24 E. 20-inch elm, W. line sec. 18; left bank of river. 5 930.80 T. 19 S., R. 23 E. sºlº, iron bench mark set in S.W. cor. city park at Fontana |Il Sec. 2. C–85 832.10 | T. 18 S., R. 24 E. X S. end W. abutment highway bridge, S. part sec. 30. C–90 835. 28 T. 18 S., R. 23 E. 10-inch hickory, right bank of river at rapids on N. and S. line Sec. 24. C–95 841. 13 | T. 18 S., R. 23 E. X S.W. cor. S. abutment highway bridge, S. part sec. 10. 851.01 | T. 18 S., R. 23 E. X E. end coping S. abutment Frisco R. R. bridge No. 49.8 in Sec. 16. M-20 846.54 || T. 18 S., R. 23 E. X NE. cor. N. abutment highway bridge, E. line sec. 14. M-24 843. 10 T. 18 S., R. 22 E. Tº: hº S. edge S. pier W. end M. K. & T. Ry. bridge, S. e Sec. 12. [Bull. 234] * 53 Permanent bench marks set—Continued. #. Location. Description. Feet. M-29 855.32 T. 18 S., R. 22 E. X NW. cor. S.W. concrete wing to S. end highway bridge at asylum in N. E. sec. 11. Y-81 846.71 | T. 18 S., R. 22 E. 15-inch walnut, N. side road, W., end bridge, E. part sec. 14. E–30 850.91 T. 18 S., R. 22 E. X N. end *g. M. P. Ry. bridge, N. line sec. 16. E–33 856.34 || T. 18 S., R. 22 E. X NW. Cor. S. abutment highway bridge, W. line sec. 17. E–39 854. 99 || T. 18 S., R. 21 E. 24-inch elm, left bank of Pottawatomie River, W. line sec. 25. 6 849. 11 | T. 18 S., R. 22 E. sº iron bench mark, 30 feet S. and 24 feet W. of NE. cor. Sec. 1U). C–104 862.20 | T. 18 S., R. 21 E. X S. end E. abutment to E. approach highway bridge, N. line SeC. l. C–112 863. 18 || T. 17 S., R. 21 E. Bolt head NE. pier highway bridge, N. line sec. 34. 7 881.55 | T. 17 S., R. 21 E. Standard iron bench mark 750 feet S. and 275 feet E. of N.W. corner Sec. 16. C–122 872.82 | T. 17 S., R. 21 E. X_NE. corner top stone, E. stone abutment M. P. Ry. bridge over Middle Creek, N. line 19. C—125 880.66 | T. 17 S., R. 20 E. X S.W. concrete pier highway bridge, N. line sec. 13. C-138 886. 71 || T. 17 S., R. 20 E. Center 3 bolt heads, SE. corner SE. pier highway bridge, N. line Sec. 6. C–142 889.86 || T. 16 S., R. 19 E. Top of “0” in “1904” on SW. concrete pier Santa Fe Railway bridge, Ottawa, E. part sec. 35. 901. 59 || T. 16 S., R. 19 E. Standard iron bench mark, S.W. cor. court-house yard, Ottawa. C-144 897.24 T. 16 S., R. 19 E. Xº, cor. top E. concrete retaining wall M. P. Ry. bridge, ... }. Sec. 34. C–149 902. 52 | T. 16 S., R. 19 E. X top Ś end É. abutment highway bridge, S. line sec. 31. C–175 905. 73 | T. 17 S., R. 19 E. | 18-inch oak, right bank of river, W. line sec. 7. E–60 914. 57 | T. 17 S., R. 18 E. Top rivet head N.W. pier º bridge, W. line sec. 10. C–167 922.83 T. 17 S., R. 18 E. X W. end S. stone abutment highway bridge, SE. part sec. 7. C–172 929. 16 || T. 17 S., R. 17 E. Xº E. concrete abutment Santa Fe Railway bridge No. 55, . part sec. 12. C–180 935.48 || T. 17 S., R. 17 E. X top N. end E. concrete abutment Santa Fe Railway bridge No. 57, N. part sec. 15. M–83 934. 15 T. 17 S., R. 17 E. Top nail in X on SE. corner of east trestle M. P. Railway bridge, W. part sec. 4. C–184 938.09 || T. 17 S., R. 17 E. X top stone, W. end N. abutment highway bridge, NE. part Sec. 28. C–187 945. 34 T. 17 S., R. 17 E. X top E. end N. approach to highway bridge, S.W. cor. Sec. 29. C–195 959.73 || T. 18 S., R. 16 E. X. end E. stone abutment Santa Fe Railway bridge, No. 68, . line Sec. 2. C–197 964. 14 | T. 18 S., R. 16 E. X NE. corner N. stone abutment highway bridge, E. line sec. 4. C–199 966.83 || T. 18 S., R. 16 E. 10-inch hickory, left bank of river, W. line sec. 5. 929. 21 | T. 17 S., R. 17 E. Xin stone, N.W. corner W.abutment highway bridge, N. line sec.3. M–73 934, 33 T. 16 S., R. 17 E. X S.W. Stone abutment highway bridge, W. line sec. 27. M–74 941. 36 | T. 16 S., R. 17 E. X S.W. Stone abutment highway bridge, W. line sec. 21. M–76 940.93 T. 16 S., R. 17 E. X SE. 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TI is ºn THE U s.cscºt de C.A.L. gigrº, EY # Af | #. | ºf \ * |- k * \| i * …” §. - **śs ass' " Sheet No. 3 & 93' 4. º 3' | & - tº U. S. DEPARTMENT OF AGRICULTURE – OFFICE OF EXPERIMENT STATIONS * DRANAGE INVESTIGATIONS # .* Eziº MAP OF MARAS DES CYGNES VALLEY KANSAS i * h : * * * & k + k 34- } 35 Ay tº ſtºr 7 °63 =353 ºf # * * *7 8 ºf x 555 & 6 * ſº tºr tº 3 ; , , ; , ; ## # |. & º 6% 9 .* A.P.VSºcº º * 2% 3. g? ** sº sº 6 * Bºº...a “...A agº." 5 2% 5. .9% 26 ... . / + Melvern Z / Tºrss== Fig. 4. Map of Marais des Cygnes Valley, Sheet 3 *r / | | i ſ i | i. i i | -: -- i