ED STATES DEPARTMENT OF AGRICULTURE 
 BULLETIN No. 181 
 
 Contribution from Office of Experiment Stations Fri 
 A. C. TRUE, Director AL (GEL MALL STAG 
 
 _ Washington, D.C. PROFESSIONAL PAPER April 12, 1916 
 
 A REPORT ON THE 
 “METHODS AND COST OF RECLAIMING 
 THE OVERFLOWED LANDS ALONG THE 
 _ BIG BLACK RIVER, MISSISSIPPI | 
 
 By 
 
 LEWIS A. JONES, Drainage Engineer 
 Assisted by W. J. SCHLICK, Drainage Engineer, and 
 C. E. RAMSER, Assistant Drainage Engineer 
 
 CONTENTS 
 
 - Introduction ‘| Drainage Plans Considered 
 General Description of District . . . . Proposed Plan 
 Present Drainage Conditions Maintenance 
 The Survey Summary 
 The Drainage Problem Appendix I, Bench Marks 
 Appendix II, Floodway Data 
 
 WASHINGTON 
 GOVERNMENT PRINTING OFFICE 
 1915 
 
 
 
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 Contribution from Office of Experiment Stations, A. C. True, Director. 
 Apmnil 12, 1915, 
 
 (PROFESSIONAL PAPER.) 
 
 A REPORT ON THE METHODS AND COST OF RECLAIMING 
 THE OVERFLOWED LANDS ALONG THE BIG BLACK RIVER, 
 MISSISSIPPI. 
 
 By Lewis A. Jonzs, Drainage Engineer, assisted by W. J. ScuticK, Drainage Engineer, 
 
 and C. EK. Ramssr, Assistant Drainage Engineer. 
 
 CONTENTS. 
 Page. Page. 
 PITCTOGUCLIONE Steet cee cas See kes ee 1 | Drainage plans considered.......-..-..-...:.-- 26 
 General description of district.............-... 2: | Proposed plant Yo. ico. 7. 15 2a¢ -. See 27 
 Present drainage conditions. .............--... bis |= Maintenance eekewes toa. ac aos 855 cee ee 35 
 PUIG SUV VA Maemo meee an esate Do aclac eae GoW SUIT ARY® BOC Sar den tes eels cco ae er 35 
 Siewert re proOpIeM [ie ooo. Sscethy ice a oae 7: | Appeddix lj Bench marks..32.1 sees mee eee 37 
 Pe EM ME retraite scat ass scene tecass cst chai 7 /\ Appendix IT, Floodway data... ..2222.. =2.426 38 
 INTRODUCTION. 
 
 With the cutting of the most valuable timber from the swamp and 
 overflowed areas of the South, it becomes evident that future returns 
 from these lands must be sought in agriculture. The first step 
 toward rendering such areas available for cultivation is drainage. 
 The conditions along the Big Black River m Mississippi are fairly 
 representative of conditions that exist in greater or less degree on 
 many southern streams. 
 
 In November, 1912, the attention of Drainage Investigations, Office 
 of Experiment Stations, United States Department of Agriculture, 
 was called to the conditions along the Big Black River and assistance 
 in devising a plan of reclamation was requested. <A preliminary ex- 
 
 amination of the district was made February 14 to 22, 1913. An 
 
 agreement was entered into under which Drainage Investigations. 
 undertook to make a survey of the area and to prepare plans for 
 its reclamation, the district agreemg to contribute to the expense of 
 
 NotEe.—This report is intended for engineers, landowners, and others interested in drainage enterprises 
 in regions where the conditions are similar to those here described; it is suitable for distribution in the 
 
 Gulf Coast States. 
 74745°—Bull. 181—15——1 
 
= 
 
 2 BULLETIN 181. U. S. DEPARTMENT OF AGRICULTURE. 
 
 the work. Field work was begun April 20 and finished August 15, 
 1913. 
 
 \The following report describes briefly the conditions found, dis- 
 cusses the drainage problems encountered, and presents the plan of 
 drainage considered most practicable. It is believed that this in- 
 formation will be decidedly helpful to engineers, drainage district 
 officials, residents, and owners of property in many localities where 
 overflowed lands are to be reclaimed. 
 
 GENERAL DESCRIPTION OF THE DISTRICT. 
 
 LOCATION AND AREA. 
 
 The lands examined comprise that section of the valley of the Big 
 Black River beginning near its source in Webster County, m the 
 central part of the State of Mississippi, and extending im a south- 
 westerly direction to the Alabama & Vicksburg Railway bridge, 14 
 miles east of Vicksburg, a total distance in a direct line of about 
 150 miles (see fig. 1). The bridge referred to is about 30 miles above 
 the junction of the Big Black River with the Mississippi, and marks 
 the head of navigation on the former stream. ‘The total area of the 
 flooded land above Cox Ferry, the lower end of the proposed im- 
 provements, is 133,460 acres. 
 
 TOPOGRAPHY. 
 
 THE WATERSHED, 
 
 The watershed of the Big Black River consists of bottom land 
 from one-half mile to 24 miles wide, bordered by rough, rolling land 
 and steep hills which extend back a few miles from the bottoms. 
 The surface of the rest of the watershed is rolling and in places quite 
 rough. In general the topography of the land is such that the run-off 
 is large and reaches the main streams in a short time. It is esti- 
 mated that 75 per cent of the upland has been cleared and was at 
 one time in cultivation, but a large part of it is now eroded and has — 
 been allowed to grow up to pine and brush thickets. The areas 
 draining into the river at various points are shown in figure 2. 
 
 The bottom lands are comparatively level, being broken only by 
 sloughs, old ‘‘ox bows,” and bayous, formerly portions of the river 
 channel. In general the banks of the river are from 1 to 3 feet 
 higher than the land at the foot of the hills. From Mathiston to 
 Goodman the bottoms average from 1 to 14 miles wide, and from 
 Goodman to Cox Ferry, near the Yazoo County line, the average 
 width is from 2 to 24 miles. At Cox Ferry the bottoms begin to 
 narrow rapidly, and from a point 2 miles below the Ferry to the 
 Alabama & Vicksburg Railway bridge average but from one-fourth 
 to one-half mile in width. The valley has a fall of 3 feet per mile at 
 

 
 RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 3 
 
 the upper end of the district; this gradually decreases to 14 feet 
 per mile at the lower end. 
 
 Not more than 15 per cent of the bottom land is cleared; the 
 remainder is either in virgin timber or is cut-over land covered with 
 a dense growth of cane, brush, and briars. The cleared land lies 
 
 along the edge of the 
 bottoms orisinsmall d TENNESSEE 
 tracts or ridges that > MEMPHIS ss 
 
 adi Yop ikke Wied eels Nees | 
 
 are from 1 to 3 feet | % i en 
 above the general ef | [ 
 elevation of the ad- 
 joining bottoms. 
 
 
 
 STREAMS. 
 
 In the upper part 
 of the area covered 
 by thesurvey the Big 
 Black River has a 
 channel varying 
 from 30 to 75 feet in 
 top width, from 20 to 
 50 feet in bottom 
 width, and from 5 to 
 15 feet in depth be- 
 low the general ele- 
 vation of the ground; 
 in the lower part the 
 channel varies from 
 150 to 250 feet in top 
 width, 75 to 100 feet - 
 ‘In bottom width, and 
 is from 15 to 25 feet 
 
 deep. Throughout 
 its entire length the 
 channel is very 
 crooked and is filled , 
 with driftand brush.  F!¢-1.—Map of Mississippi, showing location of Big Black River 
 The length -of the Noah 
 river channel through the portion of the valley covered by this report 
 is 1.7 times that of a line drawn down the general course of the valley. 
 The banks are well defined and are covered with a dense growth of 
 cane and briars. The bottom of the river is asiltyloam or clay. At 
 one point near Hoffman and at one or two points in the vicinity of 
 Edwards there are traces of rock, but the formations are local and 
 occur where they will not affect the proposed work. 
 
= 
 
 4 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. ° 
 
 Numerous creeks and ravines drain into the river; these vary in 
 size from streams with watersheds of 150 square miles to those 
 draining but one or two square miles. Figure 2 (in pocket at end of 
 bulletin) shows the location and extent of each of these tributaries. 
 Their channels, though smaller, are similar to that of the river. 
 
 CLIMATE. 
 
 The climate is typical of that of the Gulf States. Frequently 
 during the summer the temperature reaches 95° I’. and maintains 
 that height for a considerable length of time. The winters are 
 usually mild, and it is very seldom that the temperature falls to zero. 
 The records of the United States Weather Bureau at the Yazoo City 
 station show a maximum temperature of 107° and a minimum of 
 —2°, with a mean annual temperature of 65°. 
 
 The mean annual precipitation during the past 12 years was 48.1 
 inches. The rainfall is well distributed throughout the year, the 
 least occurring during the cotton-picking season of September, 
 October, and November. A more extensive discussion of rainfall 
 will be found in the section of this report dealing with run-off (p. 7). 
 
 AGRICULTURAL CONDITIONS. 
 
 Throughout the Big Black bottoms the soil is very uniform in 
 character, being composed of a silty loam underlain by clay. The type 
 is called ‘‘meadow’’ by the United States Bureau of Soils and is de- 
 scribed by the bureau as follows: # 
 
 The surface few inches of the material composing the meadow consists of a brown 
 or drab silt loam. This is underlain by a drab, gray, or bluish silt or silty clay. In 
 local areas and especially near streams there is considerable sand present in both 
 soil and subsoil. * * * The type is still in process of formation, each successive 
 flood bringing with it material that is left as a thin deposit over the bottoms. The 
 soil is very rich, and if cleared, ditched, and diked would be capable of producing 
 large yields. At present it is of value only for its timber and the pasture it affords, 
 
 The soil of the uplands is largely a brown or light brown loam, 
 underlain by a brown clay. It is considered fertile, but is very easily 
 eroded. 
 
 The bottoms, which are at present unsuitable for tillage, were 
 originally covered with a heavy growth of timber consisting of water 
 oak, black and sweet gum, sycamore, beech, and some cypress. The 
 greater part of the valuable timber has been cut, and asecond growth, 
 together with a heavy stand of cane, brush, and briars, now covers 
 the bottoms. With regard to lands bordering streams in Mississippi, 
 it is generally recognized that heavy growths of timber indicate 
 lasting productiveness of the soil, and that rank growths of under- 
 brush, cane, and vines, such as occur in these bottoms, are seldom 
 found on poor land. 
 
 
 
 
 
 1U.8. Dept. of Agr., Bureau of Soils, Soil Survey of Holmes County, Miss., 1909. 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPT. 5 
 
 As in most of the Southern States, cotton is the principal agricul- 
 tural product, its acreage exceeding that of all other crops combined. 
 _ Next to cotton, corn is the most important crop, although the pro- 
 duction scarcely meets the local demand. Oats, cowpeas, and sugar 
 cane are all grown to a limited extent, but are gradually increasing 
 in acreage. In the vicinity of Durant the trucking industry has been 
 developed to some extent, considerable quantities of strawberries, 
 cabbage, peas, beans, etc., being profitably grown. The planters are 
 becoming interested in live stock and small quantities of lespedeza 
 and alfalfa are being planted. The injurious effect of the boll weevil 
 on cotton has led more toward diversified cropping during the last 
 five years. 
 
 TRANSPORTATION FACILITIES. 
 
 Several railway lines traverse various portions of the district. At 
 each of the larger towns bordering the district and at one or two 
 other points public highways are maintained across the bottoms. In 
 all cases where any attempt is made to promote traffic during the 
 winter months the cost of maintenance is very great, and even then 
 many of the roads are impassable during the winter and spring sea- 
 sons. Drainage improvements will, to a large extent, remedy these 
 conditions. 
 
 PRESENT DRAINAGE CONDITIONS. 
 
 Under present conditions a heavy rainstorm, lasting from two to 
 three days and extending over the entire watershed of the Big Black 
 River, will cause a severe flood, covering from 75 to 100 per cent of 
 the bottom lands to a depth of from 3 to 8 feet. Unusually heavy 
 local rains, although extending over only a small part of the water- 
 shed, will often cause floods over the adjoining bottoms below the 
 area affected by the storm. Floods occur most frequently during 
 the winter and spring seasons, the water often covering the lowlands 
 fora month at atime. From May to November overflows are less 
 frequent, although several ruinous summer and fall floods have 
 occurred. Thus there is great risk in planting crops on the lower 
 land, and it is not entirely safe to plant on the more elevated por- 
 tions of the bottom. So often have losses been sustained that it is 
 now difficult to find anyone who will finance the working of the land. 
 
 Throughout the district the bottom lands of the streams tributary 
 to the river are overflowed at all seasons of the year to a depth of 
 from 1 to 3 feet. In the smaller creeks, from 1 mile to 8 or 10 miles 
 in length, the overflow usually starts a short time after a heavy rain 
 begins, and continues from four to five hours after the rain ceases. 
 On account of their more extensive watersheds the lowlands along 
 the larger tributaries, such as Bywy, Apookta, and Doaks Creeks, are 
 flooded from one to two days after each severe storm that lasts a day 
 or more. 
 
<a 
 
 6 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
 Below the Alabama & Vicksburg Railway bridge the river has 
 been declared navigable and the landowners are urging the United 
 States War Department to improve the condition of the channel. 
 There are a great many drifts in this section of the river, and the 
 carrying capacity of the stream undoubtedly would be increased if 
 its conditions were improved. 
 
 No extensive attempts at drainage have been made in the district 
 investigated. One or two property owners have constructed small 
 ditches to drain their fields after the floods have receded, and others 
 have protected small fields by the construction of levees. 
 
 THE SURVEY. 
 
 In making the survey, base levels were first run along the railroads 
 bordering the valley. Bench marks were established at intervals of 
 1 mile or less on railroad mileposts or other convenient objects. 
 
 The flood lines or edges of the overflowed land were located by 
 compass and stadia. Lines of levels were run across the bottoms at 
 intervals of approximately 1 mile, and all of the streams and larger 
 sloughs were meandered. Levels were carried on all of these meander 
 lines and bench marks established at intervals of approximately 1 
 mile. Cross sections of the streams and sloughs were taken at frequent 
 intervals to determine the sizes and capacities of the channels. 
 
 Soil borings 15 feet deep were taken at intervals of one-half mile 
 on the cross lines in order to ascertain the character of the soil to be 
 encountered in excavation. 
 
 Department bench marks were set near a number of the towns, 
 their locations being shown on the map (fig. 10), and their eleva- 
 tions and locations being given in Appendix I of this report. These 
 bench marks consist of iron pipes, 34 feet long and 3 inches in diam- 
 eter, set in the ground to a depth of 3 feet. The top of each pipe is 
 covered with a bronze cap on which is stamped ‘Office Experiment 
 Stations, U. S. Dept. Agr. Drainage”’ and the elevation of the top of 
 the bench mark to the nearest foot. All bench marks set were of a 
 permanent nature. Those placed on trees were made by cutting a 
 notch in the root and driving in a spike, the elevation being taken 
 on the head of the spike. A few bench marks were established on 
 bridge piers and tops of culverts. All of these, other than the depart- 
 ment bench marks, are inscribed “U.S. B. M.,” followed by the 
 initial of the instrument man and a serial number. Their numbers 
 and location are shown on the map and their elevations may be had 
 by application to Drainage Investigations. All elevations refer to 
 Gulf datum as established by the United States Geological Survey. 
 
 Very little time was spent in locating land lines, and as the original 
 corners and lines have practically become obliterated it was necessary 
 to tie the survey to known objects, such as railroad mileposts, roads, 
 etc. The land lines shown on the map were obtained by adjusting 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 7 
 
 the original field data secured by the General Land Office to fit the 
 location of corners as determined by the drainage survey. The main 
 watershed boundary was obtained from data given on the township 
 plats prepared by the General Land Office. All data gathered during 
 the survey were plotted before the field was abandoned, and are shown 
 on the map (fig. 10). None of the proposed improvements was located 
 
 on the ground. 
 THE DRAINAGE PROBLEM. 
 
 To obtain relief from present flood conditions along the Big Black 
 River an adequate outlet must be provided for the water that flows 
 from the hills on to the bottom lands after each heavy rain. The 
 tortuous river channel, choked with drift and brush, is wholly insuffi- 
 cient as an outlet, and the heavy growth of underbrush and cane: 
 makes it impossible for the water to flow over the bottoms with any 
 degree of rapidity. The problem is to open a waterway of sufficient 
 capacity to carry the water off as rapidly as it reaches the bottoms. 
 This must consist either of (1) a system of ditches and channel 
 improvements to carry the water below the ground surface, (2) a 
 system of levees and a floodway to carry the floodwater above the 
 surface of the ground without damage to adjoining land, or (3) a com- 
 bination of (1) and (2). The remaining pages of this report are devoted 
 to a treatment of the various features entering into the design and con- 
 struction of an efficient drainage system for these overflowed lands. 
 Hydraulic problems are discussed, the feasibility of a number of 
 drainage plans examined, and detailed cost estimates for the recom- 
 mended plan given. : 
 
 RUN-OFF. 
 
 Run-off is that part of rainfall which flows over or through the 
 ground to drainage channels. The success of drainage improvements 
 depends upon their ability to care for the run-off, hence it follows 
 that the determination of the rate of run-off is of the utmost impor- 
 tance in the design of such improvements. This rate is ordinarily 
 expressed in the number of cubic feet per second removed from each 
 square mile, or in depth of water, considered as distributed uniformly 
 over the watershed, removed in 24 hours. In this report the rate 
 of run-off is usually expressed in the number of second-feet per square 
 mile of drainage area. 
 
 FACTORS AFFECTING RUN-OFF. 
 
 Since all run-off is due to precipitation, it is obvious that the latter 
 is the most important element in the study of run-off. Other factors 
 that have more or less effect upon the rate of run-off are the size, 
 shape, and topography of the watershed, character of soil and vege- 
 tation, rate of evaporation, and the water storage capacity of the 
 streams, sloughs, and bottoms. 
 
=< 
 
 8 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 DETERMINATION OF RATE OF RUN-OFF. 
 
 By the establishment of a sufficient number of measuring stations 
 over the watershed, the amount of rain falling during any period of 
 time may be determined with comparative accuracy. However, the 
 rate of run-off is influenced not only by the total amount of rain 
 falling, but also by the duration, intensity, frequency, and distribu- 
 tion of storms, it being the composite effect of the rainfall occurring 
 during the overflow together with that of other recent storms. Thus 
 it may be seen that the determination of the maximum rate of run-off 
 becomes a complex problem. 
 
 The most reliable method of ascertaining the maximum rate of run- 
 off for any district consists in making accurate measurements of the 
 amount of water flowing from the district during its highest flood. 
 Since in most cases it is impossible to obtain this information for the 
 stream under consideration, recourse must be had to other methods. 
 Fairly reliable data may be obtained by investigating some stream in 
 the same locality with the one in question whose channel and water- 
 shed are of similar size, shape, and slope, where the soil and vegeta- 
 tion are similar, where rainfall records are available, and run-off 
 measurements have been made. 
 
 No run-off measurements for the Big Black River watershed have 
 been made, but such measurements have been taken on the Pearl 
 River watershed which adjoins that of the Big Black on the east, and 
 which is quite similar in size, shape, topography, character of soil, 
 and vegetation. The rainfall data collected at the Weather Bureau 
 stations near the divide between these rivers are applicable to both 
 watersheds. It was therefore decided to investigate the run-off of the 
 Pearl River and to apply the results obtained to the Big Black 
 watershed. As the size, shape, and topography of the watersheds, 
 character of soil, and vegetation are quite similar, it was assumed that 
 the effect of these factors would be the same on both watersheds. 
 
 RUN-OFF FROM PEARL RIVER WATERSHED. 
 
 A gauging station was established by the United States Geological 
 Survey on the Pearl River at the county highway bridge near Jackson, 
 Miss., June 24, 1901. From that date until the present time continu- _ 
 ous daily gauge readings have been recorded and numerous discharge 
 measurements have been made for river stages ranging from that of 
 minimum flow to within a few feet of the maximum recorded by the 
 gauge. From these data a discharge curve was constructed, and by 
 extending this the corresponding discharges for higher gauge heights 
 were estimated. The maximum discharge obtained in this manner is 
 the probable maximum discharge that will occur under existing drain- 
 age conditions. If drainage improvements were made, a greater rate 
 of run-off would result, since the water falling would immediately be 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 9 
 
 removed from the surface of the ground instead of being allowed to 
 accumulate over the bottoms as storage. In order to ascertain this 
 increased rate of run-off it is necessary to make a careful study of 
 
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 storms and flood conditions recorded. 
 
 The rainfall records of the United States Weather Bureau for sta- 
 tions on the Pearl River watershed show that the two greatest pro- 
 tracted and general rains occurring since 1898 were in March, 1902, 
 
10 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
 and May, 1909. The maximum river stage recorded at Jackson since 
 1901 occurred on April 1, 1902, being 37.2 feet; the next highest 
 reading recorded was 35.3 feet on May 30, 1909. Flood stage as fixed 
 by the Weather Bureau is 20 feet on the gauge. 
 
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 A study of the gauge readings at Jackson (fig. 3a to fig. 3 1, inclusive) 
 shows that the river reached flood stage 18 times in the 12 years for 
 which the records are given, and that the floods occur at all seasons 
 of the year, the summer and fall floods reaching practically the same 
 
 \ 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 11 
 
 heights as the winter floods., By studying the rainfall data plotted 
 below the hydrograph, and by referring to the watershed map (fig. 2), 
 a clear idea can be obtained of the intensity and extent of the rainfall 
 causing the floods, features that are of great importance in determin- 
 
 
 
 
 
 
 
 
 
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 5S Med BM SG Sad UY FN ke A SS a PR | 
 
 (aa Ea ADS wane “2G Ms SB NS ES 
 
 (A nad a Ag Bad es EE Ot SS a er WS 
 
 (ea a a ie a ee oe Bs ee WS es A 
 
 Py eee a ie ed, Pee ee ea toy 
 
 ee ee See eee ee eee eee 
 
 (a A NM PRA HE A =) a P=) MP PS MP A 
 
 a a Be a a ab ee de ES EGE 2) a BA I WARE 
 9 Re EE ee hai el EEE i ee gE Se ee 
 PT Too i te ele eee ee at ied Ce pie eet Le 
 
 Ae 7a WP a | We wach eT Wd A 9 a Ca 
 
 
 
 = 5 
 
 2 
 
 igs 
 
 » Ss ©» 
 
 “ayb1eH 
 
 ~ YM NN b 
 
 SO 
 
 20 
 
 1/§' 
 10 
 
 5 
 
 
 
 
 
 RT NIE SS YM NN .S NN 
 abo, JOIIOHS NOSMIV( T1IH WONG LIQ OOZVK 
 
 
 
 ing the maximum rate of run-off. A method of determining the 
 probable maximum rate of run-off by the use of the hydrograph of 
 the Pearl River at Jackson was suggested by C. E. Ramser, assistant 
 drainage engineer, and is given below. 
 
BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
 12 
 
 The hydrograph shown in figure 4, A, is that for the Pearl River 
 at Jackson, Miss., covering a period from May 18 to July 17, 1909 
 
 it indicates all fluctuations in rate of run-off during that period. 
 
 3 
 
 The 
 
 "SO6T “JOATY Would srg jo Aqruyora uy uoryzepdyooid Aprep pue Jeary [Iveg Jo ydvisoipAH—'pe “og 
 
 
 
 
 
 
 
 sy LI SET ch) AL La 
 HG GD LPB E GREG ROCA ERR RRRRRR ER BERGEN CARPE RLERDR AER SEE VERE PERRAPKORZELEE; 
 3 RGR OG HERRERA ARERR RG ERRRRR ER BURTON ERAGE ER RRR RRR R RRR E EUR RERE BB BRES. 
 S40 Tt ler | foleret LT elofiy | | folate | | fojerel | telets] tf ovetel | tofalel | toons] | iveel tT toler ty 
 oe epee ere pete adoro iat 
 
 
 
 MUS DURA el Le 
 re ey ete 1 HE EEE 
 
 i wf 
 eae ERED TRB ie Trey} Bh lett y ee Eee | PEREUEREREE te 
 & | folols| | | ielelz| | | ieisye) | y biel2] | | feleie | | Pplelel fy peel ty day iel | eisie] | | iis] | ye 
 y GSM aN SARA OS ESR RPS RS UB RSSeR GEE SERRE RE RERREEI SEER ALIMIIMMLL 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ee 
 AVURUANSOMARAGLINSORBORMEIVGUGUOGHEKOGORENGR N HEHE reece tt MT 
 Pe eee ee Pee ere eee er, be ae epee EE A eile 
 ltrs] | | Wprete] | | yeys| | dele fy deleye | | beet | | Fe relel | | telersy | | dayelel | | folsye | | eee) ty i 
 BERBER RIGER SA SOR REReRe SSS See SAAR RESET R GSR RS EGER EE RRS SRE ERRARE RAE RES 
 PERATURE NT ee = 
 PMA ssw woswovr zv vaare mevao || TNA TTT TTT NT Pe 
 ee SY eat Ee Die sib ERT SE RYAN NERS PENCE 
 CCEA PSA 
 EG Ce EE EE ee EEE PRR Ce eet TEE Nek gel Eee 
 Pi elalepee bs ial ae reeled eb) ia Lek else eS les eps teh er tele) ae 1 New rei 
 BURR RH EEREE EEEEEEEEEEEE TEETH Pes eri Elsty EY ECP arb err 
 EEEEEEEEEEE HECHT oS ces SaGseeek GESGRRIRLE SRE SERe 
 Szozs101 § S207 5101 S S207Si01S S207 cI O1S Stgazsi ans S202 S101 § 9 stozsi ols G2 0Orgiols S2OzgIOIg stozsi ors 
 09g AON +90 ydas A\Ne ddy 4eWw qed ‘uer 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ny 
 
 
 
 
 
 the lower curve indicates what the rate of 
 
 b) 
 
 The upper curve of the diagram represents the actual rate 
 
 the final rain affecting the run-off for the period considered occurred 
 
 initial rise occurring on May 18 was due to the rain of May 15, and 
 on July 9. 
 
 of run-off for the period 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 13 
 
 run-off would have been for the same period had there been no rain 
 after May 20. This lower curve was obtained by platting a portion 
 of the continuous hydrograph of the Pearl River for a period of 
 
 AOS MEF TUL ol 
 
 Nov. 
 
 510152025 510152025 
 
 “Oct. 
 
 2ialo| | | tala | | [sislai 
 BRGERE 
 
 EEEBREGREREE 
 ESSE 
 CM RERGE 
 
 alat_ | | | 
 
 
 
 a 
 Fic. See of Pearl River and daily precipitation in vicinity of Big Black River, 1906. 
 
 | [aiaiz| | | [elt 
 HanEG 2S RAee RENEE 
 
 PCAC EL 
 
 
 
 | tee | 
 Rik eke To Ee ME A 
 Bena ie} NE Be ESS — + 
 == aE 8 hee 
 
 
 
 practically no rainfall equal to the period May 24 to July 17, a point 
 of beginning on this hydrograph being taken where the discharge 
 equaled that of May 24. The area between the upper and lower 
 curves represents the total amount of run-off due to the period of 
 
14 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
 rainfall considered. This area equals 23.35 square units. Onesquare 
 unit being equal to 4 days (reduced to seconds) multiplied by 8,000 
 cubic feet per second, or 2,764,800,000 cubic feet, then 23.35 square 
 
 USi¢ MES Oe LEGb __ 966 THLDL 
 
 =a Seeiee aca 
 
 
 
 
 
 
 
 BORA gis 
 ree 
 5lol4l | 
 BERGE 
 SAR RGRIRETTAA 
 
 HESEEiGBEREER 
 eT A ty 
 
 i 
 ele] | | [sels] | | [alol4 
 
 HE 
 
 EREEEES 
 at Pe 
 THLE 
 th 
 oh 
 af 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 BREE 
 EEE 
 Ea 
 
 7 
 LA 
 Hitt 
 
 
 
 
 
 
 
 
 
 5 10 15 20 25 
 
 July 
 it 
 
 ry H 
 L { {2! 2/0 
 f TT 
 
 OO 
 
 etelste lL ile Pai eb tea aeioe D 
 ie EePnead SR RRURS hades 
 
 
 
 = Babes 
 
 
 
 
 
 
 
 5 10 15 20 25 
 
 || 
 
 
 
 June 
 rte 
 | 
 
 CEENELELE 
 
 CINCY TMT ENE Nee are aver AT JACKSON MISS. | | 
 
 Stirs 
 N | 
 i 
 del 
 | 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ie 
 
 F 
 ale 
 a 
 
 
 
 
 
 [i 
 
 Fia. 3f.—Hydrograph of Pearl River and daily precipitation in vicinity of Big Black River, 1907. 
 
 A 
 
 ia iis to eee em Oa 
 Sa OTK UE SS Ea EI) 2 
 —| boo ls BO bs aoe a EME Hg Se a eee 
 
 4 
 
 [| I\ 
 Heathaaa 
 3 
 a 
 
 | Uslalal | | 
 
 cm 
 ath 
 
 
 
 
 
 3 = 
 
 BRAN 
 
 HL 
 | 
 aoe 
 uy? 
 
 
 
 units represent a total of 64,500,000,000 cubic feet of run-off for the 
 period from the watershed area of 3,120 square miles, which is equiv- 
 alent to a total run-off of 8.9 inches in depth. 
 
 The average rainfall on the watershed for this period, as recorded at 
 the Weather Bureau stations at Louisville, Kosciusko, and Jackson, 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 15 
 
 was 16 inches. To this rainfall is attributed the 8.9 inches of run-off 
 computed above. The run-off was therefore equivalent to 55.6 per 
 cent of the rainfall. 
 
 GELS AGLG LLG 8019 TV LOL 
 
 Tea Co}Nan OG £7, SE RG MAN RE HR DS NH = | a DY 
 St pa | ae Ss ee ee etsbal 1 
 53 id TS) Fa ed pf 
 
 ) 
 
 PT a 
 
 
 
 AER Rae eee See eee 
 42 
 
 ria 
 
 H 
 
 ann 
 
 mI 
 
 on 
 SRG0MRREAE 
 CCT 
 
 TTT EET A 
 L {stoi} | | fzlzie}_| |] 
 
 HEH 
 att TT TT, 
 BEE ARR SA AERA 
 
 Ba78 
 LE ID 
 ma 
 Gaika 
 Bale 
 maps 
 bor | 
 PA 
 aie 
 ria 
 mm 
 aE 
 
 Wee 
 
 | 
 aa 
 FRE 
 
 
 
 Sit felairt | | lsizlot 
 WET ET 
 
 (ATER 
 
 EURRAY! 
 | 
 cI 
 E 
 | 
 | 
 | 
 é 
 B 
 
 Fig. 3g.—Hydrograph of Pearl River and daily precipitation in vicinity of Big Black River, 1908. 
 
 
 
 COALCACCNET 
 BSNL SUE 
 
 9 
 L 
 es 
 a 
 S| loltlelsi | | lelels 
 
 7_| [ola 
 
 ‘BRAG REY CBR 
 
 HaRE MG SADREAAARMN ORE 
 I 
 ( 
 
 HE tHe 
 
 || [3l5| 
 
 eg "een a a 
 Fag Sd Bas ow 
 OHS NO SHOW 77H MONG ALID o0ZWA 
 
 oa LV 
 
 Ne 
 @ 10 
 
 
 
 In a similar manner the hydrograph of the Pearl River was platted 
 for March, April, and May, 1902, and is shown in figure 4, B. The 
 rainfall records for this period show an average total precipitation of 
 13.1 inches at Jackson and Louisville, no records being available for 
 Kosciusko. The total run-off to this rainfall, as obtained from the 
 
16 
 
 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
 hydrograph, was 53,353,000,000 cubic feet, which is equivalent to 7.35 
 inches in depth over the entire watershed. These figures indicate 
 that the run-off during the spring flood of 1902 amounted to 56.1 
 
 per cent of the rainfall. 
 
 psy || 
 
 7 ZZ 7 7 
 
 — i — 
 
 Qct. 
 
 5 10 16 20 25 
 
 id 
 Bate 
 uo 
 ld 
 be 
 AE : 
 AL 
 ee 
 
 5 15 20 25 
 
 May 
 
 5 10 15 2025 
 
 1a 
 
 
 
 Feb. Mar 
 § 10 15°20 25 5 10 15 20 25 
 
 5 10 1§ 20 25 
 
 Th 
 
 Jan. 
 
 = 
 a ae 
 
 u sy 
 OR Ea Sl aos Se Se, 
 he 4 ak) ad a a a Se 
 
 pegs Fs BO Ls SOOT nes a al? a Sat ae ee tee 2 ea eee 
 ELS Tie WP Gan Sa es eee 
 
 oxSMosoy JOO20He 
 
 
 
 Hae 
 
 eeae Pa) Co) Se at Ss 
 (Rae (aii ila (Ss Shae (eal 
 
 tad 
 ee 
 Pe 
 | 
 
 =i 
 rE 
 | 
 
 
 
 
 
 7 
 fe 
 | 
 U 
 a 
 
 pistainasssanttasent 
 isla | | Islalel | | Jelo/3| | | [2 
 HEHE 
 
 eae 
 ai We, 
 = 
 
 SMIVL 
 
 SLT UnERELGEGATHONEEND 
 | felis} | | trail [| lalojst | | [al7| 
 
 ~ 
 AO 
 
 IPES CE8F TVLOL 
 
 BERSRRERE OR ECRAEERETE 
 PT 
 
 SERGE 
 io] ||| 
 
 | 
 [lif iE 
 
 F 
 BARROS 
 BUSKSE 
 a 
 
 GEREUERSHEEER 
 aay | asia) | 3 
 EPG 1RREE 
 Hit (aare 
 
 ifzlsiey | | lalai7| | | | 
 a a i 
 
 é 
 re 
 ip 
 LF 
 a 
 2/6] 
 1 naa 
 Ht | 
 A 
 
 Fig. ust ae of Pearl River and daily precipitation in vicinity of Big Black River, 1909. 
 
 era 
 in 
 
 Ea 
 eee BRR ESESa 
 
 Tipp Hong ALD oOzvA 
 
 
 
 The method employed for obtaining the probable maximum rate of 
 run-off involves the determination of the following: 
 (1) The approximate time required for the maximum flood-pro- 
 ducing storm to raise the river from a low stage to @ maximum 
 stage at the gauging station, when no storage exists, 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 17 
 
 (2) The approximate time required for the river to fall from a 
 maximum to a low stage when no storage exists. 
 
 (3) The probable shape of the hydrograph as determined from a 
 consideration of (1) and (2). 
 
 5 10 15 2025 
 
 Oct, 
 BEORERESERERERRO ERS ASE 
 edd ele dete fe [elefotate i ite | 
 PP Te (MET eT S/F tate Pergo le ee 
 
 al 
 
 mk) 
 a FR a 2 ES ee = 
 RUS RIE ate Rec Bene ear: 
 'O PORTS GLA ao oe cele UE ee 
 1 RS ae Be 
 
 ee pa Ma 
 ARDS 2 a RB ad a FS 
 
 
 
 brie LIS 6089 TYLOL 
 
 TST LL TS} 
 pol | Reo 
 
 PCC 
 SESH FSEAIIF 
 Praha Pleat 
 
 Fig. 3i.—Hydrograph of Pearl River and daily precipitation in vicinity of Big Black River, 1910. 
 
 So 
 Pe=teole | 
 ee 
 
 lel | [slols| | | [la| 
 
 3izi | | lalai7| {| [ale 
 
 Fal 
 || falsisi_{ | fal 
 
 BRED ERRERRE 
 | | fslola | | irlaiat 
 
 4 
 y 
 | 
 3 
 2 
 aa 
 | | 
 | 
 al 
 | 
 a 
 
 Ly 
 eT a ha le TT 
 
 4 | 
 
 | 
 ig 
 E 
 na 
 
 5 
 
 The 
 él 
 | 
 
 I 
 HEGES 
 ianan 
 E 
 
 40) 
 
 
 
 “a 
 ata 
 | >| 
 ei 
 ae 
 is 
 i 
 |_| | 
 ka 
 Pay | 
 
 | 
 
 a 
 
 e 
 Uh 
 EEREE 
 
 || fal2i7] 
 
 ae 
 
 | 
 
 ab 
 
 
 
 Rm NK ; YN KR 
 
 + h Ie 
 SOY FODIOHS NOSHIVP THP{HING ALIQOOZVAL 
 
 (4) The total run-off for the entire flood period. 
 (5) The probable run-off due to rains occurring after the maximum 
 
 stage is reached. 
 
 (6) The amount of run-off which would produce the maximum 
 stage as determined by deducting (5) from (4). 
 
 74745°—Bull. 181—15——2 
 
18 
 
 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
 (7) The probable maximum rate of run-off as determined from a 
 
 hydrograph constructed according to (3) and. (6). 
 
 The time required for the Pearl River to rise is shown by the line 
 
 a b in figure 4, A and B, and was about six days in each case. 
 
 It 
 
 oc 
 
 "TIGL ‘Ioary Would srq yo Ayrurora ul toryeqrdrooid Apep pus Joary [ieeg Jo ydeisoipAH—'le pg 
 
 PEA ee CCRT ss 
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 BOOM ERROR EER REE RE GEBEREG Ie 
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 el T elelel | | ielefol | Tels 
 epee hE TEEPE 
 
 
 
 
 
 
 
 Se 
 
 
 
 
 
 | 
 | 
 | 
 
 
 
 WOE Si) ae NE Pes Ps 
 
 | 
 Z| 
 Ease 
 PT 
 oreo 
 i HE rp 
 | (ol2/s 
 THEECEELEEEL LL 
 PPP maul | 
 SERRRERER ERR; 
 setlist ed) 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 fa 
 
 
 
 CCCP REEEN de Ta ea 
 ie SSIW NOSHIVP LV YFAAIY TYVFd 
 
 stNsag sree $2 OV SI Ol S Sl OrSIOl S GLOVGLO1G G2ZOzs OG sz 0291 1G 
 
 1aaS Dny GCA sunc dew qQa4 uer 
 
 
 
 
 
 
 
 | Is 
 
 " 
 o 
 
 ONSIIOSOY j0D00He NOSMI ip 7 
 
 
 
 would be impossible to predict precisely the effect of improved drain- 
 age conditions upon this interval of time, but owing to the increased 
 velocity of flow in the channel a less time would be expected, and in 
 
 the computations this time will be taken as five days. 
 
RECLAIMING OVERFLOWED LANDS IN ‘MISSISSIPPT. 19 
 
 A study of the hydrographs of numerous streams tends to show that 
 when practically no storage exists and when no rains occur just before, 
 at, or after the maximum river stage, the time required for a stream 
 to rise is approximately equal to the time consumed in falling. Owing 
 
 
 
 
 
 
 
 
 [9999 ase9 £999 0+ 69 8EL9 TVLOL 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
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 se — ain = Bees Se ee ee Ba el es ee ae 
 z= Po 3 
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 q 
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 rs) 
 Py 
 jen 
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 oo 
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 = 
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 a == = 4 
 
 al eS Sea SJ Rem a TA Eke en ais 
 Ra REIS Rie = Ei ee ae — Bn — eine 
 ‘Cle PR RAE Pee a a Ee ee Ee a Se ee 
 Le ee |e a ee ee ee ee A ee oe ee ee 
 PS EE MI a. CaS ees en Se ea ee FES ME LT Sis 
 2s OE Se Oy SE ee OF Oe ee 
 To ee ee ee |e eee Pe ee BS eS Pee a en PES 
 73074 LEMS ASW CSC Nan RNS dSLR Ges (oF, CB ne 
 DD Be 
 Cae ee ES Gales NC Ee TO sd a A Se SIRE 
 Ge 200 St A (28 T= ie nes Ed SS a RE a ee 
 fin en a ES Pe ee Pe ee ee i (Ee eS Ea 
 Ee a See Le ee PS Ses CS ER a DD eee ed oc ee 
 
 
 
 
 
 
 x A 
 
 Ym NN YVHYN A Sm NKR YwHN NA YW NX 
 
 OMSIIISOY FOIIOHS NOSHIV/ TIMING ALIQOOZVA 
 
 4 St BSS 4 
 "7ybieH e609 
 
 
 
 
 
 to the lack of definite knowledge as to the storage and rainfall condi- 
 tions on most streams, it is difficult to obtain accurate information 
 on this point, but it is believed that the table following shows in a 
 general way the truth of this statement. 
 
20 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
 Time of rising and falling of streams under minimum storage conditions as indicated by 
 hydrographs resulting from practically continuous rains before but unaffected by rainfall 
 after maximum stage was reached, 
 
 Name of river. Observation station, | Pateofmaxi-| Time | Time | Maximum | Flood 
 
 
 
 
 
 mum stage. | rising. | falling. stage. | stage. 
 Days. | Days Feet Feet 
 
 a sg TR ane a Columbus, Miss...-..-. Apr. 20,1893 6 6 17.5 3 
 BBR 2 gk 105 Fe 99 epi Ws | Ove sole ot ee sleneee| OD. 12951908 3h 4 10 33 
 
 Do Jc hos ene teen eee eee ee DOs est). eaeweks Mar. 28,1908 7 64 21 33 
 D0; = bose ceestaewace aoe QOS oe eae are July 13,1910 53 5k. 19 33 
 DOF beech eo eee ne oe eee GOs col ibe See eee Apr. 24,1911 5 5 26 33 
 Ose eeee claret es Aberdeen, Miss. ..2;--.]-Dec.-.951912 54 64 25.5 33 
 DO Le he xhs Besse el Sees 6 Cerne ey sis Se I Apr. 11,1911 5 5 32 33 
 DOSt te eee ae ima Cochrane, AS oe ett Apr. 27,1911 43 5 31.5 41 
 Dols eer cee ee Fulton, Misg oct stc ot Apr. 19,1910 3 3 10 17 
 DOS Sab fee eee eee Demopolis, Bulg cles se Nov. 30,1899 7 7 16.5 35 
 DO ce eee horse ee 2 ete Met el Sie eC Oley ier = Ec. Suna pbe nats eb. 9,1907 8 10 45 35 
 
 BD Ys Pie eee SUS, SRI asiae St lB fe 8 AA es Soe Dec. 27,1908 33 4 25 35 
 DO 5.3 an tte od iw achs Dlencee COe paoset scree ote June 27,1909 5 54 42 35 
 
 dW I ere a yeP tees -aropsiye Se Se Opis ee here wre eeaciee July 22,1912 3 3 17.5 35 
 West Pearkeretce = oseeee PearbRiver,.a--se..- May 28,1910 6 6 12.8 12 
 Savantioh?; "oii b. obec e Augusta, Gal...-2-.-- July 15,1905 5 5 20.7 32 
 HUnt- 235. ss es Montezuma, Ga..-..--. Feb. 15,1905 54 54 20.7 20 
 POG arn oe eich eon en ot Penn CAIN. Saket pean Feb 16, 1905 8 9 2058 be ae 
 Total Os ee ae eae ee Pek eS Basins wipe | Lease ate a ater 96 LOU OS rare tesco 
 
 The above table indicates that the time of falling is slightly greater 
 than that consumed in rising, as may be seen by comparing the 
 total number of days in each case. However, in the method under 
 discussion, if the time of falling be taken equal to that of rising the 
 result will tend toward a run-off rate that is too large rather than 
 too small, and there will thus be introduced a factor of safety which 
 is especially desirable in planning levee systems. Therefore, in the 
 following computations the assumption is made that the time of 
 falling after the maximum rate of run-off is reached will be the 
 same as the time of rising, and that a uniform rate of rising and 
 falling is maintained, the latter assumption also being on the side 
 of safety. 
 
 If a hydrograph of the Pearl River for the storm period of 1902 
 be constructed, showing the river to perform in accordance with 
 the foregoing conditions, it would consist of a triangle whose base 
 represents 10 days, as shown by the line a u in figure 4, B. The 
 lower portion of the hydrograph would probably conform quite 
 closely to the curve un whose rate of falling is slightly greater than 
 that indicated by curves representing this stage of subsidence during 
 other periods. Thus the hydrograph afunr would represent the 
 performance of the stream from March 26 to May 12 under improved 
 drainage conditions, and assuming that no rainfall occurred which 
 affected its decline. | 
 
 The total run-off for the storm period of 1902 is represented by 
 the area maogs as shown on the actual hydrograph of the Pearl 
 River. An inspection of this hydrograph shows the decline of the 
 river to have been materially affected by rainfall after April 1, which 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 21 
 
 inference is substantiated by reference to the rainfall records. Since 
 this rainfall would not affect the maximum stage of the assumed 
 hydrograph afunr, its run-off should be deducted from that of the 
 entire period. The run-off due to this rainfall can be approximately 
 
 
 
 
 
 
 
 
 
 
 
 JILGS L295 bELG —EH9E O15 TVLOL 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
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 = —t+-+—++-+}} BOR ee) En a ee oe le ee ee 
 IEC epee eee fre ee pee Pee tad tt ee TE Pongo i eee ee 
 ee SS hE SE a ee Pe Re DE a ie er SS a oe 
 #1 6) SS Ph a me NA a Sh EN) TO UN SR ea ee 
 rd Sl SS A PR SS A SS ak TON SS ar dd Ss ds Gd a ee 
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 le LY SOT ER SE A ES a a eS NE a a a ee a 
 od.) 2 BS 2 2 eS 7 a eS oe I es a a, DO ae ee 
 eer eerie tl. a pe Sere Sp een t-pain |< pet Beebe) bbe pee Roo oP hee 
 wg Se DN FS Ed BD Ed Se a ee 
 = Ed Se FE AS, ml a i P= asic ee 5 
 el ESOS ESS Sd ee MS 9 a ey (SO he SOAR = eo eke DL de he 2 
 se stee e Poe be Pie in erste peal Pe pepe pe ae [eee ps [oR feell eT ak eee 
 o4 Pl BS 2 a a A he Sa. Sil DOF DG Ee ee A ES Ee A 
 ES Se Sar Ba Bee ae a a ee Ee 
 7 le es Bea TN Decoded OS Rot eh SOLO al foe eee Qk army 3 
 ry SS RS Tg a ~ Md Dd eS a a Di ee ms Gd i ed SR 
 pore] NOE | CRN DR TT PF Se Nd BS) ae OR iol a ee ee ae oa 
 pe) ES A SED Ge Sd ak a BF a PD ee SS a ee 
 ail Be ae IB Sibel Eee Ee a ee oe ER ee ea ee 
 oe) a a 2 ee ie teat D. 
 | Bie SS SB ea GS Pe Ed FER TN AT LS DB 8 BS 
 PS, SE SR Fe RT NR SE (NN ey YD Aaa) Pe eh ae ee ee ee 
 ye RE ESE a dS a aa Ph Oh A a mS dE) a a 
 ett NC see oo ee ol ee a eo 
 Shae t INek (erie: Mibe tp ise Mm Pn retort 1 2 fo [openers poten: Ghar te k= Lae 
 Pe SE Se See SS ST Se ee Ge el a ed eee 
 eS ——4_| _——— a 
 1 EN a, a Se ae FS Oe Pe a 
 OO, Nv 09 er a Ge dS Sd Pd ee ed ES ee S 
 ee ee ee ee) EE os 
 i Fc PN Se Od ee es ee ere 
 Sad aN ld de Be ee ae ej Sa 
 1a See ee ee eee eee oe 
 ce (SS RS eS Sal es ead Bs i ed ies Mod Gass Ca ee Pe a TM | [_ — BU oe 
 62 COE Es a Kee ee BE) ee ER 
 @4 OG TSN Eee De DP a Oe A Se Se a ae a ee BC 
 eq Sd TS SE A EP A BS ed DS SP Ee ee 
 perbees) s Poe Poy) ee Fc ae a : ee ae [paeling [oe es [6 
 
 
 
 
 
 x 5 
 
 R®H AN 
 Pl, ALIZ 00Z VA 
 
 
 
 Q 
 OY 70 
 
 ascertained by applying the percentage of rainfall flowing off, as 
 heretofore computed, to the total amount of rainfall occurring 
 between March 30 and May 10. The average total rainfall at Jackson 
 and Louisville from April 5 to May 10 was 3.9 inches. ‘The portion 
 
22 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
 of the rainfall flowing off was, as previously calculated, 56 per cent 
 for this storm period. Fifty-six per cent of 3.9 inches is 2.18 inches, 
 or 15,950,000,000 cubic feet. The run-off which produced the 
 maximum rate is equal to the total run-off, represented by the area 
 maogs, minus the above computed amount and should be equivalent 
 to the area mafunrs under the hydrograph as constructed for improved 
 conditions. — 
 
 ae 
 
 Dee ot 29 Ot le ae 
 id ied ele a ea 
 pe ee 
 
 flag (od eoeed eet ve pes es 
 
 pipe cigars a 
 
 are 
 o 
 ag 
 Q 
 o 
 
 Q 
 
 TESS IE fies ea cee doa 
 
 ! 
 
 % 
 
 / 
 / 
 © (| 
 
 \ 
 I 
 SR 
 28 
 
 7 2 25 29 7 I | 
 
 Fig. 4.—Discharge hydrograph of Pearl River at Jackson, Miss. 
 
 
 
 It can be seen from the figure that the area maunrs is common to 
 each of the two distinct hydrographs for actual and improved con- 
 ditions. Therefore the run-off to be provided for by the triangle afu 
 must equal the run-off in the area aogrnu, minus the above amount 
 to be deducted for rainfall occurring subsequent to April 5. The 
 area dogrnu equals 16.76 square units, or 46,350,000,000 cubic feet, 
 which diminished by 15,950,000,000 equals 30,400,000,000 cubic 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 23 
 
 feet of run-off to be provided for by the area included in the triangle 
 afu. Since the base of this triangle was shown to represent 10 
 days (864,000 seconds), and its area must equal 30,400,000,000 
 cubic feet of run-off, the altitude must be equal to 
 
 2x30, 400, 000, 000 
 864, 000 
 
 The maximum ordinate of the area maunrs-is 7,200 second-feet. 
 The maximum rate of run-off is measured by the ordinate from the 
 apex of the triangle to the horizontal axis of the figure and is equal 
 to the sum of 70,400 and 7,200 or 77,600 second-feet, which is equiva- 
 lent to 24.8 second-feet per square mile of watershed area. In view 
 of the fact that the upper portion of a discharge hydrograph is gen- 
 erally rounded off and therefore does not conform to the apex of a 
 triangle, the 0.8 second-feet is dropped. Thus 24 second-feet per 
 square mile is the probable maximum rate of run-off to be expected 
 from a drainage area of 3,120 square miles on the Pearl River under 
 improved conditions. 
 
 = 70,400 second feet. 
 
 RUN-OFF FROM SMALL AREAS, 
 
 In determining the probable maximum rate of run-off for areas on 
 the Big Black River that are smaller than the one just considered, 
 it was necessary to rely entirely upon the rainfall records, since no 
 satisfactory run-off data are available for comparison. This involves 
 consideration of the following three essential factors: (1) The time 
 required for water to flow from the most remote part of the water- 
 shed to the lower end or point of discharge; (2) the maximum rate 
 of rainfall of a duration equal to this time; and (8) the percentage 
 of rainfall flowing off. 
 
 The rainfall records of Kosciusko and Duck Hill, Miss., are appli- 
 cable to the upper end of the Big Black watershed, comprising an 
 area of 1,200 square miles. This area is about 85 miles long and has 
 an average width of 14 miles. The profile of the Big Black River 
 Valley (fig. 11) shows the average slope of this section to be approx- 
 imately 1.6 feet per mile. If it be assumed that a floodway with an 
 average depth of flow of 6 feet is to be constructed for 75 of the 85 
 miles, the velocity of flow computed by the Chezy formula, with n 
 equal to 0.040, would be 2.2 feet per second, or 14 miles per hour for 
 maximum flow. Since the depth of water in the floodway will in- 
 crease from a low to a high stage, the velocity will be less during the 
 earlier part of the storm, and it would therefore be reasonable to 
 reduce the above-computed velocity, say, to 14 miles per hour. Then 
 the time required to flow the 75 miles would be 2 days and 12 hours. 
 The water from the outer edge of the watershed must flow from the 
 hills to the bottoms. Considering the tortuous path the water must 
 
24 BULLETIN 181, U. 8. DEPARTMENT OF AGRICULTURE. 
 
 follow, a rough estimate of the distance would be 20 miles, and assum- 
 ing a velocity of 14 miles per hour, the time required for the water 
 to flow this distance would be about 16 hours. Hence the total 
 time required for the water to flow from the upper edge of the water- 
 shed to the lower end of the area under consideration would be 3 days 
 and 4 hours. According to factor (2) a rain of 3 days’ duration will 
 produce a maximum rate of flow from the total area. 
 
 In the consideration of drainage areas of about 100 square miles 
 the probable maximum rate of run-off from Apookta Creek was inves- 
 tigated in conjunction with the rainfall records at Kosciusko, this 
 rain-gauge station being in the neighborhood of Apookta Creek. The 
 drainage area for this creek is 102.5 square miles and is approximately 
 10 miles long and 10 miles wide. Employing the same method as 
 in the foregoing case, the time element was obtained by estimating 
 the distance at 30 miles and the velocity at 14 miles per hour, which 
 gives 24 hours as the time required for the water to traverse the 
 watershed. 
 
 As previously explained, the run-off from the Pearl River water- 
 shed for the two maximum storms was 55.6 and 56.1 percent. Actual 
 gaugings of the flow in Twenty-Mile Creek, near Baldwyn, Miss., 
 were made by C. E. Ramser, who determined the run-off from the 
 drainage area of 80 square miles to have been 1.17 inches from a 
 storm of 1.88 inches in April, 1918. In that instance the run-off was 
 62.3 per cent. These data justify to a certain extent the assump- 
 tion here made that approximately 60 per cent of the total rainfall 
 will run off. Then, assuming as before that,for any flood the rising 
 and falling stages will be of equal duration and at a uniform rate, 
 it can be shown that the maximum daily rate of run-off will be 60 
 per cent of the average daily rainfall for the maximum storm of dura- 
 tion equal to the period of rising flood. 
 
 The rainfall records (fig. 3a to 31) show the greatest three-day 
 rain since 1903 on the 1,200 square miles at the upper end of the 
 Big Black River watershed to have occurred in May, 1909 (fig. 3h), 
 the average total precipitation for the two stations having been 
 5.85 inches, or 1.95 inches per 24 hours. If 60 per cent of the rain- 
 fall be assumed to flow off, then the probable maximum rate of run- 
 off would be 60 per cent of 1.95 inches, or 1.17 inches per 24 hours, 
 which is equivalent to 31.5 second-feet per square mile for the area 
 of 1,200 square miles. The maximum rainfall of one days’ duration 
 for Apookta Creek, as taken from the records at Kosciusko (fig. 3b), 
 was 5.8 inches, this rain having occurred February 6, 1903. Assum- 
 ing 60 per cent of the rainfall to flow off, the probable maximum 
 run-off for 24 hours will be 3.48 inches, which is equivalent to 93.7 
 second-feet per square mile. 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 25 
 APPLICATION OF RUN-OFF RESULTS. 
 
 The following is a summary of the results obtained for the three 
 drainage areas discussed: 
 
 Probable 
 
 Drainage area. run-off, 
 
 Second-feet per 
 Square miles. square mile. 
 3, 120 24.0 
 
 1, 200 31.5 
 100 93.7 
 
 In order to utilize these results as a basis for determining run-off 
 from other areas, it is necessary to incorporate them into a formula 
 which will give the probable run-off from any desired drainage area. 
 A formula of the Murphy type seems best adapted to the use of the 
 above data. 
 
 The Murphy formula is 
 46790 
 
 = M+ 320 
 
 in which Q equals the discharge in second-feet from each square 
 mile, and M the watershed area in square miles. Adopting a general 
 formula of the above form, viz., 
 
 +15 
 
 7% 
 Ba tee Vie 
 
 the values of X, Y,and Z were derived by substituting for Q and M 
 the following values obtained for the Big Black watershed: 
 
 Where M= 100, Q=95 
 Where M=1200, Q=32 
 Where M=3000, Q=24 
 
 Substituting the above values, and solving, the following formula 
 
 was obtained: 
 18700 
 
 =a 14d 
 
 For convenience in the use of this equation its curve has been 
 platted (fig. 5). It is believed that this curve represents the max- 
 imum rate of run-off that may be expected under improved condi- 
 tions, and the design of all levee improvements has been based upon 
 it, although no rate of run-off greater than 90 second-feet per square 
 mile has been used. 
 
 If a levee system be insufficient to care for the flood conditions, 
 great damage may be done to the land presumed to be protected 
 and to the levees themselves; great care should therefore be taken to 
 provide for maximum run-off conditions. On the other hand, if a 
 
 +18 
 
26 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
 ditch be designed to care for only the ordinary floods, it prevents a 
 large number of overflows and aids materially in reducing the maxi- 
 mum floods. The cost of ditches designed on this basis will be much 
 less than that necessary to care for the maximum conditions, while the 
 land will be greatly benefited by the decrease in 
 the number, durations, and heights of the floods. 
 
 Investigations by C. E. Ramser, in Lee County, 
 Miss., where conditions are ‘quite similar to those 
 existing in the Big Black watershed, seem to show 
 that a ditch that has a capacity sufficient to care 
 for a run-off of 55 second-feet per square mile for 
 
 
 
 
 
 
 
 
 
 
 
 
 N an area of 25 square miles, and a capacity of 25 
 . second-feet per square mile for an area of 100 
 < 60 miles, is sufficient to handle a large number of the 
 ~ floods such as formerly had occurred, and to re- 
 &., duce greatly the heights and durations of the 
 § maximum floods. Believing that a design fulfill- 
 dy 
 
 ing these conditions is economical in this case, the 
 following formula of 
 the Murphy type has 
 been developed by the 
 use of the above values. 
 
 Dischar 
 & 
 
 The curve for this 
 500 1000 1500 2000 2500 3000 . ¥ 
 
 Drainage Area in Sg Miles equation has been plat- 
 Fic. 5.—Discharge curve used in design of levees, Big Black ted by substituting Va- 
 mee er rious values for M and 
 solving for Q; this curve (fig. 6) has been used in computing the sizes 
 of all ditches, except that no ditch had been designed for a greater 
 
 run-off than 70 second-feet per square mile. 
 
 DRAINAGE PLANS CONSIDERED. 
 
 Before the final plan, as hereafter discussed, was decided upon, 
 other possible methods of reclamation were carefully investigated 
 and compared. ‘These are very briefly discussed below. 
 
 IMPROVING PRESENT CHANNEL. 
 
 The plan of clearing the present river channel and making cut-offs 
 was first investigated. It was found that the channel, even if it were 
 straightened throughout and cleared of all drifts and brush, would 
 not have sufficient capacity to care for the run-off as indicated by the 
 curve for ditches (fig. 6), and that such improvements would not 
 reduce the flood height sufficiently to prevent the summer and fall 
 overflows, which are very injurious to the crops. 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. ot 
 RELIEF DITCH. 
 
 A relief ditch was then laid out in such a manner that two separate 
 channels could be maintained the entire length of the bottom below 
 Bywy Creek. Owing to construction limitations the maximum 
 section of this ditch was designed with a bottom width of 100 feet 
 and a depth of flow of 13 feet. With this ditch and with the river 
 channel cleared, the run-off, as computed by the ditch formula, 
 could be cared for above the mouth of Poplar Creek; but from this 
 point downstream it is believed that the relief obtamed would not 
 justify the expenditure. The estimated cost of this plan, including 
 the construction of the ditch and the clearmg of the old channel, 
 amounted to $27 per acre of land benefited. 
 
 LEVEE AND FLOODWAY PLAN. 
 
 Preliminary computations were then made on a system of protection 
 consisting of levees and floodways. The necessary widths of river 
 floodway and heights of levees were determined. Interior drainage 
 was provided for by ditches with outlets through floodgates to the 
 river channel. The results obtained show that while the cost of the 
 complete system will be high, considering present land values and 
 economic conditions in the district, yet portions of the valley can be 
 reclaimed at a reasonable cost even at the present time, and the 
 remainder can be reclaimed at a later date as conditions justify. 
 Plans and estimates were therefore made along the lines just de- 
 scribed; these are discussed in some detail in the following pages. 
 
 PROPOSED PLAN. 
 
 The general plan as proposed for the dramage of the Big Black 
 River bottoms consists of: 
 
 (1) The construction of a main ditch and of the necessary laterals 
 at the upper end of the valley. 
 
 (2) The construction of levees. 
 
 (3) The clearing of a floodway through the bottoms, inehaae 
 the present river channel. 
 
 (4) Provision for interior drainage by the construction of ditches 
 and the clearing of present channels. 
 
 The proximity of the river channel to the bluffs or higher land at 
 frequent intervals and the entrance of tributaries into the bottoms 
 divide the overflowed land into natural drainage units. From ‘the 
 Mathiston-Walthall Road to Cox Ferry 36 drainage districts have 
 been planned. These districts, as well as the drainage improvements 
 recommended, are clearly shown on the accompanying maps and 
 profiles (figs. 10-12, in pocket at end of bulletin). 
 
 
 
 1 For index map to figure 10, see figure 2. 
 
28 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 METHODS OF COMPUTATION. 
 
 In computing the sizes of ditches and levees and the capacities 
 of the floodways, the Chezy formula, v=c-/rs, was used. In this 
 formula ¢ is a coefficient depending upon channel 
 conditions and determined by Kutter’s formula, in 
 which the coefficient of roughness, n, was taken at 
 0.030 for ditches, 0.035 for cleared channels, and 
 0.040 for floodways. 
 
 To provide a margin of safety, ditches were 
 given a depth of 1 foot greater than that computed 
 as necessary to handle the discharge. The tops 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 NE Pe | of the levees were taken at 3 feet above the high- 
 Sw water line as computed. 
 
 In determining the capacity of the floodway it 
 ANG was necessary to consider its cross section in two 
 ce doled parts, owing to the fact that in many of the bends 
 ® of the channel the water will flow in a direction 
 eee opposite to that in the floodway. Such a condition 
 © z, is shown at ain figure 7. The friction existing be- 
 iS tween the two bodies of 
 a7 water flowing in oppo- 
 
 site directions is with- 
 out doubt less than that 
 between the water and 
 the ground surface in 
 the floodway; hence it 
 should be safe to com- 
 pute the discharge of 
 
 
 
 
 
 
 
 0 10 20 30 40 50 60 70 80 90 100 
 Drainage Area in Sg Miles the floodway asi though 
 Fig. 6.—Discharge curve used in design of ditches, Big Black the channel did not 
 River, Miss. exist, adding thereto the 
 
 discharge of the channel to obtain the total capacity of the flood- 
 way. The capacity of 
 the section efgh (fig. 8) 
 was computed by using 
 the slope of the river 
 channel, and taking n 
 equal to 0.035; whereas 
 in determining the ca- 
 pacity of the section JGH,del. 
 abcd the slope used was Fic. 7.—Sketch showing directions of flow in floodway, Big 
 that of the valley, and Serene oy | 
 
 nm was taken as 0.040. By adding the two results the total capacity 
 of the floodway was obtained. 
 
 LEVEE 
 AMAAMALALAAAAAAAAAAABARADADAABAAAARARA 
 
 VUVUVUVEVEVTVVVYV UNV TVYVVVEVVVTV VY VY VT 
 
 
 
 WOVYTYYVTIVVYVVVVVVYV VV VVVOVVVOVVONVENY 
 
 LEVEE 
 AAAMAMAAAAADAAAAAAAARAARAAAAAAAADAAAAL 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 29 
 
 In computing the capacities of the creek floodways, where the 
 ditches parallel the levees, the discharge of the section represented 
 by befghk (fig. 9) was computed by taking the line fghk as the wetted 
 perimeter for the area, and n equal to 0.030. The discharges of the 
 areas abkl and cdef were then computed, taking n equal to 0.040; 
 the sum of these three results gave the total capacity of the floodway. 
 
 CONSTRUCTION. 
 
 No attempt is made here to provide full specifications for the pro- 
 posed work. It is intended under this caption merely to point to 
 
 a Water Surface 
 
 a eee 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 WS 
 
 IZIIN ZW 
 = ANI ¥ U 
 i ¢ “ MANE Tie Gua 
 
 Deis NaI Si ANT! 
 
 
 
 D Za - 
 AN (Sy WF WW aMl Ze. 
 TN SE 
 
 J.G.H, ‘del. 
 
 Uf 
 
 
 
 VZTRINT us 
 pe" d= Keay 
 rz, = 3M AAA 
 
 Fig. 8.—Sketch acietine method of computing capacity of river floodway, Big] Black River, Miss. 
 
 
 
 some of the more important details that have governed the design 
 of the improvements and to emphasize those features of location and 
 construction which are vital to the success of the system. 
 
 DITCHES. 
 
 The minimum ditch planned has a bottom width of 6 feet, side 
 slopes of 1 to 1, and a depth of flow of 6 feet; such a ditch can be con- 
 structed economically with the same type of machine that builds the 
 
 a b Water Surface C a 
 
 
 
 
 
 
 
 
 
 
 
 
 Y 
 Wal VTS She 
 
 J.G.H.del 
 
 AN NZL 
 
 
 
 WANN 
 Ve = 
 
 
 
 Ze 
 SAN ASF 
 
 Fia. 9.—Sketch illustrating method of computing capacities of creek floodways, Big Black River, Miss. 
 
 levees. Ditch No. 4, in district No. 1, can be constructed econem- 
 ically by a floating dredge because its size is sufficient to justify 
 installing such a machine. The width of the berm is independent 
 of the width of the ditch, but varies with the depth of excavation. 
 For cuts of 10 feet or less a berm of 10 feet is planned; for cuts greater 
 than 10 feet a berm of 12 feet is recommended. ‘ 
 
 In existing channels, where clearing is the only improvement 
 needed, all timber and underbrush should be cut, all débris removed, 
 and all stumps cut level with the ground. The widths of right-of-way 
 for ditches were computed by taking 34 times the width of the top, 
 plus the width of both berms. 
 
30 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. | 
 LEVEES. 
 
 The ground should be carefully inspected to secure the best loca- 
 tion. The locations as shown on the map may be varied from when- 
 ever by so doing advantage can be taken of bigher or firmer ground. 
 In no case should a levee be located less than 200 feet from the bank 
 of the river, and care should be taken to protect the leveés against 
 washing or undermining at the sharp bends of the stream. Changes 
 in direction should be made by easy curves rather than by sharp 
 angles. 
 
 The base should be cleared of all vegetation and stumps, and the 
 large roots removed. For levees more than 10 feet high a muck 
 ditch about 3 feet deep and 6 feet wide should be dug along the 
 center line of the embankment. This ditch may be filled as is any 
 other portion of the levee. The surface of the ground on which the 
 levee is to be built should be broken with a plow, so that a bond will 
 be formed which will prevent seepage from following the surface 
 between the old and the new material. 
 
 The soil of which the levees are to be built is a heavy river silt or 
 clay and will form a strong and fairly impervious embankment. The 
 durations of the extreme high-water stages will be short, so that the 
 levees will not ordinarily be saturated for more than a few feet from 
 the ground surface. The estimates for the levees have therefore 
 been based on a top width of 4 feet, side slopes of 24 to 1 on water 
 side and 14 to 1 on land side for river floodway levees, and 3 to 1 on 
 water side and 2 to 1 on land side for the creek floodway levees. 
 This difference in slopes is recommended because of the fact that 
 the creek floodway levees will be subjected to a current of greater 
 velocity than will those of the river floodway. 
 
 The levees should be built of clean earth that is free from vegeta- 
 ble matter taken from the side of the levee next to the waterway. 
 The pits from which the earth is taken should have side slopes at 
 least as flat as 1 to 1; and if practicable should not be more than 6 
 feet deep. Along the river levees a berm or strip of land at least 
 10 feet wide, from which no earth has been taken, should be left 
 between the pit and the toe of the levee. For the creek floodway 
 levees the berm should be 50 feet wide and the borrow pit of the 
 shape specified. The widths of right of way for levees were com- 
 puted by adding to the width of base and berm, the width of borrow 
 pit, based upon a depth of 6 feet and side slopes 1 to 1. 
 
 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 at one operation. 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. 
 
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 81 
 
 FLOODWAYS. 
 
 In floodways all trees and underbrush should be cut and removed 
 and all drift disposed of; stumps should be cut level with the ground. 
 The heights of the levees have been computed upon a basis which 
 requires that everything that will seriously impede the flow of water 
 shall be removed from the floodway, the latter including the river 
 channel itself; the widths to be cleared are given in Appendix II. 
 
 It is recommended that a separate organization be formed to clear 
 the entire river floodway, since, to be effective, this must be cleared 
 through the length of the levee improvements. It is not believed 
 that the clearing can be advantageously handled by the separate 
 levee districts, working independently. To clear this floodway, the 
 entire valley between the lower end of district No. 1 and Cox Ferry 
 should be organized into one drainage district. The cost of the 
 work should be assessed, according to the benefits to result, to all of 
 the land that at present is subject to overflow, excepting that within 
 the floodway itself. The floodway should be cleared to a point 2 
 miles below Cox Ferry in order to prevent the increase of flood height 
 at the Ferry that otherwise would result from the more rapid dis- 
 charge of the upper river. 
 
 SEDIMENTATION AREAS, 
 
 The smaller streams and ravines which enter the valley from the 
 surrounding hills usually carry a large amount of sediment and 
 drift, which being deposited is continually filling up the lands where 
 the streams enter the bottoms. For this reason many of these 
 smaller streams have not established channels for themselves, but 
 have filled up and spread over the bottom. If ditches are con-— 
 structed to connect these small streams with the main drainage 
 channels, the same process of sedimentation will continue and the 
 ditches will soon become filled. 
 
 To overcome this difficulty in the ditches that are to be constructed, 
 it will be necessary to provide sedimentation areas, each bounded by a 
 levee on the lower or downstream side that will serve to impound the 
 water and decrease its velocity, thus causing the suspended matter 
 to be deposited. In this manner the excess sediment and drift can 
 be confined to a limited area and damage to ditches prevented. 
 When an area has become filled to such a height that storage is 
 no longer possible, a new levee can be constructed a little farther 
 upstream or downstream; thus a new sedimentation area is formed, 
 leaving the old one, filled with fertile soil, available for cultivation. 
 
 These areas are of the utmost importance in the reclamation of a 
 river valley of the character of that of the Big Black, and as they make 
 it possible for the farmer to retain the most fertile soil on his farm, 
 they should be constructed by him regardless of whether the larger 
 
32 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
 drainage work is carried out or not. As these sedimentation areas 
 will in most cases be outside the district boundaries, no estimates of 
 cost have been made for them. 
 
 The sediment carried by these tributaries originates for the most 
 part in the erosion of the surrounding hills. Too much stress can not 
 be laid on the importance of controlling this action by proper terracing 
 of slopes. It should be realized that it is the most fertile particles of 
 soil that are thus carried away, not only to the detriment of the land, 
 but to the great damage of the drainage channels in which the sedi- 
 ment is deposited. 
 
 COST OF IMPROVEMENTS. 
 
 In the estimates for the construction of ditches and levees the cost 
 of clearing right of way is provided tor in the price per cubic yard for 
 excavation. | 
 
 It is believed that the ditches can be excavated at an average cost 
 of 9 cents per cubic yard. Levees with berms of from 10 to 15 feet 
 are estimated at 13 cents per cubic yard, and those with berms of 50 
 feet at 18 cents per cubic yard; in both cases the earth is assumed to 
 be measured in excavation. The increased unit cost of the levee 
 work over that for the ditches is due to the greater cost of depositing 
 all of the earth on one side of the ditch or borrow pit, and to the cost 
 of leveling and smoothing the bank. Where a 50-foot berm is specified 
 a longer boom will be required than is necessary on the remainder 
 of the work. This requirement, together with the greater distance 
 which the earth must be moved, increases the fuel consumption as 
 well as the time of construction. 
 
 In estimating the cost of floodgates, rough designs are made for 
 three gates with capacities of 175, 525, and 1,400 second-feet, respec- 
 tively, and the cost of each was determined on the basis of 1 per cent 
 reinforced concrete construction, costing $25 per cubic yard in place. 
 The cost of all other gates were estimated by determining their re- 
 quired capacities, and interpolating between the three computed costs. 
 
 The cost of right of way for levees and ditches was estimated at $10 
 per acre, no allowance being made for right of way for ditches which 
 follow the present channels. The expense of clearing all brush, logs, 
 and stumps from present channels was estimated at $750 per mile. 
 
 It is not expected that it will be necessary for the organization to 
 purchase the land to be cleared for the river floodway. Therefore | 
 this item is not included in the estimate. The cost of clearing the 
 floodway is estimated at $20 per acre, with an additional $1 per acre 
 
 _ for incidental expenses. The timber cut should remain the property 
 
 of the landowner. 
 
 An addition of 10 per cent on the estimated cost of the improve- 
 ments is made to cover legal, engineering, and other incidental 
 expenses. A detailed estimate of cost is given in the table on page 33. 
 
33 
 
 RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 
 
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BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
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RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 35 
 
 MAINTENANCE. 
 
 The most successful operation of any drainage system requires that it 
 be maintained in the highest possible degree of efficiency. Where levees 
 are involved, neglect may result not only in their destruction, but in 
 great damage to crops, stock, and other property, and even in loss of 
 human life. Hach levee district should maintain an organization for 
 systematic inspection and repairs. The levees should be periodically 
 inspected in order that minor defects may be discovered and repaired. 
 
 To facilitate examination the levees should, where practicable, be 
 kept in grass. Under no circumstances should their slopes be per- 
 mitted to become covered with rank growths of vegetation that might 
 obscure their weaknesses and the operations of burrowing animals. 
 
 Ordinarily, if minor defects be attended to promptly, levees will 
 not require a heavy expense for maintenance. Floodgates should 
 be examined after each heavy rain and great care taken to see that 
 they are always in perfect condition and are unobstructed by débris 
 or vegetation. 
 
 The maintenance of ditches consists largely in keeping them clear 
 of vegetation and débris, so that the full, unobstructed channel will 
 always be available. No bridges, fences, fish traps, or other struc- 
 tures should be permitted to interfere with the free flow of water. 
 
 The efficiency of the floodway will depend upon the degree to 
 which they are kept clear of vegetation. This is especially true of 
 the river floodway where the fall is slight. . Periodical clearing will be 
 necessary to prevent this waterway from reverting to its present 
 
 obstructed condition. 
 SUMMARY. 
 
 The lowlands along the Big Black River, Miss., represent a con- 
 dition that each year becomes more prominent in the South. For- 
 merly, heavy growths of valuable timber afforded a revenue from the 
 swamp and overflowed land; with the cutting of this timber, however, 
 the land becomes valueless unless drained and put under cultivation. 
 
 Under present conditions from 75 to 100 per cent of the Big Black 
 River bottoms are overflowed to a depth of from 3 to 8 feet by each 
 heavy rainstorm that lasts from 2 to 3 days and covers the entire 
 watershed. The problem is to restrict the area flooded and to 
 reduce the durations of the overflows by promoting a quick passage 
 of the flood water through the valley. 
 
 The plan for ultimate reclamation involves the excavation of 
 a main ditch and laterals in the upper portion of the valley, and the 
 construction of a leveed floodway throughout the remaining portion. 
 Provision for tributary streams and for interior drainage is also 
 made. To carry out this work, 36 drainage districts are planned, 
 having a total area of 96,088 acres. The estimated cost of. this 
 
36 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
 work, exclusive of that of clearing the main floodway varies in the 
 different drainage districts from $15.72 to $44.36 per acre, the average 
 cost per acre for the entire 36 districts being $23.06. It is recom- 
 mended that the clearing of the main floodway be done by a separate 
 organization comprising all of the overflowed land below district 
 No. 1, exclusive of that of the floodway itself. On this basis the 
 cost of clearing would be $5.21 per acre benefited. 
 
 Especial attention is called to the necessity of providing sedimen- 
 tation areas at the lower extremities of the several tributaries of the 
 river, and of taking immediate steps to arrest the hillside erosion 
 now taking place within the watershed. 
 
 It is doubtful if conditions in the valley at this time justify the 
 expenditure necessary for the complete reclamation as outlined, 
 although at least one of the districts (No. 1) should be carried out 
 at once. A feature that contributes greatly to the high cost per acre 
 for the levee districts is the narrowness of the bottoms as compared 
 with the large amount of water that must be provided for. It has 
 seemed advisable, however, to prepare plans for the reclamation of 
 the entire part of the valley under consideration, as the increasing 
 demand for agricultural land will doubtless make the ultimate 
 reclamation of these lands desirable. 
 
 In weighing the advantages of drainage as against the cost, the 
 landowners should not lose sight of those benefits which may be 
 termed secondary as distinct from those to which a direct money 
 value can be assigned. First among benefits of this class should be 
 placed the improved health conditions that follow improvements 
 of this nature. Experience has also shown that the betterment of 
 roads, made possible by drainage, results not only in greatly decreased 
 cost of their maintenance, but also in the cheaper transportation of 
 produce and in generally are ted educational and social conditions 
 in the community. 
 
APPENDIX I. 
 BENCH MARKS. 
 
 Each bench mark listed below consists of an iron pipe 34 feet long and 3 inches 
 in diameter, set in the ground to a depth of 3 feet. The top of pipe is covered witha 
 bronze cap on which is stamped ‘Office Experiment Stations, U. 8. Dept. Agr. 
 Drainage” with elevation of top of bench mark to the nearest foot. Elevations refer 
 to Gulf datum. A much greater number of bench marks were made by driving nails 
 in notches cut in roots of trees, and in other ways. The locations and elevations of 
 any of these may belearned by inquiry addressed to the Chief of Drainage Investi- 
 gations, United States Department of Agriculture, Washington, D. C. 
 
 List of department bench marks. 
 
 Eleva- : 
 Pisa: Location. 
 
 
 
 Feet. : 
 
 353.47 | At Stewart, 100 feet north of center line of Southern Railway depot in public square. 
 
 311.55 | At Kilmichael, west side Doris road, 4 mile south of railroad crossing at bend in road, 10 feet north 
 of 8-inch oak in northeast corner of pigpen. 
 
 345. 33 | At Vaiden, about 1,000 feet south of Illinois Central Railroad station and 100 feet south of railroad 
 section house on west edge of railroad right of way, 10 feet north of cattle guard. 
 
 290.77 | At West, 250 feet east of Illinois Central Railroad depot, in northwest corner of G. Millon’s yard. 
 
 248.79 | At Durant, 1,700 feet east of center line of Illinois Central Railroad, at foot of bluff on south side of 
 public highway running east from Park Hotel. 
 
 234.60 | At Goodman, 100 feet south of Illinois Central Railroad station, near west wall of brick store 
 owned by Tate & Co. 
 
 231.30 | At Pickens, 150 feet east of Illinois Central Railroad station, in northwest corner of hotel yard, 75 
 feet south of public highway crossing river bottom. 
 
 212.00 | At Vaughan, 150 feet northwest of Illinois Central Raiiroad station,in northeast corner of J. L. 
 Blakeman’s yard. 
 
 204.47 | At Hay, 150 feet northeast of Illinois Central Railroad station, in front of store owned by the 
 Powellestate, of Yazoo City. 
 
 178.56 | At Forlorn, 50 feet west of center line Yazoo & Mississippi Valley Railroad and 40 feet north of 
 railroad water tank. 
 
 157.31 | At Cox Ferry, 12 feet north and 6 feet west of northeast corner of Cox’s house, in front yard 
 between two west posts of bell tower. 
 
 37 
 
 
 
BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE. 
 
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ADDITIONAL COPIES 
 OF THIS PUBLICATION MAY BE PROCURED FROM 
 THE SUPERINTENDENT OF DOCUMENTS 
 GOVERNMENT PRINTING OFFICE 
 WASHINGTON, D. C. 
 AT 
 30 CENTS PER COPY 
 
 Vv 
 

 

 

 

 

 
co Ome : 
 <— (VICKSBURG 
 
 Lip = WATERSHED AREAS 
 
 Ao yl ULE, - LOCATION SQ. MILES . 
 
 Resear ly ee Say Mouth of Little Black River..._...... 1/40 >. OKTIBBEHA CO. 
 - tation MM j a . ° sae RN : 
 UM ; lp J a Mouth of Poplar Creek é : : 
 
 Mouth of Hays Creek : 
 Aberdeen Junction 
 Mouth of Doaks Creek___...---.-.-- 
 Y&MVRA Zee 
 Yazoo-Warren County Line 
 A.& V R.A. Briage 
 
 
 

 
 
 
 
 

 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 LEGEND 
 
 
 
 
 
 Station Numbers .=- Sms 82+ 
 
 sed Channel Clearing ==> 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 -_-~~- 
 (HEY yo ena / 
 37% 4 oi 
 MZ 37 »< 
 788 MZ.9 we \? 
 if \ 40 
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 —— 
 
 —s 
 
 
 
 
 
 Fig. 10 
 
 SHEET |! of 8 Sheets 
 
 U.S. DEPT. OF AGRICULTURE, BUL.18! OFFICE OF EXPERIMENT STATIONS 
 
 DRAINAGE INVESTIGATIONS 
 S.H.MSCRORY. CHIEF | = 
 
 BIG BLACK RIVER VALLEY 
 
 MISSISSIPPI 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 
 Prepared to accompany a Report upon the Reclamation of the 
 Overflowed Lands along the Big Black River, Mississippi 
 
 LEWIS A. JONES, DRAINAGE ENGINEER 
 Assisted by WJ.SCHLICK, Drainage Engineer, and 
 C.E.RAMSER, Assistant Drainage Engineer 
 
 1914 
 
 SCALE OF FEET 
 0 2000 4000 6000 8000 10000 12000 
 
 
 
 2000 1000 
 
 
 
 
 
 “ 
 
 J 
 AM I2) 
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 82.3 
 (3769) 
 
 »G9L2 +: 
 
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 “High Water Data f 
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 Fig. 10 Xe . SC XK SAS, 
 
 SHEET 2 of 8 Sheets ie \ ay : ; a mE ee 
 . = Stewor} ere \ “Resa, : \ YY 
 > (A < 
 U.S. DEPT. OF AGRICULTURE. BUL. 18! OFFICE OF EXPERIMENT STATIONS x ° 7 \ os 7BaOES 
 
 i i \ ode 
 
 DRAINAGE INVESTIGATIONS va . an ies 
 S.H. MECRORY CHIEF - ~< He \ 
 
 BIG BRACK RIVER VALLEY a: SX 
 MISSISSIPPI 4 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 
 EMD 28% 
 
 ae r 
 
 
 
 Prepared to accompany a Report upon the Reclamation of the / 
 Overflowed Lands alor 8 the Big Black River, Mississippi 
 LEWIS A. JONES, DRAINAGE ENGINEER a 
 Assisted by W HLICK sinage Engineer, and 
 
 
 
 1914 LEGEND 
 
 _SCALE OF FEET 
 
 Cou rity iE ne 
 ———— = — 
 2000 1000 0 2006 4000 
 
 Township Line 
 
 Section LATE. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Mink Wate n ; Width o nnels lop 40 Ne i 
 g VC / / WiaTh ¢ f e/ Bottom Le, \ 
 a — —— — —_ = = = -—————— =—_ - m “ = \ Will D Nichols, del 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 

 

 
 
 
 
 
 Fig. 10 
 SHEET 3 of 8 Sheets 
 
 
 
 OFFICE OF EXPERIMENT STATIONS 
 
 U.S. DEPT. OF AGRICULTURE, BUL. 181 
 
 DRAINAGE INVESTIGATIONS 
 
 
 
 
 
 
 
 
 
 
 
 
 
 H MCCRORY Cu, —— —— 
 — a. a 
 —— oo —— = SS =! (ae 
 B jb ess 1) yg AD Vg jp I R y 
 © is AN . VE VALLEY IR 
 . < 
 MiSs SS STPPI ae 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 Prepared to accompany a Report upon the Reclamation of the 2> 
 Overflowed Lands along the Big Black River, Mississippi 
 LEWIS A. JONES, DRAINAGE ENGINEER ~ 2 
 Assisted by WJ.SCHLICK, Drainage Engineer, and at: 
 C.E.RAMSER, Assistant Drainage Engineer ~ 
 1914 “6 
 SCALE OF FEET Bh 
 2000 ©1000 0 2000 4000 6000 8000 10000 12000 jose 
 x 
 = (G 
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 / A 
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 ) ‘ PA 
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 LEGEND 
 eee See As County Line r Net 
 | . ~ Township Line aS 
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 | ates ~ Section Line__ ite nt 
 | | é Hill Line-- nie aes 
 | = 
 | ABC/2 Timber Line 22 [OPO 
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 H.W Width of Channels Bava 48 
 
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 : 
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TaN Rea: 
 
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 U.S. DEPT. OF AGRICULTURE, BUL.181 
 
 DRAINAGE INVESTIGATIONS 
 
 
 
 
 
 2 
 
 Fig. 10 
 SHEET 4 of 8 Sheets 
 
 . 
 F 
 
 OFFICE OF EXPERIMENT STATIONS 
 
 
 
 vehi GAURY, Crier 
 
 BIG BUABK RIVER VALLEY 
 
 mS LS SIPPI 
 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 
 Prepared to accompany a Report upon the Reclamation of the 
 Overflowed Lands along the Big Black River, Mississippi 
 
 LEWIS A. JONES, DRAINAGE ENGINEER 
 
 Assisted by WJ.SCHLICK, Drainage Engineer, and 
 
 CE RAMSER. Assistant Drainage Engineer 
 1914 
 
 SCALE OF FEET 
 
 
 
 
 
 
 
 
 
 
 
 
 
 2000 4000 6000 8000 10000 
 
 
 
 
 
 
 
 
 3 39.2 
 Be eee 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ‘Z 
 
 16 Noxst emese 
 ‘S 
 
 > 2562 
 (234.2) 
 
 | AMBIIC 26528 
 
 District Numbers 
 Proposed Levees = 
 Proposed Flood Gates 
 Proposed Ditches 
 Ditch Numbers 
 Station Numbers 
 
 Proposed Channe/ Clearing 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Se 
 Jay 
 
 LEGEND 
 = 26 County Line 
 ial Township Line 
 ree Section Line 
 
 
 
 
 
 ABCI2 Timber Line 
 
 _ 50+ 82+ Public Roads 
 SS Sur v 
 
 
 
 2esr7g 
 
 LC/EVOMIONS 
 HW Width of Channels 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ~2607 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 

 
 
 
 
 

 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 + 
 Fig. 10 : 
 
 SHEET 4 of 8 Sheets JAYS 
 
 U.S. DEPT. OF AGRICULTURE, BUL. 181 OFFICE OF EXPERIMENT STATIONS rs AMo 
 DRAINAGE INVESTIGATIONS A Pe 
 . i i ar \ : : 
 ne i iE MESCRORY CHIFF ai ae + lc 
 
 BIG BLACK RIVER VALLEY 
 
 ¥ Y | ) 
 MISSISSIPPI a : 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 
 
 
 "ZA, 
 
 
 
 
 
 . Ge 
 Prepared To accompany a Report upon the Reclamation of the e ae 4 
 Overflowed Lands along the Big Black River, Mississippi = ‘ os a 
 é \ = 
 =VV) | ahr 5 . ve . / 4 E 5 7 \ = 
 LEWIS A. JONES, DRAINAGE ENGINEER % y, Se ae , ee PES 8 
 Assisted by WJSCHLICK, Drain ise Engineer, and BS a eo Hoff S : 2 fa 
 C.E RAMSER. Assistant Dr ainage Engineer » if ox 25 : ye ge 4 P 
 
 rea 
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 EMES) yy 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
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 SCALE OF FEET : aS. ; 7 
 SCALE OF Fe if = 
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 Aberdeen Junction 
 fo = 
 
 
 
 } 
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 > \ 
 92978 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 S/S 
 ——Namarna 2652” \ ee oe 
 
 
 
 
 
 
 
 
 LEGEND 
 District Numbers_------------ 2 COMI ENE aa eee, ee ere 
 Proposed Levees.=___-_-_-- iin Township Line..-~-.--___.- —----— 
 Proposed Flood Gates-..-.-..-- -- SECTOR TAGE eae ee ++ 
 Proposed Ditch a UME IT = ee ie Senn 
 Ditch Numbers (_-------- Timber Line 
 
 
 
 
 
 Surface Elevations ( Coir Datum) — 3697, 
 2igae LG Bottom Elevations. ____ _~ _ (36 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 

 
 
 
 
 
 
 
 
 

 
 
 
 
 
 s 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 (2030) fo va 
 y Sg 4 fle 2146/ 
 = 2099 4 lh is ee) 
 =e (2089) 8 ee 
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 "188.6 
 
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 (897 
 
 [925 
 
 
 
 a 
 
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 =F4S) 8 = 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 (856) 538 
 1914= 
 
 
 
 
 "1976 
 (193.0) 
 
 Eig 
 
 1968 
 (/955) 
 
 
 
 
 
 
 
 
 A (7534) 8 
 
 (7) 
 MMTE (973, 
 
 
 
 
 
 
 
 
 O Fig. 10 
 
 w SHEET 5 of 8 Sheets 
 
 
 
 
 
 
 WN U.S. DEPT, OF AGRICULTURE, BUL. 181 OFFICE OF EXPERIMENT STATIONS 
 
 O DRAINAGE INVESTIGATIONS 
 S.H.MSCRORY. CHIEF 
 
 BIG BLACK RIVER VALLEY 
 
 MISSISSIPPI 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 
 a Prepared to accompany a Report upon the Reclamation of the 
 Overflowed Lands along the Big Black River, Mississippi 
 
 
 
 
 
 
 
 
 
 
 
 
 
 LEGEND , LEWIS A. JONES, DRAINAGE ENGINEER 
 DisteeE Numbers s.. Dif ony ieee ee a ee Assisted byW.J.SCHLICK, Drainage Engineer, and 
 Eo howet Pareca — nee. Vowrahio Line. 2.1. oac: ee C.E.RAMSER, Assistant Drainage Engineer 
 Proposed Flood Gates...-.---~- TTR en oe oe eee j~—__+ 1914 
 Proposed Ditches_.------- ——— Wid) LIC a2 aedea weeaew se ees a ILS 
 Ditch Numbers _.--------- ABCL2 ON DUA ee Oe ROTA, SCALE OF FEET 
 Stotion Numbers___-_---- ' Bz TUN OUD Ss an 2 ere 2000 1000S 000 GUS ata Sov eae eon ne GRRE I ee 
 Proposed Channel Clearing--.==SZ Surface Elevations (Gu/f Datum) __- 3697 
 Bench Marks....-------- 3} 8M624 Bottom Elevations.___________- (3629 
 High Water eee Ay Width of Channels___ [item = eget! 
 
 | 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
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 SE a GP RIE NRO IE BEANO NILE TEM Til 
 
 
 

 
 
 
 
 
 
 
 
 
 
 
 
 
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 LEGEND 
 
 District Numbers __------- 26 Coun Line.....------- —_—-—- 
 Proposed Levees = Township Line a _——— = 
 Proposed Flood Gates ..._.- = Section Line z Se + 
 Proposed Ditches — —_———— Hill Line 
 Ditch Numbers fa nn AIO He Timber Line 
 Station Numbers Ba 2 SOS 82> Public Roads : ed 
 Fraposed Channe/ Clearing... ==> Surface Elevations (Gulf Datum) 3697 
 Bench Marks Sone ee AMA Se Bottom Elevations S ..|(2629 
 
 9 Sy a WI ih, Sige ae, 
 High Water H.W. Width of Channels.__ ph -- a6 
 
 
 
 
 
 ») 
 AG §3460) 8 
 
 amPreh (S259 28 o 
 
 
 
 4 
 78 (2ta7) 
 
 Fig. 10 
 SHEET 5 of 8 Sheets 
 
 U.S. DEPT. OF AGRICULTURE, BUL. 18! OFFICE OF EXPERIMENT STATIONS 
 
 DRAINAGE INVESTIGATIONS 
 S.H.MSCRORY. CHIEF 
 
 BIG BLACK RIVER VALLEY 
 
 MISSISSIPPI 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 
 Prepared to accompany a Report upon the Reclamation of the 
 Overflowed Lands along the Big Black River, Mississippi 
 
 LEWIS A. JONES, DRAINAGE ENGINEER 
 Assisted by WJ SCHLICK Drainage Engineer, and 
 C.E RAMSER, Assistant Drainage Engineer 
 
 1914 
 
 SCALE OF FEET 
 
 2000 = 1090 ( 2000 4000 2=~*~*~*~*~«SD 8000 0000 2000 
 
 aan eae Pe Fe 
 = . 
 
 
 
 
 PY ZF 
 Q <i 
 S35 
 
 . 
 wt 
 
 Leper 
 (5638) 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Wil! D Nichols, del. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 

 
 
 
 
 
 
 
 
 
 
 
 
 
 Fig. 10 
 SHEET 6 of 8 Sheets 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 U. S. DEPT. OF AGRICULTURE, BUL.!8! OFFICE OF EXPERIMENT STATIONS 
 _DRAINAGE INVESTIGATIONS es 
 S.H.M°CRORY CHIEF Te), | 
 
 y | BIG BLACK RIVER VALLEY 
 
 yas 4 MISSISSIPPI 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 
 Prepared to accompany a Report upon the Reclamation of the 
 Overflowed Lands along the Big Black River, Mississippi 
 
 
 
 
 
 
 
 
 
 Sen, A 
 
 SS 
 Ss 
 
 LEWIS A. JONES, DRAINAGE ENGINEER 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 S Assisted by WJ.SCHLICK, Drainage Engineer, and : 
 xe C.E.RAMSER, Assistant Drainage Engineer 
 Via 
 \ 
 < < (C 1914 
 / O p bene SCALE OF FEET __ 
 yy 2000 1000 ~~0 2000 «©4000 6000 =~S*«~C*« 70000-12000 
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 posed Ditches Bese PONE ESTER oa aoe me nen ene aoe 
 Ditch Numbers _.ABCh2 Timber Line.__.___~_ - — OO, 
 Station Numbers_____ ee B2+ Public Roads____ ray 
 Froposed Channe/ Clearing. ==FF Surtace Elevations (Gulf Datum) ___ 3697 
 Bench Marks Sere U BMG 24 Bottom Elevations (3623) 
 High Water HW Width of Channels op 49 
 g Bottom 10 
 : Eo / 
 is 
 > 7 
 | —— = = = = = = = = Ti Will D. Nichols, def. 
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 LEGEND S 
 
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 Proposed pings page Township Line___- —--—--- 
 Froposed Flood Gates__.------- -- Section Line____-- + + 
 Proposed Ditches tee. PTT FOB oe ss —-———— 
 Ditch Numbers ..-_----~-- AB.CL2 Timber Line.__-~ ~~~ - ~~ — P°7P%, 
 Station Numbers___._-_-- 50+ 82 Public Roads _- -@ — 
 
 Proposed Channe/ Clearing. ==S=S2 Surface Elevations (Gulf Datum) 3697 
 Benth MOPKG5 oo ee DAM G24 Bottom Elevations (3629 
 High Water Bang tis Width of Channels en a A 
 
 
 
 
 
 wy 
 
 re 
 
 
 
 
 
 
 
 
 
 
 
 Fig. 10 
 SHEET 6 of 8 Sheets F} 
 
 U.S. DEPT 
 
 OF AGRICULTURE, BUL.18! OFFICE OF EXPERIMENT STATIONS 
 
 DRAINAG E INVESTIGATIONS 
 S.H. MSCRORY. CHIEF 
 
 BIG BLACK RIVER VALDES 
 
 MISSISSIPPI 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 
 Prepared to accompany a Report upon the Reclamation of the 
 Overflowed Lands along the Big Black River, Mississippi 
 
 
 
 LEWIS A. JONES, DRAINAGE ENGINEER i 
 Assisted by WJ SCHLICK, Drainage Engineer, and 
 C.E.RAMSER. Assistant Drainage Engineer 
 
 1914 
 
 SCALE OF FEET 
 
 2000 4000 6000 8000 10000 12000 
 
 PEN. 
 
 aMP4in CaN 
 
 
 
 
 
 
 
 ~~ a 
 —_ \ Se 4836 
 WN Wny53/ ; 
 ES, 
 \ qpeganaiaris ree 
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 Sia 
 
 /916* 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 = ___ Will D Nichols, del. 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 

 
 
 
 SELD HALL STACKS 
 
 =a 
 4 
 
 eA OP Satara 
 
 
 
 
 
 
 
 
 
 
 
 
 

 
 
 
 Fig. 10 
 } SHEET 7 of 8 Sheets 
 
 U.S. DEPT. OF AGRICULTURE, BUL.181 OFFICE OF EXPERIMENT STATIONS 
 
 DRAINAGE INVESTIGATIONS 
 CR CHIEF 
 
 — | BIG BLACK RIVER VALLEY 
 
 MIS SissiPPl 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 
 Prepared to accompany a Report upon the Reclamation of the 
 Overflowed Lands along the Big Black River, Mississippi 
 
 
 
 
 
 
 
 Cc 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 LEWIS A. JONES, DRAINAGE ENGINEER 
 Assisted by WJ.SCHLICK, Drainage Engineer, and 
 C.E.RAMSER, Assistant Drainage Engineer 
 
 1914 
 
 SCALE OF FEET 
 SSS Sos ee = = ————— = 
 2000 1000 0 2000 4000 6000 go000 yoo00 12000 
 
 1500 iid aadnad 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 es 
 
 ieee 
 —AW/70) 
 pale xi nD) hake : 
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 . 
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 440, 3 s Tr 
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 ; Per 6S \ A \ 38 
 a (425 
 
 135.0) : 
 
 2 M51 NX 
 } 5 (Ze . ONey Ss 7/412) sag | 
 
 y re, yy = (1400, a) 
 ~~ Cox FERRY | ae E T1421 gS) 
 
 4 
 & ae ~ 
 
 ($3.5) 
 
 \ Usa °| 
 er 
 Im y, (390) 
 145 Cee 2 7) 
 
 «/467 
 
 
 
 
 
 
 
 
 
 
 
 Vics 
 
 
 
 
 
 
 
 
 
 Dx = oe - BMMI0D / 
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 7 BMG177 
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 Raat ten ‘ ~ oS 4 
 ie ay AF, Se ~ ro) lar) 
 
 
 
 D SAY ee ee 
 C84 _ 16 Me 
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 : 2 
 
 > 
 
 
 
 
 
 
 
 
 LEGEND y 
 District Numbers ______ County Line a a (6; 
 Frocosed Leveesoa Township Line..._--.- ee O U 
 Proposed Flood Gates ___- Section Line ___.. +++ N T Y 
 Proposed Ditches. - “# Ts SLI el eee ee SS Sesecc 
 Ditch Numbers Timber Line._____ PTE, 
 Station Mumbers_________ 82 Public Fe 
 Proposed Channel Clearing. ===] Surface Elevations (Gulf Datum) 3697 
 Bench Marks.__ __ E Domo 24 Bottom Elevation (3623) 
 High Water H.W Width of Channels Top. ae 
 
 Bottom 70 
 
 
 
 
 
 
 
 
 
 — Se WH Nichols, de! 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
ee 
 
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 Fig. 10 
 SHEET 7 of 8 Sheets 
 
 U.S. DEPT, ae OFFICE OF EXPERIMENT STATIONS 
 
 ‘DRAINAGE INVESTIGATIONS 
 
 
 
 
 
 \ 3) 
 
 BIG BLACK RIVER VAI 
 MiS SLs SlLPPs 
 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 
 Prepared to accompany a Report upon the Reclamation of the 
 
 
 
 Overflowed Lands along the Big Black River, Mississippi - 
 LEWIS A. JONES, DRAINAGE ENGINEER 
 Assisted by WJ.SCHLICK, Drainage Engineer, and ; 
 CE RAMSER, Assistant Drainage Engineer 
 1914 
 SCALE OF FEET 
 2000 1000 ° 2000 4000 000 8000 000 12009 
 
 Vet e : — (ike SR, : ; 
 3 . aw t44s , - 
 Cs) és Z ty “ais i Dp) B ICR = , eW\ies0) a a a7 ed ; S$ 
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 | LEGEND fi vA ~ 
 
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 Proposed Levees__________. srr Township Line..--- - ---- O U 7 | 
 
 = Fl Proposed Flood Gates........__ -- z Section Line....---- ‘- Sear .-f-— + N f Y 
 . Proposed Ditehes...___. __ WEL aoa = = eee 
 . Ditch Numbers_.___._.... ABC.L2 Timber Line.------~--- ~ "Fy 
 
 : Station Numbers___._.___ “a+ He Public Roads __ = es 
 
 oni | Proposed Channel Caring. Surface Elevaiions (G ulf Datum) 3697 
 Benth Marks..._____.._ _ 3 Be 24 Bottom Elevations... ----- _ (3623) 
 HighWater.. HAW. Width of Channels. pP a --------48 
 
 Will D Nichols, del 
 
 
 
 
 
 
 
 
 
 
 
 
 

 
 
 
 
 
 
 
 
 
 
 

 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
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 Surface Elevations (Gulf Datum). __. 1697 
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 Fig. 10 | 
 SHEET 8 of 8 Sheets 
 
 U.S, DEPT. OF AGRICULTURE, BUL. 18! )FFICE OF EXPERIMENT STATIONS | 
 
 DRAINAGE INVESTIGATIONS 
 S.H. MSCRORY. CHIEF 
 
 BIG BLACK RIVER VALLEY | 
 
 MIS SiS steel | 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 
 Prepared to accompany a Report upon the Reclamation of the 
 : Overflowed Lands along the Big Black River, Mississippi 
 
 LEWIS A. JONES, DRAINAGE ENGINEER 
 Assisted by WJ SCHLICK. Dr ainage Engineer, and 
 
 C.E RAMSER, Assistant Drainage 
 
 
 
 Engineer 
 
 1914 | 
 
 
 
 SCALE OF FEET 
 
 — ea a —————— 
 2000 1900 ° 2000 4006 600 ; 000 20 
 
 
 
 
 
 
 
 
 
 es 5 Will D Nichols, del 
 
 
 
 
 
 
 
 
 
 
 
 
 
- 
 
 10 
 
 
 
 180 
 Mis an Ground ue. zee 
 
 160 
 
 W.O._N. 
 
 Bedi 
 
 
 
 
 
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 ENGRAVED AND PRINTED BY THE U.S.GEOLOGICAL SURVEY 
 
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 LEWIS A. JONES, DRAINAGE ENGINEER 340 33° —Fall 
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 ig Black River, Mississippi 
 
 LEWIS A. JONES, DRAINAGE ENGINEER 
 Assisted by W.J.SCHLICK, Drainage Engineer, and 
 
 
 
 “Station 8750 
 
 
 
 Mig YOU POON | 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ae ESS 
 
 7000 
 
 
 
 
 
 Miscls oLEEt 
 SHOWING PROPOSED PLAN OF FLOOD CONTROL 
 1914 
 Flevations refer to Gulf datum 
 
 C.E.RAMSER, Assistant Drainage Engineer 
 
 
 
 
 
 Overflowed Lands slong the B 
 
 
 
 
 
 Prepared to accompany a Report upon the Reclamation of the, 
 
 
 
 
 
 oad anbog 
 
 
 
 y2ad9 atic wight 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 U.S. DEPT. OF AGRICULTURE, BUL 18! 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 == 
 — 
 comm 1 
 Fig.12 
 DRAINAGE INVESTIGATIONS 
 S.H. MSCRORY, CHIEF 
 BIG BLACK RIVER VALL 
 
 160 
 140 
 120 
 
 _ WON 
 
 12000