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_ UNITED STATES DEPARTMENT OF AGRICULTURE . BULLETIN No. 181 |
Contribution from Office of Experiment Stations A. C. TRUE, Director
"Washington, D.C. PROFESSIONAL PAPER
April 12, 1915
a A REPORT ON THE METHODS AND COST OF RECLAIMING THE OVERFLOWED LANDS ALONG THE BIG BLACK RIVER, MISSISSIPPI
E LEWIS A. JONES, Drainage Engineer iB Assisted by W. J. SCHLICK; Drainage Engineer, and a C. E. RAMSER, Assistant Drainage Engineer
CONTENTS
Drainage Plans Considered Proposed Pian Maintenance Summary Appendix I, Bench Marks
_ Appendix II, Floodway Data
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WASHINGTON GOVERNMENT PRINTING OFFICE 1915
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Wc zy ‘BULLETIN OF THE
ie ) USDEPARIIENT UPAQRCULTURE li
No. 181
Contribution from Office of Experiment Stations, A. C. True, Director. April 12, 1915.
(PROFESSIONAL PAPER.)
REPORT ON THE METHODS AND COST OF RECLAIMING _ THE OVERFLOWED LANDS ALONG THE BIG BLACK RIVER, _ MISSISSIPPI.
| aca ‘By Lewis A. Jonges, Drainage Engineer, assisted by W. J. Scutick, Drainage Engineer, “nd C. E. Ramser, Assistant Drainage Engineer.
CONTENTS. om Page. Page. BEEUICHIONS = 22-262 eee 1 | Drainage plans considered......-...-..-------- 26 i General description of district. ...........-.-.- Jel Proposed qplanss.2e 52.2 32) et a eee eS 27 ie Fresent drainage conditions. ..........-....... Eee a9 0 cs 88 Cede Ree ee lg I RRP 35 REVS ULI IEN sR Se Ie ne Ope SIUTIVNTN SD Trypan ee ees Se 2 bene ee eeepc 35 | The drainage problee See ese cscs ae SSS Ae ion |p pendixel,mB enc marks. sh eee BY ERS SE ES ee ee 7 | Appendix TI, Floodway data........... .....- 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 sone in agriculture. The first step toward rendering such areas available for cultivation is drainage. The conditions along the Big Black River in Mississippi are fairly Tepresentative of conditions that exist in greater or less degree on many southern streams.
In November, 1912, the attention of Drainage Investigations, Office of Experiment eins: United States Department of Agriculture, was called to the Epndiiions 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 Dramage eee tone undertook to make a survey of the area and to prepare plans for its reclamation, the district agreeing to contribute to the expense of ‘4 Note.—This report is intended for engineers, landowners, and others interested in drainage enterprises i regions where the conditions are similar to those here described; it is suitable for distribution in the Gu Coast States. 74745°—Bull. 181—15—1
2 BULLETIN 181. U. 8. 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, in the © central part of the State of Mississippi, and extending in 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, bemg 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 lme, 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
inbottomwidth, and
_ by thesurvey the Big y
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 3
the upper end of the district; this gradually decreases to 1} 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 : TENNESSEE tracts or ridges that _/° MEMPHIS ‘ie are from 1 to 3 feet Te Mcp aa above the general e3 | |
elevation of the ad- ARKANSAS f | ape hake
joining bottoms. STREAMS.
In the upper part of the area covered eo
Black River has a
channel varying —-—--—- Aa ey) from 30 to 75 feet in Be ee top width, from 20 to 6 50 feet in bottom width, and from 5 to VICKSBURGS" / 15 feet in depth be- 2g Near al low the general ele- vation of the ground; im the lower part the channel varies from 150 to 250 feet in top i | | ; em stodeiicot. Gio 0 or pe
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is from 15 to 25 feet deep. Throughout its entire length the channel is very crooked and is filled NEM ORLEANS with driftand brush. F!¢6-1.—Map of Mississippi, showing location of Big Black River The length of the REEL
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 orclay. 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.S8. Dept. of Agr., Bureau of Soils, Soil Survey of Holmes County, Miss., 1909.
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A RAD ee PR SE PR SS Bese RPE 9 30.
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 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 mjurious 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 lowiands 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.
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 origmal 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
t a
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.
_ fun-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 AGRICULTURS. DETERMINATION OF RATE OF RUN-OFF.
By the establishment of a sufficient number of measuring stations | over the watershed, the amount of rain fallmg 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, « greater rate of run-off would resuit, 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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Fic. 3a,—Hydrograph of Pearl River and daily precipitation in vicinity of Big Black River, 1902.
rainfall and run-off conditions on the Pearl River for the maximum 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, bemg 37.2 feet; the next highest reading recorded was 35.3 fect on May 30, 1909. Flood stage as fixed by the Weather Bureau is 20 feet on the gauge.
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Fia. 3b.—Hydrograph of Pearl River and daily precipitation in vicinity of Big Black River, 1903.
ESaR S & as Ig 5 N %» y 2ybiayy 2609 o4sMoooy 70900HS Nossovr 71H HON vine Apo
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), ~ aclear 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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Fig. 3c.—Hydrograph of Pearl River and daily precipitation in vicinity of Big Black River, 1904.
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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.
12 BULLETIN 181, U. S. DEPARTMENT OF AGRICULTURE.
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. The
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Fig. 3d.—Hydrograph of Pearl River and daily oeanaton in vicinity of Big Black River, 1 1905.
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initial rise occurring on May 18 was due to the rain of May 15, and the final rain affecting the run-off for the period considered occurred on July 9. The upper curve of the diagram represents the actual rate of run-off for the period; the lower curve indicates what the rate of
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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
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Fig. 3e.—Hydrograph of Pearl River and daily precipitation in vicinity of Big Black River, 1906.
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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. 8. DEPARTMENT OF AGRICULTURE.
rainfall considered. This areca 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
LENG MES 20S LEGP SLE TVLOL Hesse te ete ot + 2 Pe a) ee SSE Ce a Se [Si ie oe eee EEC a = Som mo a SS Seo eee uae be ie a a a cle © IOGEAR (a SIE fo os Fe =) a eS ETE | SS i SS cae | SASSER AEC Ci a CL el | Cy AS ES a a Sr SEE eI fe 1 cr es SSSR aL! i a ed eee | fa a oe PS | Obie Opes) & BEE MSI is MIRA | 3 <— a = | ae Ge ey TT} & , Ee Mies | = . et a SL CO A, Fe a nd SY fo ae Sa ee (ee el I | | ae ld Gna bale Micimanaia | 3 re es oe I | = rr) | [ne Cl a ee ee es & 7 SAS Glia bie | i i aC | a =) i I | Ce ee III | Se Mie GES ea ISIS |S eal elesteole lee fies Sa eG A I Z| | i nie Mais oe | fala 2 AS Me. SE ea a a I I Wd Me | | ie Gl Sines EGG Geo Ge Sean | 3 = a Teo EP PP oe Ce | a a i a a a ll ooh ee | ic So = aa | el eS I ea I GSI 0 om ee a ee ee ee ec, S FREE EE) Dl I I a II, is ele RE BGs Tic) + | CS aa Ry a le GD ein Hae ei, ie (a a a Os ca ES] EE ie SON a I | | = 4 PY (SCS) ws SI EN i I as EIEIO | . 2 ed Pee OS SE SI | | Sr BO NB ss a SU a ro a, ED II A Sa RO C=) Od I I I aa Si eS Ge CR IS Pe A | i GS SAN ME oe I RII calor FE li (os) (le ee Fe ee oe eS ee Eee 2 aoa oe ad OO ES Oe eS ~ i j {Seeeee Geno eee See eee See eS Se eee Ee Cie CSRs I RIE RE Co WES SSeS wr ee oes yw NN ym AK BM NN Ym NN gy bIAY abD9 SINISOY FOIIOHS NOSMIVL TIIYHING ALIZ OOZYAY 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.
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AERERERRET Ree | ololél |_| f2tat7| | | lala
HEE |
age LC
ale [| pale etas
aaa 4
ieee tells | [eas sl eet
ABSSRE ESSE Te EL IGIR a eal Wg
2t7jel_| | [ulolst | | folifol_| | [2l74
a Bi Bal eb eee fet UID ERG BAAS HOU Ue es eect tS a
=a — == I | oa
peer
I 1
AERA ESR ARSE ee SP
SHEER URE INE {| tsl2iol [| lzislol | | [alelol [f fololey tf |
. tee 4{5|6| | Ul |
a ASE HEEB TFSaE Fig. 3g.—Hydrograph of Pearl River and daily precipitation in vicinity of Big Black River, 1908.
63 | | feels | | fh BERSSa
|
eal | [al3igt | ida RSUESEERSOSHEEEH
alii
a 1 a a (5) (ORS FE a a | PP fe) OE) A CH Oe [aN ei ae A) = Hs po Y>NN SHAS YHN SN
OSMIV(? T7IH ING ALIDOOZVA
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 nena. These figures indicate that the run-off during the spring flood of 1902 amounted to 56.1 per cent of the rainfall.
99ES CEB TWLOL
MSE Ee Ee a) tot +t = oe Bo a AR ele
Oct.
5 \0 15 20 25
Aug.
5 10 15 ans
20 25
ul \
5 10 15
w ~n o J rT) = »
June
* f i
. May 5 10 15 20 25 a a 1 E PECEE Hf BA
Fiq. 3h.—Hydrograph of Pearl River and daily precipitation in vicinity of Big Black River, 1909.
The method siiited for ea the are maximum rate of run-off involves the determination of the following:
(1) The approximate time required for the maximum fin tes ducing storm to raise the river from a low stage to a maximum stage at the gauging station, when no storage exists.
ee
Feb. 5 1015202
wot |
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI.
P ty TA Tool eo {SSeS Oe SS ee Bees
Am LW ee a eae se
ES Aaa a kK bac fi ia
AA RESAPBERIIA BEGESEEE & alizl Ll
REIS ik is as ee Le Bis See Bee
2a Se a
a 7 i Ei
BERGER SABOS 84 35
GARBURAREE loli [ [_lols|
ERS SE] eS] ED Hinlelsiol_T lololat (| lalzigt |
PEA LATHE -H-EEREHEE HE i
tLIG 6089 TVLOL a aA (A ic —
PLLA EEE Fic. 3i—Hydrograph of Peat River and daily precipitation in vicinity of Big Black River, 1910.
44 [| |tlolalel | [slols] | | Is!
|| lalsis} | | lolol
= ALI OOZVA |
(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.
ay)
(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).
(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 |}
HES we79 019 TVLOL
Sascessesss====> Dl
rH, ii
a
BAPE ik
i i
|
HRBE ia |
o
|
t
EREFE. : a
o ~ o - 0 o 0
June
7 [| falsis | | fel TTT
|_| | [sisi PBR RERGOD Bee
Hit
ESREGS S) i: El i MT aa mE
Fig. 3j.—Hydrograph of Pearl River and daily precipitation in vicinity of Big Black River, 1911.
i i
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. |
a
t
re
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 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
GED E999 0F69 (E629 TWLOL
— = ee 2 aE
RS eps ia ae ae IRR De Ra EST En ae a i oni eae [eo | eee SMR EE RE ee en ee) ee, = a Te See ae SP Sa a t-4 Ga A ee iB a Para Rie ee ae ea a Pees ESS EF SST a i) GB COE DIR Sek Se
SIRE iS eS es ee)
Sey Seeeee
a naa BRGAREEE
BP EEE TSE e eeees BF THA REE er
bs a ri zie | | lelsisi, | I |
io] [| felaizl | | TI EER SSBREIa ALE ht
Pan | ta Fic. 3k.—Hydrograph of we River and daily precipitation in vicinity of Big Black River, 1912.
ET ETT A a SSS SIS |eis/515|
BESSTIBEE BANE
5 a a LULL EI 1 | 2 || [alais || [ils
| J 5 B | ll a 2 HEHE
| lalols| | | fa SENR0eS88
Sv x,y
~ ; ; me Pied 12H abog OMS OY F0000H¢ NOSHo¥/ TH 4200 ALIJ oOzuA
_ 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. 8. 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 raven after maximum stage was reached.
Date of maxi-| Time | Time | Maximum | Flood
Name of river. Observation station. mum stage. | rising. | falling.
‘ Days. | Days. Tombirees--- =. 2 Rees Ones Columbus, Miss..--... Apr. 20,1893 6 6 TOYA ema ee enemas ae! omen ee Feb. 29,1908 3h 4 DY a Soaps ees lea eres aS) bra TOs eee Mar. 28,1908 7 63 DRESSER ES RARER E Renee PAE go E Beene ood tee Seas July 13,1910 54 53 DOS Sea ee esr SES SaaS Apr. 24,1911 5 5 Lol = Sa ARE apne tended, Missi 2 | Dec. 9,1912 53 63 DOR icmcawew eres cs ote ieee sO oeenspaseoseee Apr. 11,1911 5 5 IDO ee Le tesgssese ss Gohan A aera: sate Apr. 27,1911 43 5 1D) Ome ete fae a Soe Fulton, Miss¢cecss.c 8 Apr. 19,1910 3 3 10104 See ameems aipaee Demopolis, HALE SE Se Nov. 30,1899 ul 7
1D (ee ies ee ape a 1 MO te ee eee Feb. 9,1907 8 10 LOSES ESE ees See ee eves SOE Se SS eS Dec. 27,1908 34 4 DOs Sn ses aee eee eee [Fe 0 eee ES sie Seer June 27,1909 5 54 TO SS Se ae eee i IE rage oe. Coe ee July 22,1912 3 3 Wresisheanle 4 64.23. co. Pearl River, Wasa tace May 28,1910 6 6 DAaVEDNARL Te. so. sqoe acs oe Agusta, Gases ste= ot July 15,1905 5 5 Wintossotereecsrges ees Montezuma, Gassteees Feb. 15,1905 53 53 Peat ees see ct sooo re Peors-Milass echo ee Feb. 16,1905 8 9 LET) RR a RR, Res NS IE SAS ct [ea FS el ares 96 1013
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 “gels 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 wu in figure 4, B. The lower portion of the hydrograph would probably conform quite closely to the curve u n whose rate of falling is shghtly 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
4
21
RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI.
Since
inference is substantiated by reference to the rainfall records.
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
"ST6L ‘IOATY ovr stq Jo Aqra1ora ur uoryepdroeid Ajrep puv JoAry [rveg Jo ydeisoipAH—'Te “DIT
sa ETT Te a <4) Ss UME AS BRO AEROBIE CeCe REE BERBER BERGE TIRE aa BEh STE Sc! SEER ASST BBG BEe eB OER ea es A Be eee eSe eee eseoes HHH Hatta stat & EEE ECE ERE SLE EH tat Leto TT tees Porat set =) EE BHER BOERS 8 BGR BEE EEE Se SSEEe Eee Bea ee Seo BOERS Ee Beb nb EBeees LL i | a Sh | GERARD SEES BAGG E SEL OR BERBREBEB CEC EaEE eae CAGE EGE WEEE RE BEN IBE Ewe gy Sh Te oe a apt Naa st } loisfel | | leet | | teisisl | iejefel TY teleray | Y terefey TY Peforal | | teeizt {Tt Isiztol {| folels| | Wlolel tel | fifsfoli] ) ERE E ABER B GE BRE Saas dbe Basa SEEEE EEE eS ee nee SSeS ane ee MS be Fe BEG 8 ian HI A ea dl SRRLAHESERE REESE D IER EO BSP esate SB Bese BERS ee BESS el IE NB0 BB We MH GNGAREREEDSEEE BH BEBO ERB SCDER SE) Beebe se BEe Sees ske Beau EBB Wee lets | | toler | ft dealt Tf tlzfolit | fefstel | | istelst {| iste] Tf delits| | prlolel | | Islifsy | | flee] TT biel |e GROD EE RGEBES BBO SES ROBE BR Red oO e dob eee BEA REE Se kde es DEBEEre Sone aesch; Ol A A TEE LG Lat UL ECCCCATECECC ECACC SUED GE SA RaR Eee essen es feat + ataartteae ttre tata PEEESER BREE | loleley | | istetel | | Priel | [ oles] | iele| auecniantee | (elem | | [oiets| | | [aisiel | | [siels] | | (ejolz| | SAGES SSE ESE SESE AREER EOC Ces eR ECB BABE LBL EA BASSE: A Ay | a | A MI SEER eaRESRREEOEOERE AEA ESE Noe BEE EE EHEC CE ESCHER E REE BREE ORR SOR EERE DAE eS eh Hatt Hoa EE wa | Heel [| delsti] | | briof2t | | beyiyst | | eee | y daieyel | isiolry | | telersl {| tefelol | | ietels|_ | | teisiay | | [eleie| | I MGOHEGPRARR ERROR CREE S BODGED SORRORR) COKE REC OER RAMEE A USMS aoeBSE st Later t TT res) RUT TT TTA re TNT TTT (| ssin Noswovr tv |W waa Teva Pl || TT TTT TTI NAT TENA HAASE ERASE BARES BCBS BRAREA OP {tty | FHT HESP A HSH adn
SLQTGI O'S ~ STOTGION SG TREW SLO ing eunc J
1 ol GLOTGIOISG gz7ZOozgcIaig gZOZSI OS vy dew qa4 uer
S20ZS1 01S
4ydas
S707 SIOIS
490
AY o1¢
Qw
The portion
between March 30 and May 10. The average total rainfall at Jackson
heretofore computed, to the total amount of rainfall occurring and Louisville from April 5 to May 10 was 3.9 inches.
ascertained by applying the percentage of rainfall flowing off, as
j 4 - 3 ; ’
22 BULLETIN 181, U. §. 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.
| Rete lL] ol oe BaREROHE Es
ue Pb
18 22 i} 15 27 5 13
if !\
[int \ March pee us May
Fic. 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-
= 70,400 second feet.
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.
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
4
94 BULLETIN 181, U. S. 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 fhaximum 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 foregoig 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. KE. 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
« } « y 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
= 774320
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.,
plies
x eal ney ne
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: ac 18700 Pires 20
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
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 an area of 25 square miles, and a capacity of 25 second-feet per square mile for an area of 100 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- 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.
Q-e ti
W® Ss
Discharge in Sec ft per Sg. Mile S
The curve for this 500 1000 1500 2000 2500 3000 . :
Drainage Area in Sq Miles equation has been plat- Fic. 5.—Discharge curve used in design of levees, Big Black ted by substituting va- rae rious values for Mand 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. XT RELIEF DITCH.
A relief ditch was then laid out im 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 obtaied 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 drainage 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, including the present river channel.
(4) Provision for interior drainage by the Canaiciction 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 Mathisten-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 c¢ 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
S UG of the levees were taken at 3 feet above the high- Sw0 water line as computed. C In determining the capacity of the floodway it
a was necessary to consider its cross section in two Sa ie el parts, owing to the fact that in many of the bends of the channel the water will flow in a direction opposite to that in the floodway. Such a condition is shown at a in figure 7. The friction existing be- tween the two bodies of 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 i should be safe to com- ail) oft ai} pute the discharge of 0) 10 20 30 40 50 60 70 80 30 100 Drainage Area in Sg. Miles the floodway as though Fic. 6.—Discharge curve used in design of ditches, Big Black the channel did not OSL VSS: 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 an determining the ca- , pacity of the section | Joh,del abed the slope used was Fic. 7.—Sketch showing directions of flow in floodway, Big Black River, Miss. that of the valley, and n was taken as 0.040. By adding the two results the total capacity of the floodway was obtained.
— AMAAADAAABAAAARAA
EEV EE vv TVUVVVTVVVUY YVR RVUTVWUNITURYRTEVRYY NTT
WOVUYTVVVTV VV VV VV VVV VC CVV OVVV ENV VVV ree
LEV. BIE AADAADAAAAAAAAADAAAAAOARAAARAAAAADA AAR
ADAAAAAAABAAAAAARAA
1 :
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 m 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 bh
UNG UNS IX DSi WA m7
MZ BAS Cs UES IST NREFY
A JG.H,del.
Fic. 8.—Sketch illustrating 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 Ww LAWS ZV AN VT SII
a J.G.H.del
=HISS
SIS SUES WAN S Ne\> SW= Zw — TD l Vinal! SNA 7)
LINES) » ni v AN =\=7
Fie. 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 econcm- 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 higher 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 levets 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 jeast 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 ievee. 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 dons 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.
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RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. on
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 IT.
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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RECLAIMING OVERFLOWED LANDS IN MISSISSIPPI. 3D
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 ereat damage to crops, stock, and other property, and even in loss of human life. Each 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 obseure their weaknesses and the operations of burrowing animals.
Ordinarily, if mimor 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. |
Tt 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 improved educational and social conditions in the community.
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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- Location.
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 pig pen
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 eastof 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 Railroad 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 as 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
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WATERSHED AREAS
SQ. MILES je Mouth of Little Black Rriver___------ /40 x :
Mouth of Calabretia Creek. Mouth of Poplar Creek. Mouth of Hays Creek. Aberdeen Junction... Mouth of Doaks Creek.
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Fig. 10 ’ SHEET | of 8 Sheets
U.S DEPT. OF AGRICULTURE, BUL IS! OFFICE OF EXPERIMENT STA
% G Vy aN DRAINAGE INVESTIGATIONS “fh Bb Z cia |, S.H.MSCRORY. CHIEF a ne i B Ss ‘2 yee BIG BLACK RIVER VAI ss ae ie te: MISSISSIPPI ss { fy . ay SHOWING PROPOSED PLAN OF FLOOD CONTROL
Prepared to accompany a Report upon the Reclamation of the Overflowed Lands along the Big Black River, Mississippi
H LEWIS A. JONES, DRAINAGE ENGINEER Assisted by WJ SCHLICK, Drainage Engineer, and CE RAMSER Assistant Drainage Engineer
1914
SCALE OF FEET ror ps0 Toso 00) co co Tone Treo
F 00° o- Wetrpay gp» é
ri =. . Se, POE y LEGEND es Mm OX
District Numbers f County Line Proposed Levee. = Township Line. Proposed Flood Gore: bf Section Line Proposed Ditches Hill Line- Ditch Numbers Timber Lin + Station Numbers_ Public Roads. Proposed Channel Clearing = Surface Elevations (Gulf Dalum, Bench Marks. 7 Botfor Elevations
High Water: Width of Channels
WL Nichole. te!
to Vaiden
se Pe Us eee TS
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Fig. 10 i SHEET 2 of 8 Sheets = |
om
7 US DEPT. OF AGRICULTURE BUL 181 OFFICE OF EXPERIMENT STATIONS
DRAINAGE INVESTIGATIONS | S.H!MECRORY. CHIEF
BIG BLACK RIVER VALLEY _- MISSISSIPPI SHOWING PROPOSED PLAN OF FLOOD CONTROL
Prepared to accompany & Report upon the Reclamation of the Qverflowed Lands along the Big Black River, Mississippi
LEWIS A. JONES, DRAINAGE ENGINEER
Duealiconrberinaais
Assistec by WJ SCHLICK Dreinage Engineer, and CE RAMSER, Assistant Drainage Engineer 1914 SCALE oF FEET Tee te a ere
District Numbers Proposed Levees Proposed Flood Gate Proposed Ditches. Ditech Numbers _
Station Numbers_
Frooosed Channel Clearing. Bench Marks. __ HighWater __
<ee > Lalor ee
~
County Line -_.- Township Line Section Line.-
Hill Line__-
Timber Line-
Public Roads.__
“Surface Elevolions (Gulf Datum) 3637 Bottom Elevations. — — (e2y
Width of Chonnels._- goyjam.
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c= ma. = | a | 4 || a i i Fig. 10 SHEET 3 of & Sheets | DRAINAGE INVESTIGATIONS S H.MSCRORY CHIEF 2 yy BIG B LAC K RIVER VALLEY eS Z AN (2
MISSISSIPPI vaiden uy ‘ i
SHOWING PROPOSED PLAN OF FLOOD CONTROL
1 the Reclama jack River, Mis:
ed 19 Bccompany a Report Overflowed\Lands slong the Big
LEWIS A. JONES, DRAINAGE ENGINEER Assisted by WJ'SCHLIGK, Drainage Engineer, and GE RAMSER) Assistant Drainage Engineer sé
OWG > y = 4 1914 % Ln } Aer anes zins 2
ul SCALE-OF FEET
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District Numbers -_-_-.---_--- County Lint Proposed Levees —-- Townshio
Proposed Flood Gore: Section Li Proposed Ditches- Hill Line Ditch Numbers __- Station Numbers _________
Proposed Channel Clearing. Bench Marks.._----- Bottom Ele HW. Width of rp, Ee 2 Z Wild Nichols det
High Water.
Fig. 10
SHEET 4 of 8 Sheets
JRE. BUL {af OFFICE OF EXPERIMENT STATIONS
DRAINAGE INVESTIGATIONS S.H MECRORY, CHIEF
BIG BLAGK RIVER VALLEY MISSISSIPPI SHOWING PROPOSED PLAN OF FLOOD CONTROL
© atGOmpany 5 Report upon the Reclamation of the lowed Lands along the Big Black River, Mississippi
EWIS A, JONES, DRAINAGE ENGINEER
\sfed by W.) SCHLICK, Drainage Engineer, and E\RAMSER, As Drainage Engineer
1914
SCALE OF FEET
oo ze0o 208 ry S WS SS
S
Y
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ai ES baa _7/
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District Numbers — Proposed Levees __ Proposed Flood Gates Proposed Ditches. Ditch Numbers -___ Stotion Numbers_____ Fraposed Channel Claaring-
Bench Marks..____---- =
Surface Elevations (Gulf Datum)
Wi D Nichols, del.
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Station Numbers___- =e Be Public Roads.
Froposed Channel Clearing: Surface Elevations (Gulf Datum). Bench Marks. 3 BMo24 Bottom Elevations.
High Water
\ ; Wee een
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LEGEND 6 County Line
Se EW, Width of Channels... BoP,
mt
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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 GE RAMSER, Assistant Drainage Engineer
1914 SCALE OF FEET eee a a a)
Will D.Wichols, dal
i a | Pe
Fig. 10 SHEET 6 of 8 Sheets
US DEPT OF AGRICULTURE. BUL 181 OFFICE OF EXPERIMENT STATI DRAINAGE INVESTIGATIONS S.H.MSCRORY, CHIEF
BIG BLACK RIVER VALLE MISSISSIPPI
SHOWING PROPOSED PLAN OF FLOOD CONTROL ~
Prepared to accompany 4 Report upon the Reclamation of the © Qverflowed Lands olong the Big Black River, Mississippi
LEWIS A. JONES, DRAINAGE ENGINEER Assisted by WJ SCHLICK, Drainage Engineer, and © E RAMSER, Assistant Drainage Engineer
| 1914 } re Seave of reer ; | ; Es SSS ate
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ta
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i Fig. 10 : SHEET 7 of 8 Sheets
U.S DEPT, OF AGRICULTURE, BULIBI OFFICE OF EXPERIMENT STATIONS. DRAINAGE INVESTIGATIONS ~_S.H.MSCRORY, CHieF
BIG BLACK RIVER VALLE
MISSISSIPPI SHOWING PROPOSED PLAN OF FLOOD GONTROL
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 _ GE RAMSER) Assistant Drainage Engineer
1914
SCALE OF FEET 208 eee Toca "09 we 2207
10)
8 (348) 7X
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Surface Elevations (Gulf Datum) _ sea Bottom Elevations... _ - - (3629 ; ae Width of Channels. fOP----------40 te
Will D Nichols, tel
—————————————
LEGEND )
County Line P ea Township Line a Section Line —
Hill Line
Timber Line
Public Roads
Surface Elevations (Gulf Dat
Wo AS eR eR aE N
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Bottom Elevations (1624 Ben Marks o AMD24 High Water AW
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1 SHEET 8 of B Sheets
“ff “Gu US DEPT. OF AGRICULTURE BUL 1B OFFICE OF EXPERIMENT STATIONS vA DRAINAGE INVESTIGATIONS S.H.MSCRORY. CHIEF
BIG BLACK RIVER VALLEY MISSISSIPPI
SHOWING PROPOSED PLAN OF FLOOD CONTROL
Prepared to accompeny a Report upon the Reclamation of the Overflowed Lands along the Big Black River, Mississippi
\ bi “9 ‘ : LEWIS A. JONES, DRAINAGE ENGINEER J , Assisted by W.1 SCHLICK Drainage Engineer, and , y, . + C.E.RAMSER Assistant Drainage Engineer / we 1914
SCALE OF FEET
Wi D Nichots, det.
=
Fig. II : : Pai of Ditch No.4, District No.|
CEPT. SPAGRICULTUBE BUL (81 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
Yel of Ditch Na / Wathiston-Eupore Road|
ta 2 57-Outh
TSN, T20N,|
Southern Railway
Ss
iboro-Columbus Road
(
a
\S/g Black River RSE ens 0E,
LEWIS A. JONES, DRAINAGE ENGINEER 7 Assisted by WJ SCHLICK, Drainage Engineer, and | S F | Gag CE RAMSER, Assistant Drainage Engineer
1S Bot~ jot 25 Bot BERS S 4- P Ears ‘Bottom =f 45 Botfom| ---=-- 32'|Bottom - +25 Bottom — 18 Bot+/6 Bet 1 9 ] 4 900 $00 400 300 200 100 STATIONS Elevations refer to Gulf Datum ‘
Profile along General Course of Proposed Levees T
fgomery Co
App Road iN,
‘hoctaw Co, Stews Morte
“ui bec) lee
/bleyton Road
5 to Starion 1500.
Ny 8 & 2 s 2
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| 1
Powells Ferry
‘arroll Co,
Carroll Co. Wontgomery Ca.
STATIONS:
Valden Pike
TATN,
Road from Beatty T18N.|Atta/a Co.
‘SCO Holmes Co. Carrol! Co.
|
Station15 00-10.
SC/
RN
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Kos
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berdeen Branch
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Attala Co.
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i 2E. iS
Moores Ferry Road
Su
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Vicksburg Road,
Garon 4600 7e S7aT107 2.
Ground Surface
1
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| x
Askew Highway Bridge
Henrys Ford
——
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