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^^K^
(C>
ANNUAL REP0!RT
OF THE
MISSISSIPPI RIVER COMMISSION
FOR THE
FISCAL YEAB ENDDTG JUliraS 30, 1893;
BBINO
APPENDIX YY
OF THE
AWiUAL REPORT OP THE CHIEF OP ENGINEERS POR 1893.
C. B. COMSTOCK, Colonel,* Corps of Engineers, Bvt. Brig. Oen., U. S. A.,
Prendeni,
CHARLES B. SUTER, Ldeat. Colonel, Corps of Engineers^ U. S. A.,
O. H, ERNST, li^or. Corps of Engineers, U. S. A.»
Mb. henry L. whiting, Assistant, U, S. Coast" and Geodetic Survey,
Mr. B. M. H*ARR0D,
MK. ROBERT S. TAYLOR,
Ms. HENRY FLAD,
Commissioners.
^WASHINGTON:
QOYEBNMENT PRINTING OFFICB,
1893.
Ziy^ 1010.5
/kM^ylCtA4 /jv>K>t i>^>vUK
■ (
[extract prom the annual report of the chief of engineers
to the secretary of war.]
Office op the Chief op Engineers,
United States Army,
Washington^ D. C, September 19, 1893.
MISSISSIPPI RIVER COMMISSION.
The Mississippi River Commission, constituted by act of Congress of
June 28, 1879, is in charge of the improvement of Mississippi Biv^r be-
tween the mouth of Ohio Eiver and the head of the Passes and of sur-
veys of the entire river.
The commissioners during the past year were Col. C. B. Comstock,
Corps of Engineers, president; Lieut. Col. Charles R. Suter, Corps of
Engineers; Maj. O. H. Ernst, Corps of Engineers; Henry L. Whiting,
assistant, U. S. Coast and Geodetic Survey; B. M. Harrod, Robert S.
Taylor, and Henry Flad.
The report of the Commission upon the operations under its charge
for the fiscal year ending June 30, 1893, is submitted as Appendix Y Y.
JSstimatesfor the fisccU year ending June 30, 1895. — The following es-
timates of fands required for carrying on the works under its charge for
the year ending June 30, 1895, are submitted by the Commission:
For improving Mississippi River from head of the Passes to the mouth of
Ohio River, inclnding salaries, clerical, office, traveling, and miscella-
neous expenses of the Mississippi River Commission $2, 6B5, 000
For improving harhors at —
New Madrid, Mo 75,000
Memphis, Tenn 100,000
Greenville, Miss 200,000
Vicksburg, Miss. (Delta Point) 150,000
Natchez, Miss., and Vidalia, La 400, 000
New Orleans, La 300,000
For improvement at head of Atchafalaya and month of Red River, Louisi-
ana 350,000
Total 4,240,000
• ••••••
III
APPENDIX Y Y.
akhruaz irbpobt of the mississippi bivbe commission foe the
fiscal teae endino june so, 189s,
Abmy Building,
Kew York City^ June 28, 1893.
SrR: The MissiRsippi Biver Gonimission has the honor to submit its
anBual report for the fiscal year ending Jnne 30, 1893.
The act approved July 13, 1892, appropriated the following sums to
be expended under the Commission:
ImpTOTement of—
Memphis Harbor, Tenneesee $25,000
Vieksbarg HarlMr, Mississippi 80,000
GreenviUe Harbor, Mississippi 100, 000
liatobez Harbor, Mississippi > gQ qqq
Yidalia Harbor, Louisiaiia ) '
Atchafaliiya and Red rivers 80, 000
Mississippi Biver 2,000,000
The last-named sum was distributed as follows:
Levees $1,500,000
Channel works (construction) 333,000
Channel works (dredging) ' 35, 000
Plant 110,000
Surveys, gauges, and ol^servations 22,000
Details of allotments are shown in the financial statements.
Transfers of allotments and of previous balances have been made as
follows:
The levee system having been redistricted balances of previous allot-
ments for levees was transferred to the new titles. Prom Plum Point
925,000 has 'been transferred to rebuilding the steamer Mississippij
$15,000 to dredging experiments, and $2,000 to surveys, gauges, and
observations.
First and second districts: From the balance for Memphis Harbor
has been transferred $7,431.78 to Hopefield Bend. From Ashbrook
l^eck has been transferred $25,000 to plant for the third district.
From the general service its remaining balance of $46,345.33 has been
transferred to surveys, gauges, and observations under the secretary.
The act approved March 3, 1893, appropriated the sum of $2,665,000,
to be available July 1, 1893.
From this distribution has been made as follows:
Levees $1,500,000
"Channel works (construction) 455, 000
Dredging experiments 40, 000
Plant .-- 292,000
Surveys, gauzes, and observations 132,000
Expeusesof Mississippi River Commission 40,000
leaving unallotted $206,000, of which $150,000 is held awaiting the results of tha
dredging experiments.
8641^
3546 REPOBT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
Since the last report of the Commission five meetings have been held,
as follows: In New York on June 22, August 2, 1892, and June 26,
1893; on the steamer Misswsippi November 5, 1892, and on the steamer
Gen, Barnard on May 6, 1893. The two last-mentioned meetings have
included inspections of the works.
OFFICE AND SURVEYS, GAUGES AND OBSERVATIONS.
Triangulation, — At the date of the last annual report the trian ^lo-
tion party on May 31, 1892, had reached Fairport, Iowa. Subsequently
this work has been extended upstream a distance 116 miles, and to
within 9 miles of Dubuque, Iowa, by August 26. This is, at present,
the northern limit of the triangulation of the general survey which the
Commission is directed to extend from the Head of the Passes to the
headwaters of the Mississippi Eiver. This survey, complete in its
triangulation, topography, and hydrography, is now finished from the
head of the Des Moines Rapids to Donaldsonville, La., 79 miles above
New Orleans. The leveling and triangulation is finished to the Head
of the Passes.
The survey down to Donaldsonville, done by the Commission in 1883,
connected with a survey in 1879, extending up to Donaldsonville from
the Head of the Passes, by the U. S. Coast and Geodetic Survey. It
was considered advisable, in order to obtain the information which is
best given by comparative surveys and to secure uniformity of method
and detail, to extend the survey of the Commission from Donaldsonville
down to the Head of the Passes. Accordingly a party entered the field
at Donaldsonville on December 13, 1892, to make such triangulation a«
might be found necessary, from lapse of time, in a region which had
already been triangulated by the Coast and Geodetic Survey, and to
mark the stone lines which form part of our system. Descriptions of
triangulation of located points were ftimished by the Coast and Geo-
detic Survey, and enough of them were found to render secondary
triangulation unnecessary.
This party reached Kennerville, La., 62 miles below Donaldsonville
and 17 miles above New Orleans, on January 12, 1893, and completed
the triangulation to the Head of the Passes, an additional distance of
94 miles by the river, on March 15.
Precise leveling, — The foregoing party was suflBciently strengthened
at Kennerville to add to its duties the extension of the line of precise
levels which the Commission had already run from Duluth and Chicago,
on the Great Lakes, across to and down the Mississippi River to New
Orleans (with a branch line to tidal level of the Gulf of Mexico at
Biloxi, Miss.) down to the Head of the Passes.
The practicability of this extension, as it enters the low and marshy
tracts bordering the river near the Gulf, has generally been considered
doubtful on account of the instability of the soil. The experience of
this party still leaves the work with an uncertain value, and it will be
most important to rerun this line, after sufficient time has elapsed to
give comparative results, in order to prove the permanence of the
bench marks or ascertain the causes of their instability.
Topography and hydrography, — On September 1, 1892, a party entered
the field at Hannibal, Mo., to continue the upstream extension of the
topography and hydrography of the Commission's survey. By the end
of the working season, on November 10, a river distance of 69 miles was
covered, and the work was suspended at a point near the head of the
Des Moines Bapids, 10 miles above Keokuk, Iowa.
I
\
<s
APPENDIX Y Y — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3547
Mapsj publieatianSj etc, — ^The condition and progress of the publica-
tion of the charts of this survey may be stated as follows:
Tlie map of the alluvial region, reaching from the Gulf of Mexico up
to Cax)e Girardeau, Mo. (scale 1 inch to 5 miles), is complete in 8 pub-
lished sheets.
The 1 inch to the mile map is complete from the Head of the Passes
to Orafton, 111., 1,289 miles by river, in 41 sheets.
The charts on a scale of 1:20000 are now complete from Donaldson-
ville, La., to Grafton, HI., 1,116 miles by river, in 84 sheets. Four sheets
have been issued since the last report.
The charts on a scale of 1 ilOOOO are now complete from Donaldson-
ville. La., to just above Quincy, III,, a distance by river of 1,235 miles.
Seven have been completed since the last report.
During the year 25 gauges have been maintained in good order by
the Commission and daily observations read. The collection, tabala-
tioB, and publication of these gauge records, together with others kept
by Ms^ors Mackenzie and Allen and by Captains Willard and Taber, of
the Corps of Engineers, and by the Weather Bureau, aggregating 32
on the main river .'vnd 26 oh the tributaries, has been brought down to
include the year 1892. An improvement in the construction of gauge
bulletins, designed by Assistant Engineer Ockerson, adding materially
to their strength and durability, is being made as last as reconstruc-
tion is required.
The publication of the gauging of the main river and of its tribu-
taries, made under the direction of the Commission at different points
and stages, has been continued to include the year 1892.
An exhibit, consisting of various maps, observations, and methods
of the Commission^ has been preparedaudplacedin the World's Colum-
bian Exx)osition.
An interesting study and report on eighteenth century maps of the
Mississippi Eiver has been made by Captain Palfrey, secretary of the
Commission. These show great topographical ability on the part of ^he
authors, and indicate that the constant and rapid changes observed in
the river are local, and of detail, and mainly caused by cut oil's, and
that the great features of curvature are permanently characteristic.
During the year the steamer Mississippi lost her upper works by fire,
and the Pete Kirns was crushed in an ice gorge. The former is being
rebuilt and the lafter replaced by purchase.
Diligent efforts have been made this year by the secretary and the
dJatriet officers to collect commercial statistics of the river, and much
greater success has been obtained than in previous years. The analysis
of the information received from the Mississippi Valley Transportation
Company, by the secretary, shows in a clear light the importance of
improved low-water navigation. The result of their labor will be found
in their several reports and appendices.
Further details of the transactions of the Commission and of its office
will be found in the report of Captain Palfrey, secretary, and the sev-
eral reports of assistant engineers and the appendices attached thereto,
FIRST niSTKICT (CAIRO TO FOOT OF ISLAND 40, 220 MILES).
ColnmbtiSy Ky.^ 21 miles helow Cairo. — ^This work is intended to pro-
tect the front of the town against erosion. It covers 2,200 linear feet
of bank and was completed in 1891. It has accomplished its purpose,
and, at present, requires neither repairs nor extension.
Hickman^ Ky.^ 36 miles below Cairo, — At this point the hills reach the
3648 EEPOfit OP THE CHIEF O^ ENGlNEEftS, V. S. AKMY.
river, and on and below them the city is located. For several years
caving of the alluvial bottom lands, both above and below tlie bluffy
had been going on rapidly, while the harder hill formation has success-
rftilly resisted the attack of the current. At one time there was a railway
terminus above the bluff, but this was abandoned before appropriations
for the improvement were made. Therefore, from the small value of
the land above the hill, from the great extent of work whicli would
have been required to protect it, and because the bluff made a safe head
ft» the work, a project was adopted for starting a revetment there,
extending 1,000 feet downstream. This work was built in 1890 and
has accomplished its purpose. It is possible that an extension both in
width and length may be required as the floods have damaged the lower
end and increased the depth along its outer edge. The repairs so far
necessary at the lower end have been made and additional ballast
placed on the shore m^ts.
If etc Madrid, Mo.j 71 mxlen below Cairo. — The project fortius improve-
ment consists of a revetment along the front of the town, from Dry
Slough downstream, to protect it against erosion. The stone for the
work has been delivered on the bank, and construction will commence
as soon as the water has fallen sufficiently to make it practicable.
Plum Point Reach, 147-186 miles below Cairo, — This reach has a
length of about 40 miles. The several works designed for its improve-
ment are detached and consist of continuous and interrupted revet-
ments of spurs, dikes, and training walls. These are all intended to
cooperate in confining and directing the channel throughout the limits
of the reach. Reference is here made, in detail, to each of these works
and its present condition, in geographical order, beginning at the
upstream end.
Daniels Point revetment. — This revetment was commenced in 1888,
to maintain the conditions and direction in which the river entered the
reach. At that time about one mile was built, with the intention of
extending it upstream, in subsequent years, as far as might prove neces-
sary. Slight repairs were required during the fiscal year ending June
30, 1892, and others of a more extensive character have been necessary
during the past year. The work is in a very exposed position and,
owing to the short length of bank covered, is liable to serious attack on
either flank. All repairs were repeated on March 1, 1893, and the work
is now in good order. Preparations are made to extend it 1,()00 feet
upstream during the early summer.
Ashport Bend revetment. — At the date of the last report this revet-
ment had been extended downstream to a point 6,750 feet below Ash-
port. Its extension has been actively pushe<l during the working season
of the past year, and by February, 1893, when work was suspended by
high water, 8,504 additionalfeet of bank had been covered. This leaves
only about 4,000 feet to complete this part of the project. Considerable
difficulties were encountered on this work, in some parts owing to the
unstable nature of the soil and in others from the great number of
cypress stumps, both of which added much to the time and cost of
grading. The mats below low water range in width from 200 to 240
feet.
Oold Dust dikes. — ^These dikes remain as they were described in the
report of 1891. No further work is now contemplated, as the projected
dikes in Elmot and Island 30 chutes will better accomplish the results
that would be gained by their maintenance.
Fletchers Bend revetment, — This work, commenced in 1884, had reached
at the time of our last report a continuous development of 12^900 linear
APPENDIX T Y — REPORT OF MISSISSIPPI BIVEB COMMISSION. 3649
feet. Below tbis was three detached pieces, aggregating abont 3,300
feet, practically giving a length of 17,400 feet of protected bank. It is
proposed to connect these detached pieces as soon as circumstances will
permit, and an allotment is made for that purpose. The repairs required
daring the past year have been unimportant.
JBlmot and Island 30 chutes. — ^It has been necessary to postpone so
far the construction o*^ the dikes across Elmot and Island 30 chutes.
This work is now proposed as part of the operations of the coming
season. These will be low- water dams, intended to turn the low- water
flow from these by-ways, and divert it into the main channel, for the
improveTnent of Fletchers and Elmot crossings. An allotment has
been made for the purpose and the required amount of stone has been
deUvered on a convenient part of the bank. The object of these dikes
has been to a certain extent anticipated by sinking mats, heavily bal-
lasted with stone, over the drift racks accumulated in the chutes.
Flum Point revetment and dikes. — No work has been done or is at
present intended here.
Osceola revetment. — At the date of last report this work had a length
of 5,500 feet, which is apparently sufficient for protecting the bar.
Osceola and Bullerton dikes. — No work has been done or is at present
intended here.
Bullerion revetment — This is one of the earliest revetmentiS built by
the Ck>mnussion. It had a width of only 100 feet. It has done good
service, bat recent changes in the channel have subjected it to a strain
which makes it necessary that it should be largely if not entirely rebuilt
with greater width and strength.
Levees. — The only levees at present in this engineer district are in
the vicinity of Plum Point, in connection with the channel improvement.
An allotment of $264,000, under the provisions of the act of July 13,
1892, has been made for the levees of the lower St. Francis Basin, fipom
Point Pleasant to Helena, with a frontage of 228 miles. Surveys and
contracts will be made as soon as practicable after the overflow, to com-
mence the construction of the levees of this district, beginning at Bear
Bayou and extending upstream as far as the allotment will permit.
Surveys^ gauges, and observations. — During the year the usual surveys
were made in this district in connection with the works of channel
improvement and with levees. Special surveys were made of a shoal
crossing near New Madrid, and of the lower portions of the Wolf and
Caloosabatchie rivers, in connection with Memphis Harbor. Also spe-
cial examinations, by soundings, have been made of the revetments of
this district, with the view of ascertaining the condition of such work,
and the cause of such defects as might be detected. The results of
this and similar examinations made in the other districts will be dis-
cussed in another part of this report. All details of these examinations
with an important discussion, as well as of all other transactions in this
district will be found in the appended report of Capt. S. W. Koessler,
in charge of the district, and in the reports of his assistant engineers.
High or low water discharge measurements were made at Columbus,
Ky.j ^ew Madrid, Mo.; Fulton, Tenn., and Helena, Ark.
BBCOKD DISTBIOT (ISLAND 40 TO MOUTH OF WHITE BITEB, 180 MILES).
Eopefield Bendy Ark.^ 225 miles below Cairo. — The revetment built'
in this bend is intended to cooperate with the local work along the
front of Memphis Harbor. It was commenced in 1882, and has, year;
^7 year, except when revetment work was Interdicted by Cougress,^
3560 REPORT OF THE CHIEF OP ENGINEERS, U. S. ARMY.
been carried to a completion in 1889. Such injuries have been caused
hy floods and such repairs made as have been described in previous
reports. After the flood of 1892 repairs aggregating 4,200 linear feet
and the strengthening of about 1,300 feet were found necessary. This
was done during the past low- water season, but other breaks, four in
number and aggregating 1,600 feet in length, have occurred during the
past flood.
Memphis Harbor^ 230 miles below Cairo. — ^Without the holding of
Hopefield Bend by the revetment just rex)orted on the harbor of Mem-
phis by this time would have been largely obstructed by the extension
of the sand bar below Old Hen Island. As it is this bar has
encroached on the front so as to overlap the paved landing about 150
yards. The other harbor works, consisting of 7,500 feet of revetment
and 2,000 feet of spur protection, have accomplished their object and
continue in good order.
Nonconnah Rocks^ 286 miles below Cairo, — ^Contract has been made
for the removal of this obstruction to the channel on the left of Presi-
dents Island, to a depth of about 8 feet below low water, during the
coming sea^son.
JBelma Harbor^ 306 miles below Cairo. — This work remains in the
condition described in the last report of the Commission. It consists of
600 linear feet of revetment and five spurs, covering a frontage of
about 3,000 feet, which includes the most important part of the harbor.
The lower end of this work is still incomplete, but the objects sought
seem fairly established and no further work is in contemplation at
present.
Levees. — In this district are included the lower part of the lower St.
Francis Basin, to which allusion has been made in the report on the
first engineer district, also the Upper Yazoo levee district^ 244 to 365
miles below Cairo, and the levee districts in the White liiver Basin, 306
to 385 miles below Cairo. The levees of the Upper Yazoo levee district,
about 120 miles long, are in a higher state of efficiency than those of
most other parts of the system. They have generally grades 3 or 4 feet
above the highest recorded water, full crowns and sections, and ban-
quettes where the height makes it advisable. No crevasse has occurred
in this district for the last tvro years. The work of the past year has
been an enlargement of section over 5 miles, and the construction of a
new levee about 1 J miles long at a point threatened by caving. The
proposed work for the coming year is a ftirther enlargement of about 10
miles and the construction of a new levee about 3,500 feet long.
The work done in the past year by the General Government was
503,448 and by the local authorities 439,106 cubic yards.
The White River Basiu, extending from Helena to the mouth of White
River, about 78 miles of frontage, comprises a projected system of levees
throughout its length. Work on these has been commenced on both the
upper and lower ends, as giving the most immediately valuable results in
protection from overflow. At the date of the last report the upper section
extended about 21 miles below Helena and the lower section wa« about
19 miles long, leaving a gap of about 24 miles. During the year this
gap has been reduced about 4 miles, and a long section of existing
levees has been raised and strengthened. These levees, as far as built,
are generally of fair grade and section. It is proposed during the
coming year to reduce the intervening gap as much as the allotment
will permit.
Surveys, gauges, and observations. — The surveys necessary for informa-
tion concerning several works and the condition of the river in the dis-
appendix: y y— beport op Mississippi biver commission. 3551
trict have been made during the year, and also many borings to gain
information coneeming the character ot the soil at depths to which the
channel reaches and to whicli revetments must necessarily extend.
S{>ecial surveys of revetments such as were described in the first district
were everywhere made and will be discussed hereafter.
Full accounts of the operations of this district will be found in the
reports of Gapt. S. W. Koessler and of his assistant engineer^ and in
their appendices.
THIBD nXSTBICT (FROM WHITE RIVER TO WARRENTOZNT, MISS., 220
MILES.)
Zfoke Bolivar fronty 417 miles below Cairo. — ^This work, consisting of
4,400 linear feet of revetment, intended to protect the Lake Bolivar
levee and its site, was completed in 1889. It has accomplished its pur-
pose. During the coming year it is proposed to make the necessary
repairs, which are slight.
Ashbroolc Neek revetment^ 446 miles below Cairo. — This important
work had in view the prevention of a cut-off at the upper end of the
narrow necks, formed by the remarkable series of reverse curves in the
river just above Greenville, and known as " The Bends." It was
apprehended that a cut-off at this point would, by shortening the local
length, so increase the slope and velocity of the river that the rate of
caving would be much augmented, other cut-offs would occur, the har-
bor of GreenvUle be destroyed, many miles of levee lost, and a general
disturbance induced of the conditions of this part of the river which
are now tolerably stable and quite favorable for navigation. The work
was designed to consist of a continuous revetment 8,000 feet long with a
width of 300 feet below low water, or as near that as is practicable. Work
was commenced in 1890, during which season 2,820 feet were laid.
During the next year, besides the repairs which were necessary at the
lower end of the previous season's work, an extension of 2,500 feet
downstream and 1,500 upstream was made. During the past season
the work was completed by a further upstream extension of 2,610
linear feet. To assist in the same object a spur dike or levee was built
down the axis of the point to obstruct the overflow across the neck.
Although this part of the work was badly damaged by the floods it
accomplished an important result by accumulating a large quantity of
drift and sand. Ko further work is now contemplated at this point.
Greenville Harbor ^ 478 miles below Cairo. — The object of this improve-
ment is the protection jfrom caving of the bank on which the city of
Greenville is built. The first project proposed only the construction
of a series of spurs along the city front. This was accomplished in the
years 1887, 1888, and 1889. They gave an immediate local result, but it
was soon recognized that the caving in the bend above was so rapid
that, to preserve the existing work and the city, it was necessary to
extend a revetment upstream until a stable bank was reached. This
was commenced in 1891, during which year 6,600 linear feet of mat
work, similar to that at Asbbroo^ Feck, was laid. During the past
season 4,450 feet have been added. It is proposed to continue the
work as fast as circumstances will permit.
LaJce Frovidentfe Eeach^ 512-572 miles below Cairo. — ^The reports of
the last and previous years have given full details of the various works
of channel improvement comprised in the system for the rectification of
this reach. At the date of the last report the revetment of Louisiana
Bend, commenced in 1889^ had a length of 11,024: feet, all in good
3552 BBPORT OF THE CHIEF OF ENGINEERS, U. S. ABMY.
order. During the past year 5,835 feet have been added, makings *
total length of 3} miles. Notwithstanding the destruction of many of
the earlier works built in this reach, and the failure of the continued
operation of others by the extensive caving in bends opposite the eon-
•traction works, which it was not in the power of the Oommissioii ix>
prevent, partly from lack of funds and partly from legislative restric-
tions, the beneficial results secuxed for navigation are not lost. It is
not proposed to continue any work in this reach during the coming
season for reasons that will be given hereafter.
VioJc8burg Harbor and Delta Point, 599 unties below Cairo. — Since tlie
cut-off of the i)oint opposite Vicksburg in 1876 a persistent and suc-
cessful effort has been made to prevent the caving of Delta Point. An jr
further recession of this point wonld not only add to the commercial
disadvantages under which this city rests as the result of the cut-olX^
but would also very materially increase the cost and diflSculty of any
plan^ that can be devised for the improvement of the harbor. The
maintenance of this point has therefore been regarded as the key of the
situation to which all other features were sulK>rdinate. Besides this
work at Delta Point the dredging of a canal of navigable width and
depth at the lowest stages, leading from the main channel of the river
into the east end of the lake form^ by the cut-oft' and along the com-
mercial front of the city, was undertaken in 1887. To protect it against
silt-bearing currents in higher stages a dike is being constructed, with
excavated material across the lake at the head of the canal, and has
now reached a height of 25 to 35 feet above the zero of the Vicksburg
gauge.
The Delta Point revetment has been succe^ssful and is now in efficient
order. Its permanence is, however, threatened by a very considerable
increase of depth from scour along its outer edge. It is therefore pro-
posed, during the coming working season, to increase the width and
take all other necessary precautions for the preservation of this mat
work.
The results of dredging in the canal have not been encouraging,
more particularly in the last two years, during which 559,721 cubic
yards have been excavated and a refill of 298,000 yards, or over 53 per
cent, has occurred. The total excavation since 1887 should have given
a prism with a contents of 1,416,165 cubic yards, of which only about
1,000,000 yards, or 70 per cent, can now be found. It w^ill be observed
that the fill has occurred at an increasing rate as the excavation has
been deepened. *
The river and harbor bill of July 13, 1892, adopted the plan of Gapt.
J. H. Willard, Corps of Engineers, for an improvement of Vicksburg
Harbor, and made an appropriation for its execution. This project
contemplates the diversion of the Yazoo Eiver from its present outfall
into the east end of Centennial Lake and along the city front. When
this plan is put in execution the dike under construction by the Com-
mission, across the head of the canal to protect it against silt-bearing
currents, will be an obstruction which it will be necessary to remove.
But, in view of the past experience in dredging, it is evident that an
exclusion of the sediment-charged flow isneccNsary to the success ot
the canal. The Commission therefore recommends that no further work
be done ux)on the dike across the head of the canal, and, also, in view
of the importance of this dike to the successful completion and main-
tenance of the canal, that further dredging be suspended.
LeveeSj Lower Yazoo district. — ^This district is on the left bank^ with
a river frontage of 215 miles and a development of levee line of about
f
APPENDIX Y Y — ^REPOBT OP MISSISSIPPI RIVER COMMISSION. 3553
ISO mfles. With that of the Upper Yaaoo district it completes tbe
protection of the Yazoo Basin. The levrees of the district have gener-
ally comparatively fair grades, crowns, and slopes, with banquettes on
the land side where the heights are great. They have successfully
^thstood the great floods of 1892 aud 181)3 without a break. Daring
the last fiscal year the Government work has consisted iu raising and
strengthening about 20 miles of the line to standard grade and dimen-
sions. Similar work will be prosecuted under the aDotment for the
coming working season over about 30 miles.
Upper Tenscbs district. — ^This district is on the right bank of the river,
extending from the Arkansas Biver down to the Louisiana line. It has
a length of about 85 miles. The head of the system rests on moderately
high land on the bank of Amos Bayou, about 7 miles back from the
Mississippi at Lucca Landing. This location gives fair protection to
the Tensas Basin against flood coming exclusively down the Mississippi,
bat when the Arkansas is in flood at the same time a large volume
escapes around the head of those levees into the Tensas Basin. This
overflow in 1892 amounted to 300,000 cubic feet per second. The Com-
mission has now under advisement plans of extension to prevent this
condition of affairs. The general condition of this line of levees is very
far inferior to those heretofore described on the Yazoo Basin front.
While the levees recently built both by the General Government and
by the State authorities of Arkansas and Louisiana are of standard
grade and section, yet many old-time levees are still remaining which
were. topped during the last two floods and have very weak sections.
The length of these deficient parts was estimated during the flood of
1892 at about 40 miles. This has been materially reduced during the
past year by the placing of 1,203,000 cubic yards of earth by the Gen-
eral Government. Similar work will be prosecuted during the coming
low- water season by the building of about 1,100,000 cubic yards. Even
with these expenditures there will still remain in this district about 25
miles of low-grade and weak levees, which are an annual source of dan-
ger and expense. During these same periods about 250,000 cubic yards
have been placed and undertaken by the State organizations.
There have occurred in this district from the flood of 1893 four cre-
vasses.
Middle Temas district, — ^This levee district is on the right bank and
is continuous with the Upper Tensas, from the Louisiana State line down
to a i>oint opposite Warrenton, Miss., 10 miles below Vicksburg, It
has a levee length of 87 miles. While the grades and sections of these
are generally rather better than those of the Upper Tensas, yet many
of them require very material improvements to make them safe*, and
many more are threatened with caving in the very near future, and large
expenditures will be required within the next two or three years, if not
sooner, to preserve the continuity of the line. This caving is graphi-
cally shown In the plate accompanying the report of Assistant Engi-
neer Ockerson (Appendix 4 F, Report 1802) on the relative rate of cav-
ing in different parts of the river.
During the past year the General Government has built 460,000 aud
the State organizations 258,000 cubic yards of levee in this district.
During the present flood there has occurred one crevasse at Wylys.
This is a most disastrous one, having an observed divscharge of 200,000
cubic feet per second. This, with the crevasses iu the Upper Tensas
district, all discharge into the Tensas Basin, and the overflow is collected
and returned into Lower Red and reaches the Gull through the Missis-
sippi and Atchafalr.ya rivers. In this emergency the General Govern-
miGc93 ^223
3554 REPORT OF THE CHIEF OP ENGINEERS, U. S. ARMY.
ment has rendered efficient assistance in the supply of labor and rrvRte-
rial and in inspection, patrolling, and other services which could be l>est
rendered by the steamboats and barges under the-control of the district
officer.
Surveys J gauges^ and observations. — Full surveys have been made dur-
ing the year of all the works of channel improvement in this district,
also many levee surveys. Discharge observations have been taken at
Arkansas City and Wilsons Point, on the Mississippi, and also ou 'tlie
Arkansas and White rivers.
As in the first and second districts, special examinations have stiso
been made here into the condition of the revetments of the district.
The results of these, with important discussions, are presented in tlie
appendices containing the reports of Captain C. McD. Townsend a^ml
his assistant engineers. In these appendices full details will be found.
of all the transactions in this district. The results of the special
examination of revetment work will receive consideration in auotlier
part of this report.
FOURTH DISTRICT (WARRENTON, MISS., TO HEAD OF PASSES, 484
MILES).
Ifatefiez^ Miss.^ and Vidalia, La.j ffarhors, 700 miles below Cairo. —
This improvement will consist mainly of bank revetment, intended ta
avert a cut-off through the point above the harbors in question, by
which the Vidalia bank would be badly eroded, and a sand bar formed
in front of Natcliez. As the appropriation was entirely insufficient to
undertake a very large amount of revetment required, it was deter-
mined by the Commission to confine the year's operation to the con-
struction of a spur levee, to prevent the injurious and dangerous flow
in high water across the point. Surveys for this have been completed
and the work will be done as soon as the high water sufficiently sub-
sides.
Eectificafion of the Red and Atchafalaya rivers, 761 miles below Cairo. —
The condition of affairs remains the same at this point as was described
in the last report of the ("ommission. The project for improvement has
also been set forth in full detail in previous reports.
At the approacli of low water and during September, 1892, three
dredges were employed inmaintaining the channel from the Mississippi,
through lower Old liiver, into the lied and Atchafalaya. Notwith-
standing every effort navigation was entirely suspended from October
1 until early in November and was not freely reopened until the 19th
of that month.
During the year the Commissionhas contracted for the building of a
dredge boat specially designed for work in upper Old River on the
adopted project for meeting the requirements of several acts of Con-
gress on the subject. This boat will be completed before the low-wat«r
season, when dredging will be commenced in upper Old River. The
bfilance of the appropriation on hand, after paying for this dredge, may
not be more than sufficient for tem^wrary work in maintaining naviga-
tion during the low-water season through lower Old River. As soon as
sufficient funds are available for the completion of the dam it is pro-
X>osed to take advantage of the expressed willingness of the steamboat
men of the Red, Atchafalaya, and Ouachita rivers, mentioned in our
last report, to relinquish the use of theold channel and suspend their trade
for the timeduring which it will be necessarily obstructed by the raising
of the dam to a sufficient height to divert a large part of the low> water
/
APPENDIX Y Y ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3555
I
discliaTge to the north of Turnbulls Island, and thus cooperate with
the dredging operations in opening that channel.
New Orleans Barbor^ 963 miles below Cairo. — ^The project for the
improvement of this harbor contemplates, almost exclnsively, the pro-
tection against caving of the. banks of the river, by spurs and revet-
ments. The condition of the river and its banks within the limits of
^ this harbor is one of comparative stability, when compared with the
^ extraordinary changes which occur above and below Vicksburg. But,
; owing to the valuable improvements located immediately on the banks
of the harbor and the enormous commerce to which they minister, any
change which, in other localities, would be of slight importance, becomes
here a most serious matter, involving the loss of wharves, warehouses,
public streets, factories, and other valuable real estate, as well as
restricting and impeding both interstate and foreign commerce.
It may also be observed that the methods of improvement which
have been applied to this harbor have proved generally effective, as far
as the limit of appropriations have permitted their application.' There
exists great need for the early extension of similar work of improve-
ment down the Carrollton Bend to Audubon Park, from St. Ann to
Esplanade street, for an increased number of spurs in tiie Third Munic-
iphl district, and for work at the Algiers Point. In all these places,
where valuable properties and interests are located, erosion, more or
less rapid, but always destructive, is going on. In some cases the
damage in one year of erosion has exceeded the cost of permanent
improvement.
During the past year work has been confined to the placing of con-
tinuous bank revetment in the intervals between the completed dikes
in the Carrollton Bend at Soutliport, at which point the short radiijis
of curvature makes the attack of the current so direct and the slope
of the bank so abrupt as to render this additional precaution advisable.
A part of the appropriation of $80,000 (for two years) was necessa-
rily expended in new barges and repairs to the plant.
Levees, — ^The levee work in this engineer district has largely increased
during the past year, and a redistribution of the levee districts within
its limits has been found convenient. The titles of the several allot-
ments have been accordingly changed. A detailed description of the
season's operations will be found in the reports of Capt. J. Millis and
of his assistant engineers.
Several improvements have been made in the methods of construc-
tion, which are described therein.
The titles, lengths, and limits of the levee districts, as rearranged
within the engineer district, are as follows :
Lower Tensas, right bank, from Warrenton to Red Biver, 146 mUes
of river, of which 130.5 are leveed.
Atchafalaya, right bank, from Red River to the Lafourche, 121 miles,
entirely leveed.
Lafourche, right bank, from Lafourche to New Orleans, 78 miles,
entirely leveed.
Barataria, right bank, from Few Orleans to the Head of Passes, 80
mfles, of which 70 is leveed.
Pontchartrain, left bank, from Baton Rouge to Kew Orleans, 124
miles, entirely leveed..
Lake Borgne, left bank, from New Orleans to Head of Passes, 90
miles, of which 80 miles is leveed.
« The work done during the past year, including contracts under way,
3556 BEPOBT OF THE CHIEF OF ENGINEERS, U. S. ABMY.
but not completed, by the General Government in rebuilding
raising and enlarging to standard grade and section is as follows:
District.
Lower Tcnfia«.
Atcharnlaya ..
Lafoamho
Barataria
Pontchaftrain.
Lake Itorgue . .
Total.
Mileaofl USLem
levee improved
length, this year.
130.5
121
78
70
124
80
88.90
6.72
5.01
12.28
U.43
8.72
Ciibio
yards.
500, a&o
677,290
461,711
782,
415,
361,346
603.5
67.96
3,289,14l»
It will be seen that within the past year's operations over 11 per cent
of the levees of the district have been improved by the General Gov-
ernments The work of the State organizations in the same limits
during the year 1892 has comprised the raising and enlargement of
101.5 miles, or about 17 per cent, of the several lines, all to standard
grade and dimensions except 24 miles, which were temporarily improved.
The flood of 1892 caused twenty-five breaks in this engineer district,
all of which were below Red River, and all of which, except five, were
promptly closed. Belmont and Sarpy were disastrous crevasses in the
Pontchartrain levee district. Anchor, in the same district, did but little
additional damage, while Story and Villere, in the Lake Borgne district,
were quite local in their effects.
From the flood of 1893, of equal magnitude to that of the previous
year, there is but one crevasse remaining open, viz, at Rescue. This
will probably prove disastrous in part of the Pontchartrain district. '
Much improvement and success were attained in 1892 in closing
crevasses; but the art has not yet reached a point of sufficient certainty
and economy to justify its application except where the conditions are
very favorable.
During the floods of 1892 and of this year the General Gk)vernmeilt
has rendered much assistance by the supply and transportation of
materials to threatened x>oints in the line as well as by the rapid and
careful inspection of levees which the district officer was best able to
make with the towboats and barges under his control.
During the past year the levees of this engineer district have been
substantially improved, from the efficient cooperation of the General
and State authorities, but much remains to be done to bring them to a
condition of safety for more than an average flood.
Surveys, gauges, and observations. — During the year usual high and
low- water discharge observations have been made at Garrollton, and
Red River, on the Mississippi, and on the Red and Atchafalaya nvers.
Surveys are being made at and below Belmont and Sarpy crevasses of
1892, with a view of ascertaining, by duplicating these surveys after
the present flood, the effect upon the bed of the main river caused by
the loss of volume through these crevasses. The usual harbor and
levee surveys have been made during the year, while special surveys,
directed by the Commission, have been made between Warrenton and
Grand Gulf, Rodney, and Coles Creek, and back of Lake Bruin and St.
Joseph.
Reference for fhrther information concerning the operations of this
engineer district is made in the report of Capt. J. MilliSy and the reports
of his assistant engineers.
f
M
? APPENMX t Y — ^BEPOBT OF MISSISSIPPI RIVER COMMISSION. 3557
BBYETMBNTS AKB BBEDaiKO.
BnriDg tbe past year special examinatioDS have been made of all the
bauk revetments in each of the districts where they have been built to
ascertain defects of construction or change of condition caused by them.
These surveys have disclosed the fact of a general deepening from
scour along the outer edges of the mats. In some cases the mat has
adjusted itself to the new condition, as was intended, while in others
the test of its flexibility has been too great and faults have occurred.
In some places, also, there has been settlement in the middle of mats
rather than along their edges, indicating that greater thickness or den-
sity is required in very exposed situations. Defects have also been
found between the low-water mats and those built on the graded bank.
XJml^r the strain of the longKSontinued floods of recent years the injury
Buffered by the revetment work has been sufficient to require a modifi-
cation of some of the details of construction of bauk protection.
The history of this work, under the Commission, is one of progressive
increase in size and strength of structures employed as the necessity
for such increase has been developed and as, by invention and the skill
which eomes from experience, the building and handling of larger and
stronger structures has become possible. The mattresses used in the
lower Mississippi for five years past have been the heaviest and widest
ever made for like purpose in the history of engineering. To build and
sink them in the deepest and swiftest stream upon which such improve-
ment has been attempted is an undertaking of extreme diflicnlty. It
could not have been done successfuUy in the earlier stages of the
improvement.
These works have always accomplished the results intended in their
construction. The holding of a caving bank has always contributed
to the improvement in the channel. The one open question of the
whole problem of low- water improvement upon the lines hitherto fol-
lowed is the permanence of the works employed for bank protection.
In this respect there is more to be desired than has been attained.
Upon careful consideration of the subject the Commission believes it
advisable to further modify the construction of mattresses used in revet-
ment work with a view to securing more flexibility and greater density
in certain parts that are particularly exposed, and a better connection
between the mats above and below low water, at the same time retain-
ing the stroigth and general methods of construction and handling.
This will involve additional cost. But, believing it to be warranted by
the importance of the work, the engineers in charge have been directed
to adopt methods to secure these ends in the work of the coming sea-
son. With these modifications of structure other and additional safe-
guards wiU be introduced.
In view of these facts and conclusions it has been recommended that,
during the coming working season, new revetment work be confined to
Plum Point Beach and Hopefield Bend.
These considerations, and the recommendation to which they lead,
may involve a delay in the present methods of channel improvement
which the rapidly increasing demand for better low-water navigation
can not stand. The Commission has therefore had under consideration
for the past year the subject of temporarily dredging such bars as may,
daring-each low- water season, limit the navigable depth between Cairo
and I&d River. After very full study they have devised a plan and
are building an experimental dredging plant on the lines which they
think are most likely to accomplish this purpose. This will be large
3558 EEPORT OP THE CHIEF OF ENGINEERS, V. S. ARMT.
enough to demonstrate satisfactorily the feasibility or otherwise of
affording relief to commerce by this class of work. It is recogni5?;ecl
that to be at all efficient this dredging must be done on a scale rarely^
if ever, previously attempted. The character of dredge to be used, tlie
manner and possible speed of working, and above all the best method
of disposing of the di'edged material, are points of great importance
which must be settled before the great cost of the final plant required
should be incurred. The experimental dredge now building is designed
to throw light on these points as far as possible. It is expected thskit
it will be completed in time to be uaed during the low water of the
present season. The Commission has, therefore, also reserved from
other allotments a sum sufficient to construct a dredge boat of 8u£9.-
cient size and capacity to fully apply the results of these experiments
on the practicability of the temporary improvement of navigation by
such means.
HIGH WATER OP 1893 AND LEVEES.
The volume of discharge of the flood of 1893 was of very much more
than average magnitude and it is possible in this respect, after the
discharge measurements are prepared, that in some parts of the river
it may rank among the very great floods. The volume contained
between levees was greater than ever before. The following dates and
stages at different localities on the main river and its tributaries
show clearly the sources firom which the contributions were received:
Feet.
C in cinnati, May 2 50. 6
Chattanooga, May 6 28.2
Nashville, May 9 19.9
St. Louis, May 3 31.5
Cairo, May 9 49.3
Little Rock, May 3 ^.2
Alexandria, May 27 24
The northern tributaries of the Ohio, the St. Francis, White, and
Yazoo were also excessively high during the month of May. It will
thus be seen that very large discharges combined from all flood-making
sources, except the Tennessee and the Cumberland, which did not
rise much above a half-flood stage.
The high water resulting from these sources in 1893 was in many
respects similar to that of the previous year. Both came exceedingly
late in the season, and later in 1893 than in 1892.
The resemblance between the floods is also noticeable in the fact that
between Arkansas City and Vickaburg and below Red River grea-ter
absolute heights were reached than were ever recorded before, and
greater relative heights than were observed in either year above
Arkansas City.
The greater heights of these floods in the parts of the river above
mentioned is to be mainly if not entirely attributed to the larger vol-
ume of discharge held between the levees by their improved condition.
Notwithstanding the substantial equality in the flood heights of the
past and present high water the number of crevasses in 1893 have been
less than ever before whenever any such stage prevailed, and several
districts have entirely escaped overflow. The number of unclosed cre-
vasses in 1892 was ten, with an aggregate open length of 10,982 feet,
or about one in 550 miles. During the present flood there have been
six unclosed crevasses. The aggregate length of these is not yet ascer-
f
APPENDIX Y Y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3559
tained, nor is the iDformation yet in the possession of the Commission
to prepare a complete statement of the area of land overflowed, as com-
pared ^with previous years, although the indications are that it will be
less. It may be well, in connection with this review of the high water
of 1893, to briefly describe the existing levee system, its conditions,
resalts, and requirements. Below the junction ot the Mississippi and
Ohio tlie hills crowd closely to the left bank and prevent any large
escape of high water as far down as Memphis. Here no general system
of levees exists or is required. On the right bank below Cairo lies the
St, Francis Basin, extending from Cape Girardeau, Mo., to Helena,
Ark. It is drained by the St. Francis River and Bayou St. John.
This large region has never been protected from overflow, and only
no'w are cooperative measures being taken by the General Government
and the local organizations to inaugurate a system of levees. On the
left bank, a short distance below Memphis, and on the right bank, at
Helena, begin the existing levee systems. That on the left bank
extends down near to Vicksburg and protects the Yazoo Basin. It is
in good condition, generally having strong sections and grades from
3 to 4 feet above high water. It withstood the floods of the years 1892
and 1893 without a break, although the flood of 1882, when the water
iwras from 2 to 3^ feet lower along the front of the basin, there were 149
crevasses. The levee system on the right bank, from Helena down to
White River, is intended to protect the White Eiver Basin, and is now
in process of construction. When completed it will have provisionally
efficient grades and sections. Below the Arkansas River, and still on
the right bank, lies the Tensas Basin, extending to lied River, 330
miles, partly in Arkansas and partly in Louisiana. A line of levees
extends along the entire front of this basin. These levees are by no
means in a condition equal to those on the left bank and crevasses
have been of annual occurrence. Much work is still required to bring
them to a state to safely resist floods equaling those of the past two
years.
Below Red River the levees extend on the right bank to about 70
miles below New Orleans, while on the left bank, owing to the prox-
imity of the hills, they only commence at Baton Rouge, from which
point they also extend to about 70 miles below New Orleans. Although
these levees on both banks have been recently much improved, yet no
yeai* has passed without crevasses on one side or the other, and much
work is still required to make them efficient.
It has appeared to the Commission to be a wise policy in levee build-
ing, owing to the extent of the work and the limited amount applicable
to it in any one year, to promptly close all breaks as soon as practicable
after their occurrence, in order to maintain the continuity of the line,
and to build as long an extent of levee as possible, with a provisional
grade and strength sufficient to resist the high waters that recur with
substantial regularity, in order to give the earliest and widest protec-
tion, even if this protection is not absolute. This course commands
itself rather than to build levees at present to an estimated grade and
strength which will be sufficient to confine the entire discharge of the
greatest ftiture floods, and, in the meantime, to leave unimproved long
stretches that will be breached by every ordinary high water. The
levee authorities of all the riparian States concur in and act upon this
line in their yearly work. It is believed that the wisdom of this policy
has already proved itself by the increased cooperation which is coming
from local sources, by the increase of acreage under cultivation and of
3560 REPORT OP THE CHIEF OF EKGINEERS, U. S. ARMY.
the value of land, and also of population in many of the districts^ ariid
by a greater feeling of confidence in those who live behind levees.
The efiect of such improvement as has already been ma^de has l>eeii
to confine between levees a much larger high water volume, amouTitin^Tt
lu some localities, aa at Lake Providence, to an increase of 40 per cent.
Accompanying this increase of vohime is, of course, an increaae of
flood height. The extreme instance of this is again found at Lake
Providence, where the flood rise of the river has increased, since the
improvement of the levee^i}, 3«5 feet, or about 8 per cent. A statement
of the same tenor applies to Baton Rouge, where the increase of flood.
rise has been 2.45 teet, or 7 per cent, although during the floodn of
1892 and 1893 the entire discharge at Red River Landing upwards of
1,300,000 cubic feet per second has, owing to the improvement of the
levees of the Atchafalaya District, been transmitted past Baton Roag-e.
In all previous years when any such discharge passed Red River
disastrous breaks above Baton Rouge materially reduced the volaine
passing the latter point.
Undoubtedly greater heights will occur when a still larger proxwrtion
of high water discharge is controlled between levees and when abnor-
mal floods, such as in 1862 or 1882, occur, but in the meantime the
improvement of the levees undertaken and approaching com]»letion in
some basins, and well advanced in all, brings in sight a condition of
the levee system that will give substantial relief and protection in all
excei)t years of unusual floods. The measure of pro'^perity thus •
induced will help to supply the resources for the final completion and
maintenance of the work.
To any other system for the protection of these alluvial lands there
are objections, both theoretical and practical, which can not be over-
come. Those of a theoretical character are connected with the
hydraulic law that a reduction of flood discharge in a silt-formed chan- .
nel will reduce its capa(;ity below the point of outlet. This observation
has been repeated in the many local comparative surveys of the river
bed made by the Commission before and after crevasses, or before and
after rebuilding the levee made necessary by a crevasse. The difficul-
ties of a practical nature consist of the necessity of continuing any out-
let to the Gulf without return to the river at any intermediate point.
Such return would merely transfer the danger from one locality to
another lower down. The condition thus imposed upon any outlet
involves great cost and danger. Any outlet intended to relieve the
parts of the river where flood heights are now must dangerous would,
in any case, be very long. To have an appreciable efiect it would
require an excavated channel of large width and depth. As it would
traverse tracts of cultivated and valuable land the cost of expropria-
tion of a right of way would be very great. The o^ost of the levees
which would be required to control it and prevent the permanent con-
tinuation of disaster and overflow while flowing through regions which
will in a few years be placed under the sufficient protection of a levee
system would be very much greater.
When completed there would be two or more rivers, each presenting
the same dangers and requiring the same treatment as the present
single channel. The cost of efficient outlets would be greater than
the cost of completion of the levee system. When constructed they
would either silt up, as do many island chutes, or would enlarge and
assume the tortuous type of an alluvial stream, with shifting bars and
caving banks. Finally, conceived and executed in defiance of physical
^
APPENDIX YY — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 8561
law, they would fail as a safe, clieap, or efficient method of abating
overflow.
After a I'eview of the progreps thus far made in the improvement of
a levee system and of the fiicts developed by the continued surveys,
gaugings, and observations of the river, such as the entire absence of
evidence of any rise of the bed of the river, the local tendency to shoal
where volume is reduced, and the larger discharge now controlled
between levees, with an increase of flood heights which does not aifect
the practicability of a low system, the Commission expresses its con-
tinued coiiiidence in- the reclamation from overflow of the alluvial lands
of the Lower Mississippi Valley on the lines now proposed and in
progress, as entirely practicable, at a cost which is amply jusdfled by
the importance of tlie undertaking.
LOW WATER OP 1892.
During the summer and autumn of 1892 the gauge readings were by
no means so low as those of the previous year, which, generally, have
not been equaled since 1879. The condition of the navigation is shown
in the following abstract of bar depth between Cairo and Bed Kiver,
where 10 leet or less were found:
Depth.
l^umber of
places.
?
ToUl....
2
2
3
6
5
7
8
11
38
WNANCIAL STATEMENT.
Appropriation for salaries and expenses Mississippi Kiver Commission:
Balance on hand May 31, 1892 $13S.26
Balance on hand May 31, 1893 138.26
Appropriation tor survey of Mississippi River:
Balance on hand May 31, 1892 7.08
Balance on hand May 31, 1893 7.08
Appropriation for improving Mississippi River:
Balance on hand May 31. 1892 986,375.18
Appropriated, act of July 13, 1892 2,470,000.00
Total 3,456,375.18
Expended, June 1, 1892, to May 31, 1893 2,053,471.92
Balance on hand May 31, 1893 802,903.26
Distributed as follows:
Levees 194,193.70
Channel works 81, .'S59. 60
Harbors and bank protection 245, 1J)9. 19
Red and Atchafalaya rivers 139,973.00
Surveys, gauges, and observations 38, >:'S0. 67
Plant, Mississippi River Commission, and miscellauoous 103, 097. 10
Total 802,903.26
Approximate outstanding liabilities and amounts covered by existing
contracts 296,492.83
3562 REPORT OF THE CHlEP OP ENGINEERS, IT. S. ARMY.
Eslhnate of funds by the Mississippi River Commission for the fiscal year ending June SO,
1S95.
For improving Mississippi River from head of the passes to the mouth of
the Ohio River, including salaries, clerical, office, traveling, and miscel-
laneoas expenses ot the Mississippi River Commission $2, 665 000
For improving harbors at :
New Madrid, Mo, 75,000
Memphis. Tenn 100,000"
Greenville, Miss 200,000
Vicksbnrg, Miss. (Delta Point) ». 150,000
Natchez, Miss., and Vidalia^ La 400, 000
New Orleans, La 300,000
For improvement at head of Atchafalaya and mouth of Red River, Louis-
iana 350,000
C. B. COMSTOCK,
Colonel of Engineers^ Bvt. Brig. Gen,,, JJ. S. A.,
President Mississippi River Commission,
Chas. K Suter,
Lieut Col. of Engineers,
B. M. Harrod,
E. S. Taylor,
O. H. Ernst,
Major of Engineers.
Henry Flad, 0. E.,
Henry L. Whiting,
U, S. Coast and Oeodetic Survey.
Brig. Gen. Thomas L. Casey,
Chi^f of Engineers^ U. 8. A.
Concurring in the inadvisability of an attempt to create new outlets
trom the Mississippi River which sliall be large streams at all stages
of the river, we do not wish to be understood as condemning the use
in the levees of long waste weirs to take off* the top of the flood if it
shall be found that at certain places in the lower part of the river the
further increase in flood flow which will come from raising the levees
at points farther up the river can be controlled in whole or in part by
such waste weirs more economically than by liiglier levees.
C. B. OOMSTOOK,
Colonel of Engineers^ Bvt Brig. Gen. U. 8. A.
President Mississippi River Commission.
O. H. Ernst,
Major of Engineers.
Henry Flad, C. E.,
Henry L. Wnnma,
U. 8. Coast and Geodetic Survey.
The signatures of Henry Flad and Henry L. Whiting have been
added at their request.
0. B. 0.
APPENMX Y Y REPORT OF MlSSISSiPl>I RlVER COMMISSION. 3563
1-T»T OF APPENDIXES ACCOMPANYING THE ABOVE REPORT,
Page.
ApponcLix 1. Note on "change of plane" at Red River Lauding, by Cten,
C.B.Comstock 3564
2. Report of comiiiittee on dredges 3570
S. Report of Captain Palfrey, serretary of the Commission 3573
A. — Report of Assistant Engineer Stewart on secondary tri-
angnlation from Port Lonisa to Galena River 3589
B. — Report of Assistant Engineer Morrow on w^ork of topog-
raphy 3600
C. — Report of Assistant Engineer Morrow on triaugulation
n'om Donaldsonville to Head of Passes 3603
D, — ^Report of Assistant Engineer Paige on precise leveling
from New Orleans to iiead of Passes 3620
£. — ^Report of Assistant Engineer Ockerson on inspection of
Ranges 3654
F. — Highest and lowest gange readings, 1892 3661
G. — Highest and lowest and mean highest and lowest stages
1872-'92 3662
H. — Mean number of days during which the Mississippi
River was between certain indicated heights, 1872-
1892 3663
I. — Discharge measurements, 1892 3663
K. — Study of some early maps of the Mississippi River 3703
L— Commercial statistics, 1892 3708
4. Report of Captain Roessler on operations in the first and
second districts 3713
A. — Report of Assistant Engineer Rees on improvement at
HopefieldBend 3726
B. — Report of Assistant Engineer Nolty on operations at
Plum Point Reach 3731
C. — Report of Assistant Engineer Sturtevant on repairs to
idant 3743
5. Report of Captain Townsend on operations in the third dis-
trict 3752
A. — Final report of Assistant Engineer Hider on work at
Greenville, Ashbrook Neck, and Louisiana Bend 3769
13. — Report of Assi^^tant Engineer Coppde on work at Vicks-
burg 3784
C. — Comparison of low water soundings, Lake Providence
Reach 3786
D. — Cost of United States levees in Missiusippi, Arkansas,
and Louisiana 3806
E. — Statement of repairs to plant 3807
6. Report of Captain Millis on operations in the fourth district 3816
UST OF PIATES ACCOMPANYING REPORTS.
V SeeonrlaTy triangnlatiou, Port Louisa to Gordons Ferry, Iowa.
4 River stage bulletin.
V Location of gauges (16 sheets).
VOonrae of the Mississippi from Balise to Fort Chartres (Ross, 1765).
"^Vraft of the Mississippi from Balise to Fort Chartres (Pitman, 1770),
VMap o£ the Mississippi from the Missouri to the mouth (Collot, 1826).
V Comparative diagram of meander lineSi Mississippi River,
VMap of Plum Point Reach.
vVioinity of Memphis, Tenn.
'^Xievee locations, second district.
'O[mprovement at Ashbrook Neck«
Ylmprovement at Greenville.
^Chart of Lake Providence Reach.
vlmprovement at Louisiana Bend.
VRydrographs, Lake Providence Reach (2 sheets).
^-/Regimen elements, Lake Providence Reach.
V "Velocity observations at Louisiana Bend.
Velocity observations at Shipland.
"^ Chaort of Yicksburg Harbor.
3564 REPORT OF THE CHIEF OF ENGINEEES, tJ. S. AEMV.
^ Sections of canal and basin, Yicksbnrg.
VProlile of Mississippi levees.
(/Profile of Arkansas and Lonisiana leyees.
VTypical section of Middle Tensas levees.
\/Katchez and Vidalia — survey of Cowpen Point.
s/Red and Atchafalaya. Improvement at Tnmhnll Island.
vNew Orleans Harbor, bank protection, Carrollton Bend.
N^New Orleans Harbor, survey^ Sonthport to Exposition Whaff.
vLevees, Lower Tensas and Bi^ Black districts.
N^ Levees, Atchafalaya, Lafourche, and P<mtchartrain districts.
^VLevees, Barataria and Lake Borgne districts.
vl^vees, method of closing crevasses in.
VLevees, typical sections, Fourth district.
>l Map of Fourth district, showing crevasses and oTerflowed area.
Appendix 1.
NOTB BTCOL. C. B. COM8TOCK, CORPS OF KNGINKFRS, ON "cnA?rG18 OP PLANS " AT
lUSD RIVKB LAMDI^*G.
New York, May H, 1893.
To the M}88i9»ippi Fiver Commission: '
1. In apa]»cr by Colonel Suter, printed in the Annual Report of the Mississippi River
Commission for 1891, in speaking of the Mississippi at the mouth of Red Kiver, he
states as follows, p. 3420: (1) " In December and January, 1884-'85, a very abrupt
change of plane took place, as shown on both the gauge relation and the discharge
curve, and this change was found to coincide with a considerable rise in Red River,
the Mississippi being at quite a low stage. This change of plane or elevation of the
«ero of discharge curve, amounted to .5.8 feet, and inspection of Plate vni [xil, will
show that this elevation was substantially retained throughout the season and on it
was superposed the changes of plane, amounting to 3.35 feet more which were trans-
mitted down from Helena and Arkniisas City.''
And on p. 3422 he states : (2) " These tables 'show, in a general way, that in every year
noted there is an abnormal elevation of the plane of flow at extreme stages, both at
Carrollton and Red River. At the latter place this abnormal elevation has amounted
to as much as 13 feet; at the former place to 5.4 feet. They also show that if the
levee system had been perfect from Vicksburg to Carrollton, the actual mean maxi-
mum gauge reading at lied River Landing would have been increased 0.43 feet, and
at Carrollton 1.11 leet, while under the same conditions, but with Red River shut
out, the actual mean maximum at Red River Landing would have been reduced 7.29
feet and at Carrollton 2.09 feet. Consequently with the levees all up, the difference
in mean maximum between the conditions with Red Riv^er opt*n and closed would
amount to 7.72 feet at Red River Landing and 3.20 feet at Carrollton; the actual
maximum differences being 13 feet for Red River Landing and 5.4 feet for Carrollton."
The paper gives many other instances of what are called changes of plane, but it
is difScnlt to follow or Verify the discussions by which they are derived, the discus-
sions including a large use of graphic processes in fitting assumed discharge curves
to observed discharge curves, or assumed right lines to curves of equivalent gange
relation. Under such circumstauces the process can best be examined by taking an
instance in which a large result is obtained. That quoted in tbe first statement above,
namely, that in December and January, 1884-'85, an abrupt change of plane of 5.8
feet took place at the mouth of Red River will be chosen.
'^Change of plane" is defined as ''such as might have been expected, were the
whole river bodily raised or depressed so as to change its plane of flow, the gauge
remaining fixed in position." As such a bodily elevation or depression would not,
necessarily, change the discharge, it would appear that '' change of plane " is really
difference of gnuge readings for two equal dist-harges at different times at the same
place, a phenomenon which was noticed by Dupult many years ago, and which arises
mainly from changes in slope.
The evidence on which this "change of plane" of 5.8 feet at Red River mouth in
January, 1885, is based may be found on Plate v and Plate xi of the paper.
2. The relation between the readings of two gauges on the Mississippi River at a
distance from each other can be rea<lily studied by plotting their siuiultaneons read-
ings as an abscissa and ordinate. The succession of points thus obtained will define
an irregular curve, showing, graphically, the relation in question. If the gauges are
APPENDIX Y y — REPORT OP MISSISSIPPI RIVER COMMISSION. 3565
ry near each other, theoarve will be a very regalar one, nearly a right line inclined
at 4^ degrees to the axis of abscisaas. For gauges widely separated the curve \yill
lie very irregular. For instance, the curve obtained in tbis way for the gauges at
Arkansas City and Red River Landing, which are 327 miles apart, is very irregular.
The time reqnired for the crest of a flood wave that does not rise above the banks of
the river to travel over this distance, is about 4^ days. Now, when the river is riHiug
xspidly on aeoonnt of the time required for transmission to the lower gauge, there
iii,^y be a considerable rise at Arkansas City, and a smaller rise at Red River Land-
ing and this difference in rises will give a corresponding irregularity in tlie curve,
. which shows the relation between the readings at the two gauges. Thus, between
I December 14, and December 20, 1884, the rise at Arkansas City was 10 feet, while at
Red River Landing it was but 1.5 feet, giving an irregularity in tbe curve of 8.6 feet.
When the river begins to fall rapidly at Arkansas City, and is falling slowly at Red
River Landing, a similar ii regularity in the curve will occur, but in the opposite
direction. •
NoWy if tbe assumption conld be correctly made that the same discharge tbat passed
Arkansas City on a (pven date would pass a point just above the mouth of Red
River 4^ days later, it might be expected tbat these equal discharges would give
gftuge readings having a more regular relation to each other than simultaneous
gMi«;6 readings would have; and, m that case, if in plotting the curve to express
sT&phically the relation between tbe gaiuge readings at the two places, readings on
ti»e lower gauge 4^ days later than those on the upper were used, tlio irregularity in
the curve, due to the fact that the river rises earliest at the upper station, would, in
part at least, be eliminated. A curve for 1884-^85 obtained in the last way is given
on Plate v, accompanying Colonel Suter's paper. It is marked '* Arkansas City.
Red River Landing actual gauge relation.'' This curve has great irregularities, ana
that it mnst have great irregularities could have been foreseen.
(a) The assumption that the same discharge woubl occur on a given date at Red
River Landing as occurred 4^ days before at Arkansas City, and that the curve
oneht to be regular, would not be true, even if all tributary inflow were excluded,
onleBs the river were at a stand for this distance, since wave forms vary much in
descending the river.
(h) If the tributary inflow were excluded, and the discharges at the two places,
at their respective dates, were the same, the gauge readings at the two places would
not vary regularly, unless the slopes of the water surface were constant or varied
regularly and slowly through long x>eriods. I<>om the general expression for river
discharge, D=C!irrf n^, where D is the discharge, C approximately a constant, r the
mean depth, tD the width, and a the slope, it is seen at once that, while D is constant,
aad w constant for moderate variations in depth, a given percentage of increase in
9 will produce an equal percentage of decrease in rf , or, for constant discharge, the
mean iiepths will var^^ inversely as the cube roots of the slopes. Now, at Red River
and Arkansas City it is known that the slopes sometimes vary rapidly by 10 per
cent or more, and the corresponding variation in the gauge reading it mid stage
(the discharge remaining the same) would be 4 per cent of 40 feet or 1.6 feet, 40 feet
being about th^ mean depth at mid stage. This gives an irregularity in the curve
of ''actual gauge relations,'' if it occurs at but one of the stations, of 1.6 feet. If it
occurred at both, and in opposite directions; the amount of the irregularity would be
sUU greater.
(c) It is well known that the river bed rises on bad shoals during high water, and
is cut ont during low water. This process affects the heighth of the gauge reading
for a given discharge at low stages, and in some degree a^o at high stages. It may
affect distant gauges quite difl'ereutly.
(d) Thus far it has been assumed that there was no inflow between Arkansas City
and Red River Landing. In fact tlie Red River, the Big Black, and the Yazoo are
tributaries. Now as, at mid stages, at Red River Landing an increased discharge of
27^000, cubic feet corresponds to 1 foot of gauge increase, it will be seen that the
cnbutaries may introduce very large irregularities into the gauge readings at Red
River Landing as compared with those at Arkansas City. At Helena, Little Rock
and Vickaburg, between December 27 and December 31, 1884, the rainfall exceeded
9 inches.
3. The general causes acting to produce marked irregularities in the curve of
"actual gauge relations" have now been examined. A glance at this curve for
Arkansas City-Red River Landing, on Plate v of Colonel Suter's paper, will show
what great irregularities they produce. The most marked one is that which occurred
between December 23 and December 30, 1884, Arkansas City dates, the correspond-
ing dates at Red River Landing being 4^ days later. It is contained in Plate V,
between the readings 16 and 24 feet on the Red River gauge. It will now be con-
•idered.
1^ From December 23 to December 30, at Arkansas City, the gauge fell from 18.4
feot to 16.5 feet^ or 1.9 feet^ its. lowest point being 15.3 feet on December 28, 1884.
3566 EEPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
Between the corresponding dates at Red River Landing, namely, December 27^,
1884, and Jannary 3^, 1885, the gauge reading there rose fVom 16.2 to 23.3, or by 7.X
feet. Now, ae the oscillationH are abont the same at Arkansas City and Red River
Landing, a regular curve of "actual gauge relations '' would have required a fall of
1.9 feet at Red River corresponding to the fall at Arkansas City. Instead there was
a rise of 7.1 feot, making the aggregate irregularly 9 feet in the relative gauge read-
ings, corresponding to an irregularity of about 8 feet parallel to the Red Kiver Land-
ing gauge, m the curve of "actual gauge relations.^' Is there anything surprising'
in thisf Anything requiring the assumption of two parallel lines, (1) and (2) drawn
5.8 feet apart on the curve of "actual gauge relations/' Plate T, giving a " change
of plane ^ of 6.8 feet f
If the gauge curves from Cairo down be examined, it will be seen that a depres-
sion of about 3 feet, caused by a slight fall above Cairo, descending the river, inter-
rupted the general winter rise already began. The crest of the low wave thus
formed passed Arkansas City on December 23, at 18.4 feet on the gange, and the
depression following reached 15.3 feet on December 28. In descending the river
this depression gradually became less below Arkansas City, and when it reached Red
River Landing caused no fall, but brought the river there for one day to a stand.
The fact that at Arkansas City, between December 23 and December 27, the river
could fall 2.6 feet in five days, without producing any fall at Red River 4^ days later,
shows the inaccuracy of the opinion that the same flow that passes Arkansas City
on a given date will pass Red River 4^ days later, and that, without tributary inflow,
it will give a regular curve of actual gauge relations.
From December 18 to December 30, at Red River Landing, the river had risen
steadily, nnder the sole influence of the Mississippi above, since the Alexandria
gauge read only 3.2 feet on December 28. But the Alexandria readings rose to 28.2
on tue 31st, and this flood of about 80,000 cubic feet per second was added to the
Mississippi, it being supposed that the Black supplied the Atchafalaya, since the
Ouachita was high. This 80,000 cul>ic feet per second would cause the Mississippi
to rise about 3 feet, and would reach Red River Landing December 31 to January 2.
This rise began on December 29, and then was probably due to local rains.
It is thus seen that of the irregularity of 8 feet parallel to the Red River Landing
gauge, in the curve of " actual gauge relation," Arkansas City, Red River, on Plate
V, between December 23 and 30, Arkansa-s City dates, 1.0 foot is accounted for by the
fall at Arkansas City coming from above Cairo, and 3 feet by the rise of the Red
River, leaving 4.0 feet, which is accounted for by the general rise coming from above
in the seven days at Red River between December 27^-, 1884, and January 3J, 1885,
a rise of but 0.6 feet per day, while from December 18 to December 27, before the
Red River flood, the gauge readiug had been rising 0.9 per day. It is then seen that
this great irregularity is fully accounted for without the assumption of unknown
causes or changes of plane and since the actual changes in the gauge readings are
accounted for, the same explanation covers the irregularities in the curve of "equiva-
lent gauge relations" which is yet to be considered, since that curve is derived from
actu^ g^iigo readings by eliminating differences in disohai'ge. It should also be
noticed that of this great irregularity of 8.0 feet, only 3 feet are accounted for by
tributary inflow; the rest is mainly due to the tapering out of a small wave of
depression in descending the river. The effect of this "wave can be separated from
that of the inflow at Red River in another way by considering it before the Red
River flood affected the Mississippi.
The Red River rise only began at Alexandria on the 28th, and on the 29th the stage
was but 10 feet. This rise could not have affected the Mississippi seriously before
the 31ttt December, and till that time the change in tributary iuflow may be neglected
as small. Now, between the 27th and 3l8t December, 1884, the river rose 3 feet
at Red River- Landing, while in the corresponding period, 4^ days earlier, at
Arkansas City, it fell 2.4 feet. Under the assumption that the same flow passes
Red River Lauding (tributary inflow being excluded) as has passed Arkansas City
4^- days earlier, the fall of 2.4 feet should have been repeated at Red River. The
river there actually rose 3 feet, giving an irregularity in the difierence of gauge
readings of 2.4+3.0=5.4 feet, due mainly to the tapering out of the low wave already
referred to. This irregularity of 5.4 feet simply measures the error in the assumption
that gange readings at Red liiver Landing can, when there is no tributary iuflow,
be accurately derived from those of another gauge 327 miles above at Arkansas City.
4. In the preceding sections it has been seen that the attempt to derive (on the
assumption that the water pa<«sing Arkansas City on a given date passes Red River
Landing 4i days later) a regular curve which shall give, even with an approximation
to accuracy, the relation between the gauge readings at the two places for dates
differing by 4^^ days has entirely failed. And this failure is little less conspicuous
when the effect of the Red River flood is eliminated, the failure being due to error in
the assumption and not to irregularities in the observations or to any thing abnormal
in the river.
APPENDIX YY REPORT OF MISSISSIPPI RIVER COMMISSION. 3567
Another method of approaching the subject would be to make the assnmption that,
if differences of flow at the two stations were eliminated by means of the discharge
curves, then a regular carve representing the gauge relation ought to result. We
have the discharge curves for Red River Landing and Arkansas City in 1884>'85.
Taking the gauge readings on the two curves which correspond to a common arbi-
irarily selected discharge, if these two gauge readings be plotted as abscissa and
ordinate, respectively, one point of a curve showing the relation between those gange
readinfis will be obtained. Deriving many such points in the same way, they give
essentially the curve shown on Plate v of Colonel Suter's paper, and entitled "Arkan-
sas City-Red River Landing, equivalent gauge relations/^ It will be noticed that this
cnrve is very irregular. There is a great irregularity from December 27 to January
4, 1885, Red River dates; after January 4 the irregularities are not great.
In forming an estimate of the irregularities to be expected in such a curve of
"equivalent gauge relations," two errora are to be considered, either of which will
introduce irregularites. (a) Errors in the discharge observations at either Red River
Landing or Arkansas City (which are arbitrarily selected) will give corresi)ond-
ing errors in the gauge heights. Now, irregularities of 10 per cent frequently occur
in observed dischargee. As the Red River Landing discharge at this time was about
400,OCX) cubic feet per second, 10 per cent of it would be 40,000 cubic feet per second,
corresponding to an irregularity in the gauge rending of 1.3 feet, which irregularity
wonld enter tne curve of "equivalent gauge relations." An equal error in the oppo-
site direction at Arkansas City would give an aggregate irregularity of about 2 feet
in the curve of equivalent gauge relations, parallel to the Red River gauge, from this
cause alone, (b) If the observed discharges arbitrarily selected to plot this curve
were exact, in order that the curve might be regular it would be further necessary
that ^e slope at these two stations at the times of the selected discharges should
have regular values, since, as already seen, the gauge readings correspouding to a
g'ven discharge vary approximately with the inverse cube root of the slope. Slopes
eqnently vary by 10 per cent or more in a few days. Since the slope, as well as the
mean depth, is effective in increaKJng discharge, if for a selected discharge the slope
should be 10 per cent above its regular value the mean dei)th would be 4 per cent
below its regular value. Since the mean depth at both places at tins time was about
40 feet, the irregularity in gauge reading would be 1.6 feet. If this irregularity
occurred in opposite directions at the two stations it would introduce an irregular-
ity into the curve of equivalent gauge relations of about 2.7 feet.
It is seen, then, in advance, that from the methods by which the curve of equivalent
fange relations is derived large irregularities may occur iu it, either from errors in
isehargeor from irregularities in slope. As instances in point, the fall from Natchez
to Port ilickey, which gives approximately the slope at Red River, was on Decem-
ber 26, 1884, 20.6 feet, while on January 1, 1885, it was 18.1 leet, or it was 12 per
cent less at the later date. Between these dates the river rose from 16.1 to 20.3 at
Red River Landing, and if the slope had followed its usual coarse it would have
increased instead by about 3 per cent. The slope was then iiTcgular by 15 per cent.
To carry the same discharge this slope irregularity of 15 per cent would require the
mean depth to be increased by 5 per cent, or 2 feet. Hence, in this period, the Red
River abscissas of the curve of " equivalent gauge relations " become greater by that
amount in consequence of change of slope, and give a corresponding irregularity to
the cnrve.
Between December 23 and January 1 the decrease in slope from Natchez to Port
Hickey was still greater, amounting to 20 per cent, although the Rod River gauge
readings rose 6 feet, giving an irregularity in the slope of *M per cent, which would
produce an irregularity of 8 per cent of the mean depth, or 3.2 feet in the Red River
Landing gauge readings, plotted in the curve.
Between December 2*2 ancT December 31, 1884, are found the discharges at Arkansas
City osed in Col. Suier's paper, which are equal to those observed between Decem-
ber 28, 1884, and January 1, 1885, at Red River Landing. Any irregularity in the
slopes in Arkansas City between December 22 and December 31 would produce a
corresponding irregularity iu the corresponding gauge readings. Between these
dates the fallfrom White River to Greenville, which gives approximately the slope
at Arkansas City, increased from 23.9 to 25.3 feet, or by 1.4 feet; allowing 0.2 foot as
the increase of fall due to 1.6 rise in the river, there remains 1.2 feet, or 5 per cent,
as an irregular increase. This would give an irregular decrease of 0.8 in the
Arkansas City gauge reading to be combined with the irregular increase at Red River
Landing of 2.0, giving a resulting irregularity in the curve of equivalent ^aa^e
relations of about 3 feet. It is thus seen that from known causes irregularities m
the curve of the equivalent gauge relations, Arkansas City-Red River Landing, on
Plate V, of about 3 feet, may be expected. Further, if this irregular curve be exam-
ined it will be seen that the whole of it can be represented by a single cmitinuons
straight line, not deviating from any part of it by more than 2 feet. If for any reason
it wejre desirable to nee a line simpler than a regular continuous curve, such a straight
3568 KEPOBT OF THE CHIEF OF ENQINEERS, U. S. ARMY.
line might, therefore, well be taken, although the actnal curve, with all its irref^n-
larities, would be better. Instead of r«presentin$; it by one straight line the paper
represents it by five parallel straight lines, which are discrepant with each other
by 5.8 feet, and even by 6.2 feet. This 5.8 feet is called a ''change of plane,"
and it is suggested as a possible cause that the Red River water partly fills tlie
channel like nmd or sand, and that the Mississippi water is forced to climb on
top of it. It is evident that a single straight line, not deviating from the curve
anywhere by amounts greater than could have been expected in advancci is a far
better representation of all the observations than a series of parallel lines, some
of them 6.2 feet apart, measured parallel to the Red River gauge. Had this curve '
of equivalent gauge relations been plotted from the actually observed disohargi^s,
instead of from numerous arbitrarily assumed curves (Plate xi and Plate ix), it might
have been represented throughout by a conic section deviating from the observa-
tions by only about 1} feet.
The inducement to the representation by many parallel lines seems to have been
the fact that the upper and lower parts of the curve can be pretty weU represented
by such lines, provided the middle part of the curve be rejected. No reason is
assigned for such rejection, and no reason is given for assuming that the lines or
the different parts o^ the curve should be parallel and disconnected. Neither tho
rejection nor the assumption is justifiable. If G and G* represent the equivalent
gauge readings at Arkansas City and Red River Landing, their ratio, to give'
straight parallel lines for the curve of equivalent gauge relation, must be constant.
The general formula for discharge, D = o w r* s i may be written r -^
= C* w* «*'
or if width, w, be considered constant, and , ^ = o», r =ci D* s-i. Similarly, for
C*w*
the lower station, r = C" D*' «^ ""■, in which, if the gauges are so set as to read
mean depths at medium stage, G being a gauge leading and G^ another with a time
G r 0* 8* ■" ^
interval, — = — = since equal discharges are used.
G r,i c",si» T^
It is seen from this that, since the slope has very wide variations in value at Red
River, as compared with those at Arkansas City (varying from nearly to the max-
G '
imum), ^. can not be constant as the river rises, and hence that the correct curve of
G*
equivalent gauge relations can not be one or several parallel straight lines.
It should be noticed that the part of the curve before December 30 could be well
represented by a nonparallcl line, which, prolonircd to the gauge reading of January
6, would give at that time a *^ change of plane " of but 3.6 leet, instead of the 5.8
feet derived in the paper. It must be concluded that the actual irregularities of the
curve, when referred to a single right line, are no greater tiiau could have been antici-
pated, and that the "change of plane" of 5.8 feet arises in the main irom the
assumption that the curve ought to be two parallel straight lines 5.8 feet apart,
which well represent separate parts of the curve, but do not represent, even approx-
imately, the whole curve.
5. This same " change of plane ^ of 5.8 feet is also derived from the Red River
Landing discharge curve of 1884-85, given on Plate xi, Or rather, not from the curve
itself but from certain assumed curves numbered from 1 to 10, Plate xi. The interval
in the direction of gauge readings between No. 1 and No. 5 of these curves is again
the " change of plane '°of 5.8 feet. But if the interval between No. 1 and No. 6 be
taken it is 9.3 feet, and this is also a " change of plane.'' The reason why the dis-
charge curves give a change of plane of 9.3 fcetwbile the curv^e of equivalent ^auge
relations for the same place and time give only 6.2 for the change of plane is not
stated.
The method by which the ten curves are derived is as follows : A regular curve,
which represents well the discharge observations of 1882 at Helena (and does not rep-
resent those of 1884-'85}, is taken, and is called a '* standard normal curve." As
previously stated, if observed discharge curves for two stations be taken, and for
any chosen common discharge on the two curves the corresponding gauge readings
be taken, these are called '^ equivalent gauge readings." Now, a so-called "normal
curve" of discharge for gauge readings being known for an up]>er station, a "normal
curve" for a lower station is obtained In this paper by plotting the discharge at the
upper station to the corresponding equivalent gauge reading at the lower station.
Tnis is called a transfer by a line of gauge relations.
It is important to notice that if we start from a single continuous discharge curve
at the upper station, such as the observations give, and plot its discharges to the
equivalent gauge readings (derived from the actually observed discharge curve) at
the lower station, since tiiis equivalent gauge reading is the actual gauge reading at
APPENDIX T T — ^REPOBT OF MISSISSIPPI RIVEB COMMISSION. 3669
tb« lower station for the actnal choeen discharge, l^y such plotting we reprodaoe
identicaUj the observed discharge oorye at the lower station.
X^ow, in Plate xi, Red River discharges, 1884-'85, carvel, from which ''changes of
pl&ne" are derived, differs very widely from the observed discharge curve, and the
^aestion at once arises as to the method by which it has been obtained. The answer
la -that the part of it lying below 19 feet on the gange has practically besoi derived
from eurves 1 and 2, Arkansas City discharges, Plate nc, and from line 1, Arkansas
City-Red River Landing eqaivalent gange relations, Plate v. The lines and carves
referred to on Plates v and ix represent pretty closely, for gaage readings below 19
leefc, the actnal observations, and hence in Plate xi this part of onrve 1 reprodaces
pretty closely the observed discharge carve at Red River Landing below 19 feet on
tbe gange. But the part of curve 1, Plate xi, above 19 feet is derived from carve 1,
Arkansas City discharges, Plate ix, which does not represent actual dischargee above
90 feet on the gauge, and frt)m the prolongation of line 1, Arkansas Cit^-Red River
Leading equivalent gauge relations, above 19 feet up to 40 feet, for which distance it
makes no approximation to representing actual equivalent gauge readings, but is an
aasumption of what it is supposed they ought to have been, which has already been
diseossed in section 4, and has been shown to be an unproven assumption.
As previously stated, if the curves 1 to 10, Plate xi, Red River discharges, had been
derived from the things actually observed, and not from assumptions, they would
have reproduced the actual discharge curve. The fact that they are widely dis-
crepant at high stages comes mainly from assuming that the curve of equivalent
gauge relations, Arkansas City-Red River Landing, Plate v, ought in high stages
to be a line which differs very widely from what was actually observed. The
changes of plane that these discharge curves Nos. 1 to 10 show give no additional
support to the theory of "change of plane.'' They result mainly from the assumed
changes of plane for lines 1 to 5 of equivalent gauge relations, Plate v, Arkansas
City-Red River Landing.
It is stated in the paper that these changes of plane are cumulative In going down-
stream. That necessarily results from the way in which the upper part of curve 1,
Plate IX, Red River Landing discharges, 1884-'85, is derived. The upper part of this
curve (above 27 feet) Is derived from the upper part of curve 1, ArKansas City dis-
charge observations, 1884-'85, Plate ix, and nom the upper part of line 1, prolonged,
of Arkansas City-Red River Landing, equ i valen t gau ge relations, Plate v. The upper
part of the curve 1 at Arkansas City, Plate ix, already erroneously deviates from
the observed discharge curve in such a way as to have too small gauge readings.
The upper part of line 1 of equivalent gauge relations, Arkansas City-Red River
Landing, Plate v, also erroneously deviates from the observations in such a way as
to give equivalent gauge readings at Red River less than those observed, and the com-
bination of the two deviations by which the upper part of curve 1, Red River Land-
ing discharge curve, 1884-86, is obtained adds to tne deviations of curve 1 from the
actnal discharge curve at Arkansas City those due to the process of transfer to Red
River Landing. The increasing '' changes of plane " in descending the river arise in
this way from the method used in determining them, and not from the river itself.
6. The following is a summary of the preceding conclusions with reference to
''change of plane '^between Arkansas City and Red River Landing:
The change of plane of 5.8 feet at Red River Landing in 1884-85, deduced in Col.
Sater's paper, is unproven. It results almost entirely from the assumption that the
curve of equivalent gauge relations, Arkansas City-Red River Landing, 1884-'85,
ought to be represented by five parallel straight lines, with an interval between two
of them of 5.8 feet, (which is called ** change of plane ") rather than by the observed
curve. No proof is given that these lines must be parallel, and the results can be
largely changed by taking them inclined to each other. Hydraulic formulsB show
tiiat the curve can not be of parallel straight lines.
The whole curve can be represented, within the limits of errors to be foreseen, by a
continuous conic section, so that there is no justification for assuming several straight
lines to represent it, or for calling the intervals between them ** change of plane.''
The discharge curves add nothing to the evidence of change of plane given by the
lines assumed to represent the equivalent gauge relations, since their changes of plane
result from those previously assumed for the curves of equivalent gauge relations.
The fact that the changes of plane as derived are cumulative in going down the
river is not due to the river^ but to the assumptions under which they are obtained.
The general reasoning which has been applied to a single case would also be appli-
eable to the other ** changes of plane" given in the paper.
The conclusion that there has been an abnormal elevation of the plane of flow at
Red River Landing, " which has amounted to as much as 13 feet^" results from the
erronoAus methods used in the appendix to the paper, and this abnormal elevation
did not exist.
• C. B. COMSTOCK,
CoIomH of Engineers, Bvt Brig, Qen.y U. 8. A,,
Freaideni MisHsti]^ Bivm- CommiaHon,
SHa 93 ^224
vJk
3570 BEPOBT OF THE CHIEF OF ENraiNEEBS| U. S. ARMY.
Appendix 2.
BXPORT or GOMMITTSK OK BBSIKSKfiL
St. Louis, Mo., July 16, 1899.
Sir: The committee designated at the NoTember meeting of the Commiaeion to
investigate and report on the most snitable means of affording temporary relief to
navigation at low- water stages of the river, beg leave to report that they have given
the subject very careful consideration and have endeavored to avail themselves of
all possible inJformation that would throw any light on the (question.
In order to make clear the conclusions reached by the committee, a short discus-
sion of the nature of the problem considered seems necessary.
The bars which obstruct low- water navigation result from the ever-varying action
of the water-flow upon the materials which compose the river^s bed and upon the
immense contributions of similar materials derived from the banks of the main
stream and from its various tributaries. This mat^ial may aU be considered as
intermittently in motion, and its position with regard to the main thread of the
stream determines the extent and direction of its motion. Thus, where the flow is
concentrated the action is the strongest, a deep excavation results^ and the material
thus removed is pushed on till diminished velocity of flow brings it a^ain to a state
of rest. The depths of water thus fairly indicate the relative velocities, and those
portions of the bed which receive for the longest period of time the action of the
strongest current will, under ordinary circumstances, be the deepest. The well-
known tendency of flowing water to take a sinuous course, even when the limitinc
banks are straight, sets up an inequality of flow within any given section, to which
the existence of the bars as we Know them is directly traceable. Immediately
below the apex of each curvature the couceutration of flow is at its maximum, and
the deepest water is found here against the concave face of the curve. As we follow
along the curved channel we find, where the width is sufficient, that a divergence of
flow soon begins. Part of tiie water still follows the curve, while part of it takes
a short cut in the direction of the curve immediately below and opposite the one we
are considering. The passage from one curve to another is thus effected in a broad
and more or less shallow sheet, instead of in concentrated volume; and on a line
normal to this modified flow the material of the bed is more or less undisturbed, and
in fact is further reenforced, especially at hi^h stages, by the material scoured from
the deeper section or swept through it. This action is repeated at each change of
direction with more or less intensity^ according to the degree of the curvature and
to the width of the bed.
The general result is to build up a series of dam-like bars diagonally across the
river bed, and the crests of these bars on the lower Mississippi attain frequently a
len^h of many miles. Their elevation is quite irregular, often under favorable con-
ditions, as in the 'cases of islands, attaining nearly to the level of the main banks.
Where the width is limited, as on the river below Red River Landing, these bar
crests are so deeply submerged as to be unnoticeable on the surface, though sound-
ings still reveal their existence, but on all the other x>ortions of the river they are
the controlling factor in navigation. Above and below them lie the deep j^ools, char-
acterized by concentrated flow, narrow section, and small slope; while in crossing
from pool to pool a sharp slope, wide section, and small depth are met with. Addi-
tional complications are introduced by the immense variation in volume at different
stages and by the varied direction of flow which frequently takes place under these
conditions. As a rule, it may be stated that the closer the agreement in direction of
the high and low water flow the better will be the low-water channel. At very
many localities, however, there is much divergence, and at such places low- water
navigation is almost invariably bad. As the river falls to the low- water stage chan-
nels break through the bar crests at various points, and as the fall of the water
exposes more and more of the surface of the bars these channels become better
denned and deeper. Eventually they carry the whole discharge from one pool to
another. When, as is often the case, these channels are numerous, l^e discharge is
so scattered and its energy so dissipated as to be unable to maiutain anywhere a
channel of adequate size and depth. Moreover, sand is still moving in considerable
quantity, and, as it naturally follows the thread of greatest velocity, it tends in time
to choke up the channel which carries the largest discharge. This in turn raises the
head of wat<er in the pool above till another channel is broken through, and thus in
the course of a season the main channel may shift its position several times and
occupy in succession a uamber of openings through the bar of approximately equal
size. It is impossible to predict in advance where the low-water channel will be,
nor in the case just mentioned how long it will remain in any one position.
In actual practice the case is much more complicated than has been sketched here,
but we have only attempted to outline the principal phenomena as they occur £rom
year tio year.
API^NDIX Y Y — ^EEPOET OF MISSISSIPPI RIVER COMMISSION. 3571
It nmBt be sitfflciently obvionfl that fch« main difflenlty lies in securing a sufficiently
eoAcentrated low-water disehar^ through the great sand deposits left by the high
wat€)7. Where this eoncentration occurs naturally, or is brought about by proper
regelating works, there is no trouble, but where this is not the case navigation is
suro to jbe more or less imjpeded.
The duty imposed on this committee Is to suggest some means by which these dif-
ficulties may be more or less temporarily alleviated. Our answer must necessarily
be that, whether for a temporary or a permanent improvement, concentration of
low-water flow is the only possible expe^ent. On small streams the necessary con-
eentration is often successfully secured by cutting oif or obstructing all but one
channel; but this on a stream like the lower Mississippi would hardly be possible,
owing to the time required to effect it, and also to the very great cost. The only
other expedient is to enlarge one channel to such an extent that the main body of
wrater will be drawn toward it, thus depleting and cutting off the discharge -through
the anbaidiar^^ channels. To accomplish this purpose a variety of methods have been
ft^Xg^^^^ which will now be briefly recapitulated.
(I) Movable jetties or wimg' dams. — According to this plan it is proposed to anchor
or sink converging lines of boats, with leeboards or of closed caiss^ms, on or near
tide lines of the proposed channel, in order to gather in aud direct more wator through
it. It is further expected that aifter the required deepening has been effected the
plant may be moved successively to other localities. With regard to this scheme
your committee would say that, while correct enough in theory, they believe it to be
Impracticable in actual practice, except possibly in certain special cases. If the
caissons, for instance, were once sunk in place, we think it would be impracticable
to raise them again in a serviceable condition, and the cost of the plant to fill out
the long lines of jetties needed must necessarily be very great.
As regards the other alternative, of barges with leoboards, the great difficulty
would Ue in keeping the boats in place without obstructing the channel with
anchors, and also in keepiilg the leeboards close to the bottom, failing which they
wonld certainly be inefficient. Moreover, we think, that as in the previous case, the
amount of concentration needed would require so extensive a plant as to be prohibi-
torr on the seore of cost, if for no other reason.
{2) Scraping or §tirring the bottom, — This is a favorite scheme, and numberless
devices have been brought forward to accomplish it. They all work on the same
principle, viz, to stir up the bottom by some mechanical means, as water jets, har-
rows, plows, etc., trusting and expecting that the sand thus thrown up from the
bottom will be carried off by the current. Many of these devices have been faith-
fully tried and after due tried abandoned. The reason is simple enough : It is a com-
paratively easy matter to stir up the bottom to any extent, but the current, except
under very favorable conditions, is entirely inadequate to carry off the sand thus
loosened. This has been the invariable experience when, the stage of water has been
low enough to make the work a matter of real necessity ; and the only success, or
partial success, ever attained under these circumstances has been with machines
that were calculated to bodily drag away the sand as well as to stir it up. Your
eommittee consider that while in certain special cases some device of this kind might
prove to a limited extent useful, yet for general and extensive service, such as is
apparently now contemplated by the Commission, they can not possibly be recom-
mended.
(3) Dredging, — ^This is the last alternative, and as it is also the only one which in
our opinion holds out the least chance of success, it has received very careful study.
In prder to clear the ground for the discussion of details, it will be well to give here
our ideas as to the scope the work should be given. Taking the fall of 1891 as the
type of an exceedingly low stage, it was noted on the trip made by the Commission
in November, that the great majority of the crossings which could fairly be called
shoal gave a depth of about 8 feet. The very shoal crossings ran down to 5 feet.
It is our opinion that no very appreciable benefit would have been conferred unless
the depth on these shoaler crossings bad been brought up to 8 feet.
If, as is more usually the case, the stage be not so low, a greater depth should be
aimed at, the object in all cases being to bring the least depths op to the avercige as
nearly as possible, and to maintain them there. The shoal bars to be oper<ated on
extend from Cairo to the mouth of Red River, 765 miles. Last November there were
thirty-one crossings having less than 8 feet depth, and as many of these crossings
had shoal water for a length of over a mile, it will readily be seen that the contract
to be undertaken is by no means a small one. Another point must also be considered.
As the dredging proceeds, and especially after an increased flow has been set up, a
great influx of sand must be expected. Just how much this will be, how long it will
mBt, whether the current will carry it through, or whether it must be entirely or in
part removed by dredglug, are questions which in the absence of actual experience
it is imiKMsible to answer; but it may be asserted with full confidence that consider-
ably more than the actual visible yardage will require removaL Another point, tho-
BE
3572 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
permanence of the dredged channel, also reqaires consideration. As already men-
tioned in this report, the naturally formed channels are far from permanent, and it
seems unreasonable to expect that artificially formed ones will ofter any very differ-
ent feature in this respect. It seems to your committee that the only chance lies in
cutting so deeply as to lower the upper pool materially, and by this means to draw
the water away from the minor channels. This will, of course, increase the original
work, and even tiien we deem that it will be the part of wisdom to be prepared for
the necessity of repeating the work several times in the course of a season. We
should have been very glad to base our estimates on definite figures as to the work
to be accomplished, but this has been impossible.
Immediately after receiving our instructions we arranged to have carefiil surveys
made of several of the worst bars, but the sudden rise in the river prevented this,
and no opportunity has since been presented. The committee, however, feel that
it would be a difficult matter to overestimate this work, and they have approached
the subject in that spirit. The time element must figure very largely in a question
of this kind; the work to be worth doing at all must be done quickly. In our
opinion not more than two weeks should be allowed for opening a channel as far
south as may be necessary. Such an undertaking at once precludes the use of any
of the common types of bucket or elevator dredges and throws us back on suction
or pumping dredges as alone possessing the elements of speed and capacity required.
Of these there are three types, varying with the method of disposing of the spoil.
The self-loading dredges used on river-mouth and harbor bars, and of which the
Bayley may be mentioned as a type, are out of the question here, as their draft
when loaded would be too great. To use dump scows in work of this magnitude,
while not impossible, would involve many delays and difficulties and would require
a very considerable increase in the plant; as under these circumstances a towboat
and a large fleet of dump scows would be absolutely necessary. The method of
pumping the spoil through loug floating pipes to deep holes or points outside the
limits of the channel seems to us, on the whole, the one best adapted to this special
case. The pumping machinery should be mounted on a steamer of reasonably light
draft and fair power, so as to insure speedy travel from place to place and ample
capacity while at work to supply steam power to the pumps used in dredging.
Both in first cost, in maintenance, and in running expenses a lar^e plant will cost
much less than several small ones of the same aggregate "capacity. We should,
therefore, prefer a vessel of as large size as can oe handled with certainty ana
facility, placing on this vessel as large pumps as the draft of water and the extent
of the possible steam supply will justify.
Reasoning fi:om such imperfect data as we have, the actual yardage requiring
removal may be placed at if om 500,000 to 1,000,000 cubic yards. These figures are
liable to be increased to an uncertain extent by the causes already advert^ to, but
taking them as the basis of estimate and two weeks as the longest allowance of time
available, it wijil be seen that the removal of from 36,000 to 72,000 cubic ^ards per
day win be necessary. This will probably require at least two and possibly three
outfits. There is a ^ood deal of uncertainty regarding the proportion of sand to
water which can be lifted by pumping, but 10 per cent seems to be about the lowest
limit, while 20 and 30 per cent are not impossible. This question can only be settled
by direct experiment. A pump discharge of 60,000 gallons per minute would, with
the smaller percentage mentioned, give a capacity of about 1,500 cubic yards per
hour. We further think that ten hours out of the twenty-four would be a fair aver-
age of the working time, allowing for all incidental delays due to fog, bad weather,
and repairs to machinery and the loss of time involved in moving £rom place to place.
This would make the daily capacity from 15,000 to 45,000 cubic yards, according to
the percentage assumed. The power required to run the pumps would be between
300 and 400 I. H. P., and the total power provided for both boat and pumps should
be about 600 I. H. P. The boat's engines should be proportioned to utilize the entire
power while in transit from place \o place, and a coal supply sufficient for at least a
weeVs work should be carried on board. The full loaded draft of the boat should
not exceed 4 feet.
The best method of working the dredge is a matter of great importance, but one
upon which we hardly feel competent to make at present any definite recommenda-
tion. If the dredge while at work is to be kept stationary by anchors or other appli-
ances or moved slowlj^ by capstans along the line of dredging, the whole operation
will be much simplified and will not vary materially from ordinary work of this
nature. There are, however, objections to this methoc^ which may prove serious in
Sractice. The intrusion into the main channel of a large boat, with the necessary
nes and anchors, would render the passage of boats dangerous, both for themselves
and for the dredging plant, and would probably necessitate the stoppage of work
and removal of the dredge whenever a steamer desired to cross the bar. If a dredge
could be used which was maneuvered while at work entirely by its own power,
uncomplicated by lines^ anohorsy and similar appliancesi the diffioultieB aboye uluded
L
APP3ENDIX TY — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3573
to ivonld be aToided, as fluch a boat conld more readily be dropped out of the way
of passing yeJasels. In snob a design the use of drsigs on the suction pipes of a nature
umilar to those of the dredges used in the New York Harbor would probably be
neceesary, and without (question the work of raising the solid material would be
slower and more nncertauL than by the other method, while breakages and other
interraptions of work would be more frequent. The disposition of tiie spoil would
also be more difficult. As internal receptacles are not possible, dump scows would
probably be required.
There is a possibility that floating pipes might be used, or long suspended pipes
projecting over the boat's sides to beyond the limits of the dredged channel, but there
wonid be many difficulties involved in either method. None of the points adverted
to can be definitely settled until by direct e!speriment it shall have been determined
just what work is likely to be required and what conditions in a design are the most
desirable. Such experiments should be made on a fairly large scale, so as to bring the
^wbole question to a definite test; yet at the same time we do not consider it either
advisable or necessary that the Commission should incur large expenditures, which
might prove entirely useless. We would, therefore, recommend that the Commission
procure one or two pumps of approved pattern and of a capacity of say 20,000 to
25,000 gallons per minute each. Let these pumps each be mounted in a temporary
fashion on barges, old steamboat hulls, or any similar cheap structure, and let the
work be done at low water in as systematic and thorough a manner as possible, so as
to develop fully all the points upon which doubt now exists. With such information
available, a design for permanent work can be prepared with some confidence as to
its value and efficiency. If successful in operation these pumps and other machin-
ery could probably be used in the permanent design, but in any case the amount
involved would not be excessive, and would undoubtedly result in decided economy
in the long run. Of course in the experiments here recommended a self-propelling
machine is not contemplated, and atowboat, with possibly some dump scows, should
be provided for each dredge.
EespectftUly submitted.
CHAS. R. SUTBRy
JAeut. Col. of Engineer:
Kknry Flad,
dvU Engii
Gen« C.3. CoMSTooir,
Fre$idejU MiBBisHppi Biver CommitHoiL.
Appendix 3.
EXPORT OF CAFT. OABX. T. PAL7REY, CORPS OF ENGINEERS, SECRETARY MISSISSIPPI
RIVER COMMISSION.
St. Louis, Mo., June 15, 189S,
General: I hare the honor to present the following report of operations under
my charge as secretary Mississippi River Commission and assistant to construction
committee from May 31, 1892, to May 31, 1893.
These works are carried on under the following allotments from the appropriations
approved September 19, 1890, and March 3, lS91, made by the Commission and
approved by the honorable the Secretaiy of War:
First. " Mississippi River Commission, '' applicable to salaries of three Commis-
sioners, to expenses of offices of president and secretary, and to expenses of meet-
ings and inspections of Commission.
Second. *' Surveys, ganges, and observations," applicable to the general survey of
the river, to collection ana office reduction of physical data, and to general examina-
tions and computations not confined to any one district.
Third. ''General service," applicable to supply of stone, maintenance of plant,
and general aid to'works in the districts.
The small balances from earlier appropriations which appear in the financial state-
ment are set off by outstanding liabilities for telegrams, which can not under exist-
ing orders be adjusted.
MISSISSIPPI RIVER COMMISSION.
The Commission has held four sessions during the period reported : At New York
City, June 22 and August 2-6 ; on board steamer Mississippi from St. Louis, Novem-
ber 6- to New Orleans, November 19,* 1892 ; and on board steamer J. G. Barnard,
loaned for the purpose by MaJ. A. Mackenzie, Corps of Engineers, from St.LouiS|
ICay 6, toNew Orleans, May 11, 1893.
S574 EEPOET OF THfi CHIEF OF fiKOmEEftS, tJ. S. ARMY.
On January 16, abont 9:30 a. m., the upper works of the steamer Mississippi, laid
up at Paducah, Ky., were destroyed by fire, probably caused by a spark escaped
from the breeching of the " nigger" boiler, in which steam was kept up for setting
lines as the water level changed.
The fire was first seen on the under side of the boiler deck, and quickly burned
through the floor of the forward cabin a little forward of the steam box of the main
boilers.
Th0 fixes of the *' nigger " boiler had just been drawn, and the steam pressure was
only 20 pounds, insufficient for throwing water from the steamer's hose.
A barge was laid up just outside the steamer Mississippif and the steamer EagU
was at the time lying outside the barge,» taking on lumber from the shore, her deck
crew crossing the decks of the Mississippi and the barge. The Eagle endeavored to
assist, but her hose was small, and before it could be brought into play the flames
had too great headway for it to be effective and for the position of the barge and
the Eagle to bo safe. The ice in the river, from i to f inch thick, rendered the
buckets of little or no use. The aLarm was sent to the fire department of Paducah,
and was answered but the .first supply of hose was insufficient, and by the time a
second arrived the only service to be rendered was the quenching of some burning
coal in the hold.
The progress of the fire was so rapid that little of the boat's property was saved.
The two watchmen and the wife and child of one of them saved no clothing but
what they had on. Some blocks in the forward hold and some blacksmith's tools
which passed through the fire, a small quantity of bedding thrown on board the
bflCrge, a tin box of plated forks and spoons, badly damaged by iire, and a small iron
safe, with one castor broken by fall, are all that was recovered.
Telegraphic report reached me at 2 p. m. I reached Paducah a little after mid-
night, and saw the wreck next morning.
The debris capable of holding fire had already been cleared away. The main deck
was deeply charred all over and burned through in several places. The main boilers
had still their cover of plaster and asbestos and showed no trace of injury. The
main cylinders and the doctor, excent its heating box, also appeared uninjured; the
paint was not burned entirely off. The cylinder beams, iron " I '' beams with cast-
ings of plate, were true to the eye, and showed no injury except that one plate of
the casing of one of them was slightly warped. The wheel was unii^ured.
Every indication was that a light offshore wind, or the draft over the bank
caused by the fire, carried tlie flames across the boat. On the shore side the smoke
stack, though fallen, appeared unsoorched; that on the offside was collapsed. In
the engine room two cans of oil standing near the cylinder beam on the snore side
were not burned; on the offside one plate of the beam casing was slightly warped.
The wheel was hardly charred at all ; the barge lying alongside was badly so.
The moorings of wire cable probably saved the steel hull. The ice in the river
was running rapidly ; had the null drifted beyond reach of hose from shore the coal
stored therein would, in its burning, have warped the plates and bulkheads. It was
promptly extinguished, and I can see np injury to the hull.
The sum of $25,000 was allotted for rebuilding the steamer MisHssij^, She has
been towed to Carondelet, hauled out, and redecked. Repairs of machineiy and
rebuilding of upper works are in progress.
SURVKTB, GAUGES, AND OBSERVATIOKB.
Fieldwork under this allotment has been nearly continuous during the period
reported. The triangulation party in the field, on board steamer Patrol on Ma,y 31,
1892, closed their work about 9 miles below Dubuque, lowa^ on August 26; startea
down the river onjthe same date, filled in, en route, some work prevented by high water,
and reached Quincy, 111., August 30. August 31 was occupied in preparing quarter
boat Illinois for occupancy and towing to Hannibal, Mo^ where topographical
work began. This work was closed at head of Des Moines Kapids on November 10,
the quarter boat was laid up in the canal, and Patrol reported at St. Louis on November
14. On November 17 she left St. Louis, carrying instruments and outfit for surveys
below Donaldsonville, and having on board Assistant Engineer Ockerson, under
orders for inspection of gauges | this inspection was closed on December 16. On
December 8 tne assistant engineers of the triangulation and stone-line party
joined at Donaldsonville and carried work to New Orleans by January 13. On
January 12 the assistant engineers, recorders, and rodmen of precise-level party
joined at Kennerville, and all proceeded, January. 17, to Head of Passes for work
thence to New Orleans. This work was closed at New Orleans on March' 15. En
route, returning, the boat's crew replaced the bulletin at Arkansas City, destroyed
by fire, by one of new type with iron frame.
Htkrch 27 Assistant Engineer Paige rejoined at Cairo for connection of Belmont
L
APPENDIX Y Y — ^EEPOB^ OJ* MISSISSIPPI filVER COMMISSION. 3576
ijtht
'with previous benches. The Patrol reported at St. Louis April 4, and after
igE't refitting, hoiler inspected^ and delay by storm, left for Keokuk on April 8.
£n route bench marks of stone lines 81, 82, 83 situate near a railroad embankment soon
to l^e enhu'ged, were relocated by Assistant Engineer French. The Patrol reached
Keokuk on April 15 and was 'hauled out for repairs on April 18. The trip on the
lo^v^er river had developed some weakness which, in prospect of another season there
next ^winter, required attention. On May 2 Assistant Engineers Morrow and French
left for work in the base line and closing line of last season's triangulation and for
recoiuioissance for that o€ the coming season. Repairs of Patrol were completed on
May 17, and she reported at Dubuque on May 20 with party and equipment for tri-
angalatton.
Seeondary Triangulation, and Stone-lines — On May 31, 1892, a party in the field since
April 25, consisting of Assistant Engineer Charles W. Stewart, in charge, Assistant
Eng^eers A. T. Mont)W and George H. French, Eecorders C: L. Ockerson. O. N.
Axtell, and M. I. Powers, with boat's crew and working party of T. C. Hockridge,
master and foreman, and 23 men, had carried this work to Fairport, Iowa, having
then occupied 16 triangulation stations, marked 18 tri angulation points, and 12 stone
lineSy completed work covering about 22 miles of river.
Xhls party dosed its season's field work on August 26 at a point about 9 miles
l»elow Dubuque, started down river the same night, completed en route some stone-
line work near Muscatine, Iowa, left undone because* of high water. Assistant
Engineer Stewart turned over boat and party at Quincy on August 30 to Assistant
Engineer Morrow, in charge of topographical work, and reported at office for com-
putations and report.
Instructions for this work as to triangulation, printed in Annual Beport 1891, pp.
3474-3476, as to stone lines, formerly placed by topographical party, in same report,
pp. 3481-3485.
The season's work extends f^ora Port Louisa, Iowa, to near Galena, 111., covering
about 138 miles of river by 72 triangles, and closing on a Coast Survey triangle-side,
Horseshoe-Sinsinnaway; 1 base line of about 1 mile was measured along railroad
track near Rapids City, 111. ; 41 stone lines, Nob. 136-176, were marked by 118 bench
marks of tile and pipe.
The chain from Mew Boston base (9 miles below Port Louisa), measured in 1891,
to Rapids Citv base is of 39 triangles, has a length by river of 68 miles and an
axial length of 59 miles. The chain from Rapids City base to close is of 36 trian-
gles, has a length by river of 79 miles and an axial length of 70 miles. The average
error of closnre of tne72 triangles of this seq^on was l'^88; 34 are large, with aver-
age error 2'^J22 and greatest error 5'^82; 37 are small, with average error 1''.62 and
greatest error 5''.21 : 1 has no error.
The base at Rapids City was measured twice, with discrepancy of two measure-
ments, 1 : 594917. The two observations for azimuth by Assistant Engineer Stewart
were too widely discrepant and were rejected. May 9 and 11, 1893, observations
for aeimuth were made by Assistant Engineer Morrow, which were accepted. The
revnlts are as follows :
Computed length, 1,604.829 meters; measured length, 1,604.756 meters; discrepancy,
1:21807. Computed azimuth, 69^03' 52" .2; observed azimuth, 69^03' 47''.5; discrep-
ancy, 4".7.
The season's work was not closed upon a base line, the ground being unfavorable,
though the customary interval was fully covered. It was closed by Assistant Engi-
neer Stewart on what he supposed to be the side, Sinsinnawa-Horseshoe Mound, in
the tiiang[alation of the U. S. Coast and Geodetic Survey across Wisconsin in 1881.
The descriptions received from the U. S. Coast and Geoiietic Survey render it ques-
tionable whether he occupied the station Horseshoe Mound, and the co5rdinates fur-
nished did not show this line as a side of a completed triangle.
On the reporting of the Patrol with f\ul party, May 20, 1893, Assistant Engineer
Morrow proceeded to occupy Stewarts Station Horseshoe, and the U. S. Coast and
Geodetic Survey stations Sinsinnawa and Gratiots Grove (which were recognized
beyond question), and thus joined the Mississippi River Commission work wiui that
of the U. S. Coast and Geodetic Survey on the line Sinsinnawa-Gratiots Grove, a side
of a completed triangle in both systems.
The regular triangulation has been carried on, occupying 8 stations and closing 5
triangles, with average error of closure, by field computation, of 1''.75. Favorable
location of a base line has been selected ; it will be measured in June.
Report of Assistant Engineer Stewart on the fieldwork under his char^, together
with plat of triangulation and descriptions and geographical positions oi stations as
ha as Rapids City, prepared in this office, is appended, narked A.
Tocography and hydrography, — On September 1 a party, consisting of Assistant
Enguteer A. T. Morrow, in charge, with Assistant Engineers W. G. Comber, George
H.French, £. L. Harman, H. Dunaway, and E. J. Thomas, and Recorders C. L.
Ockerson and O. ^. Axtell on topography. Recorders A. O. Wheeler and T. G. Ray
on ordinaxy levels, T. C. Hockridge (also master of Patrol) and L. D. Cabanne on
3576 EEPOET OP THE CHIEF OP ENGINEERS, U. 8. AEMY.
liydrograpliy, M. I. Powers and Tl. C. Winchell on compntation and platting, -with
boat orew and working party of forty-nine men, assembled at Hannibal, Mo.
The working season was from September 1 to November 10. The reach covered is
from stone line 94, near the railroad bridge at Hannibal, Mo., to stone line 114, near
head of Des Moines Rapids, 10 miles above Keokuk, Iowa, a distance of about 69
miles by river. The belt surveyed in this section is broader than the average, and
includes a large amount of shore line (sloughs and islands) per mile of river. tJp to
and including No. Ill stone lines were placed by the topographical party. The
season's work overlaps 9 miles by river upon the trS angulation of 1891, in connection
with which the stone lines were placed. The weather wfCn favorable for fieldwork,
and field plats were carried little beyond the instrumental lines necessary for check.
Field plats were made on tracing linen for direct transfer to detail charts. (The orig-
inal platting is slower; the time so lost is fully made up in the transfer, with gain
of accuracy.) During work in the overflowed lowlands there .was considerable sick-
ness in the party ; by temporary enlargement of the working force the work was
carried on without material delay.
The instructions for this work are given in Annual Report 1891, pp. 3481-3485.
The tertiary triangulation occupi^ 143 stations and closed on 11 measured bases,
1 side of secondary triangulation for distance and 10 for azimuth.
Average error of closing, 1 in 9,652.
Lines of ordinary levels on both banks, with crossings near each stone line, checked
each otiier with a greatest discrepancy of 0.145 foot, average 0.101 foot. These lines
were checked at 12 points upon lines of precise levels run in 1881, with discrepancies
ranging from 0.00 to 0.17 foot.
Twenty-four high- water marks of dates 1851 to 1892, whose history and accuracy
appeared well established, were connected.
soundings were taken on 402 sections, also in continuous line where channel was
evident, and in several trial lines over shallows and divided channels, a total num-
ber of ^,490 soundings located by 10,674 sextant angles.
Report of Assistant Engineer Morrow is appended^ marked B.
Triangulaiian, atone lines, andpredee UveUfrom DonaldeonvilU to Head of Paseee, —
For the extension of the surveys under the Commission from DonaldsonviUe, La.
(where they were closed in 1883), a party took the field at that point on December 8
to make such triangulation as might prove necessary in a region already trian^-
lated by the U. S. Coast and Geodetic Survey, and to mark the stone lines. As its
work neared New Orleans it was joined by a precise level party, and both began
work at the Head of Passes and carried their work to a junction with the triangu-
lation above and the line of precise le^ls run from Bilori in 1882. The work was
thus broken to determine at once the feasibility of running precise levels on the soft
lowlands, and to reach the levees before the rise of the river. Both works were
closed at New Orleans on March 15, the precise levels connecting with the old line
at three points. •
Descriptions of triangulation stations and located points were furnished by the
Coast and Geodetic Survey. Enough of them were found to render secondary tri-
angulation unnecessary. In long reaches the tertiary triangulation was checked
by frequent base lines and by distance measured by chain or tape as a check, though
not used in computation as bases. The monuments are located to within the possi-
bility of delineation on scale 1 : 10000. Stone lines besides the left bank section of
No. 188, near Donaldsonville, were marked by 198 tile and pipe bench marks.
By exercising care in the placing of instrument and rods the precise levels have
been kept well up to the average of this work. To test the accuracy of bench marks
set in such soil advantage was taken of a delay by wind at Fort Jackson while en
route from New Orleans to Head of Passes. On January 18 a bench mark was set In
selected unfavorable ground, such that water was baled out of the pit before set-
ting the tile, and carefully connected with a temponiry bench' on a tree. On Feb-
ruary ^and 5, when the line reached Fort Jackson, it was again connected. The
results m the three dates differ only in the tenths of millimeters, and the mean of all
is the same as the first determination.
This experimental bench mark gave a curious evidence of the elasticity of the soil
of the Delta. The tile was well settled in place and its elevation taken before fill-
ing the pit. After filling the elevation was again taken through the pipe, and it
was found, to have settled 4.8 millimet<ers. After releveling, on February 3, the tile
was uncovered and rose 3.8 millimeters. On refilling the pit the same settlement
took place.
The time interval (January 18 to February 3) given in this experiment was all that
the conditions of the .work permitted. The resiuts appear to show that these beneli
marks in soft springy ground are good if there is no disturbance of the ground near
them, but may be anected by a turning up of the soil within a distance which would
elsewhere be regarded as safe. The traditions of the former and present relations to
the ground and water levels of a house near Cabitts Gap, would indicate that the
APPENDIX YT — ^REPpBT OF MISSISSIPPI BIVEB COMMISSION. 3577
soil of tlie Delta is raised by deposit of sediment and lowered bj consolidation. It
i» possible that a future releveling of this line £rom the Metaine Ridge may deter-
mine this point.
Report of Assistant Engineer Morroir on the field work of this party, with descrip-
tions and geographical p<isitions of stone-line benc^ marks, isapuouded, marked C:
ikL^o report of Assistant Engineer Paige on precise level work, witn descriptions and
eleTfttions of permanent bench marks, marked D.
The present statns of the surveys is as follows:
Triangnlation and stone lines completed from Head of Passes to a little above
Dabuqucj Iowa; extension northward in progress.
Precise levels completed from Head or Passes to St. Paul, with side lines New
Orleans-Bilozi, Savannah-Chicago, and St. Paul-Duluth: no extension projected.
'Popo^aphy and hydrography complete from Donaldsonville, La., to head of
Des Moines Kapids; extension northward projected for summer and autumn of 1893;
coDipletion from Donaldsonville to Head of Passes projected for winter of 1893-'94.
Manuscript charts, etc. — Detail charts, scale 1:10000: On May 31, 1892, these charts
were completed to include No. 121, extendidg to stone line, 74.3 miles above Cap an
Oris, with three in progress extending to midway between stone lines 85 and 86. They
are now completed, except final retouching, to include No. 130, extending to just below
Quincy. 111., with six in progress^ nearly completed, extending to stone line 114, at
liead ox Des Moines Rapids, covering the field work of 1892.
In connection with these the sonnding chart, serving also as index chart, is com-
pleted to same line. The office force for this work consists of the field topographers.
All surveys and mapping have been under the direction of Assistant Engineer Ocker-
Bon.
Topographical maps, scale, 1 inch^l mile: On May 31, 1892, these maps were com-
pleted to Water Works, St. Louis (195 miles above Cairo), with one sheet in progress
extending to mouth of Missouri River (207 miles above Cairo).
One has been redrawn, and two partly redrawn for better arrangement and execu-
tion. They are now completed to just below Grafton, 111., 232 miles above Cairo
(nine maps, numbered 101-109), witli one in progress, extending to 255 miles above
Cairo.
This work is in the hands of Mr. C. W. Clark.
Published charts and maps. — ^The charts and maps published by the Commission are
the following. Except official issues under resolution of the Commission they are, in
accordance with law, sold at the prices annexed :
Cents.
Allnvial valley (scale, 1 inch : 5 miles) (completed) per sheet . . 10
Alluvial valley (scale, 1 inch : 5 miles) per set (8 sheets) . . 40
Mississippi River (scale, 1 : 20000) (in progress) per sheet. , 20
Mississippi River below Cairo (scale, 1 inch : 1 mile) (completed) » do 6
Mississippi River above Cairo (scale, 1 inch: 1 mile) (in preparation).
On May 31, 1892, of the charts, scale 1 : 20000, sixty-six sheets, extending from Cairo
to Donaldsonville (numbered southward from 3 to 69), were published, and fourteen
sheets, extending from Cairo to the southern limit of Carondolet (numbered north-
ward from 101 to 114).
For the southward series, index charts (numbered 1 and 2) have been published,
completing that series as far as surveys have been made. Of the northward series
Nos. 115, 116, extending to mouth of Missouri River, have been published ; final proofs
of Nos.ll?, 118y extending to just above Grafton, 111., have been received.
On May 31, 1892, of the inch-mile series above Cairo, five maps were in hands of
the printer. This printer failed utterly to produce satisfactory work. Eight maps,
extending to mouth of Missouri River, are now in the hands of the printer. Satisfac-
tory proofs have been received of five of them. The progress of publication has
hitherto, for varions reasons, lagged far behind that of preparation for it. W^ith rea-
sonable promptness on the part of the printer the field work of 1892 will all be pub-
lished before the end of 1893.
The gauges maintained by the Commission have been sometimes under charge of
the secretary and sometimes under that of the district officei^s. Few of them are of
permanent construction, and some, owing to caving banks, have not been permanent
in location. To determine their present condition and to put their location on record
as accurately as the nature of the river bank leaves possible, an inspection was made
during low water by Assistant Engineer J. A. Ockerson. His report, with plats, is
appended, marked £.
The records for 1892 of gauges under the Commission, as well as of certain others
under Majs. Maclfenzie and Miller and Capts. Willard and Taber, Corps of Engi-
neers, under the Weather Bureau, and of the Cincinnati Water Works, have been
received, tabulated, and printed in pamphlet form, together with descriptions of
gauges and bench marks. (Issued March 23.)
3578 BEPOBT OP THE CHIEF OP ENGINEERS, U. 8. AEMT.
A table of high and low water^ in eztensftn of that pablished in Annnal Beport,
1891, pp. 3555-^75, in appended, marked P.
By direction of the preshient Mississippi Biver Commission the following tables
have been prepared :
1. Showing, for certain selected stations and for the years 1872-^92 (except as noted
in tables), the highest, lowest, mean highest, and mean lowest stages. (Appended,
marked G.)
2. Showing, for certain selected stations, and for the years 1872-'92 (except as noted
in tables), the mean number of days in which the stage above extreme low water was
in successive intervals of 5 and 10 feet. (Appended, marked H). Since and includ-
ing August, 1892, all gauges and records received weekly or monthly have been tab-
ulated monthly and sent to Commissioners and district officers. ,
llie office hydrographs have been kept up to date.
The discharge observations of 1892 have been recomputed and results tabulated
and printed in pamphlet form. (Issued May 27.) Copy is appended, marked I.
This work has been under charge of Assistant Engineer Kivas TuUy, assisted by
Messrs. George H. Johnson and C. A. Bonfils. '*'
JIIiBcellane&H8. — ^The exhibit of this office has been prepared and shipped to the
Columbian Exposition. It consists of 1 atlas detail charts, mounted and bound; 1
atlas inch-mile maps, mounted and bound; 1 atlas survey of caving banks, blue
prints; 1 atlas annual hydrographs, containing hydrographs, 1873-'92; Iset of bor-
ings, mounted in glass tubes; I set of topographical sign printing apparatus (fur-
nished by Assistant Engineer Ockerson); 1 set of '^ Stages/' and 1 set ''Discharge
Observations."
A study has been made of early maps of .the Mississippi River below Cairo in
comparison with those published by the Commission. The maps studied are those
of Lieut. Ross, Thirty-fourth Regiment, from observations taken on a journey in the
latter part of the year 1765 (London, 1776) ; of Capt. Phillip Pitman, from obser-
vations extending probaby from 1765 to 1768 (London, 1770) ; and of Brig. Gen. Vic-
tor Collot, from a journey September 16-October 26, 1796 (Paris, 1826). Report of
method and results with tracings of the maps, and meander lines platted for com-
parison, is appended, marked K.
For the privilege of tracing Ross's map I am indebted to the librarian of the Mis-
souri Historical Society; for that of Pitman^ to Col. George £. Leighton, of St.
Louis. ColloVs is in my possession.
GENERAL SERVICI.
On May 31, 1892, the general service was engaged in the repair of bargee and in
towing stone from Apple Creek Quarry to works in the first and second districts.
On June 22 the^ commission, in session at New York, directed that the general ser-
vice be abolished as soon as practicable after June 30, that its property be distributed
to the works of the secretary and the first, second, and third districts, and that the
officers in charge of those works make the distribution.
These officers met at Memphis on July 16, and assigned to the secretary the furni-
ture in his office and the steamer Mississippi with outfit; to the first and second dis*
tricts. the steamer Minnetonka with outfit, the camel docks, and one^^half the barges
and working tools : to the third district, the steamers EtheriAge and Vedette with
outfit, and one-hali the barges and working tools. '
In view of the importance to the first district of the repair of barges and the stone
supply, this work, with control of all property, was turned over to Capt. S. W. Roessler,
in charge of that district, the formal transfer of property to be completed when the
requirements of this work permitted. It was completed at the end of December.
Stone supply. -^Th^ season of 1892 extended from P'ebruary 21^ when on notice that
the barges in this district were free, the Minnetonka was sent out to collect them to
July 20, when the work was turned over to Capt. Roessler.
The expenditures and results are tabulat-cd below, the cost of towing, as in former
reports, includes all running expenses of st^amers^ but not repairs others than those
made en route^ nor interest on value of plant.
Staiemehi of cost of towing stone to first districtf &y the general service, February fSl to
July 20, 1892,
Total running expenses of steamers $12,663.58
Less applied to third district, returning empties • 5,740.24
6 928 34
6,408|437 yard miles^ at $0.00107 6^923134
■
il^PENDtX: T t — ^REK)ET OP MiSSlSSlPH tllVfiR COMMISSION. 3579
Cost of Btane on barges. •
Centa.
At qnairy per onbic yard , . 62. 50
At Daniels Point do.... 87.34
AtAsbport do.... 87.34
AtKeyee Point do.... 87.34-f
The general service was organized in 1882, having for its frmctions the pnrchase,
ooB&traction, and repair of plant, ^ndi the purchase and delivery of general supplies
and materials for the districts. Of later years the stone supply and repair of plant
has been almost its only service. Its plant has been held in the districts whenever
required for the works, and collected by it when not so required for repair and for
stone toi^in^. It has had no permanent location and at no time the control, by pur*
chase or lease, of any water front. Up to 1889 it was a separate charge ; since that
year it bae been under the secretary.
Its exi»extditQX«6, 1882-'92, are asfollows:
Running expense of steamers, charter, etc $358^443.89
Repairs and care of plant (labor and material) 315,121.52
Plant and outiit 189,773.03
Inspeetion administration and office 102,243.88
Purcbase of stone 20,151.38
Kaisine sunken bargee and property 3, 219. 33
Medical attendapee 403.40
Miscellaneous 289.90
Total 989,646.33
"Banning expense of steamers'' covers the delivering in the districts of 386,788
cubic yards of stone, about 10,000 tons of coal, and about 4,000 tons of general sup-
plieSy tbat of the floating plant built above Cairo on Mississippi and Ohio rivers, as
wen as of its own plant, when required, and its collection after such service, with
incidentally some moving of plant, and, in emergency, direct aid in construction in
the districts.
" Hepair and care of plant '' includes that of the general service, that of fifty-eight
barges purchased from allotment for New Madrid, of thirty barges borrowed for the
Mississippi River Commission in use from May, 1884, to March, 1885, and of some
belonging to the districts.
"Plant and outfit'' includes part payment for building and fitting out steamer
M\99i99ippL purchase of steamers Minnetonkaj Etheridge, and Vedette with outfit,
building thirty barges, three camel docks, and upper works to make a store boat of
a sssond hand coal barge, also the necessary provision of small boats and working
tools.
The office expenses, as distinct from inspection and administration,*have been of
late years an allotted five- twelfths of the expenses of the combined office; in the
early years those of the separate office included the printing under the commission.
"Purchase of stone" includes only that directly paid for by the general service;
most of that actually purchased was paid for by the district officers.
The expenditures have been distributed among the districts and the several titles
of allotment^ as shown in the detailed statements of expended and current allotments.
TONNAGE AND TRAFFIC.
The through traffic of the lower Mississippi River comes fVom the upper Missis*
sippi and Missouri rivers and northern and northwestern railroads (reshipped from
St. Louis) and from ports on the Ohio River.
From the northern rivers and railroads the most important shipment is of grain in
bulk for export to European ports, much of which is sold in Europe before ship-
ment. This traffic, entirely in the hands of the St. Louis and Mississippi Valley
Transportation Company, aggregated as follows :
Com bushels.. 5,763,187
Wheat do.... 6,662,799
Oats do.... 36,857
Total tons.. 365,859
The principal items of miscellaneous freight carried down by this line (total
42,301 tons) are white lead, flour, grain in sacks (for domestic trade), and meat prod-
ucts.
The principal items of return firei^ht (total, 40,425 tons) are imported cement
and rice and native lumber. Detailed statements of tbe '' Shipments of bulk
grain,'' and of '* Shipments by N. O. boats and barges,*' taken from report of St.
Louis Merchants' Exchange, and of return freights, furnished by tbe secretary of
the company, are contained in commercial statistics appended; marked L,
3580 EEPORT OF THE CHIEF OF ENGINEERS, U* S. ARMY.
The traffic from northern rivers and railroads to way ports (also reshipped at St.
Lonis) is in the hands of the "Anchor Line."
Detailed statement of it is contained in the " Shipments by Memphis, Yicksborg,
and Natchez boats/' taken from report of St. Lonis Merchants Exchange in Appen-
dix L.
On the estimate of this company 1 per cent is deducted for traffic between St.
Lonls and Cairo and 40 per cent added for return freights, giving a total of 106,813
tons.
All of the above traffic was seriously interfered with by the extreme range and the
long duration of both the high and low waters. The former cut off the communica-
tion with the grain elevators at St. Louis and with many way landings, affecting
both heavy and light traffic. The low wat-er, while affecting both, telfi more seri-
ously on the heavy traffic. This is shown by the records of two trips, the best and
the worst of 1892. On March 5, 4 p. m., the steamer Hoxie left Cairo with six barges,
loaded to 8 feet 8 inches, carrying 8,843 tons of freight. Reached New Orleans March
12, 12 m. Left New Orleans March 13, 6 a. m., with six barges, carrying 790 tons of
freight. Reached Cairo March 24, 2 a. m. Round trip time, and full steamer service,
seventeen days sixteen hours. On November 5, 5 a. m., the steamer Clark left Cairo
with six barges, loaded to 5 feet 1 inch, carrying 4,008 tons of freight. Had en route
eight days twenty-one hoI^'s of service of an auxiliary steamer. Reached New
Orleans November 19, 8 a. m. Left New Orleans November 20, 4 a. m., with six barges,
carrying 1,850 tons of freight. Reached Cairo December 1, 9 a, m. Round trip time,
twenty-tive days, eight hours; total steamer service, thirty-four days, five hours. ,
The secretary of the company writes : ''At low stage it is almost impossible to tow
more than three barges at once between Cairo and points aa low down as Helena,
the channels being so close as to forbid of tows of greater width ; hence we are com-
pelled to use auxiliary or helping steamers for a part of the journey."
The Hoxie f the Clarky and the auxiliary steamer are all of the first class, representing
substantially the same expense and working power. The coal expenditure is slightly
less in low -water towing; the breaking of lines and wear of plant much greater. In
counting the expense as proportional to the hours of steamer service I consider the
low- water towing to be treated with favor. The upstream freight is not of such
quantity as to make draft important. In counting; the freight carried I consider the
downstream freights alone to |five the ratio really in (question. On this analysis the
cost per ton of towing on drau 5 feet 1 inch is 4.279 tmies that of towing on draft 8
feet o inches.
Taking the trip of the Clark as the worst of the season, and assuming a perfect
combination of trips, the auxiliary steamer, working from Cairo to Helena, might
give aid to three steamers of the regular line while the first was completing its round
trip, thus securing from four steamers, including the auxiliary, the full work of
three in the regular line. Compounding this ratio of steamers required, that of the
downstream i^eights and that of the round trip times, the efficiency of steamers on
draft 8 feet 8 inches is 4.217 times that on draft 5 feet 1 inch.
The low water usually occurs at a time when St. Louis elevators are full of grain,
and certainty and promptness of transportation is important.
Tlie Cherokee Packet Company, plying from St. Louis to Memphis, carries down-
stream freights of general merchandise, upstream freights of lumber, grain, and
hay. Deducting deliveries above Cairo, tneir agent estimates the downstream
freight at 21,600 tons; upstream, 12.500 tons; total, 34,100 tons.
The principal shipments from the Ohio River are of coal irom Pittsburg and gen-
eral merchandise from Cincinnati; the principal return freights axe of sugar, molas-
ses, and cotton products.
The secretary of the Pittsburg Coal Exchange has famished me a statement of
shipments of coal delivered in successive reaches of the river, which he has compiled
from statements of shippers, the records of the exchange not containing the informa-
tion in this form. The total of these shipments is 1,850,00(^ tons. No freight is
brought back; and many of the barges are sold with the coal. (Copy in Appendix
L.)
The superintendent of the Cincinnati Chamber of Commerce has furnished me with
a statement of the traffic with the Lower Mississippi from that port, also made up
from special inquiry, classified only as above and below Memphis. The downstream
shipments are of general merchandise; the upstream are mainly sugar and molasses
and cotton products. They aggregate, downstream, 28,071 tons, upstream, 27,811
tons; total, 55,882 tons. (Copy m Appendix L.)
The above comprises nearly all the through traffic on the Lower Mississippi ; there
remain that of a few small steamers and some small way traffic of the through
steamers, of which little or no formal record is kept, and of which no trustworthy
estimate is accessible to me. From the information furnished I summarize as fol-
lows:
Downstream: From the northern rivers, 499,118 tons; from the Ohio, 1,878,071
tons; total, 2,377,189 tons.
APPENDIX YY — ^REPORT OP MISSISSIPPI EIVEB COMMISSION. 3581
«
Upstream : To the north, 90,380 tons ; to the Ohio, 27,811 tons ; total, 118.191 tons.
Aifgregate, 2,496,380 tons, of which about three-fourths are earned over tne whole
distance Cairo to New Orleans.
As the commeroiid sections most nearly corresponding to the engineer districts, I
take the following: First, from Cairo to and including Memphis; second, from Mem-
phis to and including White River; third, from White River to und including Vioka-
bnrg; fourth, from vicksburg to and including New Orleans.
The traffic by the Anchor Line of steamers is, on the estimate of the company,
apportioned, one-fouxth to Memphis, one-half to Vicksburg, and one-fourth to
Natchez.
This gives the through-freight traffic of the districts as follows:
First. Down, 2,377,189 tons: up, 118,191 tonsf total, 2,495,380 tons; of which
2,143,480 tons were in transit, 351,900 delivered or shipped in the district.
Second. Down, 2,063,571 tons ; up, 79,909 tons; total, 2,143,480 tons; of which
2,C^,480 tons were in transit, 60,000 tons delivered in the district.
Third. Down, 2,003,571 tons; up, 79,909 tons; total, 2,083,480 tons; of which
1,882,325 tons were in transit, 201,157 tons delivered or shipped in the district.
Fourth. Down, 1,821,292 tons; up, 61,031 tons; total, 1,882,323 tons; all delivered
or shipped in the district.
I have tabulated the abore so ae to show, for each district, the source or destina-
tion of the above traffic, with the amounts in transit and those delivered down«
stream or shipped upstream, and the local traffic from information received from
the district officers. It is the first statement in Appendix L.
Financial statements for May, detailed and consolidated statements up to May 31,
Btatement of ihaps issued, list of civilian engineers, and approximate value of plant,
are appended.
I have the honor to be, very respectfully, your obedient servant,
Carl F. Palfrey,
Captain of Engineen.
Gen. C. B. Comstock,
President Mississippi Biver Commission*
Secreiary's office— Financial statements for the month ending May SI, 189S*
Mi88ls>
sippi
River
Com.
misBlon
act Oct.
2,1888.
Balance imeinpended at end
of laat liacal year
Appropriated «nd aHotted
during cairent fiscal year..
GuDed by tnmafer daring
cuTmit fiscal year
Lost by tranefer during cur-
rent fiscal year
$138.26
Total available.
Expended dnring current fis-
cal year
lUifunded dnring curroit fis-
cal year
Total disposed of. ...
Balance unexpended
Intreagnry
On band.
Orerdrawn.
Balance ae above.
Outstanding liabiUtlea
AtQounte ooTered by existing
eontraeta
Total liabilities
BaUnoe available . . .
188.26
138.26
57.35
80.91
138.26
138.26
138.26
Snrvey
of Mis-
sissippi
River,
act
Aug.ll,
1888.
(7.08
$44,206.71
7.08
7.08
Improving Improvingllxnproving
Misaiflsip- Mississip- Missisaip-
pi River; pi River; pi River;
surveys, Mississip- rebailding
ganffes, pi River steamer
and oDser- Commis- Missis
vations. sion. sippL
46,345.33
90,552.04
'60,860.70
59,860.70
30,60L34
7.08
7.08
7.08
7.08
26, 077. 27
4,614.07
30.69L34
5,000.00
5,000.00
25,69L84
$35,560.97
35,560.97
25,610.36
25, 610. 86
$25,000.00
25,000.00
640.64
Total.
$79,018.02
71.345.33
151, 258. 35
86,120.70
649. 64 86, 120. 70
9,950.61
13, 905. 97
'i,*645.*36
9, 950. 61
3, 000. 00
3,000.00
6,060.61
24, 350. 36 I C5, 137. 65
25, 000. 00
"649.* 64
,65,130.59
4, 702. 06
4, 695. 00
24, 350. 36
4, 500. 00
4,500.00
19,850.86
65, 137. 65
12, 645. 34
12,646.34
52,492.31
"Works
above
Cairo,
act July
5,1884.
$8,600.00
8, 600. 00
8,600.00
8,600.00
89.00 .
39.00
8,56L00
*ai.56 flocpended by Treasuxy settlement "So, 7»977.
3582 REPORT OF THE CHIEF OF ENGINEERS, U, S. ARBIY.
Fir»t and Sieeond diatriotB—flnaneial statement for the month ending May SJ, 189$.
BaUsoe nnezpended at end of last
flacalyear
Appropriated and allotted daring
current fiscal year
Gained by transfer dnring current
fisMlyear
Loat by transfer during current
flacalyear
Plum Point
fieaoh.
Total aTailable
Expended duriBgonrrent flacalyear.
Befimded daring current fiscal year.
Total disposed of....
Balance unaxpended.
In treasury.
On hand —
Overdrawn .
Balance as above. . .
Outstanding liablUties
Amounts covered by existing con-
tracts
Total liabiUtiea.
Baluice available
$270, 183. 82
60,000.00
Plant,
first and
second
districts.
42,000.00
288, 163. 82
$7,976.02
60,000.00
67,976.02
237,322.05 53,343.16
237,322.05
50,841.77
62,500.00
"ii."668.'23"
53,343.16
Hickman,
Ky.
$45,910.87
45,910.97
4,119.12
4,113.12
14,632.86 I 41.797.85
20,000.00
5,'867.*i4
60,641.77
5,000.60
8,000.00
13,000.00
37,84L77
14,632.86
5,000.00
5.<kK).00
9,632.86
81,843.17
9,954.68
41, 797. 85
41.797.85
Kew
MadiAd,
Mow
$:S26.6I
226. 61
208.00
Improving
harbor at
New Mad-
rid. Ha
$11, 0891 80
$25,000.00
25,000.00
6,138.97
208.00 i 6,138.97
Preserva-
tion of
works.
11,039.89
8,288.18
8,289.18
18.61 18.861.03 7,750.71
1&61
18.61
25,000.00
"6," 138.97'
18,861.03
5,000.00
2,750,71
7,750.71
3,000.00
18.61
3,000.00
15,861.03
7,750.71
Balance unexpended at end of last fiscal
year
Appropriated and allotted during cur-
rent fiscal year
Gained by transfer during current fiscal
year
Lost by transfer during current fiscal
year
Surveys,
gauges, and
observa-
tiona.
$6,807.99
2,000.00
Dredging
experi-
ments.
$35,000.00
15,000.00
Hopefleld
Bend.
$91,000.00
7,481.78
Improving
harbor at
Memphis,
Tenn.
$25,000.00
Bemoral
Nonconnah
rook.
$6,000.00
Total available ,
8,807.99
50.000.00
98,43].7»
25, 000. 00
6,000.00
Expended dnring current fiscal year . . . .
Beianded during current fiscal year —
7,470.17
9,269.15 98,316.51
Total disposed of
Balance unexpended.
7,470.17
9, 269. 15
1,837.82
40,730.85
In treasury
On hand . . .
Overdrawn.
4,500.00
45,000.00
3, 162. 18
4, 269. 15
Balance as above
1,337.82
Outstanding liabilities
Amounts oovered by existing contracts.
1,000.00
Total liabiUtiea
Balance available . . . .
40, 730. 85
40,730.85
1, 000. 00
837.82
40,730.85
7.20
98,316.51
7.20
115.27
25,000.00
5, 992. 80
115.27
24,000.00
1,000.00
2,000.00
3,992.80
115.27
25,000.00
5, 992. 80
115.27
115.27
992.80
5, 000. 00
5,992.80
25,000.00
APPENDIX Y Y — BEPOBT OF HIS8ISSIPPI RITEB COMMISSION. 3583
Hrvf and
SMond dUtridt-^Fnumdal sUttemmU for the mtmih eiuUng May SI, 189S-
Continued.
BabsMe niMxpeiHied at tod of lust flecal
▲pprnnrlated and aUottad during ouT'
reninsonl yevr
~ b J tnnafer dnr^g eorrent fi«c«l
LMt Vy Wanafer during ouTraat ^soal
J'
Total srailable.
Biu c ude d during earrent flaoid year . . .
Beninded during current fiscal year
Total diapoaed of
Balance unexpended
In treaomy
On band ...
Orerdrawnt.
Balance aa abore.
Outatanding liabilities....
Amounta covered by existing contracts
Helena,
Ark.
$1,502.80
Upper
Yasoo levee
district.
$100,000.00
4,548.65
1,502.80 i 104,548.65 50,790.39
ITpper
White
Biver levee
district.
$50,000,00
790.39
Lower
White
River levee
district.
$75,000.00
75,000.00
Total
$348,628.10
527,000.00
29,770.82
42.000.00
898, 398. 92
6.70
6.70
1, 496. 10
500.00
906.10
97,463.80
22,229.13
97, 453. 80
7,094.85
10, 000. 00
"'2,966.15'
1,496.10
Total Uabilitiea
Briaaoeavailabla.
7, 094. 85
600.00
500.00
1, 496. 10
6, 594. 85
22,229.13
28, 561. 26
65,444.62] 604,611.76
65,444.62 1 604,611.76
9, 555. 38 : 253, 787. 16
28,661.26
7,500.00 I 237,843.17
2,055.38 1 49,444.81
I 83,.')00.82
28,561.26; 9,655.38 1 253,787.16
5,000.00
10, 000. 00
15, 000. 00
18,661.26
1,000.00 i 62.338.02
..{ 28,000.06
1,000.00 1 85,338.92
8,655.38 168,44&24
2%frd diBMot — I%nano\al statement for the month ending May 31, 1893,
Lake
Providence
Beach.
Violcsburg,
Miss.
Lake Bel-
iver Front.
Ashbrook
Neck.
Plant, third
district.
Surveys,
gauges,
and obser-
vations.
Balance unexpended at end
of bifttr flArAl VfAT - -
$27,474.29
176,000.00
$40,089.82
$6,000.00
$107,246.84
$10,201.71
50,000.00
25,000.00
$75.54
10,000.00
Appropriated and allotted
ottring earrent fiscal year.
Gained by transfer during
cnrmnt nspal vear . ^-
Lost by transfer during cur<
mnt fiscal vecvr --
25,000.00
Total available
208,474.28
40,089.82
6,000.00
82,245.84
85,201.71
10,075.54
Xxpended during current
moaI veav . . u . ^ . . . .
178,749.26
84,050.20
8,377.20
81,281.26
79,520.00
9,777.12
Itefnnded during current
AsaaI vear
(
Total disposed of
178,749.26
34,050.20
3,377.20
81,231.26 j 79,520.00
9, 777. 12
Balance unexpended . .
24,725.03
6,099.62
2, 622. 80
1,014.58 1 5,681.71
298.42
In TroamiTT ..■.■>.>..
15, 000. 00
9,725.03
5,000.00
1,089.62
............f-
1, 000. 00
Ob band ....... ......•.• ....
2,622.80
1,014.58
5,68L71
Overdrawn ............. ...
701.58
Balance as above
24,725.03
6,039.62
2,622.80
1,014.58
6,681.71 j 298.42
Outstanding liabilities
Amounts covered by exist-
ing oontracta .............
4,725.03
10,000.00
1,014.58
5,68L71
298.42
Total liabilitiea
14,725.08
1,014.58
5, 681. 71
298.42
Bltenre aprallableir..n ......
10,006.00
6,039.62
2,022.80
3584 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
Third disiriot — Financial statement far the month ending May SI, 1893 — Continued.
'
Lower
Yaaoo levee
distriot.
Upper Ten-
sas levee
district
MiddleTen-
sas levee
district.
Improving
harbor at
Yicknburg,
Miss.
Improving
luurbor at
Greenville,
Miss.
Totals.
Balance unexpended at end
nf }tkMt flAoai vear ..... t . - -
$191,087.20
Appropriated and allotted
dunng onrreht fiscal year.
Gained Dy transfer daring
current fiscal year
Ix>8t by transfer doling ear-
rent fiscal vear
^200,000.00
4,09L01
$310,000.00
3,854.12
$110,000.00
2'/7.47
$60,000.00
$100,000.00
1,036,000.00
33,222.60
25,000.00
Total available
204,091.01
313,854.12
110,277.47
80, 000. 00
100, 000. 00
1,235,309.80
1,064.134.85
Exi)ended daring current
fiscal vear ................
179,172.03
286,374.80
92,936.28
24, 187. 74
94. 758. 46
Befunded daring oorrent
•••••••««
Total disposed of
179, 172. 03 i 286, 874. 80 j 92, 936. 28
24,187.74
04,758.46
1,064,134.35
Balance unexpended. .
24, 918. 98 1 27, 479. 32 1 17, 341. 1 9
55,812.26
6, 241. 54
171,176.45
Tn Tresflurv ................
24, 000. 00
918.98
43,000.00
"is' 520.' 68*
7, 000. 00
10, 841. 19
60,000.00
5,000.00
241.54
160, 000. 00
On hand
31,585.45
Overdrawn .................
4.187.74
20, 410. 00
1 1
Balance as above
24,918.98
27,479.32
17,34L19
55, 812. 26
5,241.54
171,175.45
Outstanding liabilities
Amounts covered by exist-
ing contracts -
9, 918. 98
7, 179. 32
5,300.00
7,341.19
1,000.00
36,512.26
37,1&8.2S
51,812.26
Total liabilities
9.918.98
12,479.32
7, 341. 19
37,612.26
88,97L49
15,000.00
15,000.00
10,000.00
18,300.00
5,241.64
82,203.96
Fourth district — Financial statement for the month ending May SI, 189S,
Lower
Tensas
levee dis-
trict.
Atchafa-
lava levee
dUtrict.
La-
fourche
levee
district.
Baratariai^^°*t*'"
levee 1 ^^^^
district. 1 ,,i^,;«^t.
1
Lake
Borgne
levee
district.
Bed and
Atchaf.
alaya riv-
ers.
Balance unexpended «t
end of last fiscal vear. ...
$88,687.06
Appropriated and allotted
during current fiscal
year ....................
$150,000.00
$155,000.00
$90,000.00
$60,000.00
$160,000.00
$50,000.00
Gained by transfer during
current fisci^ vear
Lost by transfer during
mirmnt flscal vear .-.^
A..
Total available
150,000.00
155,000.00
90,000.00
60,000.00
150,000.00
60,000.00 88,607.06
Expended during current
fiscal year
133,324.57
127.883.67
75,106.64
57. 566. 16
132-171.13
1
49,704.81' 2R.7S4.ofi
Befunded daring current
fiscal year
i
—"1 — — —
Tots! disposed of . . . .
133,324.57
127,883.67
75,106.64
57,666,16, 132,171.43
49,704.81 28,724.06
Balance unexpended .
16,675.43
27, 116. 33
14,898.36
2,433.84
17, 828. 57
295. 19
59,973.00
Tn Treasurv. ....■..•.■■■■■
i5,ooaoo
1,675.43
25, 000. 00
2,116.33
15, 000. 00! 5. 000. 00
20,000.00
5, 000. 00
58,000.00
On hand.. .................
I —-— - — -
1^073.00
Overdrawn ................
106.64
2,560.16
2,171.43
4, 704. 81
16,675.43
27, 116. 33
14,893.34
2,433.84
17, 828. W
2V5.19
59,973.00
OntatandittiF liabilities ....
Amounu covered by exist-
ini? contracts. ...........
15,319.99
10,725.60
12,99L49
69,973.00
Total liabilities
15.319.90
10. 725. 59
12,991.49
69,978.00
Dalance available .........
1,355.44
27,116.38
4, 167. 77
2,433.84
4,837.08
295.19
APPENDIX Y T — ^REPOET OP MISSISSIPPI RIVER COIiMISSION. 3585
Fowrih dittriei^J^nandtU 9taiem&Mfor fke manik ending May SI, ^^95— Continned.
purveys,
gauges, and
otmenra-
tions.
Improving
Mississippi
River.
Improving
harbor at
New Or-
leans, La.
Improring
Atchaf-
alaya and
Red Kivers^
Louisiana.
Improving
harbors at
Kat«hea
and Vida-
Ua,Miss.
snd La.
TotaL
•
Baluioe unerpended at end
of last fiscal year
Appropriated and allotted
durinKcarreBt flacal year.
Gained Dy transfer dnring
fiQiTttnt llacal vear
1(00.43
12,000.00
189.823.48
807,000.00
$89,323.48
$80,000.00
$80,ooaoo
180,000.00
907,000.00
Lett br transfer daring cur-
Inf naeal Tear
*** J '»"" .............
Total avaUaUe
12,626l42
750,823.48
80,000.00 80,000.00
80,000.00
996,823.48
Expended, during corrent
fiiical Tea? ...... ..........
0)073.38
010,664.07
80,000.00
1,420.47
091,975.14
Sefunded during current
fianal vMir -,,-,, --,,-t
Total disposed of
0,073.38
010,564.07
80.000.00
1,420.47
091,975.14
Balance unexpended. .
0,553. 09
145, 768. 81
80. 000. 00
78, 579. 53
304, 348. 34
InTreannry ..•.........■•>•
0,000.00
553.09
148,000.00
0,317.85
9,548.04
5,000.00
80,000.00
75,000.00
8,579.53
809, 000. 00
On band .................
9, 897. 38
6,000.00
14, 549. 04
0,553.09
145, 768. 81
80,000.00
7P, 579. 53
804,34&84
.
Ontstandins liabilities
Amoonta oorered by exist*
XntF f jmti Jti.tji . ............
99,010.07
9, 527. OO
108,637.07
Total lialbiUties
99, 010. 07
9. 527. 00
70,473.00
108,5^7.07
Rftlffim ftTftiliililA ...*■•«•■•>
0,553.09
46, 758. 74
78,579.63
195, 811. 27
Df failed statement, March S, 1881, to May SI, 189S, {Expended allotments,)
Pistzicti.
Dm Moines Rapids to Illinois River,
niinois River to Ohio River
Total
Survey, Si. Francis Front
!(«▼ Madrid Reach
Col ambus, Ky
Gsages
Observations and discharges
Surveys, examinations, and inspections.
Levees — Flam Point
Survey, St. Francis Front
Surrey, Helena Reach...
Levees:
Long Lake
Yaaoo-Mississippi Delta
Protection of levees
Memphis Reach
Memphis Harbor and Reach
(isuges
Observations and discharges
Surveys, examinations, and inspections.
Care of plant, first and second districts
Surveys, first and second districts
Levees:
Yaroo Front
White River Basin
Upper Mississippi Levee District. . .
Mempnia •^
Total, first and seoofnd districts.
Survey, Ylcksburg Harbor . . . .
Survey, nnleveed fronts
Surrey, Choctaw Reach
VNO 93 ^225
Balances.
$12, 063. 38
9,369.15
22. 332. 53
Appropria-
tions and
allotments.
$196,000.00
470,000.00
065,000.00
10, 122. 61
200,721.86
41, 150. 02
1,436.50
8,000.00
1, 791. 52
155, 924. 03
4, 000. 00
8,000.00
15, 000. 00
100, 000. 00
1, 595. 55
147, 'AM. 47
431, 792. 38
987.50
8, 000. 00
1, 880. 11
84, 998. 64
9,475.84
157, 406. 45
270,561.44
139, 348. 90
372, 933. 75
2,162,512.47
Applied by
general
service.
2,500.00
1, 000. 00
2,679.86
$9, 640. 05
2, 599. 08
52, 690. 32
138, 232. 94
8, 567. 13
Total.
$207,663.38
4f9,969.16
687,632.63
10, 122. 61
210,361.91
43, 750. 00
1,436.50
8,000.00
1,79L62
165,924.03
4,000.00
8,000.00
15,000.00
100, 000. 00
1,595.56
200, 080. 79
670, 025. 32
987.50
8, OlK). 00
1,880.11
84, 998. 64
9,475.84
157,406.46
270,561.44
139,348.90
881,500,88
211,735.52 2,374,247.90
2,500.00
1,000.00
8,679.88
3586 REPOET OP THE CHIEF OP ENaiNEERS, U. 8. ABMY.
Detailed statemetit, Mareh S, 1881, to May 31, 1893. (Expended ollotaitfiite.)'— Cont'd.
Bistriota.
Levees:
Opoesum Fork
ITasoo Front
Yazoo FroDt— Ben Lomond
Tasoo Front— Hughes Break
Tensaa Front
Proteotion of levees
Protection of existing works
Beuairs to floating plant
Vioksbuxv Harbor— Delta Point
Care of plant and surveys
Lako Bolivar front
Ganges
Observations and discharires
Surveys, examinations, and inspections.
Greenville, Miss
Levees:
Lower Ifissi^ippl levee district ...
Tensas Basin, Loaisiana
Tensas Basin, Arkansas
Floating dock
Balances.
$25,770.13
Total; third district
25. 717. 13
Snrvey:
Cubitt's Gap
Unleveed fronts
Observations at Carrollton
Bonnet Carre Crevasse
Natchez and Vidalia harl)ors
Month of Red River
Natchez, Miss, (survey)
Gauges
Observations and discharges
Levees — Atohafalaya front
Protection of levee— Tensas front
Protection of levees
Surveys, examinations, and inspections.
New Orleans Harbor
Levees:
Tensas Basin
Right bank below Red River
Lett bank below Red River
8, 252. 04
90, 812. 40
147, 670. 37
Total, fourth district. . .
Reduction of observations . . . .
Total, secretary's office.
Grand total
246.734.83
295, 137. 49
Appropria-
tions and
allotments.
$120,
S64,
U,
6,
566,
216,
25,
30.
107,
24,
116,
1,
8,
10.
348,
000.00
878.96
886.22
849.69
723.00
431.83
000.00
000.00
579.88
860.00
829.85
461. 10
000.00
149. 46
499.02
289,944.54
160,072.27
399, 591. 09
20,000.00
2,^28,436.76
137.14
1,000.00
8,000.00
15,000.00
88, 405. 00
1,500.00
1,878.11
9, 000. 00
176, 800. 00
23.000.00
104,000.00
4,000.00
389, 183. 86
1, 163, 477. 00
191.892.00
134,116.00
2,256,389.11
2,500.00
2,500.00
7,914,838.34
Applied by
general
service.
$8, 028. 19
58,144.00
66. 172. 19
1,527.61
1,527.61
279.435.82
Total.
$120, 000. 00
.364, 878. 85
11. 386. 22
6, 840. 00
666,723.00
216, 431. 83
2S,000. 00
80,000.00
133, 350. 01
34,860.00
124, 358. 04
1, 461. 10
8,000.00
10, 148. 46
406,643.02
289,044.64
160,072.27
399, 501. 09
20,000.00
2,920,379.06
187.14
1,000.00
8,000.00
15, 000. 00
8,252.04
129, 317. 40
1,500.00
1, 878. 11
9,000.00
176,800.00
23,000.00
104,000.00
4,000.00
538,381.66
1,163,477.00
19L892.00
134,116.00
2, 604, 661. 55
2.600.00
2,500.00
8,489,41L15
-i
APPENDIX TT — ^BEPOBT OF MISSISSIPPI RIVER COMMISSION. 3587
DeiaUed 9taUme»i, Marek S, 1881, io May SI, 1893. (Current allotmenU.)
Dtotrioti.
Pzotectioii near Cairo
Total above Cairo
tlratandmconddUtriett.
Tloin Point 12oaeh
FfauBt^ ftrat and secood district
Hickman, Ky
Hew Madrid, Mo
InraroTuiK ttarbor at Kew Madrid,
riffaai valiijiu of works, flnt and
socond distrieto
Sorreya, gan^ea, and obaorrations. . .
Drednne experiments
flopaaeldBeDd
ImpiroTin^ harbor, Memphis, Tenn . .
BemoYal of Nonoonnah Rook
Helena. Axk
Upi>er fasoo loTse distriot
Upper White RiTor levee district.. .
Lower White River levee distriot . . .
Total, fizst and second districts .
Third dMrief .
Lake Providence Beach
TiekabnrK, Miss
Lake Bolivar front
Ashbrook Keck
Plants third distriot
Snrveya, gauges, and observations. . .
Lower Tasoo le vee district
Uppvr Toiaas levee district
Middle Tenaas levee district
ImproTing harbor, Vicksbnrg, Miss.
Improving harbor, Greenville, Miss.
Total, third district ;
F&urih Oigtriet,
Lower Tenaas levee distriot
Atchafldaya levee district
Lafonrefae levee district
Bsrataria levee district
Pontcbartrain levee district
Lake Borene levee distriot
Bed and Atcha&laya rivers
Surveys, gaages, and observations . . .
Improving harbor, Xew Orieans, La.
Improving Atohafalaya and Red
rivers, Lonisiana
Improving harbor, Katchei and Vi<
daUa.-.
Total, foorth distriot
Hissiaaippi River Commission
Sorveya, ganceo, and observations. . .
Rebuilding steamer Mississippi
Total, aeoretaiy*s office
Grand total
Appropria-
tions and
allotments.
$50,000.00
Applied
by general
service.
50,000.00
8,314,821.18 $304,515.50
100,507.35
86,343.17
1,000.00
26,000.00
90,«8a4S
90,470.03
60,000,00
08,431.78
26,000.00
0,000.00
66,100.83
104,648.66
50,790.30
76,000.00
4,184,206.80
2,675,
6,
817,
231,
22,
204,
813,
110,
80.
100,
876.34
068.70
000.00
000.00
331.17
138.00
091.01
854.12
277.47
000.00
000.00
4,727,537.71
160,000.00
155,000.00
90.000.00
60,000.00
150, 000. 00
60,000.00
657,500.00
25, 121. 80
80,000.00
80,000.00
80,000.00
1, 577, 021. 89
75, 000. 00
198, 345. 33
25.000.00
298,345.33
10,787,718.73
5,017.40
3,288.83
8,187.47
10,393.17
Total avaU-
able.
$50,000.00
50,000.00
3,679,336.68
195, 524. 75
89, 132. 00
1,000.00
26,000.00
23, 867. 80
20, 479. 03
50, 000. 00
98, 431. 78
25, 000. 00
6.000.00
76, 500. 00
104, 548. 65
50,790.39
75, 000. 00
386,402.37 4,520,611.17
255,046.96
2,662.27
49, 003. 87
17, 095. 54
323, 808. 64
7I0,2U.01
3,230,
369,
6.
366,
248,
22,
204,
313,
110,
80,
100,
5, 051, 346. 35
298, 345. 33
028.30
630.97
000.00
003. 87
426. 71
138.90
091.01
854.12
277. 47
000. OO
000.00
150,000.00
155, 000. 00
90,000.00
60. 000. 00
150,000.00
50, 000. 00
657, 500. 00
25, 121. 80
80,000.00
80,000.00
80, 000. 00
1,577,62L89
75, 000. 00
198, 345. 33
25, 000. 00
11,497,924.74
Expended.
$41,400.00
Totsl
balances.
$8,600.00
41,400.00
3,628,494.91
180, 891. 89
47, 334. 15
981.39
6, 186. 97
16,117.18
19,141.21
9, 260. 15
96,316.51
7.20
75, 003. 9D
97,453.80
22, 229. 13
66,444.62
8,600.00
60,841.77
14,632.86
41,797.85
18.61
18,86L03
7,750.71
1, 337. 82
40, 730. 85
115.27
25,000.00
6, 992. 80
1, 496. 10
7, 094. 85
28, 561. 26
9, 555. 38
4, 266, 824. 01
8,206,
363,
3.
364,
242,
21,
179,
286,
92,
24,
94.
198.27
591.35
377.20
989.29
745.00
840.48
172. 03
374.80
936.28
187. 74
758. 46
4, 880, 170. 90
133,324.57
127, 883. 67
75, 106. 64
57, 566. 16
132, 171. 43
49, 704. 81
597, 527. 00
18. 5m. 80
80, 000. 00
1,420.47
1, 273, 273. 55
253. 787. 16
24,725.03
6, 039. 62
2, 622. 80
1,0J4.58
5,681.71
298.42
24.918.98
27, 479. 32
17,341.19
55,812.26
5,24L54
171,175.46
16,675.43
27,116.33
14, 893. 36
2, 433. 84
17, 828. 57
2<)5. 19
59, 973. 00
6, 553. 09
80,000.00
78,579.63
*65, 049. 39
tl67, 653. 99
649.64
233, 353. 02
304, 348. 34
9, 950. 61
30, mi. 34
24,350.36
64, 992. 31
10,695.02L48 802,903.26
* Includes $4.03 disbursed by Treasury settlement No. 7130.
f Includes $61.55 disbursed by Treasury settlement "So. 7977.
3588 REPORT OF THE CHIEF OF ENGINEERS; U. S. ARMY.
Contolidated statement, March S, 1881, to May SI, 189S.
Act of—
March 3, 1881 $1,000,000.00
August 2, 1882 4,123,000.00
January 19, 1884 1,000,000.00
July 5, 1884, less $5,000 transferred to snag-boat service 2, 065, OOO. OO
August 5, 1886, less $5,942.60 for expenses, office Chief of Engi-
neers 1,994, 057.40
August 11, 1888, less $4,859 for expenses, office Chief of Engineers. 2, 840, 141. OO
September 19, 1890 3,200,000.00
March 3, 1891..... 1,000, 000.00
July 13, 1892 2,470,000.00
Total specific appropriations 19,692, 198. 40
Balances from former appropriations applied to works
below Cairo under act of August 2, 1882, less $123.42
reverted to treasury $272, 504, 96
Same for works above Cairo, under act of July 5, 1884. 22, 637. 53
Total balances 295,137.49
Total available '. 19,987,335.89
Expended — •
Plum Point Reach 3, 628, 4»4. 91
Memphis Harbor and Reach 1,150,535.77
Lake Providence 3,206,198.27
Red and Atohafalaya 726,744.40
Levees 6,090,947.64
Other works 4,381,511,64
Total 19,184,432.63
Balance May 31, 1893 802,903.26
Statement of charts issnedy June 1, 189S, to May SI, 1S9S,
Description.
Allnvial Valley
Sca!el:20 000
Scale 1 inch : 1 mil e
Proceeds of sale deposited with assistant treasurer of the United States at
St. Louis
Free.
80
435
2,ld0
Sold.
806
249
1,121
Total.
386
C83
3,281
$99.10
List of civilian engineers employed on worJc of river and harbor improvements in charge of
Capt, Carl F, Palfrey, Corps of Engineers, July 1, 1892, to May SI, 1893,
Name and residence.
J. A. Ockerson, St Louis, Mo
Kiyas Tnlly , St. Louis, Mo
C. \r. Clark, St. Louis, Mo
Cbas. W. Stewart, Champa^u, HI
James A. Paige, St. Louis, Mo ....
A. T. Morrow, Mendota, 111
Do
George H. French, Milton, HI
O. W. Connet, Houg|iton, Mich. . ..
Time em
ployed.
2f. D.
11 00
11 00
11 00
2 9
4 13
2 ...
9 ...
2 ...
.. 8
Comx>en-
satiou.
Per Mo.
$250. 00
175.00
175.00
150.00
175.00
140.00
175.00
120.00
120.00
Where employed.
St Louis, Mo....
....do. ....••••...
• . . 'UO ■••••■■••«..
I In the ileld and
I in office, St.
j Louis, Mo
"Work OB which
employed.
In charge surveys,
S. G. O.
In citarge compu-
tation S.G.O.
Plaiting maps,
S.G.O.
.Surveys and re-
duction of field
work.
.- I
APPENDIX Y T — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3589
Approximate value of plant belonging to the United States, in charge of Capt, C^l F.
Palfreif, Cwrye of Engineer; ueed in toorke under the Mississippi River Commission,
Allotment.
l&siarippi Biver CoramiasSon
^rroys, gaages, and obBervatioxis
dus of property.
Steamboat Miaaisaippi (hull only)
Sowboata
Books, ftirnitore. etc
Steamboat Patrol, with outfit
Quarter boat, witn outfit
Quarter boat (oondomned)
KOw boats
Surveying instruments
Current meters
Drawing instrumentii
General tools
Printing plant
0£Qoefiuiiitnrd
ISlo.
1
2
1
1
1
15
Approxi-
mate value
May 31.
$20,000
40
250
U,000
1,600
200
10,000
1,100
700
500
700
750
Appendix 3 A.
WSPORT OP ASSISTANT ENGINEER CHARLES W. STEWART ON SECONDARY TRIANOTTLA-
TION FROM PORT LOUISA, IOWA, TO NEAR MOUTH OF QALBNA RIVER, ILLINOIS
(KINK JCHJBS BELOW DUBUQUE).
St. liouis, Mo., September f, 189g,
Captain : I have the honor to submit the following report on fieldwork of seo-
ODdary triangulation from March 28, to August 30, 1892, between Port Louisa, Iowa,
and near mouth of Galena River, Illinois, 9 miles helow Dubuque.
K reconnaissanee was made between these limits from March 28 to April 25 by
iDTBelf and Assistant George H. French, and the party took the field at New Boston,
111., on April 26, the steamer Patrol furnishing quarters and transportation.
The instmments furnished were T. and S., Nos. 1 and 2 ; Gambey, r(o. 2 ; Wurdeman,
Nos. 95 and 154 ; a B. and B. transit and level, and Missouri Kiver Commission tape II,
and Missouri Biver Commission tension apparatus.
The program of observations and general method was the same as during the pre-
ceding season.
The arrangements of men and officers was as follows : In charge of party. Assistant
Charles W. Stewart; observers, Charles W. Stewart, A. T. Morrow: stone lines, A. T.
Horrow, O. N. Axtell: stations and clearing, George H. French, T. C. Hockridge; sec*
ODdary recorders, C. L. Ockerson, M. I. Powers. A steamboat crew of 5, 1 rooman,
gslley force of 4, and 13 axmen completed the party.
The length and azimuth of a base line at Rapids City, Ill.j was determined and
connected with, and the work was closed on the U. S. C. and G. S. line @ Horseshoe
Moand, Illinois, @ Sinsinawa Mound, Wisconsin, on August 25. The Patrol and party
started for Quincy, 111., on following day, arriving August 29, and was turned over
to Assistant A. T. Morrow for topographical work, and the triangulation records for-
irarded to tJiis office.
A sommary af the work done is as follows:
Secondary base-azimuth 1
^ondary stations established 72
Cupolas located 3
Bmlt stations (average height, 25 feet) 46
Ground stfftions 23
Secondary stations occupied 76
Secondary triangles closed 72
Stone lines located (136-176) 41
Stone line B. Ms located 120
Tertiary stone-line triangles 133
Tertiary stone-line bases measured 12
The astronomical post and meridian mark at Bock Island Arsenal were connected
^th.
The average error of closure of secondary triangles is 01".88, indicating a high
grade of work. «
The total number of days in the field, April 26 to August 26, is 122. There were 17
Sundays and about 35 stormy days on which little or no work could be done, leav"^
r
3590 KEPOBT OF THE CHIEF OF ENGINEERS, tT. 8. A&MY. '
«
in? 70 working days in which the triaugnlation and etone lines were carried i
miles (channel distance).
The phaseless target designed by Assistant Eng^ineer J. A. Ockerson was used I
all secondary stations. It is an important factor in tl^e good results obtained, a^
is the handiwork of Mr. Thomas Hebron, steam engineer of the Patrol. *
Despite the many discouragements of general bad weather; fair progress has be<
made.
It is respectfully sii^gested that, if practicable, the services of the party %
retained. %
My thanks are dne the party generally for zeal, efficiency, and cheerfulness, aiii
Socially to Assistant A. T. Morrow*
espectfnlly submitted.
Chas. W. Stewart, ,
U. 8, Assistant Engineer
Capt. Carl F. Palfrkt, '
Corps of Engineers, U. 8. Am
i
Ens 93
APPENDIX YY — ^REPORT OP MLSSISSIPPI RIVER COMMISSION. 3591
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3592 KEPOET OF THE CHIEF OF ENGINEERS, U. S. ARMY.
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APPENDIX Y Y — ^BEPOBT O^ MISSISSIPPI BIYER COMMISSION. 3593
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3594 REPORT OF THE CHIEF OF ENGINEERS, U. S. AUUt.
St
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3596 REPORT OF THJfi CHIEF OF ENGINEERS, U. S. ARMY.
DESCRIPTIONS OP 8KCONDAKY TRIANGULATION STATIONS FROM PORT LOUISA^ IOWA,
TO «ORDONS FERRY, IOWA, 1892.
HardtimeB is marked by tile and pipe on lo^a side on bluffs west of Mnsoatine
Slongh, and about 5 miles below Muscatine, Iowa. Station is 1\ miles below school-
bouse on bluff side of wagon road ; 900 meters below creek, where two bouses and
two large barns stand ; three-fourths mile below a lone pine standing on side ofblniF;
30 meters east of a wire fence along top of hill. Trees blazed with triangles ; 8-incfa
black oak==255^ 14.4 metets; 6-inoh red oak = 120° 2.9 meters; 5-inch red oak =
22^ 15.7 meters.
@ Fruitland : llle anjd pipe od Iowa side, 6 miles below Muscatine, Iowa ; 4
meters north of fence which runs west from river at a point 1,100 meters above
Beatty's house; 590 meters west of levee, and 140 meters (paced) west from fence
corner at crest of ridge. Elevation of pipe, 609.11 ; tile, 605.11 feet above Memphis
datum.
t Muscatine is center of town on residence of Mrs. Cora Weed, Muscatine, Iowa.
Carruthers : Tile and pipe on Illinois side on apex of hill three-fourths mile
back of main road betweeu Muscatine and New Boston; one-fourth mile below Cop-
per Creek; 7 miles from Muscatine by road ; on land of Mrs. Rachael Ann Carruthers.
@ Campbell : Tile and pipe on Illinois side in road on apex of bluff, 3 miles east of
east end of Muscatine Bridge, just opposite house of Robert Campbell, and one-
fourth mile west of residence of Dan M. Foster. •
@ Hair : Tile and pipe on highest point of hill on land of Judge Hair, 3 miles
above Muscatine, Iowa ; one-fourth mile north of railroad, and about three-fourths
mile above head of Island 334 ; 42 meters east of north and south fence running over
hill opposite east end of race track at foot of bluff; 65 meters west of orchard on same
hill, and one-half mile below schoolhouse.
@ Hershey : Tile and pipe on Illinois side on top of bluff opposite head of Island
331, one-fourth mile east of ravine^ and about 20 meters from wagon road running
up bluff from the ravine.
@ Wyoming: Tile and pipe on Iowa side on second hill north of railroad; about
1 mile below Fairport, Iowa; 300 meters below railroad bridge 73,f miles above Wyo-
ming hill I near head of ravine, on land of Hincky heirs.
@ Martin: Tile and pipe on Illinois side, at crest of bluff opposite foot of Anda-
lusia Island; 9 meters north of an east and west fence, and 150 meters south of road
at foot of bluff. Trees blazed with triangles; 10-inch black oak, 289^ 5.6 meters;
23-inch white oak, 95^ 3.1 meters ; 14-inch white oak, 166^ 14.0 meters.
(^ Fairport: Tile and pipe on Iowa side on crest of hill, three -fourths mile above
railroad station, Fairport ; about 600 meters above upper limits of Fairport, 400 meters
from river, 150 meters from railroad track, opposite a point midway between the
second ana third railroad bridges above Fairport, and on land of George Bmith.
Trees blazed with trianffles; 10-inch white oak, 225^ 18 meters; 10-inch white oak,
30^ 8.5 meters: 5-inch white oak^ 150^ 10.5 meters. Bearings magnetic.
@Hays: Tile and pipe on Illinois side on high knoll in grass field, lOO meters
f^om river^ and 300 meters north of large stock barn of Col. Hays; at edge of brush
at crest of hill, 43 meters north of fence, and opposite middle or tK>w head in Anda-
lusia Slough.
® Lowry : Tile and pipe on Iowa side in yard of Wm. E. Lowry, 1 meter north
'ana 1 meter east of northwest comer of orchard fence^ and 25 meters east of east side
of Lowry's house, which is a little above railroad bridge 57.
@ Dean's Point : Tile and pipe on Hlinois side on wooded bluff point. Just back of
abandoned clearing at foot of oluff (only clearing in vicinity), and 12 meters back
ofliighest point of bluff. Station is opposite a point 1 mile above Montpelier, Iowa
trees blazed with triangles : 5-inch poplar, 150^ 5 meters ; 9-inch black oak, 315^ 8.5
meters; 5-inch black oak, 8^ 4.5 meters.
@ Perry : Tile and pipe on Iowa side, about one-half mile north from river bank,
on level surface at toi> of hill about 300 meters north of railroad; 150 meters east of
section-line fence which crosses railroad at third telegraph pole east of bridge 40;
about 80 meters northeast of dump of evergreens at old graveyard, and on land of
Mrs. Morehead.
©Andalusia: Tile and pipe on Illinois side on land of Mrs. Paul Shaw, about one-
half mile below limits of Andalusia, 111., on side of bluff about 150 meters south of
main road and 50 meters east of fence.
©Buffalo: Tile and pipe on Iowa side about 1 mile back from Buffalo, Iowa, at
the Jog in north and south lane. Elevation of pipe, 719.54; tile, 715.54 above Mom-
phis datum.
@ Bean: Tile and pipe on Hlinois side on land of Mr. Haas, 50 feet south of sonth
line of J. L. Bean's property; is on prominent hill about 2 miles east of Andalusia,
HI; hill is bare of timber, and a large poplar bears about E.8.E. 810 feet.
APPENDIX Y T — ^BEPORT OP MISSISSIPPI EIVER COMMISSION. 3597
@ Anderson : Tile and pipe on Iowa side on top of bluff, one-fonrth of a ,mile
directly back from Faimew scboolhouse, at roadside 3 meters south of fence on
north side of road, 100 meters west of fence comer on north side of road, and 300
maters east of large red barn which stands on north side of roud opposite a dwell-
ing house.
@ Kane: Tile and pipe on Illinois side on land of Robert Kane, on crest of bluff
3i milee below Milan, IJl., near an east and west fence, and 15 meters east of an old
hedge row running, north and south.
@Beatty: Tile and pipe in southwestern Rock island, on land owned by the
Davenport heirs and leased to one Beatty; is 302 meters west of Ninth street, 188
meters north of fence at race track, and about midway between slough and top of
elope in grass field. Station is on line with @ school and a prominent square- topped
tower in Rock Island.
@ Dayenport : Tile and pipe on top of bluff in West Dayenport on property of
Dr. Bickfora, 10 meters west of old bam, 100 meters north of street, 300 meters
below where main line of Chicago, Rock Island and Pacific Railroad enters bluffs.
@ School : Is marked on floor in cupola of high school building in Dayenport,
Iowa. It is &3^ 50^ 1.305 meters from center of tower.
@ Rock Island: Tile and pipe on wooded knoll between Twenty-ninth and Thir-
iie&i streets in Rock Island, ill., on land of C. F. Lynde; opposite and about 40
meters south of Huberts brewery.
^ Rock Island Astronomical Poet: Stone post 24 inches long by 18 inches in width
projecting 15 inches aboye ground, on lower end of Arsenal Island, 300 meters aboye
the arsenal building near end of bridge, 150 meters aboye fence at guardhouse, and
20 meters from riyer. Geodetic point is marked by cross in top of stone. Elevation,
574.15 (precise levels).
@ Arsenal Tower is point on top of arsenal side of tower on arsenal building 1865A
at £oot of Rock Island; in center of coping 4.04 meters from extreme southeast end
of coping and 6.43 meters from northwest end of coping.
@ McClellan : Tile and pipe on Iowa side on site of old Camp McClellan, 400 meters
from the river, on land of William Grummoll, just above city limits of Davenport.
@ Moline: Tile and pipe on wooded hill in Moline, ill., diagonally opposite the
Fourth street school ; almost in line with the prolongation of Fifth avenue.
@ Gilberttown : Tile and pipe on Iowa side 1 meter west of fence on west side of
road which runs north from road at foot of bluff about one-quarter mile above the
Gilberttown stone schoolhouse. Station is on second hill, 25 meters north of fence
comer, and about 80 meters north of dwelling house.
@ Race Track : Tile and pipe in small grove at top of prominent bluff back of race-
track, 1 mile above Moline, 111. ; on first ni 11 above cemetery.
@ Crow : Tile and pipe on Iowa side, on top of bluff in middle of grass field, almost
in line with road running from river to foot of bluff opposite middle of Campbell's
Island.
@ Watertown : Tile and pipe on DHnois side, 150 meters back from schoolhouse
at Watertown, 111. ; on top of bluff, 40 meters above a cultivated field and 20 meters
back from crest of bluff; to fence comer 355^ 43 meters; to small, lone crab-
apple tree 165^ 15 meters.
@ Hampton : Tile and pipe on Illinois side, on top of bluff, 100 meters north of
road running east past tne Methodist church in the lower part of Hampton, 111. ;
15 meters east of fence inclosing garden at house.
@ Valley City : Tile and pipe on Iowa side, on top of bluff, 210^ 150 meters from
Pleasant Valley brick schoolhouse. In grass field on land of 8. S. Blackman, 11
meters north of fence and 10 meters west of line fence. Station is on line with
Hampton business houses and head of Island 402.
@ Fulton: Tile and pipe on Iowa side, on top of bluff opposite foot of Fulton's
Island, and 300 meters above old mill at river bank. At roadside, 1 meter northwest
offence on river side of road, 180 meters above jog in road at dwelling house, and 20
meters above fence comer at lower end of grove on opposite side of road.
@) Crab Island: Tile and pipe on Illinois side, on land of G. W. Bowles; on top
of hill in grass and scattering timber, 60 meters due west from fence comer, on top
of hill, and 100 meters back of Chicago, Milwaukee and St. Paul Railroad.
@ Sycamore : Tile and pij^e on Iowa side on fiat high ground half way up hill,
200 meters north of river ; in cultivated field near edge of timber, 8 meters east of
west edge of field, and 10 meters south from north edge of field one-half mile above
schoolhouse, and 2 miles below Le Claire, Iowa.
@ Lower Base: Tile and pipe at west end of Rapids City base line; on north side
of Chicago, Milwaukee and St. Paul Railroad track, at foot of dump li miles below
E
Rapids City, and 153 meters below bridge ^ Elevation, pipe, 587. 31; tile, 583. 29
feet above Memphis datum.
@ Upper Base : Tile and pipe at east end of Rapids City base line ; on south side
of nolrpad track at top of cut, opposite brick dwelling house of Mr. Shafer ; oppo-
3598 REPORT OF THE CHIEF OP ENGINEERS, U. S. ARMT.
site third telegraph pole below wagon road and sixth pole below depot. EIoYatioii
of pipe, 600. 89 } tile, 596. 87 feet above Memphis datum.
@ Le Claire : Tile and pipe on Iowa side on flat ground at top of hill in open field,
directly back of old mill on river bank, 1 mile below Le Claire, Iowa; §0 meters
back from crest of hill; 80 meters west of rail fence^ and 40 meters south of fence aife
road side. ' • '
@ Rapids City: Tile and pipe on Illinois side at highest point of bare hill, one-
half mile above Rapids City, 111; directly back from an old abandoned frame
house, and 300 metera below a prominent bare bluff point.
@ Le Boone : Tile and pipe on Iowa side in open spot in oak grove on second
ridge, 100 meters north of road running back from river one block above ferry land-
ing in upper part of Le Claire, Iowa. Trees blazed with triangles : 16-inch white
oak, 180^ 7.5 meters; 12-iuch white oak, 25° 12.5 meters; 12-inoh red oak, 330° 10
meters.
@ Port Byron : Tile and pipe on Illinois side on top of hill in upper part of Port
Byron, 111., about 200 meters back of second street and 13 meters north of
road running back from river one block above steamboat warehouse.
@ Hopson : Tile and pipe on Iowa side on top of bluff point, 200 meters below a
tow head near right bank of river, and two miles above Le Claire, Iowa; 15
meters north of feuee at north edge of grove and 25 meters west of fence comer.
@ Woodward: Tile and pipe on Illinois side, on sandy knoll, one-half mUe back
from crest of bluff, and 2| miles above Port Byron, III. ; 90 meters west of
lane leading south from county road to residence of Mr. Woodward; 200 meters
northwest of house, and in center of small inclosed lot west of lane.
©Princeton: Tile and pipe on Iowa side on top of hill in cultivated field one-
half mile back from river, and 65 uieters south of wagon road which runs west from
lower end of Princeton, Iowa, at the brick warehouse on river bank; 26 meters
west of fence and 150 meters southeast of cemetery. Station is due south fiipm
east end of bam on north side of the road.
@ Cordova : Tile and pipe on land of Jim Armstrong, and back of his house, on hill
400 meters back of Johnson's limekilns. Elevation of pipe, 704.85; tile, 700.83 feet
above Memphis datum.
. (^ Wapsie: Tile and pipe on Iowa side *in Wapsie bottoms, 3 miles northwest of
Princeton, Iowa; one-fourth mile east of Clinton wagon road and one-fourth mile
west of another wagon road; 2 meters ea^t of fence at Jog; one-fourth mile north
of lane and 100 meters south of section corner at hedge.
@ Evergreen: Tile and pipe on Illinois side on south side of wagon road running
east from river, opposite mouth of Wapsipinicon ; about 1 mile east from river, 1
meters north of fence on south side of road, and 20 meters east of Chicago, Milwaukee
and St. Paul Railroad.
@ Rocks : Tile aud bench-mark pipe on Illinois side on highest g^rassy knoll on land
of John Williamson, 5 miles east of Cordova, 111, From l^ges of rock outcropping
in the neighborhood, it is oalleil the ^* Rocks.''
@ Marais D'Osier : Bench-mark tile and pipe on Illinois side on very high grassy
knoll, S miles below Albany, whore the Marais D'Osier comes close to /oot of bluffs;
on land of Mr. Grady, of Clinton, Iowa, near residence of Mr. Hugh Farrell; on pro-
longation of wagon road running south along foot of bluffs below Marais D'Osier
Bridge.
(^ Camanche: Tile and pipe on Iowa side on top of hill in grass field one-fourth
mile north of road running west from Camanche, Iowa, in prolongation of Chicago
street; on Benning estate, 100 meters west of one fence, 30 meters south of another,
and abont one-half mile northwest of Chicago and Northwestern Railroad main line.
@ Albany : Bench-mark tile and pipe on land of M. Freak, on apex of knoU back
of and near his house and in his garden at Albany, 111.
@ Clinton : Center of iiuial of cupola on school house on Eleventh avenue, between
Sixth and Seventh streete, Clinton, Iowa.
@ Ferris: Tile and pipe on Illinois side on sand ridge 8 miles east of river, one-
hatf mile north of road runuing east from Clinton bridges, 2 miles south ox road
running east out of Fulton, and one-half mile east of north and south road which
leaves Fulton road just cast of bridge over creek 2 miles east of Fulton. Station is
in open spot in small oak timber and near south end of sand ridge.
@ Lyons : Tile and pipe on bluff point one-half mile above upper sawmills in
Lyons, Iowa; in line of fence about 15 meters back from crest of bluff, and 200
meters north of a dwelling house.
@Jack Green: Tile and pipe on Illinois side on property of Jack Green; on
mound on top of bluff, 10 miles northeast of Fulton, 111., 3 miles north of where Ful-
ton wagon roiid enters bluffs and three-fourths of a mile above school house in dis-
trict No. 1. Two small pines stand near top of mound 5 meters west and north of
the station. The foot of bluff where the station stands is at edge of wagon road.
APPENDIX YY — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3599
Below, the blirifs are farther fh>m the road. Trees blazed with triangles : 12-liieh
I black oak, 325^ 5 meters : 8-mch black oak, 248^ 5 meters.
@ £J]£ River : Tile and pipe on Iowa side on top of blnff about 1 mile north of
moath of Elk River and back of railroad bridge 512^ 200 meters back from timber
at crest of bluff, 80 meters south of head of small ravine, and 70 meters southeast of
fence comer at farm house.
@ Dyson: Tile and pipe on Illinois side on crest of higl} wooded bluff, in front of
timber, on property of Mr. D^son, about 100 meters back of bluff road, 400 meters
above a long row of elms along road across bottom 400 meters below a stone dwelling
hoose on blnff side of road, and about 5 miles below the point where the Chicago, Bur-
linffton and Northern Railroad enters bluffs.
@ Sabnla: Tile and pipe on Iowa side on top of bluff in clover field, 40 meters
back from crest of bluff, 40 meters south of fence at south side of orchard which is
jiist south of residence of R. A. Schroeder; about 1 mile below Sabula, Iowa, on
property of Lou Eskelson.
@ Bristol: Tile and pipe on Illinois side on top of ridge east of blaff road, 200
met-ers below crossing under Chicago, Burlington and Northern, where it enters
bluffs ; on land of Widow Bristol, 5 meters east of fence.
@ Savanna: Tile and pipe on Illinois side about 1^ miles north of Savanna, 111. ;
1 meter south of fence on south side of road, and 15 meters cast of fence comer at
junction of roads.
@Lainsville: Tile and pipe on Iowa side on top of mound at top of bluffs in pafi-
tare on property of William F. Marr; 70 meters west of fence between pasture and
small cultivate<l field which Ites between two ravines whic]i join opposite the station
K
at railroad bridge, ^5 three-fourths mile above Laiusville railroad station.
@ Miller: Tile and pipe on Illinois side on brow of bluff, 4 miles above Savanna,
111., 50 meters east of wagon road and 200 meters east of railroad ; on property of Mr.
Fisher, whose residence is one-half mile north. Trees blazed with triangles : 14-
inch black oak, 235° 6 meters; 18-inch black oak, 145^ 11 meters.
@ Apple River : Tile and pipe on Illinois side on highest point of sand ridge, three-
foarths mile above mouth of Apple River; in oak timber 50 meters firom river bank,
600 meters below head of island 267, and 100 meters below dyke.
@ Green Island : Tile and pipe on Iowa side on side of bluff at top of rock ledge,
3 meters back from crest of bluff; 270 meters north of wire fence at top of bluff; 100
meters northwest of small shed east of railroad track. Station is nearly 2 miles north
of Green Island, Iowa, and opposite about the twentieth telegraph pole above the
Maquoketa Bridge.
@ Hanover : Tile and pipe at Chicago, Burlington and Northern Railroad station,
Hanover, 111. ; 2 meters east of fence at west side of right of way, and about 50 meters
north of depot.
@ Harrington: Tile and pipe on Iowa side on wooded point opposite foot of Island
24^ on land of Joe Harrington.
@ Blanding : Tile and pipe on Illinois side on top of bluff one-half mile below rail-
road station Slanding, and one-fourth mile above road crossing railroad; 30 meters
from top of rock ledge and 8 meters from edge of woods.
@ Rogers: Tile and pipe on Iowa side on high ridge one-fourth mile east of the
bluffs and one-fourth mile west of the river, 8 meters west from east crest of ridge:
in open pasture, 200 meters southwest of the brick dwelling house of Mr. Rogers, 1
mile north of Bellevue, Iowa. Distance, 7 meters; azimuth, 10^ to a double black
oak. Elevation of pipe, 817.96; tile, 813.96 feet above Memphis datum.
3 Wise : Tile and pipe on Illinois side on top of bluff in open meadow one-fourth
raiie back from river and 20 meters north of sink hole : on property of Mrs. Wise.
@ Smith : Tile and pipe on Iowa side on top of bluff one-half mile back from
river in long narrow open field between trees ; three-fourths mile above Smith's
tiding.
@ Horseshoe is near the Coast-Survey station of the same name. Geodetic point
is center of hole drilled in top of exposed rock ledge. A pipe 1 foot long and 4
inches diameter with the usual cap is centered over this mark and cemented to the
rock. Station is 1 mile southeast of Galena, 111., at northwest end of Horseshoe
Mound, on top of exposed led^e of natural rock 2^ meturs wide and 5 meters from
sonth end of ledge. Station is about 100 meters south of road running east from
Galena and is on property of Samuel Roberts.
@ Gordon's Ferry: Tile and pipe on Iowa side on property of John Schenk, about
3 miles north of Gordon's Ferry^ Iowa; on top of wooded point one- fourth mile
back from river.
@ Sinsinnawa: Steel bolt in natural rock on Wisconsin side on highest point on
wooded hill of same name, in rear of church at St. Clara's Academy, Sinsinnawa,
Wis., and 20 meters westerly from a large wood cross. This station is one of the
Coa«t-Suxvey points.
3600 EEPORT OF THE CHIEF OF ENGINEEBS, U. 8. ABMT.
Appendix 3 B.
RBPOBT OF MR. A. T. MORROW, ASSTSTANT ENGINEER, IK CHARGE OF TOPOGRAPH-
' ICAL PARTY FOR SEASON OF 1892.
St. Louis, Mo., Ifovember 1^3, 189S,
Captain: I have the honox to Bnbmit the following report on the Operations of the
topographical party which has been nnder my charge during the field season just
clos^:
On Aagust 29 the steamer Patrol was turned over to me at Quincy, 111., together
with a small party then on board. At that point I took in tow the quarter boat
Illinois and proceeded to Hannibal, Mo., where I spent the remaining days of August
in rebovating the steamer and quarter boat.
On September 1 the rest of my assistants and a number of men reported for duty,
and at the same time I received an outfit of instruments and a supply of subsistence
stores from St. Louis.
On September 2 the field work was begun at the Hannibal Bridge (stone line 94)
with a P&ity composed as follows: Assistant Engineer A. T. Morrow in charge;
Messrs. W. G. Comber, George H. French, E. L. Harman. Horace Dunaway, E. J,
Thomas, C. L. Ockerson, and O. N. Axtell, topography ; A. O. Wheeler and T. G. Ray,
ordinary levels; T. C. Hockridge and L. D. jUabanue, hydrography: M. I. Powers and
H. C. AVinchell, computations and platting. In addition to these there -were the offi-
cers and crew of the steamer and a number of men, \{hich was increased until the
party numbered altogether about 63 persons.
The stage of water and the weather were favorable for the work and remained so
for the entire season.
The party suffered a good deal from malaria while working on the overflowed
lands, out at such times a few extra men were kept employed and the work did not
suffer any serious delay.
On November 10 the work was completed to stone line 114, 10 miles above Keokuk,
and was there discontinued. The quarter boat Illinois was laid up at Keokuk and
the steamer Patrol brought back to St. Louis and turned over to Assistant Engineer
J. A. Ockerson, there still remaining on board a small party which had been retained
for work on the lower river.
With a few exceptions, which will be noiiced, the fieldwork has been carried on
in accordance with the printed instructions.
From Hannibal to Keokuk the secondary stations are far apart, and in most
instances at a distance from the river. It therefore became necessary to carry a
complete system of tertiary triangulation over the whole work. A 50-meter steel
tape had been provided for the measurement of tertiary bases and proved to be a
great aid to the work, and tertiary bases were measured at intervals of about 5
miles as far as Keokuk, where secondary lines were available. The azimuth and
coordinates, however, were checked on secondary points at Quincy, La Grange, Can-
ton, and Warsaw, and the azimuth was checked at secondary station Heather, about
halfway between Hannibal and Quincy. An appended tabulation will show the
discrepancies at these various point-s of connection. The entire number of tertiary
triangles was 260. The longest tertiary line was 3,478 meters ; the average tertiary
was 1,297 meters ; the shortest 485 meters.
A line of ordinary levels was carried along each bank of the river to form a basis
for topographical work. These two lines were cheeked on each other every 3 miles
by ''river crossing" and as frequently as possible by connection with the precise
bench marks previously established in this region. A table showing the results of
these connections is appended hereto. Especial care was taken to connect with all
local bench marks, water ^^auges, monuments of surveys, and all authentic high-
water marks.
Soundings were taken in the customary manner from a cutter and located by sextant
angles, section lines being sounded about every 250 meters, followed by a channel line
through the deepest water found on the sections. At the Des Moines Rapids, how-
ever, that method did not seem practicable, as the water was too shallow and swift
to admit of sounding from tlie cutter and a skiff would not carry the necessary
observers to locate the soundings by sextant. A skiff was therefore used and
observers placed on shore with transits and the course of the sounding skiff guided
by two flagmen on opposite sides of the river. All the points occupied by the obser-
vers were afterwards located by tertiary triangulation.
Lines were thus sounded across the river at points about 200 meters apart, and
above the canal three longitudinal lines were run in the cliannel to the extremity of
the work. Total number of soundings for theseason, 25,490; total number of sextant I
angles read, 10,674. i
In the topographical work especial attention was given to instrumental checks,
and all stadia lines were begun and ended either on points of tiiangulation or on
APPENDIX Y T — ^REPORT OP MISSISSIPPI BIVEB COMMISSION. 3601
promts of other stadia lines, thus giving obeoks on azimuths, distances, and eleva-
tlons. An attempt was made to improve the method of sketchine which has hereto-
fore been in practice. For this purpose Assistant Engineer J. A. Ockerson sent to
the field a semicircular transparent pivot protractor with scale to be used in plot-
ting stadia stakes and important points of topography, prior to the operation of
sketching. Mr. W. G. Comber experimented with t^is protractor and soon found
that it conld not be used to advantage in the note books, as the protractor could not
be kept in place on the ]oose leaves, and the size of the page w{w too limited to
admit of the revolution of the protractor. A small sketchiug board and a sheet of
compnting paper about four times the size of a page of the note book were then sub-
stituted.
These proved satisfactory and the plan was soon after adopted by several other
topo^prapiiers, and in every case with satisfactory results. ^ The little time lost in»
platting was more than made up by the increased facility with which the sketching
could be done and by the readiness with which the topographer could lay out his
work by the aid of an extended and accurate sketch. It does not seem practicable
to transfer the sketches to the plats during the season of fieldwork, and a more
comprehensive and accurate method seems desirable in order that the sketches may
be laid over to be transferred in the office.
I am of the opinion that this method or some modification of it would be an
improvenkent over the method heretofore practiced. These detached sketches, when
they are finished or when they have been transferred, can be folded and pasted into
the note books, thus becoming as completely a part of the permanent record as if
Ihey had been made on the pages of the note book.
In aecordance with the suggestion of Assistant Engineer J. A* Ockerson, the party
was supplied this season with field sheets of tracing linen instead of paper field
sheets as heretofore. Plats made upon these can be transferred directly to the detail
charts without the additional labor and the increased inaccuracies of transferring
by tracings. To what extent these advantages will be offset by the difficulty of
making and retaining the details of the plate on the smooth sunace of the linen,
can not be determined until the work shall have made further progress.
Owing to a large number of islands, several cities and towns and a large extent of
bottom Land ^Um with sloughs, the amount of topographical work required for a
mile of rirer has been unusnally lar^e, as will be seenby the following figures : Num-
ber of miles of levees surveyed outside of limit of topography, 10; number of miles
of lakes, sloughs, and rivers outside the ordinary limit of topography, 94; number
of miles of bluff line, 78; number of square miles of topography, 197i. The entire
distance covered by the work of the season is 60 miles by river, and the total num-
ber of working days 59, making a little more than an average of 1 mile of river per
working day.
The field season has been so short that the party was not more than thoroughly
organized when the work was discontinued, and as the part of the river surveyed has
been a difficult one, it seems to me that the work of the party has not been unsatis-
factory, arresolt which is due much more to the efficient services of my several assist-
ants than to any efforts of my own.
Very ^respectiiilly, your obedient servant,
A. T. Morrow,
AsHfitaHt Engineer,
Capt. Cabl F. Palfret,
Cerpe of Engineers, V, 8, A,
Table eKowing dieerepanciee in azimuth between tertiary and secondary triangulaiion.
Stations.
HansilMl W^ Heather.
Cm ton UDi%-.
> CanUxn Unlr. to @ Warsaw . .
I Warsaw to® Rapids
Kapids to B/M. 4*
HU^toSanduslcy
Sandusky to @ Edwards . . .
iBdwardato(DB.l[.'i«
o # '/
2L0 12 64
324 02 25
242 30 40
236 51 14
137 45 42
214 39 62
84 53 48
113 21 13
21 81 19
193 53 40
Secondary
asimuth.
Of//
210 11 47
321 00 35
242 30 46
236 50 47
137 45 30
214 40 05
S4 53 54
113 "ao 42
21 32 12
193 53 24
I
Discrep-
Number
of trian-
ancy.
gles.
/ //
1 07
26
1- 50
80
06
27
27
14
12
45
13
18
U6
5
31
6
53
4
16
6
34
175
Closure
per tri.
angle.
It
2.57
8. 66
0.22
1.92
0.26
1.00
1.20
5.16
13.25
8.20
8.24
BNa 93 ^220
8602 BEPOET OP THE CHIEF OF E KGINEERS, U. 8. ARMT.
TabU ihoufing diaorepa^eia heiweem eamputed and metuured J>a$e9 and atoondarg Ziaet.
Nnmber
Distmce.
of trian-.
glee.
MiU9.
• 4
10
6
14
2
6
4
12
4
11
8
23
6
13
5
10
4
12
4
11
16
4
20
4
9
00
«
Computed
base.
Meters.
942.37
1,161.89
603.95
788.93
•613.67
852.17
547.66
509.64
1,440.35
1 031. 23
1, 570. 09
1,279.67
1,26L49
Meaaniod
Discrep*
base.
anoy.
MeUre.
Meten.
942.22
.15
1,161.43
.46
693.98
.03
788.71
.22
613.70
.13
852.27
.10
547.83
.33
599.42
.22
1,439.46
.89
1,031.30
.07
1,569.80
.29
1,279.52
.15
1,26L52
.03
1: 6,281
1: 2,525
1:23,138
1: 8,585
4,721
8,623
1,658
2,724
1,600
1 : 14, 733
1: 5,413
1: 8,530
1:42,050
1:
1:
1:
1:
1:
Ayerage doanra, 1 : 9,662 (regardlees of length of ran).
IH$crepancy between precise and ordinary le^eU.
Between F. B. Ms.
Ko. 16 and 14
Ko. 14 and 12
No. 12 and 56 MoK.
No. 56 McK. and 10.
Ko. 10 and 8
No.8and9
Dia-
tance.
Error.
UiUe.
m
1
5
1
0.04
0.03
0.17
0.
0.11
0.00
Leveled by—
F. G: Bay.
Do.
Do.
Do.
Do.
Do.
Between P. B. Ms.
No. 8 and 5.
No. 5 and 2.
No. 2 and 3.
No. 2 and 1.
No. 1 and 1.
No. 1 and 2.
Dis-
tance.
Error.
Miles.
16
0.17
5
0.15
1
0.00
1
0.00
'A
0.03
5i
1
0.11
Leveled by—
F.G.Bay.
Do.
Do.
Do.
Do.
Do.
DiBcrepanoie9 between right and left bauh levela.
River crossing at—
Stone line 95
96
97
98
99
100
101
103
104
Dis.
Discrep- !
tance.
ancy.
jrosr.
1
3
0.145
3
0.100
3
0.09
3
0.05
3
0.07
3
0.15
3
0.13
6
0.23
8
0.10
Biver crossing at —
Stone lino 105
106
107
109
no
111
113
114
Dis- I Discrep-
tance. i ancv.
MUee,
3
0.16
3
0.00
3
0.01
6
0.10
3
0.14
3
0.18
6
0.02
3
0.13
APPENDIX Y Y — ^REPORT OP MISSISSIPPI RIVER COMMISSION. 3603
DewripUona and elevaUan$ of high-waier marks leveled to in season of 189S,
Desoriptioxu
On water gaage on Qninoy Sallroad bridge
On northwest comer ^\ Jo TTarehoose, Ls Orange, Ko
On northeaat corner of tlie "Blaokwood," La Grange, Mo
On eontheaet comer of the "Blackwood," La Grange, Mo
On northeast comer of Busehman's feed mill. Canton, Mo
On northeast comer of Palmer's boarding-house, Alexandria, Mo
Do
On soatbeast comer of ^^^ Wareboase, Keokak,Iowa
On water gange on lower lock of D. M. R. Canal
Do
Do
On water gange on middle look of D. M. R. Canal (in canal)
Do
Do
On water gange in sluice way at middle lock (in rapids)
On water gange on upper lock of D. M. R. Canal
Do
Tellico Mills, Quincy^IU
Do
Do
On tree opposite foot of Island Ko. 432
Vicinity of Warsaw, lU
On small onlTert 4,500 meters aboxe Keokuk bridge, on left bank
On small cnlrert 4,060 meters aboye Keokuk bridge, on left bank, and 300 meters
north of© rapids
1888
Year.
Eleva-
tions.
1888
485.23
1893
487.03
1888
488.61
1851
490.93
1888
491.80
1888
600.89
1881
500.80
1892
503. 67
1851
605.61
1888
504.29
1881
503.59
1891
505.64
1888
604.34
1881
503.64
1888
506.65
1888
516. 74
1881
515.06
1851
487.50
1888
484.58
1881
484.09
1892
482.24
1888
602.08
1885
506.96
60&08
Appendix 3 O.
REPORT OF ASSISTANT ENGINEBR A. T. MORROW ON TKRTIART TRIANGULATION AND
STONE LINES FROM DONALDSON VILLE TO HEAD OF PASSES, AND PRECISE LEVELS
FROM NEW ORLEANS TO HEAD OF PASSES, NOVEMBER, 1892, TO MARCH, 18d3.
St. Louis, April 10, 189S.
Captain: I have the honor to submit the following report on the work done by
the party which operated under my charge on the lower river during the past
winter.
On November 17 the steamer Patrol left St. Louis under charge of Assistant Engi-
neer J. A. Ockerson, who was engaged during the down-river trip in inspecting and
repairing gauges and bulletins. On December 8, when the steamer had reached
Donaldsonville, La., I joined the party and began work with a party composed as
follows : A. T. Morrow in charge, with G. H. French, T. C. Hockridge, O. N. Aztell and
A. O. Wheeler, assistants. There were also the crew of the steamer and 13 additional
men. The work in view consisted of placing the bench marks on " stone lines " from
Donaldsonville to the Head of the Passes and connecting them with the remaining
marks of the old Coast Survey triangulation. This worK was continued clown the
river till the city of New Orleans was reached on January 12. At that point the
party was Joined by precise-level men J. A. Paige and E. J. Thomas, recorder W. S.
Williams, and twe precise-level rodmen.
Two additional men were employed, a barge to carry coal was borrowed from Capt.
Millis» a supply of bench marks and stones were taken on board, and on January 17
the steamer left New Orleans bound for the Head of the Passes^ where the work was
to be taken up in order to complete the lower portions of the river before the season
of high water. At Fort Jackson the steamer was delayed two days by storms, and
reached South Pass on the morning of January 20. The work from the Head of the
Passes to New Orleans consisted of placing and locating bench marks and running
a line of precise levels between these two points, and was prosecuted with a party
composed as -follows : A. T. Morrow, in charge : J. A. Paige and £. J. Thomas, precise
level men, with recorders A. O. Wheeler and W. S. Williams; G. H. French, tertiary
angles; T. C. Hoclcridge, bench marks, and O.N. Artell, computations.
The work progressed without any serious delay until March 15, when the precise
levels were clos^ on the precise bench marks at New Orleans and the work of plac-
ing and locating bench marks carried to the lower limit of the work of the early part
of the season. On March 16 I discharged the men hired at New Orleans, placed the
steamer, with the regular crew and three extra men, under the charge of T. C. Hock-
ridge as manter, with orders to proceed to St. Louis, and with the remainder of party,
seventeen in number^ I returned to St. Louis.
3604 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
Dtiring the entire season the weather was, in the main, favorable^ and no trouble
was experienced from high water, except during the last two weeks of the season.
Tertiary triungulation, — At nearly all points enough of the Coast Snrvey triangola-
tion stations remained to furnish good connections for the system of tertiary triangu-
lation, which was carried along to locate the various bench marks of the survey. Of
tlie 120 Coast Survey stations looked for 68 were found, and these were pretty fairly
distributed, except on the stretch of river below Fort Jackson, where it became nec-
essary to make a run of 18 miles between consecutive points of connection.
On* this long stretch, however, the shores wore flat and on one side mostly open, so
that I was enabled to '' chain'' about half the distance with a steel tape, and the rest
of the distance was favorable for tri angulation, so that it is believed that the loca-
tions of the intermediate points are entirely reliable. During the entire season a good
deal of difBculty was experienced in procuring i^eliable azimuths at the several Coast
Snrvey stations on account of trees, buildings, and levees, which cut off the lines of
sight oetween the consecutive points. For this reason it became necessary often to
carry azimuth for long distances, but generally the coordinates could be checked at
points sufficiently close to insure good results.
The atmospheric conditions were often unfavorable for observing angles, and it
often became necessary to locate tertiary flags in unfavorable positions, such as on
mud bars, tops, of logs, stumps, docks, or buildings, and for these reasons the tri-
angles did not always close with as much accuracy as could have been desired, but as
the country was flat it was practicable to measure frequent tertiary bases, and it was
considered more economical and productive of better results to devote less time to
the determination of angles and give more attention to the measurement of tertiary
bases than is usual in work of this kind.
The 50-meter steel tape, with which the party was provided, proved very service-
able for this work and was brought into almost daily use during the whole progress
of the work. Besides the regular tertiary bases so measured there were check dis-
tances chained with a 20-meter chain, using ordinary chaining pins, but in the soft,
wet ground of the region these determinations did not prove very satisfactory and in
almost all instances were used for checks only. In a table which, is appended hereto,
giving results of checks on tertiary triangulation, distances of this character are
explained in a footnote as being used for checks only, as such determinations were
used to detect mistakes in computations or other parts of the work, but did not ent<er
the computations and thereby affect the general resulta of the work. As an illustra-
tion of the inexactness of ordinary chaining I have appended a small table showing
the results of measurements of the same lines by tape and by chain. These measure-
ments by tape and by chain were made by different parties, but on the same day.
The measurements by tape were made with much care, a spring balance was used to
insure uniform tension, and the extremities of each tape length were marked by a tack
driven in the top of a stake set for the purpose. The marking of the chain lengths
was by ordinary chaining pins, and no more than ordinary care was taken in the
work, as the determinations were intended only for check on the work of the tape.
The gronnd on nearly all of these lines was soft, but did not differ materially in that
respect from most of the ground on which the chain was used during the general
progress of the work. It is, therefore, probable that many of the discrepancies shown
between measurements by chain and by computed distances, which were based gen-
erally on tape measurements, were due to inaccuracies of chaining rather than to
defects in-the tertiary triangulation.
As the ultimate object of the tertiary work was to determine the correct geo-
graphical positions of the various bench marks, perhaps a better test of the accuracy
of the work is shown by the appended table, giving the discrepancies between the
tertiary and secondary coordinates in the several runs from one secondary station
to another.
Besides the permanent bench marks, anumber of conspicuous objects have been
located, and nearly all the intermediate tertiary points have been marked by stakes
and their positions described, so that many of them will be available for connection
for one or two years.
There were, all together, 502 tertiary triangles used during the season's work.
Bench marJcs. — In view of the lack of permanence that has attended many of the
bench marks of former years, I have endeavored to keep steadily and prominently in
view the importance of selecting permanent positions for the marks which we have
established. For this purpose they have as often as practicable been placed by the
sides of roadways and land lines and as much as possible out of way of cultivation
and probable improvements. Where they have been put on plantations or other
private grounds they have in most cases been so placed with the knowledge and
consent of the owners or occupants and with the understanding that they were
placed there as permanent and valuable marks of public surveys. Thev have also
been placed with a view to being used as points of location as well as of elevation,
and with this object in view they have been located, as has been stated, by triangu-
APPENDIX Y Y — ^REPORT OP MISSISSIPPI RIVEU COMMISSION. 3606
lation, Skiid, besides, have been occupied and point iugs have been taken to various per-
manent and conspicaoas objects in sight. Observations bo taken will not only fur-
nish effective means of recovering the points hereafter, but will supply azimuth lines
for Qse in future surveys.
Full descriptions and sketches have been made, and it is believed that in most cases
these points may be recovered many years hence, even if the surface marks shall
have been removed.
On the extreme lower river some difflcnlty was experienced in planting the bench
marks, owing to the close proximity of the water to the surface of the ground, and
it often became necessary to bail water continnonsly from the holes whue the work
was being done. In these cases the tiles were well rammed down, and it is believed
that they are as stable as any objects in those localities. Two bench marks placed in
wet g^oand at Fort Jackson on the way down seemed not to have settled percepti-
bly in the two weeks that elapsed before our return to that place.
It is a question, however, m mv mind whether any object in the vicinity of the
Passes remains permanently at the same elevation — a question that will perhaps
not l>e definitely settled iintil precise levels shall have been carried down agam
from above, after a lapse of years.
A table is given below showing number and kind of bench marks established.
J^recise levels, — Two precise-level bench marks were established at the head of the
Passes and connection was made with the U. S. Engineers' bench mark and two
gauges. From that place precise levels were carried on the right bank to Fort
Jackson and thence on the left bank to New Orleans, where they were connected
with the P. B. M's of 1883, back of the city, and carried to the Coast Survey astro-
nomical post in Lafayette Square. Much less difficulty was experienced on the wet
ground of the extreme lower river than was anticipated, a line having been cleared
out through the timber, where the roots of trees served as turning points and the
uniform atmospheric conditions seemed to largely compensate for the difficulty of
leveling over tne soft ground.
Assistant Engineer Paige, who was placed in general charge of precise levels, will
make a report on the results and methods of that work.
Very respectfully, your obedient servant,
A. T. Morrow,
AMUttant Engineer*
Capi. Carl F. Palfrey,
Corpe of Engineers, U, 8, Am
%
Tahle skow^g number and character of permanent leneh marJcs established hetween Don-
aldsomnUe, La,^ and the Head of the Passes, during the progress of the survey of the
winter of 1892 and 1893,
Number.
Ordinary benchmarks of tile and pipe 198
Secondary triangulation stations used as ordinary bench marks 6
Other marks used as ordinary benchmarks 4
Total ordinary bench marks 208
Precise bench marks of tile and pipe 32
Copper bolt precise bench marks - 9
Ordinary bench marks used as precise bench marks 28
Otiier marks used as precise bench marks 7
Total precise bench marks 76
Total bench marks of all classes 256
8606 REPORT OF THS CHIEF OF ENOINEERS, U. 8. ▲RMT.
Table showing discrepancies in tertiary triangulaiion.
Stations.
tpto^ja
l^AtO-^iA
^ to St. James ch
A25toA24
^|«to^
A34toA36
A 39 to ware ho. cupola
A44toA*0
ifAto A|fi r
A4*to A*«
*|*toA50
AWtoA*8
ASlto^p
@ St. John to St. Johns ch
A«2toA60
*jatoA«7
«fi»toA 74
*»*toA73
*»*toA 81
*|*to A 78
«}*to A 82
*}«to«§ft
A86 to«9*
»fitoA §5
«FtoA W
A88to AM
@ Odier to Dneeau S. H. CLy . . .
A 102 to A 106
A 104 to A 106
117 to A^
City Park to A 110
j* to@Ooni. cana)
A Donovan No. 2 to Cabita Chy
a«A to«|A
«|* to A 127
A181toA12»
A 186to*lA
A148to A 140
A 162 to «!«...•.
A 170 to A 173
A 180 to A 100
A 197 to® Union
A 211 to A 212
A 217 to A 219
«|* to Jnnior Chy
A231toA233
«|*to A 247
A236 to«|A
A 250 to A 262
A 256 to (§) Bayhi
A 268 to ^|A
A 264 to *p..
A268to A267
^toaj*
A 276 to H*
A 271 to A 272
A 276 to A 276
A 278 to A 280
H^toifA
A 281 to A 282
A288to*|fl
»4«to A288
292toA287
Magn^iato'i'
295to*p
808 to •*••
Battle Gronndf'Befinery Chy'
308 to Befinery Chy
A307to«i*
>i« to Colored Chnrch
Distance
chained or
computed.
MeUrs,
*791. 55
*882.80
762.88
952.84
*857. 48
1176. 76
752. 21
671.68
*8S2.20
671.68
*870.74
600.82
•1128.33
1692.80
050.47
•609.70
*1108. 80
*636.20
*861. 70
*875.84
n024.40
*784. 30
*713.37
*1005.30
*895. 14
1128.36
648.10
1212.64
•620.89
•822.40
481.89
682.27
2009.64
U73.43
800.00
1450. 00
806.07
956.84
1056.66
686.48
721.28
632.65
029.61
548.96
834.84
1256. 10
712.93
•629. 12
1067.09
630.70
727.97
789.73
823.21
•660.40
919.70
730.09
868.73
1057. 10
747. 62
739. 70
•536.43
833.99
786.81
1,083.09
•1,040.21
965.49
1,621.63
986.01
1,214.73
640,64
Distance
oompnt-
ed.
MeUrt,
701.43
883.80
763.07
9»3.07
857.50
1175. 76
752. 16
671.48
852.06
671.70
870. 67
630.87
1128. 17
1692.30
950.38
609.66
1108.36
636.63
862.16
876.24
1024w63
784.42
713.86
1006.40
895.26
1123.36
648.20
1212. 54
620.61
822.14
481.19
682.25
2009.67
1173.63
800.05
1:449.04
806.82
056.06
1056.47
686.32
721.48
632.67
929.39
649.07
834.78
•1254.62
713. 19
629.30
1067.08
630.66
728.03
789.66
823.26
660.85
919. 50
729.98
868.81
1057.24
747.60
739.91
636.43
833.95
786.18
1,083.00
1,039.72
985.44
1,621.74
986.00
1,214.61
640.60
Discrep-
ancies.
No. of
trian-
gles.
Meters.
.12
4
.60
7
.19
8
.23
4
.02
5
.01
6
.05
5
.20
2
.15
2
.02
2
.07
2
.55
8
.16
6
.50
7
.09
15
.04
4
.66
6
.43
7
.46
17
.40
17
.13
2
.12
2
.89
3
.90
4
.12
3
.01
3
.10
7
.10
4
.28
2
.26
6
.20
6
.02
4
.03
2
.10
10
.05
8
.96
2
.16
7
.22
2
.18
9
.16
11
.20
27
.08
2
.22
14
.12
4
.06
9
L48
4
.26
12
.18
4
.01
11
.04
6
.06
4
.07
8
.03
6
.06
6
.20
4
.11
10
.08
6
.14
6
.03
2
.21
18
.00
4
.04
6
.18
11
.00
2
.49
4
.06
4
.11
2
.01
6
.12
4
.04
S
Proportion-
ate diftcrep-
anoies.
in
in
in
in
in
6.507
1.766
4,016
4.144
47,874
in 117, 575
in 15,045
3,358
5,681
33,584
12,439
1^002
7,052
8,360
10,561
15,242
1,981
1,481
1,806
2,189
7,881
6,536
1,830
1,117
7,459
in 112, 336
in 6,483
12,126
2,218
8.163
2,407
29,113
66.088
11,735
16,000
1,510
6,380
4,345
6,780
4,280
3,606
7,908
4,226
4,574
13, 914
848
3,128
2,041
in 106,709
in 16,737
12,188
11,267
16,465
11.208
4,598
6,637
10,860
7,651
24.920
3,523
00
20.650
4,868
00
2.123
19,710
14,742
98,601
10,126
13,616
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
In
in
in
in
in
in
in
in
in
in
in
in
in
in
in
in
In
* Used foe oheok oalj.
APPENBEt Y Y — ^BEPOET OP MISSISSIPPI EIVER COMMISSION. 3607
Table showing discrepancies between tape and chain measurements.
Stadozu.
'|»toA127...
A 120 to A 131
£^ laito^p...
•H«toAl33...
*i^ to A 139-..
Al30toA141
A 141 to A 143
A143to'ift...
«Pto A245...
Ifeaanred
with tapo.
MeUrg.
800.06
1,450.05
1,640.11
980.12
1,062.07
1,500.12
1,370.12
1,472.54
1,100.00
Measured
with chain.
MeUrt,
790.84
1,449.86
1,640.21
980.00
1,061.50
1,499.20
1,869.30
1,471.80
1,099.55
Diacrep-
Charac-
ter of
' anoy.
ground.
jr«(#r».
—.22
Soft
—.69
.-..do...
+.10
Hard ...
—.12
Soft
—.57
. . . .do . . .
—.92
....do...
—.82
....do ...
—.74
... .do ...
—.45
....do ...
Proportion-
ate disorep-
anciee.
1
1
I
1
1
1
1
1
1
in
in
in
in
in
in
in
in
in
8,637
2,101
16.402
8,168
1.863
1,031
1,671
1.981
2,444
Discrepancies between tertiary and secondary eoSrdinates, Donaldsonville, La,, to Head of
Passes.
From station.
Webre ,
>St. Janiee
StKmma
JolW
WhiteHoeel"*.!
St John
Beeerve
KiUna
Boia Blano
Company Canal
Lee ,
Orlaana
Magnolia
tSeaxadale
Conceasiona....
Do
Berthaud
I Jeanit
Bayhi
SLltoaalie
Upper Baae.....
ITnion
White
Quarantine .....
x« orth ...........
H.P.Ijight
To station.
Donalson
St. Michael's Church
College
Homestead
Jolly
Chanf
Beeerve
Bound'honse
Beouar
ATondale
City Park
St. Maurice
Battleground
OrMige Grove
...do.
Soarsdale
Cedar
I Jesuit
Bayhi
StBoaalie
Woodland
ITnion
White
Grand Prairie
Buras Church
Taylor
North
Number
of tri-
angles.
6
4
7
8
5
10
7
12
12
8
7
5
5
2
18
6
11
8
8
15
22
18
18
21
2
42
3
Distance.
Maes.
2.2
1.8
4.7
4.2
5.1
2.4
8.9
5.6
4.5
2.1
1.4
2.5
1.9
1.6
4.9
2.8
8.9
1.4
2.4
4.8
9.5
5.6
7.6
&8
0.7
18.6
4.2
Disorep'
ancy in
latitude.
Discrep-
ancy iu
longi-
tncto.
Meters.
Meters,
0.8
0.2
0.7
0.6
1.0
0.0
1.6
0.6
0.9
1.8
1.5
0.8
1.1
' 0.4
0.2
0.6
0.8
0.1
1.0
0.1
1.1
0.8
0.8
0.2
0.0
0.2
0.4
0.5
0.7
1.6
0.3
LI
0.5
0.5
0.6
0.8
0.1
0.2
0.4
0.5
8.9
L8
0.6
0.1
1.1
1.6
0.5
0.5
0.8
0.1
1.8
1.4
0.8
0.5
Propor-
tional dis-
crepancy.
4.317
8,133
7,520
4,188
5,100
2,560
5,200
14,860
9,000
8,860
1,640
11. 110
15,200
4,000
4,860
8,345
8,910
8,700
19,200
12,000
3,700
14,930
6,320
19,000
1,400
12,940
12,200
3G08 REPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMY.
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APPENDIX YY — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3617
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APPENDIX Y y — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3619
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3620' REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
Appendix 3 D.
report of assistant engineer james a. paige on precise leveling between
head of passes and donaldsonville, la.
Office Mississippi River Commission,
St. Louis, May 10, 189S.
Sir: I have tbo honor to report as follows on the precise leveling operations
between the Head of Passes and New Orleans. ^
Your instructions were to run a line of precise levels from the gan^i^e and other
bench marks at the Head of Passes to New Orleans^ and there connect with certain
bench marks established by the Commission when the line of precise levels was ran
from Biloxi to CarroUton in 1862; the work to be done by two field-leveling parties
equipped in the usual manner, and the necessary force to be quartered on the U. S.
S. Patrol, Assistant Engineer A. T. Morrow in charge^ who at the same time would
make a certain survey between Head of the Passes and New Orleans.
I left St. Louis for New Orleans January 11, 1893, and reached the Patrol at Ken>
nerville, La., January 12, in company with Assistant K. J. Thomas, Recorder W. S.
Williams, and Rodmen Joseph Sheehan aud H. M. Conradt. The remainder of the
men were assigned fi'om Mr. Morrow's force on the P<Ctrol, who had at this time
about completed his work to New Orleans, working southward from Donaldson ville.
After the necessary preparation the Patrol proceeded from New Orleans on Janu-
ary 17 and arrived at Fort Jackson the same evening, where she was delayed by high
winds till the morning of January 20. The Head of Passes was reached that day at
noon and the regular neldwork began there the same evening. The work was com-
pleted to New Orleans and ail connections made on March 15, 1893, and on the 16th,
in company with Mr. Thomas, I returned to St. Louis. Subsequent to this time Mr.
Thomas and myself have been engaged in making the office reduction of the sea-
son's notes. While the Patrol was lying at Fort Jackson a certain bench mark of
the vitrified clay and iron-pipe pattern was established there and connections made
with it. This is referred to hereafter and is designated in the tabulated results as
" Experimental BM."
The leveling force consisted of two field parties organized the same as heretofore
on this kind of work, and comprised for one party : James A. Paige, leveler ; A. O.
Wheeler, recorder; two rodmen; two tent and umbrella men. For the other party:
E. J. Thomas, leveler; W. S. Williams, recorder; two rodmen; two tent and um-
brella men; making twelve men in all.
The methods in the field operations were about the same as have been in use here-
tofore on this class of work. All lines were duplicated in a direction contrary to
that of the first line run.
Each observer duplicated his own work.
The telescope was made level as indicated by the level vial when the rod was read.
The order of the back and fore sight was alternated at the successive instrument
stations.
Both foot plates and pins were used for rod supports.
The route of the level line was from the gauge at the head of South Pass westward
across the head of Southwest Pass to the west bank ; thence northward along the
west bank of the river to Fort Jackson ; thence across the river to Fort St. Phillip on
the east bank ; thence northward along the east bank of the river to New Orleans,
where connections were made with U. S. P. B. Ms. 2 and 3 and B. M. City Stone, " Half-
way House."
These three bench marks were in the line of precise levels executed under the
Commission between Biloxi and CarroUton in 1882.
U. S. P. B. Ms. 2 and 3 were also connected with the iine of i>recise levels between
Mobile and CarroUton, executed by the U. S. Coast and Geodetic Survey in 1886.
For reference to these bench marks see report of the Mississippi River Commission
for 1883, p. 129, also Appendix 9 U. 8. Coast and Geodetic Survey Report for 1887.
From the Head of Passes to the Jump, a distance of 11^ miles by the levels,
the surface of the ground leveled over was from 8 to 30 inches above mean tide. The
bank here on the west side has a fringe of timber and heavy undergrowth and is
composed of vegetable mold and a river deposit of very fine material which, of course,
in this part of the Mississippi Valley contains little or no sand. It holds the moist-
ure well and in general presents poor conditiorfs for precise leveling purposes. How-
ever, about 80 per cent of the turning points on this stretch consisted of nails in
trees and stumps and the results are satisfactory. From the Jump to New Orleans
the levels follow the levee and wagon road all the way and it was good ground to
work over. Other conditions incidental to the work were tolerably favorable. The
principal trouble during the first part of the season was the prev.alence of fogs. The
difficulty did not arise &om interruption of work exactly, but from the sudden
APPENDIX Y Y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3621
appearance of hot winds. If the fog was light work wonld be in progress and a hot
wind, appearing would instantly absorb the fog and change the temperature several
degrees. This, of course, would change the refraction very suddenly. Great care
haid to be taken that the sights at an intrument station were taken under similar
conditions in this respect.
The permanent bench marks established were of the pattern heretofore used by
the Commission, vitrified clay slabs buried in the ground with a copper bolt leaded
in the center, and over which is set an iron pipe 4 feet long and projecting from 6 to
18 inches above the surface of the ground. They were set about 3 miles apart and
varying from 20 to 200 meters from the river. This, in view of the fact that there is
very little change in this region due to caving banks, and also that a dry and solid
foundation for the bench marks, was only found near the river front.
The stone-line bench marks which were also established during the progress of
this survey, and of the same pattern as the precise level benchmarks, were set about
once in every 3 miles of river distance. A P. B. M. was set approximately midway
between consecutive stone lines.
The bench marks of a permanent natnre will thus average about 1^ miles apart.
The following is a summary of the bench marks established and connected with
(not including the temporary bench marks set for the purpose of checking the work) :
Precise bench marks established (vitrified clay and iron pipe) 32
Other precise bench marks established (of miscellaneous nature) 5
Other precise bench marks established (copper bolts in various structures) 9
Precise bench marks connected with (of former precise levels) 8
On Hnary level bench marks connected with (of former surveys) 6
Stone-line bench marks connected with 28
Water gauges connected with 3
Tot^ 86
There has been considerable discussion of the stability of bench marks established
in surveys of this kind. The sinking of tlie structure is a defect, more or less, of all
forms .of permanent bench marks except those established in the natural rock.
The pattern now used by the CommisHion appears to be the best yet devised when
all qnesiions are considered. It is within the possibilities that at some future time
the Iine.from New Orleans to the Passes may be releveled, with a view of investigat-
ing the question of the gradual subsidence or elevation of that part of the Missis-
sippi Valley. We can assume if a settling of bench marks does occur that it will
increase in amount going southward from New Orleans. This would be the supposi-
tion, considering the nature of the deposit and the decreasing elevation above the
river. A small movement of the bench marks would thus vitiate the comparison of
resnlts with those of a line of precise levels run at some future period. In fact, it
might lead to wrong conclusions altogether. Many of the precise bench marks
established on this survey were set in soft mud even when the best locations were
selected. They were always well rammed down and the earth well filled in before
being observed to.
On January 18 a bench mark was set at Fort Jackson, about JL8 inches beneath the
snrface of the gronnd. It was well rammed down in the mud and water and then
connected with a reliable bench mark on a tree near by. The earth was then filled
in over it. On February 3 it was again observed to before the earth over it was
disturbed. On February 5 the earth was taken off and the bench mark again con-
nected with. The results indicate that between the first and second observations,
during which time the earth was filled in and sixteen days elapsed, the bench mark
sank about 4.8 millimeters ; and between the second and third observations, during
which time the earth was removed and three days elapsed, that the bench mark rose
about 3.8 millimeters.
The resnlts of February 3 and 5 were hardly those expected. However, this is all
right as far as it goes, but the experiment covered a period of only eighteen days.
From the weight of the bench mark and its area it is generally supposed that
about all of the movement takes place shortly after being set — say, the first thirty
days.
It would be interesting to compare the results now obtained with those of a simi-
lar line of levels run over the same ground at some future time.
Results, — ^The final reduction has been compared with the field computations, and
a few unimportant errors found.
In the tieldwork the coUimation of the wires and the inclination of the level vial
were examined each day, and it was attempted to keep the adjustment errors close
to zero. The inequality of telescope collars was determined twice during the season
for each instrument. The aggregate of these errors constitute a correction to be
applied to the excess in length of back or fore sights between consecutive bench
marks. If the sum of these corrections for colliiuation, inclination; and pivot error
3622 EEPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
amounted to- one-teuth of a millimeter or more ou any stretch the correction was
applied in the office reduction. In the entire line there were nine cases where these
corrections changed the final elevation of a bench mark by 0. 1 of a millimeter or
more. The greatest accumulated amount due to these corrections was at the end of
the season and amounted to -f-0.7 millimeters; that is, if no corrections had been
applied for adjustment errors the elevation of the last bench mark would have
been seven-tenths of a millimeter less than the one now given.
These results show that the methods in use on this work render the adjoatment
errors of very little importance. The limit of discrepancy between two lines run
between bench marks was 3™"* 'i/2K, K being the distance between bench marks in
kilometers.
From the gauge at the head of South Pass to the bench mark at Metairio Cemetery
New Orleans was a distance of: Main line 164.270 kilos, equal 102.09 miles ; side
lines 17.706 kilos, equal 11.00 miles; total 181.975 kilos, equal 113.09 miles. The
probable error of the determination of the final bench mark was 8.9 millimeters.
This gave a computed probable error per kilometer for the entire line of 0.^ milli-
meters.
An inspection of the results show a gradual divergence of the two lines. The total
amount at New Orleans being 66.5 millimeters. This has no eflfect on the results,
however, except to make the computed probable error somewhat too lar^e.
When two lines were run between bench marks, if they agreed within the pre-
scribed limits they were taken for the result for that stretch.
. No extra lines were run for the purpose of reducing the probable error. There
were two stretches run three times due to error in recording the notes, the back
and fore sight being transposed.
Two stretches were run four times due to error in the field computations. Neg-
lecting these cases we have the following summary from the tabulated results :
lilnes mn four timeB
Liaea mn two tiraes
Total
Kg. of
stretehea.
7
145
162
Kilo
metera.
6.708
157.562
164.270
Percent
of total
Unea.
4.06
* a5.M
100.00
Discrepancie* exceeding 3«* V^S
Biacrepancies wltbin 8"» i^
Diacrepaacies within 2«> V2K. . .
Diaorepanoiea within !"■ V2K . . . ,
Total
Ko.of
stret<2he8.
7
26
64
65
162
KOo-
metera.
6.706
90.484
68.849
60.229
164.270
Percent
of total
Una.
4.08
17.95
85.82
42.15
100.00
There were three river crossings made by the reciprocal method and the results are
as reliable as those on other parts of the line; the first was at the head of South-
west Pass between TBMs. 2 and 3. The second was across the Jump between TBMs.
24 A and 24 B, and the third at Forts Jackson and St. Phillip across the river between
TBMs. 62 and 63.
The following are the instrumental constants:
Level No. 2, teleaoope collar, eye end larger
Do
Adopted yalae, Jan. 19 to Feb. 10, 1893
Adopted value, Feb. 11 to Mar. 15, 1893
Level Ko. 5, teleacope collar, eye end larger
I^Tel No. 6. teleacope collar, eye end unaller. . .
^ Adopted value, Jan. 19 to Feb. 10, 1898
Adopted Yftlne, Feb. 11 to Mar. 15, 1893
Level vial, " Fanth," one diviaion
Adopted valne for the aeaaon
I^evel vial Kern No. 6, one diviaion, Jan. 19, 1888
Adopted value for the aeaaon
Date.
Jan.
Apr.
19, 1898
8, 1893
Jan.
Apr.
19, 1893
8,1893
Jan. 19,1893
Value in
aecgnda.
8.89
0.00
2.01
8.63
*2.'ii
Correotiona
in n)ille>
metera per
meter.
.-0.0168
0.0000
—0.0017
—0.008
—0.0098
•H- 914K
—0.010
+0.002
0.0147
0.0147
0.0104
0.0104
APPENWX Y Y — ^REPORT OP MISSISSIPPI RIVER COMMISSION. 3623
t
Lerel No. 2, Stadia interval: From January 19 to February 19, 1893, 4.286 milll-
jneters intercepted on rod equal 1 meter; from February 20 to March 15, 1893, 4.224
miUimeterB intercepted on rod equal 1 meter.
LevelNo. 5, Stadia interval: For the entire season, 5.026 millimeters intercepted
on rod equal 1 meter.
Rod 10, corrections for A — 55.3 millimeters.
Rod 13, corrections for A — 55.3 mi^imeters.
Rod 18, corrections for A — 55.8 millimeters.
Rod 19, corrections for A — 55.8 millimeters.
No rod correction has been applied as the range in elevation of the bench marks is
so small the correction can be neglected. The rods hffve been taken at standard
lengths.
In the tabulation of results the reductions have been made from the bench mark,
City Stone '^ Halfway House'' at Metairie Cemetery, New Orleans, to the gauge at the
head of South Pass. This bench mark is the starting point, and its elevation is
that given in the report of the Mississippi River Commission ror 1883, p. 129; being
7.9870 meters referred to the Cairo datum plane.
Column 1 gives the consecutive bench marks in the order in whicl^ the various
elevations were deduced.
Column 2 gives the distance of any bench mark under consideration from the start*
ing point.
Column 3 gives the direction which the lines were run, N. being north and S. being
south.
Column 4 gives the difference in elevation between the bench marks named in
column 1 ; also the mean difference.
Column 5 gives the residuals found by subtracting each result from the mean
result.
Column 6 gives the probable error in the result for each stretch.
Column 7 gives the probable error in the result for each permanent bench mark,
when reierrred to the first bench mark or starting point.
Column 8 gives the elevation of the second bench mark named in column 1.
Column 9 gives the same data as column 8, but reduced to feet.
Column 10 indicates the observer, P. being for Paige, T. for Thomas, and W. for
Williapis.
In computing the probable error per kilometer (giving 0.69™™) the theoretical
assumption is that the various stretcnes are 1 kilometer in length each. The aver-
age length of the stretches is 1,074 meters.
In reference to the three bench marks in New Orleans which were in the line of
precise levels of 1882 and which were connected with this Survey (1893).
For B. M. City Stone " Halfway House" at Metairie Cemetery and U. S. P. B. M. 2 at
St. .Johns Bayou, the two results for 1882 and 1893 differ by 0.7. millimeters, but from
U. S. P. B. M. 2 to U. S. P. B. M. 3 at the Fair grounds the results differ by 8.2 millime-
ters. This indicates that U. S. P. B. M. 3 has settled about 8 millimeters, if the other
two bench marks have remained as they were in 1882.
U. 8. p. B. M. 3 is in a brick column 4 feet square and about 9 feet high. It was
erected about ^ years ago or 14 years previous to the time P. B. M. 3 was established.
An inspection of the three bench marks would lead one to regard them all equall v
reliable. Nothing could be learned as to the depth of foundation for this brick
column.
As before stated, the reductions start with the 1882 elevation of B. M. City Stone
" Halfway House " at Metairie Cemetery, as this was thought preferable to an adjust-
ment of ail the elevations of the three bench marks.
Assistant Thomas's duties in the field were much interfered with by bad health.
I consider him a careful and skilll'ul observer on this kind of work.
Respectfully submitted.
James A. Paigb,
Auktant Enginut.
Capt. Carl F. Paij'iuet,
Cof*pt of Engineerif U* 8. A,, Secretoff.
3624 REPORT OP THE CHIEF OF EKGIXEKRS, U. S. ARMY.
Sesulta of ^ccise leveling, New Orleans, La., fo South Pasi, La,, January IS, IS9S, to
March 15, 1893,
Bj Aaaiatant Engineers Jae. A. Paige and X. J. ThomiA.
[In these rednctioni the ralae of 1 meter is 8. 2808803 feet.]
Bench marks.
Diatance.
Dlree-
tiOD.
Differ-
ence of
elevation.
V.
K
B.
•
Blovstion aboTO
Cairo datum.
O
Zero of Sonth Pass Gange ..
8. 5 foot mark on gauge
3. u foot mark on gaage to T.
1» fUf « » w
Km.
0.000
0.000
0.144
0.167
0.100
0.100
0.190
MeUri.
Urn,
Mm.
Mm.
Mettrt.
5.8292
6.8960
19.125
23.625
^% • • • • •
O •• • « •
Mean.
N
S
Mean.
N
8
Mean.
N
S
Mean.
N
8
Mean.
+1.0668
+0.1240
+0. 1247
+ 0.4
— 0.3
+ 0.2
— 0.3
m
T.
T.
0.2
7.0204
23.083
+0.1244
T.B.M.ltoB.M.inLigb<r
4-1.1232
+1. 1227
T.
T.
0.2
0.3
8.1438
26.719
+ 1.1234
— 0.3
+ 0.3
+ 0.2
— 0.1
+ 0.4
— 0.3
T B. M. ItoP B.M ........
—0. 5078
—0.5078
P.
P.
0.2
0.3
6.6128
21.968
«
—0.5076
T B M ItoP B M. lA
+0. 6072
+0.6076
P.
P.
0.1
0.2
7. 7178
25.821
+0.6974
T. B. M. 1 to 4'foot mark on
old muffe ..-._............
+0.0638
+0.0645
P.
P.
0.2
7.0846
6.8051
S3. 244
19.2a
•
+0.0642
Zero of old iranipe ..........
—1. 2192
—0.1140
—0.1123
B. M. in Lighthoase to P. B.
M 2
0.185
0.269
LOlO
2.242
2.046
2.061
........
N
3
Mean.
K
8
Mean.
8
N
Mean.
N
8
Mean.
N
S
Mean.
K
S
N
8
Mean.
N
8
Mean.
+ 0.8
— 0.9
P.
•
P.
0.6
0.7
8.0306
26.347
—0. 1132
T.B.M.1 toT.B.M.2
+0.0945
— 1
P.
+0.0042 ) X 0.9
.*[^J][' w\
P.
1 —■ —
0.1
»"•••"
7.1148
28.848
+0.0944
— 0.8
+ 0.8
— 1.1
+ 1.1
+1.2
—0.3
—0.8
—0.2
+0.1
—0.1
T.B.M.2toT.B.M.8
+0. 1137
+0.1440
P.
T.
......
+0.1288
+0.2029
+0.0516
P.
T.
•
+0. 1272
0.5
7.2428
23.763
+0.1280
T.B.M 8toT B.M.4
—0.4873
—0.4895
T.
T.
0.7
6.7S44
.22.100
—0.4884
T.B.M.4toT.B.M.5
-
[-0. 2033
-0. 2048
-0.2053
k0.2047
T.
T.
T.
T.
0.3
0.1
0.9
6.9689
6.7035
22.831
21.993
+0.2045
T.B.M.6toP.BM.8
—0. 2655
—0.2553
-0.2554
APPENDIX Y Y — ^EtePORT OF MISSISSIPPI RIVER COMMISSION. 3625
BtntUa of precise leveling, New Orleans, La,, to South Pass, La., January 13^ 1893, to
March 15, 189S — Continued.
[In these redactions the valae of 1 meter is 8. 2808003 feet]
Bench marks.
Bistukce.
Dilu-
tion.
Differ-
ence of
eleration.
V.
r.
B.
Elevation above
Cairo datum.
•
1
O
T.B.M.6toP.B.M.8A....
Km.
1 2.961
8.737
4.547
4.777
4.821
5.606
6.889
6.861
6.878
6.878
8.008
8.800
8.686
10.267
N
S
Mem.
N
S
Mean.
N
S
Mean.
X
8
Mean.
N..>..
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
8
N
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
Metera,
+0.0438
+0.0435
Mm.
—0.2
+0.1
—0.0
+0.9
+1.8
— L8
+0.2
—0.1
—0.2
+0.3
-0.1
+0.1
—1.1
+1.1
—0.4
+0.3
—0.2
+0.1
—0.2
+0.1
+4.5
—2.3
—1.9
-0.2
-0.3
+0.3
-1.8
+1.7
+1.0
-1.1
Mm.
0.1
Mm.
Met&rt.
Feet.
25.927
+0.9436
0.9 1 7.9025
T.B.M[.5toT.B.H.6
+0. 0787
+0.0709
P.
♦
P
0.6
7.0367
23.087
r0.0778
T.6.M.etoT.B.H.7
4-0.2406
+0.2442
P.
P,
1.2
7.2791
23.882
•
+0.2424
T B ll" TtoT B.ir.8..,T---
—0.0710
—0.0707
P.
P.
0.1
7.2083
23.650
—0.0708
T.B.lC.8toB.M.»|tA
-4 0. 1870
+0.1865
P.
p.
0.2
1.7
7.3951
24.262
+ 0.1868
TBulLSteT B.1C.0
+0.4190
+0.4188
P
P.
0.1
7.6272
2.\024
+0. 4189
T.B.K.9toT.B.M.10
—0.6048
—0.6070
p.
P.
0.7
7.0213
23.036
—0.6059
T.B.lC.10toT-.B ILll ...
+0.1660
+0.1643
T.
T.
0.2
7.1859
23.576
+0. 1646
T B.1C.11 toP B.lff 4
—0.4070
—0.4073
T.
T.
0.1
L8
6.7787
22.240
«
—0.4072
T.B.l(.lltoP.B.H.4A...
+0.7950
+0. 7947
T
T.
0.1
1.8
7.9807
26.184
+0.7948
T.B.lC.UtoT.B.M.12
+0.0953
+0. 1021
+0. 1017
+0.1000
T
T.
T.
T
1.0
7.2857
23.903
+0.0998
T 'R.V IliAT TLir ia
+0.0853
+0.0847
T.
T.
0.2
7. 3707
• • • • •
24.182
.
+0.0850
T. BMlStoTBM 14
—0.0448
-0.U483
T.
T.
1.2
7.3241
24.029
-0.0466
T. B. IC. 14 toT.B. M. 15...
—0. 1619
—0. 1598
P.
p.
0.7
7.1632
28.602
-0.1609
3626 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
Eeaults of jMreciee leveling, New Orleans, La,, to South Pass, La,, January IS, 189S, io
March J5, 1893— Continncd,
[In these reductions the value of 1 meter is 8.2808693 feet.]
Bench marks.
Distance.
Direc-
tion.
Differ-
ence of
elevation.
V.
r.
R.
Elevation above
Cairo datum.
O
T. B.M. 15toT. b'm. 16...
Km.
10. 815
U.767
U.778
U.778
12.656
13.750
14.847
15.410
16.131
16.178
16.178
17.982
18.616
18.638
18.788
N
S
Mean.
N
S
Mean.
N......
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
Meter:
-f 0. 1329
-fO. 1336
Mm.
-fO.3
-0.4
—0.4
-i-0.4
-fO.l
—0.1
0.0
0.0
+0.7
-0.8
-0.1
+0.1
+1.1
—1.0
—0.8
+0.3
+0.8
—0.8
+0.4
-0.4
+0.2
—0.3
+1.8
—1.7
-6.2
+0.2
0.0
0.0
Mm,
Mm.
Meter*.
Feet,
P.
P-
0.2
7.3964
23.939
4-0.1332
T.B. M. 16toT. B. M. 17...
^0.2G65
-1-0. 2657
P
P.
0.3
7.5G25
24.812
+0. 2661
T B M 17toP B M. 6....
-0.8135
—0. 8133
P.
P.
0.1
2.5
6.7491
22.143
—0.8134
T.B.M. 17toP.B.M.6A...
*
-fO. 3953
+0.3963
P.
P
0.0
2.5
7.9578
26.108
+0. 3963
T B. M. ITtoT. B. M. 18...
+0. 1497
+0. 1512
P
P,
0.5
7.7129
+0. 1504
25.305
T. B. M. 18 to T. B. M. 19. . .
—0. 3209
—0. 3211
P.
P.
0.1
7.8919
........
1
—0.3210
24.252
T. B. M. 19 to T. B. M. SJO. ..
-0.0742
—0.0721
P
P.
0.7
•
7.3188
24.012
—0.0731
T.B. M. 20 to T.B. M. 21...
-f 0.5198
+0. 5192
P
P,
0.2
7.8383
25.716
-f 0.5195
T. B. M. 21 to T. B. H. 22. . .
—0.3394
—0. 3378
P
P
0.5
24.606
—0.3386
7.4997
T.B. M. 22 toP. B. M. 6
-0. 9368
—0.0360
P,
1
P,
0.8
2.7
6.5633
21.533
-^.9864
T. B. M. 22 to P. B. M. 6A. .
■f 0. 2702
-f 0.2707
P,
i
P,
0.2
2.7
7.7701
25.493
+0. 2704
T.B.M. 22 to T.B.M. 23...
—0. 1707
-0. 1672
T
.............
T
1.2
7.8308
24.051
-0. 1689
T.B. M. 23 to T.B.M. 24...
-f 0. 4073
-f 0.4077
T.
^^^^.t ^
T.
0,1
•
7.7383
25.388
+0. 4075
T.B.M.24toT.B.M.24A...
—0.2290
—0.2290
T.
:;::::::::::::
T.
0.0
7.5093
24.637
—0.2290
T. B. M. 24 A to T. B. M. 24 B.
—0.1857
—0. 1829
T.
P.
— LO
—0.1843
I
APPENDIX Y Y REPORT OF MISSISSIPPI^ RIVER COMMISSION. 3627
Besults of pree%$e leteling, New Orleans, La., to South Pasn, La., January IS, X89S, to
March IS, 189S---Contmned.
(In these redactions tlie ralne of 1 meter is 8.2608083 feet.]
Boncli marka.
Diatanee.
Direc-
tion.
Differ-
ence of
elevation.
V.
r.
B.
EleTfttion above
Cairo datum.
1
s
O
Km.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N.....
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
K
8
Mean.
N
8
Mean.
K
8
Mean.
I£eUr9.
-0.1873
-4».1854
Mm.
Mm.
Mm.
Meters.
Feet.
P.
19.011
1».104
10.104
20.247
•
2L238
2L845
21.345
22.800
24.012
25.250
25.841
26.846
26.860*
T.
+1.0
+0,4
—0.8
—0.4
+0.8
—0.5
+0.5
—0.4
+0.5
+0.1
0.0
+0.4
—0.3
—0.1
+0.1
i-O.O
—0.8
+2.0
-2.0
+1.6
— L6
-0.4
+5.6
—1.7
—3.6
+0.2
-4.3
+0.2
—0.1
—0.1863
0.7
7.8240
24.020
—0.1853
T B.M 24BtoT.B.M.25...
+0.0356
+0.0368
T.
....
.. • . a . d.
T.
0.2
7.3C0O
24.147
+0.C360
T.RM.25toB.M.<l'
—0.3210
—0. 8217
T.
T.
0.2
8.1
7.0386
23.098
—0. 3214
T.B.M.25toB.M.«iSA
+0.8840
+0.8830
T.
T.
0.3
3.1
8.2435
27.046
+0.8835
T. B. M. 2S to T. B.M. 26. . . . .
+0.8002
+0.3803
T.
T.
0.3
7.7408
25.426
+0.3808
T.BM.26toT.B.M.27
—0.6813
-0.6812
P.
P.
0.0
7.0686
23.191
—0.6812
T.B.M.27toP.B.M.7
—0.3670
—0.3663
P.
P.
0.2
8.1
6.7020
21.988
—0.3666
T.B.M.27toP.B.M7A ....
+0.8362
+0.8360
P.
P.
0.1
8.1
7.0047
25.034
+0.8361
T.B.H.27toT.B.M.28
+0.3527
+0.3544
P.
P.
0.6
7.4222
24.851
'
+0.3536
T.BM.28toT.B.M.29
+0.3003
+0.8048
T.
T.
1.3
7.7245
25.343
+0.8023
T.B.M.20toT.B.M30
-0. 1917
—0.1886
P.
••*•••
P,
1.0
7.5344
21710
-0.1901
T.BM.80toT.B.M.30A...
+0. 5620
+0.5560
+0.5633.
-fO.5652
T.
T.
T.
T.
1.2
8.0960
26.562
+0. 5616
T.B.M.80AtoT.BM.dl...
—0.7032
—0.7027
T.
0.5
7.3930
24.255
T.
—0.7030
T.B.M.81toP.B.M.8
—0.4360
—0.4357
T.
T.
0.1
8.8
6.0572
22 826
-4.4358
3628 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
JiesulU qf precise leveHvg, Xeto Orleans, La., to South Pass, La,, January IS, 180S, to
March 16, i5P5-— Continued.
[In these reductiona the Talne of 1 meter is 3.2808608 feet.]
Bciicb niajrka.
Distance.
Direc-
tion.
Differ-
ence of
elevation.
V.
r.
E.
Elevation above
Cairo datam.
•
1
T.B.M.31toP.B.M.8A
Em,
20.866
27.803
28.654
29.652
29.042
29.942
80.610
81.435
81.450
81.450
82.609
83.727
38.898
83.898
83.860
<
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean^.
N
8
Mean.
N
8
•
Mean.
N
8
Mean.
N
8
Mean .
IT
8
Mean.
N
8
Mean.
N
8
Mean.
MeUri.
+0.7687
+0.7696
Mm.
+0.3
-0.8
.. ..f • --
+0.4
-0.4
+1.0
-1.1
—1.4
+L6
+0.5
—0.1
0.0
+0.8
.^.8
-0.9
+0.8
—0.1
+0.1
+0.4
+0.5
—0.5
+0.5
—0.5
-0.8
+0.9
Mm,
.mini.
MeterM.
FeU.
T.
T.
0.2
8.8
8.1620
26.778
+0.7690
T.B.M.31toT.B.M.82
—0.0560
—0.0552
T.
T.
0.8
7.3374
24.073
— O.O.'M
T.B.M.82toT.B.M.83
+0.7338
+0.7359
p.
P.
a7
8.0722
26.484
+0.7348
T.B.M.83toT.B.M.66
—0.6186
—0.6215
P.
P.
LO
7.4522
24.450
—0.6200
T.B.M.66toB.M.<p
.^.6665
—0.6675
P.
P.
0.8
4.0
6.7852
22.261
-0.6670
T.B.M.56toB.M.Ji|AA
+0.5313
+0.5312
P.
P.
0.0
4.0
•
7.0834
26.192
+0.5312
T.B.M.56ioT.B.M.67
40.0342
+0.0358
P.
P.
0.5
7.4872
24.565
+0.0850
T. B. M. 57 toT. B. M. 58
+0.5837
+0.582O
P.
P.
0.6
8.0700
26.477
+0.5828
T.B.M.58toP.B.M.0
— L1320
— L 1318
P.
p,
0.1
4.1
6.9381
22.768
— L1319
T.B.M.58toP.B.M.0A....
+0.0726
-f 0. 0770
P.
P.
0.3
4.1
8.1421
26.713
+0.0721
T.B.M.58toT.B.M.50
—0.9017
—0.9007,
T.
T.
0.8
7.-1688
23.520
—0.9012
T.B.M.60toT.B.M.eO
+0.6350
+0.6360
T.
T.
0.8
7.8043
25.605
+0.6355
T.B. M. 60 to 7foot mark.
Fort Jackson gauge
+0.2000
+0. 1983
P,
P.
0.6
4.1
8.0035
6.8700
26.258
19.258
+0. 1992
Zero of Fort Jackson eange .
T. B.M.60 to B.M.{n hos*
piua
—2.1335
-0.1680
—0.1706
— 1.«
+1.3
p.
P.
0.9
4.2
7.6350
25.049
—0.1698
i
APPENDIX Y Y — ^REPORT OP MISSISSIPPI BIVEB COMMISSION. 3629
Be9ulU of j^eci90 Iwehnff, New Orleans ^ La., to South Pass, La., January IS, 1893, to
March 15, i^P5— Continued.
[In these redactions the ralne of 1 meter la 3.2808683 feet.]
Distance.
Direc-
tion.
Differ-
ence of
elevation.
V.
r.
R.
Elevation above
Cairo datum.
•
■
1
O
•
T. B. M. 60 to B. M. in ord-
nance aergeant's qnarters.
Km.
33.888
33.760
84.264
34.325
83.796
83.705
88.808
34.638
84.871
84.026
84.081
34.802
36.507
N
8... .
Mean.
N
8
Mean.
K
8
Mean.
N
8
N
8
N
Mean.
N
8
Mean.
N
8....*
Mean.
N
8
Mean.
N
8
Mean.
K
8
Mean.
N
S
Mean.
N
8
Mean.
N
8
Mean.
N
S
Mean.
N
S
Mean.
Meten,
+0.0430
+0.0433
Mm.
-0.2
+0.1
—0.1
+0.2
+0.7
-0.6
Jan . . .
Jan...
Feb...
Feb...
Feb...
Mm.
Mm.
Mfitert.
Feet.
P.
p.
•
0.1
4.1
7.8475
25. m
+0.0432
T.B.M.60toT.B. M. 10...
—0.2057
—0.2060
P.
.
p.
0.1
4.1
7.5385
24.733
—0.3658
T.B.M.00toT. B.M.61....
—0.0943
—0.0930
p.
p.
0.4
18.
18.
3.
3.
5.
«
7.7107
25.298
-4».0036
T.B.M.61 to Experiinental
B.M :.
—1.0640
—1.0642
—1.0607
—1.0683
—1.0652
p.
1
p.
...... I
P.
p.
p.
6.6444
21.799
—1.0663
1-0.1
+0.2
+0.7
-0.7
0.0
0.0
T.B.M.60toB.M.iia
-^.8667
—0.8670
T.
T.
0.1
******
4.1
6.9375
22.761
>^.8668
T.B.M.60toB.M.Ap
+0.3383
+0.3307
T.
T.
0.6
4.1
§.1433
26.717
+0.8390
T.B.M.60toT.B.M. 62....
4-0.4930
+0,4930
T.
^
T.
•
0.0
8.2973
27.222
+0.4930
T.&M.62toT.B.M.63
—0.0849
—0.1065
T.
T.
-0.7
—0.0957
-0.0727
-0.1214
p.
p.
+0.6
—0.3
+0.3
-0.2
+0.2
+0.1
-0.2
—0.2
+0.1
+0.7
—0.7
-0.0970
0.4
"•■•••
8.2000
26.906
—0.0964
T.B.M.63toB.M.<p
—1.0486
—1.0492
p.
p.
0.2
4.1
7.1520
23.466
-
—1.0489
aM.ii*toP.B.M.U
+0.7200
+0.7196
p.
p,
0.1
4.1
7.8718
26.826
+0.7198
P.B.M.UtoB.M.2i«A....
+0.4877
+0.4880
p.
«
p.
0.1
4.1
8.8596
27.427
■*■ 1
+0. 4878
T.B.M.08toP.B.M.12
+0.0392
+0.0389
p.
p.
0.1
4.1
8.2399
27.034
+0.0390
T.B.M.e3toT.B.M.64....
— o.se.'ig
—0.3644
p.
■**••"
p.
0.6
7.8358
25.708
—0.3651
3630 REPORT OP THE CHIEF OP ENQINEEBS, U. 8. ABMY.
ResulU of preeite leveling, New Orleane, La,^ io South Paee, La,, January IS, 1S9S, to
March 16, i^d;f— Continued.
[In these rednotiona the value of 1 meter ia 8.2S06tl08 feet.]
Bench marka.
*
Diatanoe.
Direo-
tion.
DUTer-
enoeof
elevation.
r.
r.
K.
Elevation above
Cairo datom.
•
i
o
T.B.H 64toT.B.M.65
Km.
36.643
86L666
«
96* 666
87.464
88.614
8&11S
89.181
80.131
89.930
40.845
40.928
40.028
4L804
42. 444
K
S
Mean.
N
S
Mean.
N
8
Mean-
N
8
Mean.
N
8
Mean.
n!..:.
8
Mean.
N
8
Mean.
N
8
Mean.
K
8
N
S
Mean.
N
S
N
8
Moan.
N
8
Mean.
•
N.....
8
Mean.
N
8
Mean.
N
8
Moan.
MeUra.
-4.3637
—0.3603
Mm,
+1.7
-1.7
0.0
+0.1
+0.4
--0.4
-0.8
+0.2
+1.1
—1.2
+1.5
—1.5
-0.4
+0.3
0.0
—0.1
+3.7
—1.1
—1.0
-0.7
+8.9
—1.4
—0.2
-2.1
0.0
0.0
0.0
0.0
+0.5
-0.5
—0.1
+0.1
Mm,
Mm.
Mttert.
FeeL
p.
p.
1.1
7.4738
24.521
—0.3620
T. B. H . 65 to P. B. 11. 13
—0.1240
—0.1241
p.
p.
0.0
4.8
7.3408
24.114
—0.1240
T. B. H. 65 to P. B. H. 13 A .-
+1.0867
+1.0650
p.
p.
0.3
4.8
8.5601
28.065
+1.0663
T. B. H. 65 to T. B. M. 66
+0.0427
+0.0422
T.
T,
0.2
7.5162
24.660
+0.0424
T. B. M. 60 to T. B. M. 67
+0. 4707
+0.4730
T.
T.
0.8
7.9880
28.208
+0.4718
T.B.M.67 toT.B.M.68
+0.3067
+0.8087
T.
T.
1.0
8.2952
27.215
+0.8072
T.B.M.68toB.M.t}fi
—1. 3438
— 1.344»
T.
T.
0.2
4.5
6.9510
22.805
« «
—1.3442
T.6.M.68 toB.M.'|AA....
—0.1438
—0.1437
T.
N
T.
0.0
4.5
8.1554
*
26.757
—0.1438
T.B.U.68toT.B.M.69
—0.4701
—0.4853
—0.4045
—0.4657
T.
T
1
T,
T.
0.8
7.8288
25.685
—0.4664
T,B.M.00toT.B.M.70
—0.2643
—0.2500
—0.2002
—0.2583
T.
•
W.
W.
W.
0.9
7.5684
24.881
—0.2604
T.B.M.70toP.B.M.14
—0.8133
—0.8133
w.
1
w
0.0
4.6
6.7651
22.163
—0. 8183
T.B.M.701or.B.M.14 A..
+0.3913
+0.3913
w,
1
TV.
0.0
4.6
7.9907
26.115
+0. 3913
T.B.M.70toT.B.H.71
+0.0J15
+0.0125
W.
W.
0.3
7.5804
24.870
+0. 0120
T.B.lL71toT.B.M.72
+0. 2063
+0. 2061
P,
P.
0.1
7.7866
25.547
+0.2062
• APPENDIX Y T — ^REPORT OP MISSISSIPPI EIVEB COMMISSION. 3631
BmuH of precise leveling , New Orleane, La,j to South Pass, La., January IS, 1895, to
March 16, i55i$--Continued.
[In theee redactiexw the value of 1 meter ia 3.2809603 feet.]
Bench marks.
Distance.
Direc-
tion.
Differ-
ence of
elevation.
V.
r.
B.
Elevation above
Cairo datum.
i
1
T. B M. 72 to P. B M. 15 . .
Km.
42.478
44.110
44.176
44.176
46.741
46.752
46.752
■
47.898
48.741
4a 756
48.756
49.814
51.094
61.109
61.109
K
S
Mean.
N
S
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
S
Mean.
N
8
Mean.
N
8
Mean.
N
S
Mean .
N
8
Mean .
N
S
Mean .
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
S
Mean.
Meten.
+0.2440
+0.2455
Mm.
—0.3
+0.3
—0.2
40.2
-0.1
+0.2
+0.4
—0.4
f
—1.9
+1.9
J.
+0.4
—0.5
-0.5
+0.6
+0.9
—0.8
+0.5
—0.4
—0.1
+0.1
—0.2
+0.2
+0.6
-a 7
+0.6
—0.6
+0.1
—0.1
0.0
0.0
Mm.
Mm.
Metert.
Feet^
P.
P.
0.2
4.6
' 8.0318
26.351
.
+0.2452
T.aM.72toT.B.H.73
-4). 3668
-0.3672
P,
P,
0.1
7.4196
24.843
—0.3670
T.B.M.73t«B.M.«r
—0. 6097
—0.5100
P,
■
P-
0.1
4.6
6.9098
22.670
—0.5098
T.B.H.73t«B.M.>|2A....
+0.6926
+0. 6033
p.
p.
0.8
4.6
8.1125
26.616
+0.6929
T.B.M 73 toT.RM 74. .
+0.4609
+0.4661
P.
P.
L8
7.8876
25.878
+0.4680
T. "R M. 74 tfr P. B TW.M.....
—0.9542
—0.9533
P.
P.
0.8
4.8
6.9338
22.749
—0.9538
T, R, M. 74 to P. B, M. Iff A . .
+0.2531
+0. 2520
P.
p.
0.4
4.8
8.1402
26.707
+ 0.2526
T.B.M.74 toT.B.M.75
—0. 1597
—0.1580
P.
P,
0.6
7.7288
25.357
—0.1588
T. B. M. 75 to T. B. H. 77
—0.0655
—0.0646
P.
P.
0.3
7.6038
25.144
—0.0650
T.B.lL77toB.M.«S«
—0.9427
—0.9429
P.
P,
0.1
4.9
6.7210
22.051
—0.9428
T.B.M.77 to B.M. «i« A ....
+0. 2630
+0. 2626
P.
P.
0.1
4.9
7.9266
26.006
+ 0.2628
T.B.M.77 to T. B. M. 77 A. ..
—0.4680
—0.4667
P.
p.
«k
0.4
7.1064
23.610
-0.4674
T. aid. 77 A toT.B.H.78..
+0.5823
+0.5835
P.
P.
0.4
7.7793
25.523
+0.5829
T.B.M.78toP.B.M.17
— L 1355
—1.1363
W
w.
0.1
4.9
6.6439
21.798
—1. 1354
,.T.B.M.78 toP.B.K.17 A -.
+0.0720
+0.0720
w.
w.
0.0
4.9
•
7.8513
25.759
+0.0720
3632 EEPOBT OP THE CHIEF OF ENGINEEB8, U. 8. ARMY.
Results of jpreoise leveling, New OrJeans, La,, to SouikPase, La., Januarjf IS, 1S9S, to
March 16, ISSS—^onimned,
[In these reduotione tlie Talne of 1 meter la 3. 280B693 feet.]
Bench marka.
Distance.
Direc-
tion.
Dlffei^
ence of
elevation.
V.
r.
B.
EltirntloD above
Cairo datum.
•
>
u
o
T.B.M.78toT.B.M.79
Km.
52.065
6S.948
53.010
63.010
64.363
'5&293
66.853
60.853
60.955
68.584
68.660
58.650
60.000
00.268
K
8
Mean.
N
8
Mean .
N
8
Mean.
K
8
Mean.
t
N
8
M^to.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
m
N
8
Mean.
N
8
Mean .
N
8
N
8
Mean.
N
8
Mean.
Mtters,
+0.0456
-i-0.0440
Mm.
—0.9
+0.9
+0.6
—0.7
-0.2
+0.1
—0.4
+0.3
+2.1
—2.1
+2.7
—2.6
—0.2
+0.3
+0.1
—0.1
0.0
0.0
—0.6
+0.6
+0.1
-0.2
—0.1
0.0
+1.8
-4.7
+4.8
—2.0
+0.2
—0.2
Mm.
Mm.
MeUrs.
Feet.
w.
w.
0.6
7.8242
25.e70
*
+0.0440
T. B. M. 79 to T. B. M. 80
-0.1826
—0. 1813
w.
w.
0.4
7.6422
25.073
—0.1820
T.B.M.80to5.M.a3*
—0.8130
—0.8133
w.
1
w.
#
0.1
4.9
6.8200
22.405
—0. 8132
T.B.M.80toB.M.>|'A....
+0.3972
+0.3965
w.
•::::::
"
w.
0.2
4.9
8.0390
26.875
+0.3968
T. B. M. 80 to T. B. M. 81
+0.0743
+ 0.0785
w.
w.
1.4
. 7.7186
26.324
•
+0.0764
T.B.M.81toT.B.M.82
-4). 1675
—0.1022
vr.
■
w.
1.8
7.5638
24.783
*
—0.1648
T.B.M.82toP.B.M.18
—0. 8610
—0.8615
w.
w.
0.2
6.4
6.6826
21.968
—0.8612
T.B.M.82toP.B.M.18 A..
+0. 3475
+0. 3477
w.
w.
0.1
6.4
7.9014
26.923
+0. 8476
T.B.M.82toT.B.M.83
+0.6575
+0.5575
w.
w.
0.0
&1U3
26.612
+0.5575
T.B. M.83 to T.B. M. 84
+0.0060
+O.0O48
w.
w.
0.4
8.1167
26.630
+0.0054
T.B.M.84toB.M.%P
—1. 1613
—1. 1610
w.
w.
0.1
5.6
6.0655
22.820
—1.1612
T.B.M.84 to B.M. sfA A . . . .
+0. 0503
+0.0502
w.
w.
0.0
5.6
8.1660
26.705
+0.0502
T.B.M.84toT.B.M.85
—0.2313
—0.2248
-0.2343
—0.2275
T.
T.
T.
T.
1.4
7.8872
26.877
—0. 2295
T.B.M.85to®Whlte
-\ 0. 2433
+0.2437
T.
0.1
6.6
8.1307
26.670
T.
+0.2435
•
APPKKDIX Y Y — ^EEPORT OP MISSISSIPPI KIVER COMMISSION. 3633
BetulU ^ pndte leveling, New Orleans, La,, to South Pass, La,,' January IS, 1893, to
March IS, 7^5---Continaed.
[In these xedncUona the value of 1 meter is 3.2808693 feet.]
Besoh marla.
Distance.
Direc-
tion.
Differ-
ence of
deration.
y.
r.
B.
Elevation above
Cairo datum.
i
s
T.B.M.86toT.B.H.80
Km,
6L488
N
S
Mean.
3r
8
Mean.
K
8
Mean.
N
8
Mean .
If
8
Mean.
N
8
Mean.
K
8
Mean.
N
8
Mean.
If
8
Mean.
N
8
Mean.
lf(Ster«.
—0.0663
-0.0562
Mm,
+0.1
0.0
0.0
0.0
6.0
0.0
-0.8
+0.7
+2.6
-2.6
—0.1
0.0
—0.2
+0.1
+1.3
—1.4
0.0
0.0
-0.9
+0.9
—1.7
+1.7
0.0
+0.1
0.0
0.0
-0.8
+0.8
—0.4
+0.6
Mm.
Mm.
Metert.
Feet
T.
0.0
7.8810
25.692
T.
-O.0662
T.B.M.86toP.B.M.]A
-^.2090
—0.2090
T.
•L524
62L514
63.917
65.671
65.629
65.629
65.891
66.660
0.0
6.6
7.6220
25.007
T.
—0.2090
T.B.M.86toP.B.M.10 A ..
+1.0000
+ 1.0000
T.
0.0
5.6
8.8310
28.973
T.
+1.0000
T. B. M. 86 to T. B. M 87
+0. 1528
+0. 1513
P.
0.5
7.0830
26.191
P.
■
+0. 1520
T. B. M. 87 to T. R M. 88
+0. 3498
+0.3548
P.
1.7
8.3353
27. 347
P.
+0. 3523
T.B.M.88toT.B.M.80
—0.2433
—0.2434.
p.
0.0
8.0919
26.548
P.
—0.2434
T.B.M.89toP.B.M.20
-1.0382
—1.0385
P.
0.1
6.9
7.0535
23.142
P.
\
—1.0384
T.B.M.89toP.B.M.20 A ..
+0.1633
+0. 1660
p.
0.9
6.0
8.2565
27.088
P.
+0.1646
T.B.M.89toT.B.M.90
—0.2130
—0. 2180
p.
0.0
7.8789
25.850
P.
—0.2130
T.Bw M. 90 to T. B. M. 91
+0.2201
+0. 2186
p.
0.6
8.0984
20.570
P.
+0. 2195
T.B.M.91toT.B.M.92
67.836 i N
i 8
+0. 4150
+0.4116
p.
1.1
8.6117
27.921
P.
Jdeain.
+0.4133
T.B.M.92toB.M.«3«
68.036 "N"
—1.6830
—1.6831
P,
68.036
69.140
7a 664
8
Mean.
N
8
Mean.
If
8
Mean.
If
8
Mean.
0.0
*
6.0
6.8287
22.404
P.
-1.6830
T.B.M.92toaM.M^A....
—0.4780
-0. 4780
p.
0.0
6.0
8.0337
26.358
P.
»
—0.4780
T. B. M. 92 to T. B. M. 93
—0.3902
—0. 3918
T.
0.5
8.1297
26.643
T.
—0. 3910
T.B.M.93tQT.B.M.94
+0. 2622
+0.2613
T.
T.
*
0.3
8.3825
27.502
V
+0. 2618
BKa93 ^228
3€34 REPOET OF THE CHIEF OF ENGINEERS, U. 8. ARMY.
Besults of precUe Uteling^ New Orleans, La., to South Pose, La,, January IS, 189S, to
March 15, 75S5— Continued.
[In these reduotiona the Talne of 1 meter ia 3.2808093 feet.]
Bench marks.
Distance.
Direc-
tion.
1
Differ
ence of
elevation.
V.
r.
B.
Elevation abore
Cairo datank.
•
O
T. B. M. 94 to F. B. M. 21
Km,
70.091
70.691
71. 199-
71.670
72.945
78.070
73. 070
74.537
75.871
76.807
• 75.897
76.787
77.989
78.000
78.069
N
S
Mean.
N
8
Mean.
N
S
Mean.
N
8
Mean^
N
S
Mean.
N
8
Mean.
N
S
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean .
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N.....
8
Mean .
Meten.
—1. 3988
— L8988
Mm.
0.0
0.0
0.0
-0.1
0.0
+0.1
+0.6
—0.6
—0.2
+0.3
+0.2
—0.8
-0.6
+0.0
—0.8
+0.3
—0.5
+0.4
+0.2
—0.1
-0.2
+0.1
—1.1
+1.2
—1.2
+1.3
—0.2
+0.2
+0.2
0.1
1
Mm.
MeUra.
.
Feet.
P.
1
I 1
V.
0.0
6.1
6.9837
22.913
- 1.3988
T. B. M. 94 to P. B. M. 21 A- .
—0. 1930
-4). 1029
p.
......
p.
0.0
6.1
8.1895
20.809
»
-0.1930
r^.B.M.94to® Union
—9.5414
-0.5416
p.
,
p.
0.0
6.1
7.8411
25.728
—0.5414
T. B. M. 94 to T. B. M. 05
—0. 1153
—0. 1141
p.
p.
0.4
8.2678
27.126
—0. 1147
T.B.M.95toT.B.M.96
—0.0986
—0.0991
p.
p.
0.2
8.1630
26.801
—0.0988
T.B.M.96toB.M.sil
—1.2730
—1.2725
p.
p.
0.2
6.1
—1.2728
6.8962 i 22.626
t
!
...... ....*. .......
T.B.M,9CtoB.M.«iJ^A....
—0.0670
—0.0682
p.
.
p.
0.4
6.1
)
—0.0676
8. 1014
26.560
T. B. M. 06 to T. B. M. 97
+0. 0972
+0.0966
p.
p.
0.2
8.2659
27.119
+0.0960
T.B.M.97toT.B.M.100
+0. 3839
+0.3830
p.
p.
0.8
8.6193
28.877
+0.3834
T, B. M. 100 to P. B. M. 22. . . .
—1.1960
—1. 1957
T.
T.
0.1
6.1
7.4535
24.454
—1. 1958
T. B. M. 100 to P. B. M. 22 A .
+0. 014O
+0.0137
T.
T,
0.1
6.1
8.6631
28.422
+0.0138
T.B.M. 100 to T.B.M. 101. ..
—0.6387
—0.6410
T.
. • . . • .
T.
0.8
8.0095
26.278
—0.6398
T. B. M. 101 to T. B. M. 102. . .
—0. 3292
-^.3317
T.
T.
0.8
7.6791*
25.194
T.B.M.102toB.M,J^
—0.3304
—0.8153
—0. 8157
T.
.a »
f J
T.
0.1
6.2
1
—0. 8135
6.8636
22.519
T. B. M. 102 to B. M. Jigit A . . .
+0.3030
-r 0. 3933
T.
T.
0.1
6.2
8.0723 26.484
+0. 3932
I
APPENDIX Y Y — ^REPORT OF MSSISSIPPI RIVER COMMISSION. 3635
S€9uU$ Qf prtcke UveUng, New OrleanSf La,, io South Pas$, La., January 13 ^ 189S, to
March IS, i^d5-— Con tinned.
[In these rednctfona the yalne of 1 meter is 3.2808693 fbet.]
%
Distance.
Direc-
tion.
Differ-
ence of
elevation.
V.
r.
B. ■
Elevation above
Cairo datum.
T.B. M. 102 to T. B. K. 103. ..
Km,
79.512
70.832
•
70.532
80.014
81.087
81475
82.878
82.880
82.880
84.004
85.780
85.870
85.870
87.331
88.131
K
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
S
Mean.
N
8
Mean.
N
8
Mean.
K
8
Mean.
N
S
Mean.
N
8
Mean.
N
S
Mean.
1^
8
Mean.
N ....
8
•f 0.2878
+0.2837
Mm.
—2.0
+2.1
+0.2
—0.1
0.0
0.0
+1.2
—1.2
—1.1
+1.0
+0.4
—0.3
+0.6
—0.5
+0.2
—0.3
0.0
0.0
+0.8
—0.0
+1.5
—1.5
-0.1
+0.1
—0.4
+0.3
+1.1
—1.1
—0.2
+0.2
Urn.
Urn.
U€Ur:
Ttet,
T.
T.
1.4
••••••
7.0040
26.132
I
+0.2858
T.B.M. 108 to P.B.H.28. ...
-4.9100
—0.0187
T.
T.
0.1
6.4
7.0401
23.117
—0.0188
T.B.H. 103 to P.B.H.23 A .
+0.2920
+0.2020
T.
T.
0.0
6.4
8.2569
27.090
+0.2920
T. B. M. 103 to T. B. M. 104. . .
+0.3348
+0.3372
T
T.
0.8
8.3G09
27.234
+0.3300
T.&H.10itoP.B.M.aA....
+ 1.1713
+ 1.1692
T.
T.
0.7
6.4
0. 4711
31.073
+1. 1702
P.B.K.a4 to T.B. M. 105. .. .
—1.0815
—1.0808
p
p.
0.2
8.3000
27.526
—1.0811
T. B. M. 105 to T. B. H. 100. . .
—0. 7468
—0.7457
T
1
T.
0.4
......
7.6438
25.078
-0. 7462
T.B.M.10etoB.M.«|*
-0.5848
—0.584.^
T.
T.
0.2
6.5
7.0502
23.160
-0.5846
T.B.H.100toB.M.ipA...
+0.6207
+0.6207
T
T.
0.0
6.5
&1»45
27.115
+0.6207
T.B.M.106toT.B.M.107...
—0. 1430
—0. 1413
T.
T.
0.6
7.5010
24.012
—0.1422
T.B.M.107toT.B.M.108:..
+0. 2587
+0.2617
T.
T.
1.0
7.7618
25.465
+0.2802
T.B.lClMtoP.B.lC.26....
—0.8233
—0.8235
p.
p.
0.1
6.6
6.9884
22.764
—0.8234
T.B.M.lOetoP.B.M.25 A. .
+0. :J838
+0. 3845
p.
p.
0.2
6.6
8.1460
26.726
»
+0.3842
T.B.H.108toT.B.M.10»...
+0.4406
+0.4428
p.
..../•..
P.
0.7
8.2035
26.015
+0.4417
T.B.M.lOOtoT.B.H.110 ..
-fO. 24.'>6
+0.2460
p.
p.
0.1
8.4403
27.721
Mean.
+0.2458
•■CT"
3636 REPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMY.
Ee$uli9 of precise leveling, New OrUanSy La,, to South Paee, Za., January IS, X893, to
March 16, i^d5— Continaed.
[In these redactions the Talao of 1 motor is 3.2808093 feet.]
Benoh marks. ^
Distance.
Direc-
tion.
Differ-
ence of
elevation.
V.
r.
B.
Jfm.
Elevation above
Cairo , datum.
•
I
O
T B.M.110toT,B, \f. Ill -.
Km.
88.6-/9
88.708
88.708
90.005
91.231
91.259
91. 250
93.277
93.328
93.32»
94.250
95.040
95.823
95.886
95.886
N
8
Mean.
N
8
Mean .
N
8 .....
Mean.
N
S
Mean.
N
8
Mean.
■XT
.« .....
8. ...
Mean.
N
8
Mean .
N
8
Mean .
N
8
Moan.
N
8
Mean.
N
S....
Mean.
N
8
Mean.
N
8
8
Mean .
N
8
Mean.
N
8
Mean .
Mft£r$.
—0.3839
—0.3827
Mm,
+0.6
—0.6
—0.2
+0.2
* "
0.0
0.0
+2.0
-1.9
*
+1.5
—1.6
' —0.2
+0.2
0.0
0.0
+0.8
—0.9
+0.2
-0.1
—0.5
Mm.
MctCTM,
Feet.
P,
P,
0.4
8.0660
26.463
—0.3833
T.B.M. 111 to B.M. *!»•.....
—0. 7773
—0.7777
T.
T.
0.1
6.6
7.2885
23.913
0.7775
T.B.U.11] toB.M.*2« A...
+0. wvn
+0.4323
T.
^ - - M
T.
0.0
6.6
1
•
+0. 4323
8.4983
27.882
T B. M. Ill to T. B. M. 112 . .
-o.oor^j
—0.0027
P.
P,
1.3
8.0814
20.448
T. B. M. 112 to T. B. M. 113. . /
—0. 0046
+0. 8473
+0.8504
P.
P.
1.0
8.9102
29.233
+0.8488
T.B. M. 113 to P. B. M. 26.. .
-1.51»83
1. 5287
T.
'
T.
0.1
6.8
7.3817
24.218
T. B. M. 113 to P. B. M. 20 A. .
—1.5285
—0.3180
0. :a80
T.
T.
0.0
6.8
8.5922
28.190
T. B. M. 113 to T. B. M. 114. . .
-0. 3180
—0. 78.K)
0. 7783
T.
T.
0.6
8. 1310
26.677
T.B.M.114toB.M.»|i ....
—0. 7792
—1.0870
—1.0867
T.
T.
0.1
6.8
7.0442
23.111
T. B. M. 114 to B. M. ^i^ A. . .
—1.0868
+0ri250
+ 0.1240
T
+0.5
+0.5
—0.5
+0.3
—0.3
-0.2
—1.2
+1.1
********
+0.3
—0.3
—0.1
+0.1
T.
0.3
6.8
8.2555
27.085
T. B. M. 114 to T. B. M. 115. . .
+0. 1245
—0. 0370
-0. 0360
T.
T.
0.8
8.0M5
26.557
—0.0365
T. B. M. 115 to T. B. M. 116. . .
—0. 1403
—0. 1397
T.
T.
0.2
7.9545
26.098
—0. 1400
T. B. M. 116 to T. B. M. 119. . .
+0. 152()
+0. 1540
+0. 1517
T.
T.
T.
0.3
8.1073
26.599
+0. 1528
T. B. M. 119 to P. B. M. 27. . . .
—0. 8280
—0. 8274
P.
P.
•
0.2
6.9
7.2796
23.883
T. B. M. 119 to P. B. M. 27 A. .
- 0. 8277
-\ 0. 'iHOi
+ 0. 3802
P.
....... .........
P.
0.1
6.9
8.4876
27.847
\ 0. 3803
i ,
m
I
APPENDIX T Y — ^REPORT OP MISSISSIPPI KIVER COMMISSION. 3637
MesultM of jfrecise leveling, New Orleans, La., to South Pass, La,, January IS, 189$, to
March 16, 189S — Continued.
[In these redootiona tlie yaloe of 1 meter ia 3. 2808603 feat.]
Dlatance,
Direc-
tion.
Differ.
ence of
elevation.
V.
r.
U.
Elevation above
Cairo datum.
T. B. M. 119 to T. B. M. lao. . .
Km.
97.246
. 08.800
88.399
98.399
100.111
100.168
100.168
100.859
108.003
103.073
103.073
103.651
10A.501
105.308
N
S
Mean.
N
8
Mean
N
S
Mean.
N
8
Moan .
N
8
Mean .
N
S
Mean .
N
S
Mean.
N
8
Mean .
N
S
Mean.
N
S
Mean .
N
8
Mean .
N
8
Mean.
N
8
S
Mean.
N
8
N
8
Mean.
Meterg.
—0.0916
—0.0906
Jam.
+0.5
-0.5
—1.0
+1.0
—0.5
+0.5
—0.3
Mm.
Mm.
Metera.
Feet.
P.
P.
0.3
8.0162
26.300
—0.0911
T. B. M. 120 to T. Bw M. 121 . . .
+0. 2825
+0. 2805
P.
P.
0.7
&'2977
27.224
+0. 2815
T.&M.121 toB.M.«|A
-0.6460
—0.6470
P.
P.
0.3
6.9
7.6512
25.103
-4). 6465
T.&M.121toB.M.^ A...
+0.5583
+0. 5677
P.
+0.8
—0.4
+0.5
0.0
0.0
0.0
0.0
—1.6
+L7
+2.2
—2.3
—0.3
P.
0.2
6.9
8.8557
29.064
+0.5580
T. B. M. 121 to T. B. M. 122. . .
—0. 7270
—0.7279
P.
P.
0.3
7.5703
24.837
—0.7274
T.B.M.122toP.B. M.28
—1.0280
—1. 02«0
P.
P.
0.0
6.9
6.5423
21.464
1. 0280
T«B.M.122toF.B.M.28 A .
+0. 1797
+0. 1797
P.
P.
0.0
6.9
7.7500
*
25.427
■
+ 0.1797
T. B. M. 122 to T. B.^. 123 . . .
+0. 1764
+0. 1731
P.
K
P.
1.1
7.7451
25. 4U
+0. 1748
T.BM.128 to T.&M. 124. ..
+0. 9976
+1. 0021
P.
P.
1.5
8. 7449
28.691
+0.99Q8
T.B.M.124toB.'K.*H
— 1.304J
—1. 3048
P.
+0.3
+0.4
0.3
—0.9
+0.8
+ 1.4
—1.6
+0.1
—1.5
+ 2.5
—1.8
+0.9
0.2
P.
7.2
7.4404
24.411
—1.3045
I.B.M.134toB.M.t|i A...
-0. 0912
—0.0905
P.
P.
0.2
7.2
8.6541
28.393
0.0908
T. B. M. 124 to T. B. M. 125 . . .
—0. 4243
—0.4260
T.
T.
0.6
8.3197
27.296
—0.4252
T. B. M. 125 to T. B. M. 126. . .
—0. .'>370
—0. 5340
—0.5357
T.
T.
T.
0.6
7.7841
25.539
—0.5366
T. B. H. 126 to T. B. M. 127. . .
+0.3177
+0.3137
+0. 3180
+0. 3153
T.
T.
,
T.
T.
0.7
8.1003
26.576
+0.3162
3638 BEPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMT.
J^€8ult8 of precise leveling, New Orleans, La,, to South Pate, La,, January IS, 189S, to
Mar6h IS, i^^— Continued.
[In these redactions the yalne of 1 meter is 3. 2808003 feeft.]
Benoh marks.
Dtttsnoe.
Direc-
tion.
Differ-
ence of
eleration.
V.
r.
B:
Blevation aboTe
Cairo datum.
i
I
O
T.B.M.127toP B M.20
Km.
105.352
105.352
106.466
107.582
107.706
107.705
108.363
109.015
110.085
U0.085
111.648
118.518
113.735
114.733
115.615
N
8
Mean.
IT
8
Mean.
N
8
Mean.
N
8
Mean .
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
IT
8
Mean.
N
8
Mean.
N
8
Mean.
N
8
Mean.
IT
8
Mean.
MeUrs.
-1. 1323
—1.1823
Mm.
0.0
0.0
0.0
0.0
+0.4
-0.8
-0.2
+0.1
0.0
0.0
+ 0.4
—0.4
+0.1
—0.1
+1.5
—1.5
+0.5
—0.6
0.5
+0.5
—1.7
+L8
-H).l
*-— 0.1
—1.8
+1.9
—0.6
+0.4
+1.5
—1.5
Mm.
Mm.
XeUn.
*
FeeL
T.
*
T.
0.0
7.2
6.9680
22.861
»1. 1823
T. B. M. 127 to P. B. Iff. 29 A .
-f 0.0743
+0.0743
T.
T.
0.0
7.2
&1746
26.810
-f 0.0743
TKMl27toTB.M.128 .
—0.4297
—0.4290
T,
m
• • • »• • A«
T.
0.2
7.6710
25.168
-4). 4293
T B M. 128 to T B M. 129
-f 0. 1170
-f 0. 1167
T-.
T.
0.1
7.7878
2SI.551
+0.1168
T.B.M.129toB.M.'iA
—0.8803
— 0.88U3
T.
T.
0.0
7.2
6.9075
22.663
—0.8803
T.B.lf.l29toB.M.^ A...
+0.3257
+0. 3265
T.
T.
0.3
7.2
8.1139
26.681
+0.3261
T. B. M. 120 to T. B. M. 130 . . .
+0.4017
+0.4019
T.
■
T.
0.1
8.1896
86.860
+0.4018
T.B.M.130to T.B.M.131...
+0. 6217
+0.6247
T.
T.
LO
« *••»«
8.8128
28.014
+0.6232
T.B.M.131toF.B.M.30
—1.5897
—1.5882
P.
P.
0.8
7.8
7.2236
28.700
—1.6892
T. B.M. 131 to P. B. If . 30 A .
—0.3820
—0.3830
P.
P.
0.8
7.8
8.4808
27.650
—0.8625
-
T.B.M. 181 to T.B.M. 182. . .
+0.0085
+0.0950
P.
P.
1.2
8.9095
29.231
+0.0967
T. B. M. 182 to ® Berthond
sB-M.*!*--."
+0.0590
+0.0592
P.
P.
0.1
8.9686
29.425
+0.0591
® Berthond to T. B. H. 133 . .
+0.5510
+0.5473
P.
P.
1.2
9.5178
31.227
+0.5492
T.B.M. 133 to T. B.M. 134 . . .
—0.0463
—0.0472
P.
P.
0.3
9.4710
3i.cr73
—0.0468
T. B. IC. 134 to T. B. M. 135 . . .
—1.1237
—1.1207
T.
T.
1.0
8.8488
27.891
—1.1222
APPENDIX Y t — EEfrOBT OP MISSISSIPPI BIVER COMMISSION. 3639
BnulU of precise levt^g, New Orleans, La., to South Pass, La., January IS, 1893, to
March 16, i^d;S— Continned.
[In fkese rednctiona the taIho of 1 meter is 3.2d08d93 feet]
1
Diftanoe.
Direo.
tkm.
Differ-
ence of
elevation.
V.
r.
R.
Kleyation above
Cairo datum.
i
S
T. B. If . 135 to p. B. IC. 81 . . . .
Xtift,
115. T70
115.770
118.054
117.102
117.102
lia418
120.439
120.461
120.461
121.981
122.125
N
8
Mean.
N
8
Mean.
H
S
Mean.
N
S
Mean.
N
S
Mean.
X
8
Mean.
N
8
Mean.
N
8
Mean.
S
8
Mean.
N
8
Mean.
N
fi
Meten.
-1.4337
-1.4333
Mm.
+0.2
—0.2
0.0
0.0
-1.0
+1.0
+0.5
-0.5
+0,5
—0.5
—2.1
+2.21
:-o.2
+0.2
+0.3
-0.3
-0.3
+0.3
0.0
0.0
-0.5
+0.4
Mm.
Mm.
Meters.
Fe^t.
T.
T.
0.1
7.6
7.9153
22.688
-1.4335
T. B. M. 138 to P. B. M. 81 A. .
—0.2280
-0.2280
T.
T
0.0
7.6
8.1208
26.643
-^>.2280
T. B. H. 185 to T. BL H. 186 . . .
-0.0123
-0.0443
T.
T
•
0.7
8.3055
27.249
-0.0433
T.B.af.l8«toT.B.M •!• ...
-1. 1837
—1.1827
p.
p.
0.3
7.6
7.1223
23.367
-1.1832
T.B.M.186toB.M.*|»A....
+0. 0223
40.0233
p.
p.
0.3
7.6
8.3283
27.324
+0.0228
T. B. M. 180 to T. B. ir. 137 . . .
+ 1.4561
+1.4508
p.
p.
1.4
...
9.7585
32.016
+1.4530
T. B. M. 187 to T. B. H. 138. . .
-0.5439
-0.5443
p
p.
0.1
9.2144
30.231
—0.5441
1. B. H. 138 to P. B. If . 83. . . .
—0.7073
-0.7067
T,
T.
0.2
7.7
8.5074
27.912
-0.7070
T. B. M. 138 to P. B. H. 82 A. .
+0.5043
+0.5037
T.
T.
0.2
77
0.7184
81.885
1
+0. 5040
T. B.K. 188 to T.B.H. 138.. .
—1.8190
—1.3190
T.
T.
0.0
7.8954
25.904
—1.3190
T.B.M.139toB.M.'}i
—0. 2605
—0. 2614
p.
P.
I —
0.3
......
7.7
7.6344
8.8411
25.047
29.006
! Mean.
122.125 N
128.298 ! N
! s
—0. 2610
T.B.M.139toB.M.*iiA...
+0.9457
P.
—0.9
—0.9
+0.9
-0.8
+0.2
—0.3
T.B. H. 139 to T.B M. 140
+0.7078
+0.7096
p.
!
p.
124.265
124.447
Mean.
N
3
Mean.
N
8
0.6
......
......
......
8.6041
28.229
+0. 7087
T.B.M.140toT.B.K.Ul. .
+ 1.0569
+1.0586
p.
!
p.
0.6
9.6619
31.699
»
+ 1.0578
T.B.H.141toP.B.M.83
—2, 1782
—2. 1777
T.
"■••••
...... ......
T.
0.2
7.8
7.4889
24.654
Mean
—2. 1780
3640 REPORT OF THE OHIEF OF ENGINEERS, U. S. ARMT.
^ BesulU of preoiw leveling, New Orleans , La., to South Paee, La,, January IS, 1393, to
March IS, ISQS—Continued.
[In these redootions the Talue of 1 meter is 3.280M93 feet]
Benoh marlcs.
Distance.
Direc-
tion.
Differ^
enoe of
elevation.
▼.
r.
R.
•
Xleratiou above
Cairo datum.
•
1
T B M 141toF.B.M.83A..
Km.
124. 447
125.503
126.679
t
126.739
126.739
129.052
129.039
129.089
130. 178
131.046
181. 174
131. 174
132.724
134.527
134.961
N
S
Mean.
N
8
Mean.
r:::::
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N.....
S
Mean.
N
S
Mean.
N....
S
Mean.
N
s
Moan.
N
S
Mean .
N
S
Mean.
N
S
Mean.
N
S
Mean.
Meters.
—0.9713
—0.9712
Mm.
+0.1
0.0
-4). 9
+1.0
+0.6
-0.6
0.0
+0.1
-0.1
0.0
+2,0
—2.0
+0.8
—0.9
+0.5
—0.5
+1.0
—1.1
—1.7
+1.7
—0.2
+0.2
—0.3
+0.3
+2.6
—2.5
+0.6
—0.5
+0.2
—0.1
Mm.
Mm.
M0Un.
FteL
T.
*
••*•«••«
T
0.0
7.8
8.6907
28.618
-0.9712
T B If 141 to T. B. M.'l42 . . .
+0.2025
+0.2006
P.
P.
a6
9.8635
83.861
+0.2016
T. K M. 142 to T. B. M. 143 . . .
—0.4390
-0.4379
P.
P.
0.4
9.4251
30.923
-0.4384
T.B.M.14StoB.H.AH
—1.1985
-1.1986
P.
P.
0.0
7.8
8.2266
20.990
—1.1985
T.TJ.ir.l43U)B.M.«l«A...
+0.0089
+0.0068
P.
P.
0.0
7.8
9.4339
80.951
■
+0.0088
T. B. M. 143 to T. B. M. 144 .
—1.3087
—1.3047
P.
P.
1.3
8.1184
20.635
—1. 3067
T. B. M. 144 to P. B. M. 34
—0.8960
—0.8943
P.
>••■••••
P.
0.6
7.9
7.2232
23.098
^0.8952
T. B. M^. 144 to P. B. M. 84 A . .
+0.3080
+0. 3070
P.
P.
0.8
7.9
8.4259
27.044
+0. 3075
T. B. M. 144 to T. B. M. 145. . .
+0.5000
+0.5021
P.
P.
0.7
8.6194
28.279
+0. 5010
T. B. M. 145 to T. B. M. 146. . .
—0. 5083
—0. 5117
P.
P.
1.1
8.1094
26.600
-O.51O0
T. B. M. 146 to B. M. H*
—0.7643
—0.7647
T.
T.
0.1
8.0
7.8449
24.098
—0.7645
T. JS. M. 146 to B.M. >}< A . . .
+0.4393
+0.4387
T.
T.
0.2
8.0
8.5484
28.040
+0. 4390
T. B. M. 146 to T. B. M. 147. . .
—0. 1717
—0.1667
T.
T.
1.7
7.9402
26.051
—0. 16ft2
T.B.M.147toT.B.M.148...
+1.0477
+1.0487
T.
T.
0.3
8.0884
29.490
•
+1. 0482
T.B.M.148toRB.M.35....
—1. 75C0
—1.7657
T.
T
0.1
8.2
7.2326
23.729
.-1.7568
APPENDIX Y Y ^RKPOBT OP MISSISSIPPI RIVER COMMISSION. 3641
BevultM of precise leveling, New Orleans, La,, to South Pass, La,, January 13, 189S, to
March 15, i^P5— Continued.
[In these rednotiona fJbe valoe of 1 meter is 3. 2808603 feet.}
Bench narka.
Distance.
Direc-
tion.
Differ-
ence of
elevation.
V.
r.
R.
Elevation above
Cairo datum.
•
I
1
P. B. M. 85 to P. B. M. 36 A.. .
Km,
134.961
135.767
187.200
137.394
137.304
138.210
130.248
130. 629
139.529
140.555
141.658
142.261
142L300
142.800
143.226
N ....
8
Mean.
K
S
Mean.
N
S
Mean.
K
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
o .....
Mean.
N
Q .....
Mean .
K
S
Mean.
N
S
Mean.
JTetort.
+1.2037
+1.2027
Mm.
-0.5
+0.6
—1.0
+1.0
-0.1
+1.0
+0.4
-0,4,
—0.6
+0.6
—0.1
0.0
—1.3
+ 1.4
—0.1
+0.2
-0.2
+0.1
—0.7
+0.7
-fio
— LO
—0.3
+0.3
0.0
0.0
0.0
0.0
-0.2
+ 0.2
Mm.
JHm.
Meter:
Feet.
T.
-
T.
0.8
8.2
8.4358
27.677
+1.2032
T. B. M. 148 to T. B. M. 149. ..
+0.1004
+0.1074
P,
p.
0.7
9.0968
29.845
+0.1084
T. B. M. 149 to T. B. M. 150 . . .
-0.3678
—0.3680
P.
P.
0.1
8.7289
28.638
^0.3679
T.B.M.lSOtoB.M.^i',
—1. 5625
-1.5617
P.
P,
0.8
8.2
J. 1608
23. 513
—1. 5621
T.B.M.150toB.M.<iAA...
^0. 3543
^0.3555
p.
:;::::::::::::
P.
0.4
8.3
—0. 3549
8.3740 27.474
1
T. B. M. 150 to T. B. M. 151. . .
+0.8119
1-0.8118
P.
1
P
0.0
!
9.5407 31.302
-f 0.8118
T. B. M. 151 lo T. B. M. 152. . .
— 0.44r)5
-0.4482
P.
1
P.
0.9
9.0939
20. 830
—0.4468
T.B.M.152toP.B.M.36
—1. 6.'i37
—1.6540
T.
1
T.
0.1
8.3
1
-1. 6538
7.4401
24. 410
T. B. M. 152 to P. B. M. 30 A. .
0. 4510
—0.4513
T,
1
T,
0.1
8.3
1
8.6427 28.356
1
—0. 4512
T. B. M. 152 to T. B. M. 153. . .
—0.5563
-0.5677
T.
I
T
0.5
1
8.5369 28.008
1
:
—0. 5570
T. B. M. 153 to T. K M. 154. . .
+0.0473
+0. 0493
T.
. !
T.
0.7
8. 5852 28. 167
+ 0.0483
T. B. M. 154 to T. 6. M. 155 . . .
+0. 6353
+0.6347
T.
T.
0.2
1
9. 2202 30. 2:>0
1
+0. 6350
T.B.M.155toB.M.4t
—1. 4600
-1.4600
T.
T.
0.0
8.3
7.7002 25.460
1
—1.4600
T.B.M. 155 to B. M.«F A...
-0. 2:.70
—0. 2670
T.
j "
T.
0.0
8.3
'
-0.2570
8. 9632
29.407
T.B.M.155toT B.M.156...
+0. 1597
+0. 1593
T.
1
T.
0.1
+0. 1595
9.3797
30.774
3642 REPORT OP THE CHIEP OF ENGINEERS, U. S. ARMY.
BesulU of precise leveling, New Orleans, La,, to South Pass, La,, January IS, 189S, to
March 16, i^J-^-Contmued.
[In these redactions the yalae of 1 meter is 8. 2808Q03 feet.]
Bench marks.
Distance.
Direc-
tion.
Differ-
ence of
elevation.
V.
r.
B.
Eleration above
Cairo datum.
T. B. M. 156 to T. B, M. 167. . .
Km,
145.044
146.180
145.130
145.800
146.550
147.416
147.750
148.100
140.835
160.457
160.802
160.012
162.303
163.248
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S."--
Mean.
N.
S
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
S
Mean.
N
8
Mean.
N
8
Mean.
N
S
Mean.
N
S
Mean.
N
8 ....
Mean.
N
S
N
S
Mean.
Meter9,
-0. 0150
-0.0107
Mm.
+2.2
+2.1
+0.1
-0.2
+0.2
—0.1
+1.5
—1.6
+1.2
-1.8
+1.9
—1.1
+0.5
—0.6
+0.4
—0.3
+0.7
—0.6
•
+2.0
-2.1
+1.0
—LI
0.0
0.0
—0.3
+0.3
+0.6
—0.7
—2.9
+1.8
+0.9
0.0
Mm.
MWi.
M^Ur:
FeeL
T
T
1.4
0.3660
30.732
~0. 0128
T. B. M. 167 to P. B. IL 87. . . .
—0.7823
—0. 7820
T
T.
0.1
8.5
8.5847
28.165
—0.7822
T. B. IC. 157 to P. K 1£. 37 A. .
+0.4170
+0.4173
T.
T.
0.1
8.5
0.7841
32.100
+0.4172
T. B. M. 167 to T. B. M. 157 A.
+0.2160
+0. 2100
T.
T.
1.0
0.5844
31.445
*
+0.2175
T. B. IL 157 A. to T. B. M. 158
—0.0950
-0.0920
—0.0957
-0.0027
T.
T,
T
T.
0.6
0.4006
3L137
-0.0938
T. B. M. 158 to T. B. M. 16d. 1 . .
4 0.0403
+0.051)3
T.
T.
0.8
0.5404
31.301
-+0. 0498
T.B.K.150toB.l[.H«
-1.1268
-1.1261
p.
P.
0.2
8.6
8.4140
27.605
-1. 1Z64
T. B. If . 150 to T. B. M. 160 . . .
—0. 4599
—0.4586
p.
p.
0.4
0.0812
20.704
—0.4592
T. B. M. 160 to T.B.H. 161 .. .
+0.5696
+0.5737
p.
P.
1.4
0.6528
31.670
+0. 5716
T. B. H. 161 to T. B. M. 162. . .
+J.5484
+1.5605
P.
P.
0.7
11.2022
3&768
+1.5494
T. B. IC 102 to T. B. M. 163. . .
-0. 8793
-0.8793
P.
•
P.
0.0
.10.3220
33.868
-0.8793
T.B.]C.163toP.B.M.38....
—0. 8032
—0.8038
P.
P.
0.2
8.7
0.5104
8L832
—0.8036
T. B. M. 108 to T. B. M. 164 . . .
—3.0972
—3.0959
P.
P.
0.4
7.2263
23.fl)9
—3.0966
T. B. M. 164 to T. B. M. 165. . .
+0.2542
+0.2495
+0.2504
+0. 2513
P.
P.
P.
P.
0.7
7,4776
24.588
+0.2513
APPENDIX Y T — ^BEPORT OF MISSISSIPPI BIYEB OOKMISSION. 8643
Be9uU9 of pr0(i»c leveling, New OrleanM, La., to South Poss, La,, January IS, XS93, io
March 16, I^d5--Contuiaed.
[In these redaotUms the Tslae of 1 meter is 3.2808693 feet.]
Benchmark.
Distance.
Direc-
tion.
Differ.
enceof
elevation.
▼.
r.
B.
Eleyation above
Cairo datum.
o
T.B.M.ie5toB.li.AiAA...
Km.
168.680
15i.536
156.208
166.025
156.760
166i780.
187.083
157.808
158.705
160.163
160.201
162.186
158.005
160.416
160.816
K
S
Mean.
N
8
Mean.
N
S
IT
8
Mean.
N
8
Mean.
N
8
l^ean.
K
8
Mean.
N
8
Me«i.
N
8
Mean.
N
8
Mean.
N
8
Mean.
K
8
Me«i.
N
8
Mean.
K
8
Mean.
N
8
Mean.
Msurt.
+0.2234
Mm.
+0.7
-0.7
—0.1
+0.1
+1.0
—1.0
+L2
— L2
+0.2
-0.1
—0.8
+0.8
+0.2
—0.1
0.0
0.0
-1.8
+1.4
+0.7
-0.7
-0.1
+0.2
—0.8
+0.7
-0.6
+0.5
+0.5
-0.5
-0.8
+0.7
Mm.
Mm.
Mtiert.
FMt.
p.
p.
0.5
8.7
7.7003
25.264
4-0.2227
T.B.M.l«5toT.B.]C.l«...
-4). 1006
-4.1008
p.
p.
0.1
7.3760
24.203
—0.1007
T B.M.lMtoP.BwM.80 ..
+0.4083
+0.4103
T,
T,
0.7
8.8
7.7862
25.546
+0.4093
T. B. If. IM to T. B. M. If7 . .
—6.1237
—0.1213
T.
T.
0.8
7.2544
23.801
-
—0.1225
T. R H. 167 to X. B. M. IQB . . .
+0. 1190
+0. 1103
T.
T.
0.1
7.3736
24.102
+0. 1102
T. B. M. 16B to P. B. If. 40. . . .
+ 1.2562
+1.2556
T.
T.
a2
8.8
8.6205
28.812
+1.2560
T B. 11.16ft to T.B.1C. 160. .
^0.6730
—0.6727
T.
T.
0.1
6.7008
21.984
—0.6728
T.B.lC.16fttoPiKM.4l
—0.1727
—0.1727
T.
T.
0.0
8.8
6.5281
21.418
—0.1727
T. B. IC. 160 to T. B. IC 171 . . .
+0.9027
-M).9000
T.
T.
ao
&8
7.6022
24 042
+0. 0014
T. B. M. 171 to T. B. IC. 172. . .
—0.3317
—0.3303
T,
T.
0.6
7.2712
28.856
—0.8310
X. B. M. 172 to P. B. M. 42. . . .
+0. 3553
+0.3550
p.
P.
0.1
8.8
7.6264
25.021
+0.3552
T. B. Iff. 172 to P. B. M. 48
+2.9362
+2. 9347
P.
P.
0.5
8.8
10.2066
38.486
+2.9354
T. B. Iff. 108 to T. B. H. 170 . . .
—0.0837
—0.0847
T.
T.
0.8
6.6166
21.708
^
—0.0842
T. B. IC 170 to T. B. M. 176 . . .
+0. 3793
+0. 3803
T.
T.
0.3
6.0064
22.954
+0.3798
T.B.M.176toTT.&P.B.M.
8«f 1882
+0. 6702
+0.6687
P.
P.
0.6
8.8
7.6658
25.150
+0.6604
8644 REPORT OF THE CHIEF OF ENGINEERS, U. S. ilRMT.
BesulU of precise leveling, New Orleane, La,, to 8<mth Pose, La,, January IS, 189S, to
March 16, i^^— OontiniiecL.
[In these redactdons the valae of 1 meter ia 8.280Bfl03 feek]
Bench marks.
Dlstanoe.
Direc-
tion.
DilTer-
enceof
elevation.
▼.
r.
B.
Elevaiion «boTtt
Cairo datum.
j
T. B. M. 176 to U. S. P. B. M.
2 of 1882
Km.
161.746
164.270
N
S
Mean.
N
S
Mean.
Mettrt.
+2.1633
+2. 1610
Mm.
—LI
+L2
-1.6
Mm.
Mm.
MeUrt.
Fut.
P.
P.
0.8
&0
0.1586
aO.048
+2.1622
IJ.S.P.B.M.2 of 1882 to B.
M. City Stone "Halfway
House^'
—1.1706
—1.1732
P,
P.
LI
8.0
7.0870
26.20i
—1. 1716
DBSCRIPnONS AND ELEVATIONS OF PRECISE BENCH MABKS BETWEEN THX HXAB OF
THE PASSES AND NEW ORLEANS^ LA.
KOTX.— Elevations ire given in meters and feet above Cairo datom plane. To rednoe to mean cnlf
level at Biloxi, Miss., subtract 21.26 feet (preliminarv value) from the elevations here given. These
bench marka were established in 1898. One meter=3.28U86Q8 feet. The term *T. B. M.*' denotes anreoise
bench mark which is set with special care so as to be practically permanent. In most caaea a F. B. M.
consists of a vitrified tile 18 inches by 18 inches by 4 inches, in the center of which Is set vertically
with lead a |-inch copper bolt, the upper end bwii g about flash with the npper sarfaoe of the tile.
Surrounding the bolt on the surfiftoe of tne tile is the inscription, ** Mississippi River Commisaion, U.
B. P. B. M., 1802.*' Thia is buried in the ground from 18 to 40 inches beneath the surfkoe, the depth
varying with the natnre of the material. On top of the tile a 4- inch wrongfat-iron gas pipe 4 feet long
is set concentric with the copper bolt; the lower end of the pipe, which is expanded somewhat like a
boiler tube, fitting in a circular groove molded in the tile. A cast-iron cap fits over the top of the
pipe and is fasteiiea thereto with bronae bolts. The elevation of the top of the cup is also determined.
The structure has thus two bench marks. P. K M. 16, for example, being the top of the copper bolt,
and P. B. M. 16 A being the top of the cap on the pipe. Oiher P. B. Ms. consist of copper bolts or well-
defined marka in brick and stone buildings and masonxy stmotures.
The term " T. B. M." denotes a temporary bench mark whose elevation is as well determined as that
of a P. B. M., but is not regc^ed permsneut. They consist of nails and spikes in roots of trees mt
stakes driven in the ground. They were satablished to obtain comparisons of results aboat once in
every kilometer.
n. 8. EDgineers' ganee Is a Teitioal board gauge fastened to foundation post of boat-
house on west side at nead of South Pass, La., and 140 meters northeastward firom
Head of Passes Light-House.
EleTation of zero, 5.8292 meters. 19.125 feet.
Old gauge is the remains of a vertical board gauge, standing about 100 meters
from edge of -water and 50 meters northwestward from the He^ of Passes Light-
House and about 15 meters west of fence on west side of light-house yard. No facts
could be obtained relative to when this gauge was estaolished and under whose
direction it was maintained^ Judging from ito location and condition it has been
abandoned many years.
Elevation of zero, 6.8654 meters. 19.244 feet.
Bench mark in Head of Passes Light-House is a + cut in top brick in the northeast
comer of Head of Passes Light-House foundation. Is in tne north end of brick
farthest east and about 1 meter above ground.
Elevation. 8.1438 meters. 26.719 feet.
P. B. M. 1 is the top of copper bolt leaded vertically in a vitrified clay slab in ground
and surmounted by an iron pipe. It is 1 meter from each fence in the northwest
comer of the yard surrounding the Head of Passes Light-house. Is 52 meters from
the northwest corner of the light-house.
Elevation, 6.5128 meters. 21.368 feet.
P. B. M. 1 A is top of cap on top of pipe ov«r P. B. M. 1, described above.
Elevation, 7.7178 meters. 25.K21 feet.
P. B. M 2. is the center of a horizontal copper bolt leaded in the west wall of the
brick oil house about 20 meters east of the Head of Passes Light-House. It is in the
sixteenth course of bricks above the ground and is marked thus : U. S. P. B. M.
©
Elevation, 8.0306 meters. 26.347 feet.
P. B. M. 3 is top of copper bolt in vitrified clay slab in ground on west bank^aboui
100 meters back from river, about 2,300 meters above the Head of Passes Ligh^B(
APPENDIX Y Y — ^BEPOET OP MISSISSIPPI RIVER COMMISSION. 3645
im S. 60° W. 84 meteis from A DonoYan No. 2. It is &fa meters from a 14-inch blazed
willow tree.
EloTatioxiy 6.7085 meten. 21.9d3 feet.
P. B. M. 3 A is top of cap on top of pipe oyer P. B. M. 3, desoribed above.
EleTatlon^ 7.9025 meters. 25.927 feet.
T. B. M. 5 IS a smke in east root of a'U-inoh willow tree, ^(f meters from P. B. M. 3.
Elevation, 6.9589 meters. 22.831 feet.
B. M. ^ is top of copper bolt in vitrified clay slab in ground ; is on west bank, jnst
opposite Pilot tower and 30 meters from xiver. Azimuths and distances from the B.
M. are: To Pilots' tower, 243^^ 23' 11"--1,491.63 meters; to @ Cubitt's chimney, 297^
25' 04"— 2,931.28 meters ; to ©north, 179° 17' 11"— 2,989.63 meters : to Fog-bell tower,
192O51'40".
Elevation. meters. feet.
B. M. ^ A is top of cap on top of pipe over B. M. ^}^, described above.
Elevation, 7.3951 meters. 24.262 feet.
T. B. M. 8 is nail in a fonr-pronged willow tree, 8 meters from B. M. ^|^.
Elevation, 7.2083 meters. 23.650 feet.
P. B. M. 4 is top of copper bolt in vitrified clay slab in ground on west bank about
opposite middle of Cubit ts Crevasse and 60 meters back from river. There is a 12-
inch willow 3^ meters northwest of the B. M. and another 12-inch willow 12 meters
northwest which contains T. B. M. 11.
Elevation, 6.7787 meters. 22.240 feet.
P. B. M. 4 A is top of cap on top of pipe over P. B. M. 4, described above.
Elevation, 7.9807 meters. 26.184 feet.
T. B. M. 11 is nail in root of a 12-inoh willow tree 12 meters southeast of P. B. M. 4,
described above.
Elevation, 7.1859 meters. 23.576 feet.
T. B. M. 14 is naU in east root of a 24-iach willow tree south 50° west : 30 meters from
B.M.*j^
Elevation^ 7.3241 meters. 24.029 feet.
T. B. M. 5 IS top of copper bolt in vitrified clay slab in ground on west bank. Is
in F. L. StreckeiW orange grove and is 17 meters northward from Streckerts' house
mad midway between two orange trees. Is about 4 miles below the jump.
Elevation, 6.7491 meters. 22.143 feet.
P. B. M. 5 A is top of cap on top of pipe over P. B. M. 5, described above.
Elevation, 7.9578 meters. 26.108 feet.
T. B. M. 17 is nail in 12 inch willow tree about 6 meters from P. B. M. 5.
Elevation, 7.5625 meters. 24.812 feet.
P. B. M. 6 18 top of copx>er bolt in vitrified clay slab in ground on west bank about
2,500 meters below the jump. Is 18 meters from the river in an open field. Azimuth
to tower at the jump, 130° 38' 21".
Elevation, 6.5633 meters. 21.533 feet.
P. B. M. 6 A is top of cap on top of pipe over P. B. M. 6, described above.
Elevation, 7.7701 meters. 25,493 feet.
T. B. M. 22 is nail in root of 18-inch willow tree, 47 meters from P. B. M. 6.
Elevation, 7.4997 meters. 24,606 feet.
T. B. M. 24 is a spike in east side of the middle one of three willows 24 inches in
diameter and 17 meters south of the old United States custom-house at the Jump.
Elevation, 7.7383 meters. 25,388 feet.
B. M. s^l^ is top of copper bolt in vitrified-clay fllab in ground on west bank, about
100 meters above the Jump, 53 meters from the Tropical Fruit Company's store and 45
meters from Levy's store. It is respectively 16 and 13 meters from two blazed wil-
low trees. To B. M. *fi 221° 46' 56" ; 1,059.06 meters. To tower at Jump, 312° 12' 00".
Elevation, 7.0886 meters. 23,093 feet.
B. M. '}^ A is top of cap on top of pipe over B. M. ^, described above.
Elevation, 8.2435 meters. 27,046 feet.
P. B. M. 7 is top of copper bolt in vitrified-clay slab in ground on WQst bank about
2,200 meters above the Jump and on land of Pierre Leon Bur^. It is 7 meters back
of levee, 40 meters from river, and 17 meters towards river from Bur as' house.
Elevation, 6.7020 meters. 21,988 feet.
P. B. M. 7 A is top of cap on top of pipe over P. B. M. 7, described above.
Elevation, 7.9047 meters. 25,934 feet.
T. B. M. 28 is nail in east root of a 24-inch sycamore tree, 13 meters from river and
about 28 meters east of a graveyard and 2^ miles above the Jump.
Elevation, 7.4222 meters. 24,351 feet.
P. B. M. 8 is top of eopper bolt in vitrified-clay slab in ground on west bank on
Br. Talbots land. li on southern slope of levee, and is 20 meters south of an 18-inch
tree, blazed. Is 947 meters above house now occupied by Pierre A. Jauntures. It is
about 5 miles above the Jump.
Elevation, 6.9572 metexB. 22.826 feei.
3646 KEPOBT OP THE CHIEF OP ENGINEERS, U. S. ARMY.
P. B. M. 8 A is top of cap on top of pipe^ over P. B. H. 8, described above.
Elevation, 8.1620 met«r8. 26.778 feet.
T. B. M. 81 is spike in north root of ap 18-inch willoxv tree 7 meters from levee,
marked with a triangular blaze, and 17 meters above P. B. M. 8.
Elevation, 7.3980 meters. 24.255 feet.
B. M. H^ is *op o^ copper bolt in vitrified-clay slab in gronnd on west bank, 33
meters back of levee, 13 meters below wire fence around orange grove. Is 10 meters
firom an 8-inch tree and 5 meters ftom a 10-inoh hackberry tree, both blazed, and is
about 2f miles below Fort Jackson.
Elevation, 6.7852 meters. 22.261 feet.
B. M. ^|<^ A is top of cap on top of pipe, over B. M ^^, described above.
Elevation, 7.9834 meters. 26.192 feet.
P. B. M. 9 is top of copper bolt in vitrified-clay slab in ground on 8. Shoenberger's
land on west bank, about li miles below Fort Jackson. It is 6i^o meters from the
upper boundary of Shoenbcrger's land and 6 meters back of levee. Is 2 meters from
an orange tree, and is 54 meters from Shoenberger's house.
Elevation, 6.9381 meters. 22.763 feet
P. B. M. 9 A is top of cap on top of pipe over P. M. 9, described above.
Elevation, 8.1421 meters. 26.713 feet.
T. B. M. 58 is nail in crotch of 12-inch sycamore about 5 meters in firont of levee,
about 12 meters from P. B. M. 9.
Elevation, 8.0700 meters. 26.477 feet.
P. B. M. 10 is a vertical copper bolt in the granite block forming the bridge seat at
the west abutment of the bridge crossing the moat at Fort Jackson. It is 3 inches
U.S.
from the lower flange of the iron stringer of the bridge, and is maiked thus : Q
P.B.M
Elevation, 7.5385 meters. 24.733 feet.
Fort Jackson gauge is a vertical post gauge about 50 meters above the old hospital
building at Fort Jackson.
Elevation of zero, 5.8700 meters. 19.258 feet.
B. M. ''A'' is upper surface of ship spike driven horizontally in brick chimney at
upper or west end of building known as Ordnance Sergeant's dwelling. Is in west
face of chimney, about 10 inches above the ground, and in second course below the
weather boarding. A X is cut in brick Just under the spike.
Elevation, 7.8475 meters. 25.747 feet.
T. B. M. 61 is spike in south root of 12-inch willow on old levee between new levee
and river and about 400 meters above Fort Jackson.
Elevation, 7.7107 meters. 25.298 feet.
Experimental B.M. is top of copper bolt in vitrified clay slab in ground about 400
meters above Fort Jackson and 35 meters back of the levee. There is a 2-inch by
3-inch scantling set over the B. M. and projects about 18 inches above the gronnd.
Elevation, 6.6444 meters. 21.799 feet.
B.'M. HP ^ top of copper bolt in vitrified-clay slab in ground on east bank. U
in the bend of levee surrounding Fort St. Philip military reservation and is about
100 meters below the fort. Is 109 meters from the river. To monument southeast
corner of reservation 321^ 06' 45''— 50.42 meters. To flag staff Fort St. Philip 69^
05' 10"--350.4 meters.
Elevation, 7.1520 meters. 23.465 feet.
P. B. M. 11 is on top of monument marking the southeast eomer of the United
States reservation at Fort St. Phillip. The B. M. is the point in the obtuse angle at
the intersection of the two grooves cut on the surface of the stone. The monument
bears the inscription:
Elevation, 7.8718 meters. 25.826 feet.
P. B. M. 12 is a horizontal copper bolt in the granite facing of the portal onrightr
hand side of powder magazine No. 5, at Fort St. Philip. Is 43 inches above the
eoncrete paving at the entrance of magazine.
Elevation, 8.2399 meters. 27.034 feet.
APPENDIX Y Y — ^REPORT OP MISSISSIPPI EIVER COMMISSION. 3647
P. B. M. 13 is top of copper bolt in yitrified-clay slab in j^onnd on ea«t bank. Is
on end of old levee mnning back to swamp on land of Patrick Callahan 1 mile
aboTe Fort St. Philip. It is 40 meters from Callahan's honse and 49 meters from an
old stable on the river side of main levee. Is aboat 6 meters inside of main levee
and 7U meters from the river. To ® Taylor 33° 06' 18". 1248.14 meters.
Elevation, 7.3498 meters. 24.114 feet.
P. B. M. 13 A is top of cap on top of pipe over P. B. M. 13, described above.
Elevation, 8.5601 meters. 28.085 feet.
T. B. M. G6 is nail in 18-inch willow tree on river side of levee in front of Patrick
'^ Callahan*s house, and is about 10 meters from P. B. M. 13.
Elevation, 7.4738 meters. 24.521 feet.
B. M. ^$A is top of copper bolt in vitrified-clay slab in gronnd on east bank. Is 10
meters back of levee, 25 meters i^m river, and 20 meters above Mrs. S. H. Butler's
store and Neptune post-office. It is about 2f miles above Fort St. Philip.
Elevation, 6.9510 meters. 22.805 feet.
B. M. *p A is top of cap on top of pipe over B. M. ^^, described above.
Elevation, 8.1554 meters. 26.757 feet.
T. B. M. 68 is nail in north side of 18-inch willow in center of levee, 38 meters west
of Mrs. Butler's store, and within 20 meters of B. M. ^, described above.
Elevation, 8.2952 meters. 27.215 feet.
P. B. M. 14 is top of copper bolt in vitrified-clay slab in ground on east bank on
land of Marie Antoinette Grandpr^ Smith. It is 70 feet southwest of Mrs. Smith's
house, and 3 feet inside of road fence, and 12 feet from a line stake between Mrs.
Smith's and Herman Beck's lands and about 3f miles above Fort St. Philip.
Elevation, 6.7551 meters. 22.163 feet.
P. B. M. 14 A is top of cap on top of pipe over P. B. M. 14, described above.
Elevation, 7.9597 meters. 26.115 feet.
T. B. M. 70 is nail in east root of 12-inch red elm on east side of levee on line
between lands of Mrs. Smith and Mrs. Brophie, and within 80 meters of P. B. M. 14.
Elevation, 7.5684 meters. 24.831 feet.
P. B. M. 15 is top of vertical copper bolt in west end of second door sill from east
end of the old United States customs and quarantine building, about 5 miles above
Fort St. Phillip.
Elevation, 8.0318 meters. 26.351 feet.
B. Bi. H^ is top of copper bolt in vitrified-clay slab in ground on east bank on
land of August Barry about 1 mile above the old United States customs and quar>
antine buildings. It is 15 meters southeast of Barry's honse and 10 meters back of
levee, and 140 meters from the river. To Buras Church, 324^ 46' 35^', 1,368.7 meters ;
to B. M. «|% 18° 02' 12", 897.9 meters.
Elevation, 6.9098 meters. 22.670 feet.
B. M. ^^ A is top of cap on top of pipe over B. M. *}', described above.
Elevation, 8.1125 meters. 26.616 feet.
T. B. M. 73 is nail in root of 20-inch willow tree in line of fence along road about
1 mile above old United States customs and quarantine buildings, and about 60
meters'below B. M. ^^,
Elevation, 7.4196 meters. 24.343 feet.
P. B. M. 16 is top of copper bolt in vitrified-clay slab in ground on east bank on
land of Antoiue Jones, about 2f miles above the old United States customs and
quarantine bulldin|». It is 43 meters from Jones's house, and 52 meters from school-
house; is 5 meters back of levee, and 7 feet from a post marking the line between
lands of Antoine Jones and Gilbert Buras. To @ Grand Prairie, 149^ 24' 56", 116.27
meters.
Elevation, 6.9338 meters. 22.749 feet.
P. B. M. 16 A is top of cap on top of pipe over P. B. M. 16, described above.
Elevation^ 8.1402 meters. 26.707 feet.
B. M. ^{B IS top of copper bolt in vitrified-clay slab in ground on east bank on
land of y. Looeco. Is 6 meters back of the levee and 18 meters from Loceco's house,
and 430 meters below negro school and church, and about 750 meters below O. K.
red store.
Elevation. 6.7210 meters. 22.051 feet.
B. M. H^ A is top of cap on top of pipe over B, M. *p described above.
Elevation, 7.9266 meters. 26.006 feet.
P. B. M. 17 is top of copper bolt in vitrified-clay slab in ground on east bank. Is
in the southwest corner of Noel Buras' orange grove, 1 meter from each fence. Is 90
meters west of a schoolhouse, and about 5^ miles above the old United States cus-
toms and quarantine buildings.
Elevation, 6.6439 meters. 21.798 feet.
P. B. M. 17 A is top of cap on top of pipe over P. B. M. 17, described aboTCw
Elevation, 7.8513 meters. 25.759 feet.
3648 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
T. B. H. 78 is nail in root of 10-inch willow^ Just outside of levee^ aboat 100 meters
below bend in levee, and about 13 meters from P. B. M. 17.
Elevation, 7.7793 meters. 25.523 feet.
B. M. H^ is top of copper bolt in vitrified-clay slab in ground on east bank on
land of Meyer Wise, 15 meters back of road, and about 50 metiers above fence comer,
and about 195 meters above John Kelley's house and about 290 meters below Hicks
Bayou.
Elevation, 6.8290 meters. 22.405 feet.
B. M. ^^ A is top of cap on top of pipe over B. M. ^^ described above.
Elevation, 8.0390 meters. 26.375 feet.
P. B. M. 18 is top of copper bolt in vitriAed-clay slab in ground on east bank, 4
meters in front of J. Liugoni's house, about 80 meters back of levee and 20 meters
from Karris' Canal.
Elevation, 6.6926 meters. 21.958 feet.
P. B. M. 18 A is top of oap.on top of pipe over P. B. M. 18, described above.
Elevation, 7.9014 meters. 25.923 feet.
B. M. ^f^ is top of copper bolt in vitriHed-clay slab in ground on east bank on
land of Berkson Brothers. Is about 18 meters ba<;k of point where old and new
levees unite. Is 17 meters below a house. Is 105 meters from the river, and 60
meters northwest of a 3-foot liackberry, biased, which stands outside the levee. To
church spire, 119° 03' 18'', 141.21 meters.
Elevation, 6.9555 meters. 22.820 feet.
B. M. H^ A is top of cap on top of pipe over B. M. ^}^ described above.
Elevation, 8.16^ meters. 26.795 feet.
T. B. M. 84 is nail in root of 24-inch hackberry tree, outside of levee, and 60 meters
from B. M. H^.
Elevation^ 8.1167 meters. 26.630 feet.
White IS a U. S. Coast Survey station and is about 1,160 meters above Wesley
church and 110 meters from the road on river side. It is an iron screw pile project-
ing above ground, the top terminating in a cast-iron cap bearing the inscription
'* U. S. CoSst Survey, 1870, G + P." The bench mark is the highest point of the
letter C.
Elevation. 8.1307 meters. 26.676 feet.
P. B. M. 19 is top of copper bolt in vitrified-clay slab in ground on east bank on land
of William Laudebaugh. Is 1 meter north of a 36-inch hackberry tree, blazed. Ik
30 meters north of Laudebaugh's house and 66 meters from levee and about If miles
above Wesley church.
Elevation. 7.6220 meters. 25.007 feet.
P. B. M. 19 A is top of cap on top of pipe over P. B. M. 19, described above.
Elevation, 8.8310 meters. 28.973 feet.
T. B. M. 86 is nail in north root of 30-incli hackberry tree on south side of road and is
37 meters from P. B. M. 19.
Elevation, 7.8310 meters. 25.692 feet.
T. B. M. 88 is nail in root of 20-inch live oak 150 meters south of school house and
1,800 meters below Nestor landing.
Elevation, 8.3353 meters, 27.347 feet.
P. B. M. 20 is top of copper bolt in vitrifled-clay slab in ground 15 meters back of
levee and 4^ meters north of the northwest corner of S. M. Fnsich & Co.'s store, at
Nestor Landing. It is 32 meters south of the center of Nestor Canal.
Elevation, 7.0535 meters. 23.142 feet.
P. B. M. 20 A is top of cap on top of pipe over P. B. M. 20, described above.
Elevation, 8.2565 meters. 27.088 feet.
T. B. M. 91 is nail in root of 36-inch live-oak tree 5 meters east of levee and about
one-half mile above Nestor Canal.
Elevation, 8 .0984 meters. 26.570 feet.
B. M. H^ is top of copper bolt in vitrified-clay slab in ground on east bank on land
of Mrs. Cannon. It is 118 meters above her house, 1 meter below fence running back
from road behind levee ; is 12 meters from the south comer of £. J. Cannon's hoqse
and 55 meters back from levee. It is 4 feet north of a fig tree. To B. M. ^^ 48° 2r .
816.59 meters. To Rigaud's chimney, 45^ 23' 35".
Elevation. 6.8287 meters. 22.404 feet.
B. M. ^P A is top of cap on top of pipe over B. M. ^^ A, described above.
Elevation, 8.0337 meters. 26.358 feet.
P. B. M. 21 is top of copper bolt in vitrified-olay slab in ground on east bank on
Pierre Coss^'s land, 6 meters back from road fence and 1 foot south of the division
fence between lands of Coss^ and Henry W. Fox, and about 1,000 meters below the
white Episcopal Church. To @ Union, 147<^ 00' 19". 604.22 meters: to church roof
apex, 150O 52' 42".
Elevation, 6.9837 meters. 22.913 feet.
APPENDED Y Y — ^REPOBT OF MISSISSIPPI EIVER COMMISSION. 3649
P. B. M. 21 A ifl top of cap oo top of pipe over P. R M. 21, described above.
Elevation, 8.1895 meters. 26.869 feet.
^ Union is a U. S. Coast Survey station ; is in an old orange grove 68 meters
baok from road and abont 600 meters below the white Episcopal church. Is an iron
serew pile projecting abont 9 inches abov^ the gronnd, terminating in a cast-iron
eap bearing the inscription U. S. Coast Survey 1870 G+P. The beneh mark is the
-f- near center.
Elevation, 7.8411 meters. 25.726 feet.
T. B. M. 95 is nail in root of 30-inch willow on river side of levee, near foot of
slope and about 90 meters from the white Episcopal church.
Elevation. 8.2678 meters. 27. 126 feet.
B. M« 'f^ is top of copper bolt in vitrifled-clay slab in ground on east bank, on line
between lands of William Cannon and George Wilson. It is 23 meters back of the
new levee and 119 meters from the river bank and 165 meters westward from George
Wilson's house. To St. Patrick's church, 3!S39 09' 31'' : to gable of red house, 295<^
ay 20".
Elevation, 6.8962 meters. 22.626 feet.
B. M. ^^ A is top of cap on top of pipe over B. M. ^, described above.
Elevation, 8.1014 meters. 26.580 feet.
P. B. M. 22 is top of copper bolt in vitrified-clay slab m gronnd on «ast bank on Dr.
Herbert's land, 1^ meters south of his north line, and on south side of ditch. Is 188
meters from the K. O. & S. Railway and 20 meters east of the levee, and abont 1,300
meters above the railway water tank at Bohemia. To tower, 112° 02' 45".
Elevation, 7.4535 meters. 24.454 feet. '
P. B. M. 22 A is top of eap on top of pipe over P. B. M. 22, described abo^e.
Elevation^ 8.6631 meters. 28.422 feet.
B. M. '1^ IS top of copper bolt in vitrifled-clay slab in gpround on east baiJc on north
side of plantation roaa running along north side of Martin Brothers' plantation. Is
22 meters back of levee and ali^ut 2 miles below the Plaquemine Parish court-house.
Elevation, 6.8636 meters. 22.519 feet.
B. M. H^ A is top of cap on top of pipe over B. M. ^^, described above.
Elevation, 8.0728 meters. 26.484 feet.
• P. B. M. 2R3 is tup of copper bolt in vitrifted-clay slab in gronnd on east bank in
Theophile Hingle's front yard, 6 meters southeast of house, 25 meters below store-
house, and 25 meters back of levee, and about 1 mile below Plaquemine Parish court-
house. To Magnolia sugarhouse, 0^ 27' 41": to tower, 359° 14' 31"; to tank, 354°
49' 45".
Elevation, 7.0461 meters. 23.117 feet.
P. B. M. 23 A is top of cap on top of pipe over P. B. M. 23, described above.
Elevation, 8.2569 meters. 27.090 feet.
T. B. M. 105 is nail in 20-inch sycamore on river side of levee about 50 meters from
Bauer's store and 1,400 meters above the Plaquemine Parish court-house.
Elevation^ 8.3900 meters. 27.526 feet.
B. M. H* ^ top of copper bolt in vitrifted-clay slab in ground on east bank between
lands of John Iiafitte and B. Savois, 13 meters baek m the levee, 1 meter north of
row of large willows, and in fence comer. Is 375 meters above St. Thomas's (^urch.
Elevation, 7.0592 meters. 23.160 feet.
B. M. ^i' A is top of cap on top of pipe over B. M. H^, described above.
Elevation, 8.2645 meters. 27.115 feet.
P. B. M. 24 is top of vertical copper bolt in top of coping on lower side of steps lead-
ing to main entrance of the Plaquemine Parish j^ourt-house, at Points k la Hache.
The top of the bolt is 8 millimeters below the concrete coating.
Elevation, 9.4711 meters. 31.073 feet.
P. B. M. 25 is top of copper bolt in vitrifted-clay slab in ground on east bank on Mrs.
Angnste Gtavolers land, abont 3 miles above Plaquemine Parish court-house. Is 3
metiers from a 24-inch hackberry, and 163 feet northward from the north corner of
Mrs. Gravolet*s house, and 111 meters from the N. O. and S. Railway.
Elevation, 6.9384 meters. 22.764 feet.
P. B. M. 25 A is top of cap on top of pipe over P. B. M. 25, described above.
Elevation, 8.1460 meters. 26.726 feet.
B. M. ^ is top of copper bolt in vitrifted-clay slab in gronnd between lands of Dr.
Herbert and J. Dde. is at end of lane leading back from main road and abont 2 feet
from fence comer on upper side of lane, and about 4t^ miles above Plaquemine Parish
court-house. To Celeste chimney, 321^ 23' 37", 1,841.6 meters; to Junior chimney.
49° 53' 42", 1,286.1 meters.
Elevation, 7.2885 meters. 23.913 feet.
B. M. H* A is top of cap on top of pipe over B. M. *}", described above.
Elevation, 8. 4983 meters. 27.882 feet.
P. B. M. 26 is top of copper bolt in vitrifted-clay »lab in gronnd on east bank. Is
on Bellevne Plantation, and 24 meters back of levee and 1 meter east of ditch, and
jsjq^a 93 ^220
3650 BKPOBT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
St
193^ff met6TB from N. O. &, 8. Railway. To BelleTuo S. H. Cliimiiey, Uio 11' 13", 569,8
meters.
Elev^ation, 7.3817 meters. 24.218 feet.
P. B. M. 26 A is top of cap on top of pipe over P. B. M. 26, described above.
. Elevation, 8.5922 meters, 28. 190 feet.*
T. B. M. 114 is a spike in west root of 36- inch live oak, on west edge of live-oak
groTO. Is 5 meters back of pasture fenee and 15 meters back of levee, and 365 meters
above the old sugarhpose at Harlem plantation. This bench mark was established
by the levee engineers.
Elevation, 8.1310 meters. 26.677 feet.
B. M. ^F is top of copper bolt in vitrified-clay slab in ground on east bank on
Harlem plantation, on south side of ditch running along north side of live-oak
grove: is 365 meters above the old Harlem sugarhouse and 141 meters from the N.
K and 8. Railway. Two live-oak trees blazeid are respectively 19 and 22 meters
from the bench mark. To Bellevne chimney, 299^ 85' 02'' ; 1,479.2 meters.
Elevation, 7.0442 meters. 23.111 feet.
B. M. ^f ^ A is top of cap on top of pipe over B. H. ^^, described above.
Elevation, 8.2555 meters. 27.085 feet.
P. B. M. 27 is top of copper bolt in vitrified-clay slab in grronnd on east bank on
land of E. H. MeCaleb, about If miles above Harlem sugarhouse. It is 75 meters
back of levee; is 72 meters northward from Joshua Griffin's house and in comer of
small field beside ditch. To Wilkinson's sugarhouse, 94"^ 09' 31".
Elevation, 7.2796 meters. 23.883 feet.
P. B. M. 27 A is top of cap on top of pipe over P. B. M. 27, described above.
Elevation, 8.4876 meters. 27.847 feet.
T. B. M. 120 is nail in root of 14- inch willow in front yiA^d and about 30 meters
from Leopold's store and about 2f miles above Harlem sugarhouse.
Elevation, 8.0162 meters. 26.300 feet.
B. M. ^^ is top of copper bolt in vitrified-clay slab in ground on east bank Just
below Poverty Point, 14 meters back of base of levee on C. W. Johnson's land; is
304.5 meters in front of N. O. and 8. Ry.^ in fence comer on lower side of ditch ; is 99
meters below a 14-inch live-oak tree in line of road fence. Tree is near two small
houses. To Wilkinson's sugarhouse, 22^ 35' 48": to St. Joseph's Church, ^SMP 8'
45" : to St. John's Qhurch. 273^ 6' 20".
Elevation, 7.6512 meters. 25.103 feet.
B. M. ^\^ A is top of cap on top of pipe orer B. M. *|^, described above.
Elevation, 8.8557 meters. 29.054 feet.
T. B. M. 122 is a boat spike in root of 36-inoh live oak, about 70 meters ftom main
dwelling at Mon Secour's plantation. This B. M. was established by the levee engi-
neers.
Elevation, 7.5703 meters. 24.837 feet.
P. B. M. 28 is top of copper bolt in vitrified-clay slab in ground on east bank on
Mon Secour's plantation ; is 7 feet east of ditch along road and 53 meters from west
comer of main dwelling and 67 meters from the nopthwest comer of a long dwell-
ing near road leading back to sugarhouse. To union sugarhouse, 188^ 15' 35".
Elevation, 6.5423 meters. 21.464 feet.
P. B. M. 28 A is top of cap on top of pipe over P. B. M., described above.
Elevation, 7.7500 meters. 25.427 feet.
T. B. M. 124 is nail in root of 5-foot live oak in cane field, about 25 meters frx>m
levee and 186 meters above St. Sophia post-ofiice. This B. M. was probably estab-
lished by levee engineers.
Elevation, 8.7449 meters. 28.6^ feet.
B. M.^IP is top of copper bolt in vitrified-clay slab in ground on east bank on
Monticello plantation; is 15 meters from base of levee on lower side of plantation
road at its intersection with main road, and is 144 meters above St. Sophia post-
office.
Elevation. 7.4404 meters. 24.411 feet.
B. M. ^1^ A is top of cap on top of pipe over B. M. ^, described above.
Elevation, 8.8541 meters. 28.393 feet.
P. B. M. 29 is top of copper bolt in vitrified-clay slab in ground on east bank on
Fairview plantation, in northwest comer of garden, in front of manager's house ; is
20 meters from house and 57 meters back from levee.
Elevation, 6.9680 meters. 22.861 feet.
P. B. M. 29 A is top of cap on top of pipe over P. B. M. 29, described above.
Elevation, 8.1746 meters. 26.819 feet.
B. M. 'f^ is top of copper bolt in vitrified-clay slab in ground on east bank on
Belair j)lantation, in negro churchyard, 17 meters from the southwest corner of the
church.
Elevation, 6.9075 moters. 22.663 feet.
APPE17DIX Y Y — ^BEPOBT OP MISSISSIPPI RIVEB COMMISSION. 3651
B. M. H^ A is top of cap on top of pipo oyer B. M. H^, deaoribed aboye.
Eleyation, 8.1139 meters. 26.621 feet.
T. B. M. 131 is nail in root of 5<foot live oak between levee and road and about 600
maliBn below the main buildings at Fanny plantation.
Elevation, 8.8128 meters. 28.914 feet.
P. B. M. SOiatop of copper bolt in vitrified-olay slab in ground on east bank on Fanny
plantation, about 600 meters below the main buildings, in a graveyard; is 6 feet
north of ditoh, S^ftet towards river from a larse live-oak tree, and 245 feet iVom the
N. O. and S. Railway, and about lOOmeters back from the levee measured along ditch.
To Belair sugarhouse, 330^ SO' 08'' : to Fanny sugarhonse, 161^ 16' 16".
Elevation, 7.2236 meters. 23.700 feet.
P. B. M. 30 A is top of eap on top of pipe over P. B. M. 80, described above.
Elevation, 8.4303 meters. 27.669 feet.
@ Berthond is a U. S. Coast and Geodetic Survey^tation, and is B. M. ^^ ; is an iron-
screw pile projecting about 1 foot abovft ground; is on the east bank on the old
Woodland plantation, 10 meters in ftont of old levee. and 101 meters back from new
levee; is 8 meters above ditch and 232 meters from the New Orleans and Savannah
Kailway, on land of Charles Beggio. The cap on top the iron post bears the inscrip-
tion " U. B. Coast and Geodetic Survey 1871, G+P." The bench mark is the -f in
center of cap. To Jesuit Church, 80^ 03' 48" ; 894.0 meters.
Elevation, 8.9686 meters. 29.425 feet.
P. B. M. 31 is top of copper bolt in vitrified-olay slab in ground on east bank on
Greenwood plantation : is in the northeast comer of a lot 110 meters above the.
manager's dwelling and 77 meters east of the N. O. and S. Railway.
Elevation, 6.9153 meters. 22.688 feet.
P. B. H. 31 A is top of cap on top of pipe over P. B. M. 31, described above.
Elevation. 8.1208 meters. 26.643 feet.
T. B. M. 136 is nail in root of 5-foot live oak about 25 meters back of levee and about
400 meters below the suearhouse on Promised Lsnd plantation. The bench mark
is about 15 feet towards tne river from the tree.
Elavation, 8.3055 meters. 27.249 feet.
B. M. ^H is to^ of copper bolt in vitrified-day slab in ground on east bank on
linwood plantation: is 12 meters east of the N. O. and S. Railway on lower side of
ditch and 4 meters above road running back to woods and about 100 meters fKpm the
main dwelling on the plantation.
Elevation, 7.1223 meters. 23.367 feet.
B. M. H^ A is top of cap on top of pij^e over B. M.H^, described above.
Elevation, 8.3283 meters. 27.324 feet.
T. B. M. 137 is nail in fork of 24-inch willow between levee and river, about 200
meters above Gould's store. Bench mark is about 2 feet above ground.
Elevation, 9.7585 meters. 32.016 feet. ^
P. B. M. & is top of copper bolt in vitrified-day slab in ground on east bank on
Stdla plantation; is in southwest comer of William Homer's front yard and 37
meters north of plantation store and about 50 meters from river.
Elevation, 8.5074 meters. 27.912 feet.
P. B. M. 3^ A is top of cap on top of pipe over P. B. M. 82, described above.
Elevation, 9.7184 meters. 31.885 feet.
B. M. ^$^ is top of copper bolt in vitrified-clay slab in ground on east bank on
Searsdale plantation, on the upper edge of second ditch above Stella plantation and
at intersiDction with ditch running parallel to river. It is 47 meters above planta-
tion line and 153 meters from the N. O. and S. Ry.
Elevation, 7.6344 meters. 25.044 feet.
B. M. *|^ A is top of cap on top of ]Kpe over B. M. H^, described above.
Elevation, 8.8411 meters. 29.006 feet.
P. B. H. ^ is top of copper bolt in vitrified-clay slab in ground on east bank on
Mon Plaisir plantation, about 14 meters above the north line of Searsdale plantation ;
is 184 meters back frrom the levee and 132 meters from the N. O. and S. Ky. and 145
meters from a house back of the railway. It is on edge of ditch at junotion of two
plantation roads.
Elevation, 7.4839 meters. 24.554 feet.
P. B. M. ^ A is top of cap on top of pipe over P. B. M. 33 described above.
• Elevation, 8.6907 meters. 28.513 feet. *
P. B. M. ^^ is top of copper bolt in vitrified-clay slab in ground on east bank on
St. Clair plantation 1 meter east of fence along road, 430 meters from N. O. and S.
By., and about 890 meters above St. Clair sugarhouse chimney. To Orange Grove
lightning rod, STli^ 23' 50*'; to St. Clair sugarhouse, 358<^ 34' 20"; to Belle Chasse
sugarhouse, 42<^ 34' 32".
Elevation, 8.2266 meters. 26.990 feet.
B. M. ^^ A is top of cap on top of pipe over B. BiL ^^f described above.
Elevsiion, 9.4389 meters. 30.951 feet.
3662 REPOET OP THE CECIEF OP ENGIKEEBS, U. S. AlOCT.
P. B. M. 34 ia top of oop]per bolt in vitrified-olay slab in ground on eist bank on
Orange Grove plantation; is in the northwest comer of intersection of two plaDta-
tion roads and between road and ditch^ and is 137 meters back from base of lereo
measured along plantation road. To Orange Grove sagarhonse oI^>ola« 295^ IX'
61" — 761.5 meters.
Elevation, 7.2232 meters. 28.698 feet. ,
P. B. M. 34 A is top of cap on top of pipe over P. B. M. 34, described abov<».
Elevation, 8.4269 meters. 27.644 feet. ^
B. M. H^ is top of oopper bolt in vitrified-olay slab in gronnd on east bank on
Orange Grove plantation ; is in the northeast comer, where plantation road and" ,
ditdh intersects ; is 267 meters from N. O. and S. Railway and 132 meters baok of
levee. To Orange Grove sngarhouse cnpola^ HOP 38' 22'' ~ 932.6 meters. . .
' Elevation, 7.34i9 meters. 24.098 feet..
B. M. H^ A is top of cap on to^f of pipe over B. M. ^^^, described above.
Elevation, 8.5484 meters. 28.046 feet. *
P. B. M. & is top of copper, bolt in vitrified-clav slab in groand on east bank on
Poydras Hall plantation; is 144 meters back of the N. O. and S. Railway, at a point
90 meters above the three-throw switch at Poydras Hall Junction ; it is 8 meters
west of the northwest comer of fence Surrounding the plantation quarters.
Elevation, 7.2326 meters. 23.729 feet.
P. B. M. 35 A is top of cap on top of pipe overlP. B. K. 35, described above.
Elevation, 8.4358 meters. 27.677 feet.
B. M. H^ is top of copper bolt in vitrified-clay slab in groand on east bank on the
old Repose plantation; is in the southwest comer of a pasture 10 metiMrs back from
theN. O. and S. Railway: is on upper side of ditch ranniog along lower side of plan-
tation ; is 197 meters back of levee and j ust back of plantation qnartors. .Tile- works
chimney, 165° 41' 34".
Elevation, 7.1668 meters. 23.513 feet.
B. M. H^ A is top of cap on top of pipe over B. M. HS described above.
Elevation, 8.3740 meters. 27.474 feet.
T. B. M. 151 is nail in root of 4-foot pecan tree, about 25 meters from negro chnroh
and 400 meters above the mouth of Lake Borgne Canal.
Elevation, 9.5407 motors. 31.302 feet.
P. B. M. 36 is ton of copper bolt in vitrified-clay slab in ground &a east bank on
the Stouey plantation 4 meters above ditch running back from levee and 1 meter from
ditch rannmg parallel with railway ; is 243 meters back of N. O. and 8. Railway
and about 290 meters below two small negro ohurches. To Stoney sngarhouse chim-
ney, 1520 37' 50".
Elevation, 7.4401 meters. 24.410 feet.
P. B. M. 36 A is top of cap on top of pipe over P. B. M. 36, described above.
Elevation, 8.6427 meters. 28.356 feet.
T. B. M. 154 is nail in west root of 36-inoh live oak 125 meters above section hoiise,
6 meters below railway and wagon road crossing, and 68 meters below Saxtonholm
D^ot.
Elevation, 8.5852 meters. 28.167 feet. '
B. M. ^'' is top of copper bolt in vitrified-clay slab in ffroond on east bank on
lower edge of first ditgh below upper line of the Dncross plantation. Is 10 meters
back of N. O. andS. Railway, and about 100 meters above dwelling and about 31
meters back of levee.
Elevation, 7.7602 meters. 25.460 feet.
B. M. >^^ A is top of cap on top of pipe over B. M. H^, described above.
Elevation, 8.9632 meters. 29.407 feet.
P. B. M. 37 is top of co])per bolt in vitrifidR-clay slab in ground on east. bank on
land of Willis Fassy. It is 510 feet below D. Danterives's house, and 6 meters back
of N. O. and S. Railway and on west side of small ditch. To @ battle ground
149° 29' 07", 1,213.3 meters; to refinery chimney 91^ 51' 02".
Elevation, 8.6847 meters. 28.165 feet.
P. B. K. 37 A is top of cap on top of pipe over P. B% M. 37, described above. •
Elevation, 9.7841 meters. 92.100 feet.
B. M. ^^ is top of copper bolt in vitrified-clay slab in ground on east b«nk on'
land of Mrs. Alberdine, and at rear end of lane. Is 290 meters back of levee. Is in
fence corner 67.5 meters from the north>v«8t corner of bouse occupied by Louis Heier,
2 miles below Jackson Barracks, New Orleans, to @ battle ground 245° 67' 09",
1,742.4 meters.
Elevation, 8.4140 meters. 27.605 feet.
B. M. H' A is top of cap on top of pipe. over B. M. ^i^, described above.
Elevation, meters. feet.
T. B. H. 162, is nail in root of 15-inch tree at inner base of levee, and 6 metaca east
of the east line of Jackson Barracks, New Orlsana.
Elevation, 11.2022 meters. 36.753 feet. .
APPENDIX T T— ftEPORT OP MISSISSIPPI RIVEB COMMISSIOTT. S653
P. B. )t. 88 to top of a veitioal copper bolt in base of the second column on* eaat
i^de of the sally port on inside of in closure at Jackson Barracks^ New Orleans. The
letters U. S. P. B. M. are ent near the bolt.
Elevation; 9.51d4 meters. 31.232 feet.
T. B. M. 165 is nail in root of 15-ioch hackberry on south side of St. Clande street
and 40 feet eastward from Hitersection of St. Claude and Elizardi streets, New
Orleans.
Elevation; 7.4776 meters. 24.533 feet.
B. M. •+* A is top of cap on top of pipe over B. M. ^J*. Is on east side of For-
stal street aboot 18 inches from east fence and is 346.2 meters northward from the
N. O. and S. Bailway, New Orleans. To @ St. Maurice 825^ 58' 55'', 1,409.8 meters;
to Ursolines Convent 47° 06' 06" 1,149.7 meters.
Elevation, 7.7003 meters. 25.264 feet.
T. B. M. 166 is nail in root of 15-ineh live oak 6 feet Arom north side of St. Claude
street and about 50 meters west of Lesaeps street, New Orleans.
Elevation, 741769 meters. 24.203 feet.
"P. B. M« 39 is t<»> of vertical copper bolt in the granite doorstep at east entrance
of the Academy or the Holy Angeis, at the northwest comer of Congress and Kam-
part streets, New Orleans. The bench mark is at the Congress street entrance and is
1 inch firom front of step and five inches from south jamb.
Elevation, 7.7862 meters. 25.546 feet.
P. B. M. 40 is center of horizontal copper bolt in the brick wall around the Church
•f tile Annunciation, at the northeast corner of Mandeville and Marais streets, New
Orleans. The bench mark is on Mandeville street and 3.2 meters north of the north
line of Marais street. Is in the center of a buttress and Jn the sixteenth course of
brieks above the pavement.
Elevation, 8.6296 meters. 28.312 feet.
T. B. M. 41 is top of a vertical copper bolt in brick pier under bonth post of the elec-
larie light tower at the southwest corner of Anth(mia and Claiborne streets, New
Orleans. It is 3 inches east of the southeast corner of the iron bed plate and about
2 feet inside <^the curb line on the west side of Anthonia street and 2.7 meters south
of the southwest comer of Anthonia and Claiborne streets.
Elevation, 6.5281 nfeters. 21.418 feet.
T. B. K. 170 is nail in east root of 15<inch oak tree on west side of St. Bernard street
and 75 meters north of Aubrey street, New Orleans.
Elevation, 6.6106 meters. 21.708 feet.
T. B. M. 171 is nail in root of 12-inch elm tree on south- side of Claiborne street, 80
meters west oif Esplanade street and 52 meters east of brick culvert in New Orf^eans.
Eleviktion, 7.6022 meters. 24.942 feet.
' T. B. M. 175 is a + out on the iron bed plate supporting the southern post of the
eleetric'light tower at the comer of Lapeyrouse street and Gentilly road. New
Orleans.
Is marked thns : U -|- S, with chisel in the iron surface.
Elevation, 6.9964 meters. 22.954 feet.
P. B^M. 42 is a -f- cut on top of south end of granite step of the Crescent City Brew-
ing Company's building at the southeast comer of Claiborne and Canal streets. New
Oneans ; is marked thus : U. + S.
Elevation, 7.6264 meters. 25.021 feet.
P. B. M. 43 is top of a vertical copper bglt set in the marble monument establiHhed
by the U. S. Coast and Geodetic Survey for an astronomical station in Lafayette Park,
New Orleans. The top of the bolt is flush with the top surface of the stone and is
*7-
marked thus:
Elevation, 10.2066 meters. 33.486 feet.
U. 8. P. B. M. 3, established by the Mississippi River Commission in 1882, is a hori-
Eohtal mark on end of horizontal copper bolt in the east face of the middle brick
gate-poet of the Gtontilly gate, on east side of the fair grounds at New Orleans. The
bench mark is in the fifth course of bricks above the ground, and is marked thus :
D.08,
Elevation, 7.6658 meters. 25.150 feet.
U. S. P. B. M«2, established by the Mississippi River Commission in 1882, is the cen-
ter of end of horizontal cop'per bolt in the northwest face of the southern wing of
the abutment at the northwest end of the drawbridge over Bayou St. John, on the
U.S.
Esplanade Boad, New Orleans. It is marked thus:
P. B. M«
£l«v«tilon, 9.1586 meters. 30.048 feet.
B. If.— City stone^ " Halfwaj^r House'' is a 4- on top* surface of a j^anite marking-
ttons aei in ground, on west side of canal, near entrance to Metaine Cemeteq^, New
3654 EEPORT OF THE CHIEF OF ENGINEERS, U. 8. ABVT.
Orleans. > The top of the stone is 120 millimeters by 200 millimeters and is in line
with the fence along the south side of the cemetery^ and is 4.7 meters ftom the
southern end of the wall forming the cemeiery entrance, and is 41 motors firom the
western end of the bridge crossing the canaL
Elevation, 7.9870 meters. 26.204 feet.
Appendix 3 E. •
■
BKPOKT OF ASSISTANT ENGINEER J. A. OCKBRSON ON LOCATION ASO) CONDITION OF
*' GAUGES.
St. Louis, Mo., Dwemher g6, 189S.
Sir: I have the honop to submit the following report on inspection of Mississippi
River Commission gauges made in the months of November and December, 1892.
The steamer Patrol, with the topographical party on board, reached St. Louis on
November 15, and as the steamer was assigned to work On the lower river from Don-
^dsonville down, the opportunity was most favorable for a thorough infection and
repair of the gauges and bulletins on the way down to that point.
The party &ft St. Louis on November 17, and en route reestablished all of the
gauges and repaired or replaced all of the bulletin boards maintained by the Missis-
sippi River Commission. ^ * ^
New bench marks were set at several stations where the old ones had been destroyed
or where they were located too far away from the gauges for convenience. These
benches were established by means of duplicate lines of levels from one or more reli-
able benches in the vicinity. This often necessitated levelling over long distances,
but will make friture inspections much easier. Many of the earlier benches were
on trees, and most of them have been destroyed by decay caused by the blazin|[ of
the tree for the bench, or the tree has fallen from the force^ of winds or caTing
banks.
Most of the gauges are essentially temporary, as caving banks, drift, etc., make
permanent structures impracticable, and can only be kept up by the vigilance of
the observers, supplemented by a thorough inspection at high and low water. Some
of them are also temporary from another cause. The changes in the b^d and banks
of the stream precipitate a heavy fill, thus necessitating a change of location. Mor-
rissons and Mhoons are notable examples. In the latter case the gauge Is now
nearly 2 miles downstream from its original site. The gauge zero has been kept the
same, hence it is evident that the relations between tne present readings and the
earlier ones can only be reached by taking Into consideration the slope, which ma^
amount to nearly a foot. In the discussion of gauge relations at different periods, it
is important that this should be noted.
Where a fill is likely to occur a new gauge should be established under a new
name te avoid confusion iu the records, and the two gauges should be read for a
period (preferably covering one high and one low water) long enough to establish
the relations between the gauges.
The gauges which have been set with the zero above low water have been a fhiit-
ful source of error and annoyance. The records of the observers are full of mistakes
when the zero is passed. The pilots also find it difficult te reconcile the bulletin
readings, which at one point give 1 foot, and the next station 5 feet, when the actual
stage is known te be the same.
It is very doubtful whether the possible confusion in the records, arising from a
change of all the gauges so that thp zeros would be at or below extreme low water,
would outweigh the decided advantage of wiping out for all time to come the chief
cause of error and confusion in the present records.
It has already been noted that changes of location frt»m natural causes are some-
times imperative. If an occasional change of this kind, which might easily bo over-
looked, is hot seriously objectionable, then a general change of the whole system
would be still less so, as it would be so radical as to be generally known.
The first gauge buUetins erected were found to be too small, and the figures were
too indistinct. The next size was somewhat larger, and later a still larger figure
was brought into use.
The frames for the last named were made so that the figure plates were set in
grooves. This arrangement looked quite simple, but has proven very unsatisfftctory,
owing to the difficulty of handling such large plates during even a moderate wind*
Another objection is that the plates, being easily detachable, are often dropped and
become battered, and then will not enter the grooves, ot they may be oamed away
entirely.
^
I
APPENDIX Y Y — ^REPORT OP MISSISSIPPI RIVER COMMISSIOK. 3665
To remedy these defects a new bnllethi frame wae designed, made entirelj of gas
pipe. Three of these were pnt np. The appended drawing renders a detailed
description nnneoeesary. New gauf^es were established at New Madrid and the Iron
Mountain and Southern Railway Bridge across the St. Francis River. These are to
take the places of the Morrissons and Wittsbnrg gangeS; respectively, as soon as the
gauge relations have been established by a snfifolent period of readings.
The gauge at Tasoo City was not inspected, as it was to be soon abandoned.
DonaldMuville was reached on December 7, and assistants A. T. Morrow and George
H. French Joined at that point. The Patrol and party was turned over to Mr. Moif-
row, and Mter the inspection of the College Point gauge the other stations were
reached by mail or local steamboat.
The work of inspection was finished Y>n December 14, and my 4uties in the office
resumed on the l&th.
Respectfully submitted.
J. A. OCKERSON,
United States Auietant Engineer^
€i»pt. Carl F. Fai^ioy,
Carpe of Engineen^ V, 8, A,,
Secretary Mieeistippi Biver CommUHon,
Gauge at Grays Poini, Mo, Distance from Cairo, 45 miles. R. Latitude, 37^ IS'.
Longitude, 89^ 27^ -f 1310». J. C. Gray, observer. Inspected November 18, 1892.—
This gauge is in two sections and consists of straps of iron bolted firmly to the solid
rock, and hence it may be considered permanent.
The bench marks to which the gauge is referred could not be found. They are
probably covered with the soil which nas been carried down from the higher eleva-
tions, and the descriptions are too meager to locate them. They are doubtless still
intact, and any section of the gauge is quite as good as a special bench mark.
The bulletin was repaired and repainted.
Gauge at Belmanty mo. Distance ttoia Cairo, 21.3 miles. R. Latitude, 36^ 46' -f-
35". Longitude, 3do 07' + 440™. T. H. Parker, observer. November 20, 1892.—
This gauge is located on the piling at the lower side of the elevator warehouse, as
shown in accompanying sketcn.
Both B. M. No. 2 and B. M. No. 3, given in stage pamphlet, have been destroyed
and a duplicate line«of levels was run from B. M. j, which, from its position in an
angle of the fence and its general appearance, is probably the same elevation as
when set.
All of the sections of the gauge are firmly spiked to the piling and practically
unmovable. The sections from 5 to 46 feet were consistent with one another. With
reference to B. M. i, they are, however, about 0.25 feet too low. The lower section
(from 5 feet down) was found to be 0.03 feet too high from the same bench.
The reference benches were gone, and consequently there was no way of verifying
the old determinations. The gauge sections have every appearance of being in same
position as when set, and it was assumed that there was some good reason for set-
ting the upper sections as they were found, and reasons which might perhaps be
given in some of the inspection reports on file in the office. So on the whole it was
thought best to make the entire gauge consistent by changing the short section, and
thia was consei^uently done.
If the elevation of B. M. f is correct, then the zero of the entire gauge as it now
stands is 0.25 feet too low. This value would have been verified by a river crossing
from a P. B. M.in Columbus, had it not been that a high wind ]prevailed, making
such work impracticable, and it was not deemed advisable to detain the Patrol.
As the inspection reports on file in this office do not give anv clue to the differences
found, it is important to check the value by river crossing ^rom P. B. M. 8, as sug-
gested.
The following bench marks were set from B. M. f :
B. M. 1, 1892, is the top of a railroad spike driven horizontally into southeast side
of cypress pile standing at northeast corner of elevator superintendent's house. It
is marked with tacks B. M. ETevation, 330.46.
B. M. 2, 1892, is highest point of railroad spike driven horizontally into south side
of an oak pile standing 21.6 feet below elevator and 2.3 feet east of east line of ele-
2
vator. It is marked with tacks B. M. Elevation, 331.69.
The bulletin is placed on top of the elevator warehouse. All of the plates and
frame weie repainted.
S656 9EP0BT OF THB CHIEF OF- ENGINEEB8, U. 6. ABMT.
Qauae ui Mwrri$$on9f M0. Bistance from Cftiro, 69 miles B. Latitude, SiS^ 84^+700".
Longitnde, 89° 29'-f 960». Miss Bettie Morrisson. obserrer. Kovember 21, 1892.—
The gauge i» located opposite upper side of ytaa SHrrounding the MorriiBon resi-
dence, li miles above the main street of New Madrid, Mo. The gaage is now in
seven sections, and only the upper one (from 34 to 43 feet) is permanent. This sec-
tion is nailed to a sycamore tree standing at sootheast comer of yard aronnd the
Morrisson residence.
The other sections are 2 by 6 inch scantling driven at intervals dovn tile sloping
bank and read as follows : Section 2. 30 to 34.3 feet; section 3, 26 to 30 feet; section
^ 20 to 27 feet; section 5, 13 to 20 feet: section 6, 10 to 16 feet; section 7, to 10 feet.
All of these sections were set and driven as firmly as practicable. Section 4 was
found to be 0.53 feet too low. All of the other sections were corrected within 0.1
foot. These sections all are temporary and may readily be destroyed by drift or
other causes. The bank has a goutle slope and does not cave* particularly since the
bar has formed in the bend. This bar connects with the shore about a mile above
the gauge, and from about the 10-foot stage c own the readings are taken in a pocket
and hence do not bear the proper relations to the higher-stage readings, as the gangs
registers the elevation of the water surface at or below the foot of the bar. The
readings below the stage where the bar cuts off the water are therefore too small by
about 0.2 feet. This would apply to the low-water reading of the past two or more
years.
This gauge will be discontinued when the relations between it and the new gauge
at New Madrid have been determined.
Gauge at Netv M<idrid, Mo, Distance from Cairo, 70.3 miles R. Latitude 36° 35\
Longitude 39"^ 31'. W. O. Smith, observer. November 22, 1892. — ^A gauge was estob-
lish^ at the mouth of St. Johns Bayou^ on lo^rer side of satne, 860 meters above the
main street of New Madrid, Mo.
The banks in front of New Madrid are very high and are chiefly a light, sandy soil.
They cave badly and a gauge could not be maintained below the mouth of St. Johns
Bayou. The caving is not so extensive in this vicinity, and the sloping bank of the
bayou made it practicable to put in a sloping; gauge from 9.4 to 23.8 feet. The bayou
is used for running out logs at medium to high stages, and an upright gauge could
not be maintained there on that %ccount.
The local effect of the bayou may be felt in the stage readings. But as the gauge
is only a few feet from the river it does not seem probable that the influence of the
bayou can be very great.
Below 9.4 feet a ^mporary gauge must be used.
The sloping gauge consists of a 6 by 8 inch timber, placed near the ground and
held in place by being driflbolted to 10 by 12 inch posts set 5 feet deep at intervals
of 6 feet. The feet and tenths are marked b^ notches cut in the surface of this tim-
ber, the figures at footmarks being put in with tacks.
The sections above the 23-foot mark are firmly spiked to trees and are practically
permanent.
An iron bulletin was erected on the high bank just above the sawmill.
A tile and pipe B. M. and a tree B. M. were established from B. M. -^ with a
duplicate line of levels, and a line was also run from B. M. 4 at Morrissons. There is
a discrepancy in the determinations of the values of these two benches of 0.24 feet.
The elevation of the zero of the New Madrid gauge was made the subject of special
investigation in May, 1890 (see note book 1872), and a line of duplicate levels were
run from P. B. M. 22 and connecting on the way with B. M. SS n^y V> ^f ^' ^- ^>
and ^. This line showed a discrepancy between V <^nd B. M. 4 of 0.27 feet, which
differs only 0.03 feet from that found in this inspection. The other values were
found to accord with previous determinations, so that the fact is well established
that B. M. 4 is practically correct, while V- i^ too low 0.255 feet.
The elevation of the zero of the jpauge and gauge beuch-marks at New Madrid are
based on this conclusion and are as Allows : Zero ot gauge, 275.72, above Cairo datum.
B. M. 1, 1892, is tile and pipe set in woods about 200 feet north of gauge. It is
near wagon road and on Tine between an osage orange tree 6 inches in diameter
and a thorn tree 12 inches in diameter. It is 6.5 feet from the osage orange tree
and 26.5 feet southeast of the thorn tree. Both trees are blazed on side toward B.
M. and the thorn ixee is marked B. M. 1, with tacks. Elevation above zero of gsuge
pine 27.83 feet, tile 22.86 feet.
B. M. 2, 1892, is nail in root of gum tree standing north of sloping gauge. It is
the first tree south of sycamore on which section of gauge is nailed.
Section 22.5 to 32 feet is flrmly spiked to river side of a 24-iuch sycamore tree
standing 75 feet north of sloping gauge.
Section 31.7 to 45 feet is spiked to southwest side of an 18-inch gum tree, standing
30 feet northwest of above-described sycamore. It is 100 feet southeast of pipe B. M.
and nearly on line between sycamore and pipe B. M.
APPENDIX Y Y — ^REPORT OF MISSISSIPPI RIVEE COMMISSION. 3657
Oa»a§ at CoiUmwood Faint, Mo, Distance from Cairo. 123.0 miles. B. Latitude^
SePQff^ 1460". Longitude, S&^ 41' + 290"'. H. C. Garrett, observer. November
2if 1892. — This gange is located direcljy in front of Dr. Tipton's house, at Cotton-
wood Point, Mo.
All of the sections^ except the high-water section (35 to 40 feet), are temporary.
Hie high-water section is firmly spiked to the downstream side of a large cotton-
wood tree standing in front of and near the school house. The other sections are
Sosts and stakes of various kinds set at intervals down a gently sloping bank,
everal of the upper sections were set near Dr. Garrett's house, about 3,000 feet
above the present location, which coincides with original location >f gauge. The
highest section (36 to 41 feet) at Dr. Garrett's was 0.12 foot too high and the sec-
tions from 16 to 25 feet were about 0.1 foot too low. The sections at Dr. Tipton's
were practically correct.
As rebuilt opposite Dr. Tipton's, the sections are as follows: Section 1, to 3 feet;
2, 3 to 6.5 feet; 3, 6 to 12feet ; 4, 12 to 14.2 feet; 5, 14 to 18.9 feet; 6, 18.9 to 23.5 feet;
7, 23.5 to 31 feet; 8, 31 to 36 feet: 9, 35.3 to 40 feet.
The old bulletin was out of order and was i;eplaced by an iron one.
A duplicate line of levels was run from B. M., @ north base, near Dr. Garretf s house,
to a pipe and tile B. M., which was set near the gauge at Dr. Tipton's' and described
as follows:
B. M. 1, 1892, is i>ipe and tile set just back of bulletin at northwest comer of yard
surrounding Dr. Tipton's house. Elevation above zero of gauge, pipe, 36.81; tile,
32.83.
Omufeat Fulton, Tenn. Distancefrom Cairo, 175.4 miles L. Latitude, 65° 37' -f 175"" ;
longitude, 89° 53'-^115"». W. W. Butler, observer. November 25, 1892.— This gauge
is located on the left bank (downstream side) of a prominent guUy situated about
4€0 feet above the landing at Fulton, Tenu. All of the sections should be classed as
temporary, as they are composed of scantling and posts set at intervals down a
sloping bank.
All of the sections standing were found correct except 31.5 to 36 feet, which was
0.23 foot too low, probably caused by settling of warehouse, as it was attached to one
of the blocks supporting same.
The ^auge was rebuilt from 13 to 36 feet* The sections from 0.0 to 34.5 feet are
at original location of gauge. A high-water section 31.5 to 36 feet was spiked to one
' of the posts supporting the lower side of the warehouse at landing.
The bulletin was repaired and repainted.
A duplicate line of levels was run from P. B. M. 42 in order to establish a tile and
pix>e B. M. near the gauge to take the place of the old gauge B. Ms., which have
been destroyed.
B. M. 1, 1892, is a tile and pipe B. M. set back or inland from gange about 75 feet.
It is Hear foot of bluff on right bank (upstream side) of gully, and about 400 feet
above Fulton Landing. It is about 110 left back of (south) vertical face of bluff
lying aloAff river, just above mouth of said gully. On this bluff stands a building
marked '' U. S. En^neer Office."
The B. M. is on line between a 24-inch giun tree, standing on the flat ground, and
a 15-inoh beech tree standing at top of hill.
B. M. is about 10 feet east of gum tree and about 45 feet west of beech tree. Bofh
trees are blazed on side toward stone, and gum tree is marked with tacks B. M. 1.
The elevation is : Pipe, 37,87 ; tile, 33.89 above zero of gauge. A tree marked B. M. A.
reads 36.63 feet on gaage. A tree B. M. B. reads 33.10 on gauge. These tree B. Ms.
were probably set by the construction party at Plum Point.
Gauge at Mhoon Landing, Miss. Distance from Cairo, 277.3 miles L. Latitude,
340 43^^ 1 J50 m. Longitude, 90^ 28' 4-80">. G. E. Thomas, observer. November 28,
1892. — ^This gange is located on the left bank of the river 1,685 meters below B. M.
^f about a mile and a half below the original location of gauge and just above the
present Mhoon's Landing.
All of the sections of &is gauge, except the upper one, are temporary posts set at
intervals down a sloping bank:, llie gauge was rebailt from to 40 feet. All of the
Sauge at this point) except the high-water section, which is nailed to a tree, was
estroyed about August 15, 1892, by the bank settling down bodily, and the observer
read on a temporary peg from that time to date of inspection.
As rebuilt the seqtions read as follows: Section 1, to 6 feet; 2, 6 to 11 feet; 3, II
to 16 feet; 4, 16 to 25 feet; 5, 25 to 31 feet; 6, 29 to 35 feet; 7, 35 to 40 feet. The
latter is spiked firmly to a lar^e cottonwood tree. A ship spike is driven in upper
side of same tree with upper side of head reading 35 feet on gauge,
A duplioate line of levels was run from B. M. V to establish these sections of the
gauge.
The bank in the vicinity of the gauge is in bad condition and the gauge conse-
quently in danger of being destroj^ed at any time. The bulletin is in good condi-
tion, but la the grooved style, which is very difficult to manipulate.
3668 REPORT OP THE CHIEF OF ENGINEERS, U. 8. ARMY.
It will be noticed that the present position of the gan^e is nearly 2 miles below
its original position, and the zero is kept at the same elevation. It was moved down
in consequence of a fill in the bend.
The slope for the above distance at high water would be about 0.9 foot; hence the
fauge relations between this gauge and those at Helena and Memphis have changed
J this amount. That is, to compare with the gauge relations in its old position,
the present readings should be about 0.7 foot greater than they new are.
The difficulties of maintaining the gauge in its present position on account of
caving banks^ its remoteness from reliable observers, the fact that it is no longer in
its true relations with the gauges above and below, and that the zero is nearly 2
feet above low water, suggests the desirability of moving it.
An excellent place could be found for it, firee from most of these defects, on the
right bank near foot of Bordeaux Island, about 5 miles below its present site.
It could be set Just far enough above the mouth of the "Old River" to protect it
from caving and the drift, 9.nd in this position would remain intact for a long time.
It would be about 50 miles from the Memphis gauge.
Gauge at Sunflower Landing, MUtt, Distance from Cario, 352.7 miles L. Latitude,
340 lO' -F 655 «?. Longitude, 90<^ 48' -f 865'n. S. F. Bunch, observei:. November 29,
1892. — ^This guage is situated on the left bank of Mississippi River at mouth of
Huahpocana Creek and a few feet above Sunflower Landing.
At this gauge the two upper sections, 28.5 to 39 feet and 37 (f) to 43 feet, may be
considered permanent, as they are spiked to trees. The other sections are 2 by 6
inch posts set at intervals down the bank and consequently temporary.
The limits of the temporary sections are as follows : 1, to 7 feet; 2, 6 to 11 feet;
3, 11 to 15 feet^ 4, 15 to 19 feet; 5, 17 to 21 feet; 6, 20.5 to 25 feet; 7, to 24.5 to 29 feet.
The section m the water at the time of inspection read 5.68. while the levels from
the upper high- water section made it 7.53. That is the readings were too small by
1.85 feet. The next standing section above the one in the water read from 23 to 31^
and its readings were only 0.06 foot too small.
The observer could not offer anjr explanation of the discrepancy, except that on
one or more occasions he had set his gauge arbitrarily, in consequence of its haviug
been disturbed by settling with the bank. The only alternative, therefore, seems to
be to consider the error cumulative and correct the readings accordingly below the
23-foot mark.
All of the sections from to 28.5 were reset.
Tlie bulletin was found to be in good condition, but is very difficult to manipulate.
This gauge zero is 0.15 foot too low according to the determinations of the levee
engineers, who claim to have found a discrepancy of that amount in elevation given
for B. M. ^ as determined by running duplicate lines from a P. B. M.
Gauge at Arkansas City^ Ark. Distance from Cairo, 438.3 miles R. Latitude, 33^
36' -f 180"». Longitude, 91^ 12' -|- OSO*". J. M. Whitehill, observer. November 30,
1892. — This gange is located on the raftway incline a short distance below the
elevator or freight house at Arkansas City. All of the old sections were found to be
correct within 0.1 foot; all are attached to piling and consequently are quite stable.
The high- water section, 39 to 51 feet, is attached to piling near water tank, standing
about 125 meters above freight warehouse or elevator.
Sections of the gauge read as follows : 1, to 8 feet ; 2, 5 to 14 feet ; 3, 13 to 20 feet ;
4, 19.5 to 29 feet; 5, 27 to 42 feet; 6, 39 to 51 feet.
The tirst four sections are attached to the pilins of the railway incline. The fifth
section is on pile in front (river side) of water tank above elevator and near the sixth
section.
The bulletin was rebuilt at the upper comer at the warehouse.
Coast survey P. B. M. F. was connected with and its elevation reads 42.43 feet
above rero of gauge.
The gauge zero was determined by levels in daplicate from B. M. A. (Ewens, 1886)
and P. B. M. F. (Coast Survey).
Gauge at Chreenville, Mies. Distance from Cairo, 478.3 miles, L. Latitude 33^ 24' -f*
1,380™. Longitude, 91° 04'-|-90". W. M. Green, observer. December 2, 1892.— This
gauge is on the doyrnstream row of piling supporting the garbage dump at foot
of Main street, Greenville, Miss., and is quite stable. All of the sections except the
upper one (41.5 to 45.5) were found to be correct within 0.1 of a foot. The fobt
marks being worn, the old sections from 16 to 45 feet were replaced by new ones.
The short section (41.5 to 45.5) was left standing attached to a pile near shore end
of dump.
The building on which P. B. M. 1, C. and G. S., was placed is now called " City Jail''
instead of <<Bank Building.^' B. M. A. 1892 was set at First National Bank building
on first corner of Main street east of city jail and on south side of said street. It
occupies the same position on iron door sill of bank building as P. B. M. 1 does on sill
of city jail. It is 43.55 feet above zero of gaage and 0.24 feet above P. B. BL 1| Coast
and Geodetic Sarvey.
APPENDIX Y Y — ^REPORT OP MISSISSIPPI RIVEE COMMISSION. 3659
The bnlletin la nefti the gauge and is in good condition.
This gauge is also watched at high water by the levee engineers, and hence the
Teoord at this period may be accepted as reliable.
Gun^e at St. JoMepk, La, Distance from Cairo, 648.3 miles, R. Latitude 31^ 53' -f
1,492". Longitude 91° 14'+630". Robert Worrell, observer. December 4, 1892.—
This gauge is situated about half a mile below the town of St. Joseph, La., and near
the residence of Capt. Robert Worrell. The high- water section, 40 to 46 feet, iS/
spiked to the levee side of a large cottonwood tree standing a short distance above
warehouse and on river side of "front levee.'' A large ship spike is driven in same
tree at 41-foot mark.
The other sections are 2 by 6 inches set at intervals down the bank and read as
foUows: Section 1, Oto 4 feet; 2, 3.5 to 9 feet; 3, 8.5 to 13 feet; 4, 12 to 17 feet;
5, 16 to 21 feet; 6, 21 to 27 feet; 7, 26 to 32 feet; 8, 31.5 to 38.9 feet; 9, 30 to 41 feet.
These sections are located about 500 feet below Capt. Worrell's house.
All of the sections of the old gauge, the bulletin, and also B. M. A., Ewens, were
destroyed by a sudden caving of the bank, at which time a large area sank bodily
into l^e river. The temporary gauge in the water was found by duplicate line of
levels from B. M. No. 1, Hider (!^1), to bo 1.03 feet too high; that is, readings were
too small by that amount. The observer could not account for the discrepancy, but
thought most of the error came in after the caving noted above. The observer had
pegged down the bank, as the water receded, from the 30-foot stage and part of the
time the readings were taken during Mr. Worrell's absence by a young clerk, and
the blame of the discrepancv seemed to rest on the latter.
There is, however, no well-defined break in the results, and the discrepancy can
only be adjusted by regarding it as cumulative.
A new iron bulletin was erected a short distance above Mr. Worrell's house.
Gauge at Bayou Sara, La, Distance from Cairo, 799.8 miles, L. Latitude 30^ 45' +
l.eiS". Longitude 91° 23' -f810">. L. H. Chisholm, observer, December 6, 1892.—
This gauge is directly in front of the residence of Mr. B. T. White, situated on
Front street, about 500 meters below the mouth of Bayou Sara. It consists of sec-
tions set at intervals down the sloping bank, with the exception of the upper sec-
tions, which are nailed to the sheet piling protecting the levee in f^ont of Mr.
White's house.
The errors found in the sections were less than 0.1 feet.
The gauge was rebuilt from 17.0 to 42.7 feet, and sections are arranged as follows:
seetion 1. to 7 feet; ^ 7 to 12 feet; 3, 11.5 to 17 feet; 4, 17 to 23 feet; 5, 21 to 28
feet; 6, 27 to 42 feet; 7, 38 to 42.7 feet. The two latter are nailed to the piling.
l^e sections are nearly in line.
Ihe levels were derived from B. M. A., Ewens (1889), which is in west front of Mr.
White's house.
The bulletin is about 200 meters below mouth of Bayou Sara. It is very difficult
to manipulate.
Gauge at PUupiemme, La, Distance from Cairo, 854.1 miles, R. Latitude 30^17'+
1,170«. Longitude 91oi3'-f- 1,365"'. . Frank Turner, observer. December 7, 1892.—
This gauge is situated at steamboat landing near foot of Main street, at Plaquemine,
La. It consists of 2 by 6 inch sections set at intervals down the bank, at such
points in the vicinity as promise the greatest degree of permanence. The gauge can
only be maintained by vigilance and care of the observer, as it is so exposed to
steamboats, rafts, and drin; that the life of a section is generally very brief.
The levels were derived from B. M. A., Ewens (1883), and the zero of the gauge
was found to be 0.21 feet too low.
A new low- water section (0 to 6 feet) and a new high-water section (28 to 35 feet)
were placed. No sections were placed between them, owing to the impracticability
of msMEing them even in a slight degree permanent.
The point opposite would be an easier place to maintain this gauge.
The Dulletin was demolished by a steamer during the high water in June, and the
old bulletin was put up.
llie large bulletin was put up at time of inspection aboui 140 meters below Main
street, and on river side of levee.
Gauge at College Point, La. Distance from Cairo, 904.5 miles, L. Latitude 29^ 59'
-f- 830". Longitude, 89^ 49' + 500". Ernest Subra, observer. December 8, 1892.—
This gauge is situated at College Point, almost directly in front of Jefferson College.
It consists of 2 by 6 inch posts set at intervals down a sloping bank and a high-
water section spiked to a tree a short distance below the other sections of the gauge.
Another hi^h- water section (21.5 to 26.5) is nailed to the bulletin frame at ferry
landing whioh is a short distance above the gauge. ^
All of the sections were found to be practically correct and read as follows: Sec-
tion 1,0 to 9 feet; 2,6 to 17 feet; 3^15to22feet; 4»21to28feet. Levels were derived
from the high- water sectioiu
3660 EEPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMY.
The bulletin is the grooved form for the figure platee. It is in good conditioa, but
very difficnlt to man! palate.
l^Lie gauge is on the extreme end of College Point, and no difficulty in found in
maintaining it. This suggests that on the staUle banks of the river below moutl& of
Red River the sauges should all be on the points rather than in the bends.
Gattge at Fori Jackson, La. Distauoe from Cairo, 1,039 miles, R. Latitude, 29^ 21
-f lyOOO"*. Longitude, 89^27' -|- 830™- Peter E. B. Ostroin, observer. December 10.
1892. — This gauge is situated directly in front of ordnance sergeant's (juartfsrs ftud
about 50 meters above the irame hospital building standing on river side of levee.
It consists of a single post set vertically at the water's edge and braced from the top
to the bank.
B. M. ''A'' is upper surface of a ship's spike driven horizontally into brick chimney
at upper or west end of building known as ''ordnance sergeant's quarters." The
spike is in middle of the west face of the chimney, about 10 inches above the ground
and in second course below wealherboarding of house. A X is cut in brick just
under the spike. Top of spike reads 6.&0 on gau^e.
B. M. ''B" is the upper surface of a nail driven m the brick pier supporting sontb-
west corner of hospital building. Nail is in west face of said pier 2 inchee firom the
southwest corner and between third and fourth courses below top of pier. H. is cat
in pier just under nail. Top of naU reads 5.80 on gauge.
It should be noted here that the readings, are affect^ by the tide and hence it is
difficult if not impracticable to give accurately height of water due stage of liYes
proper.
Gauge at Clarendoii, Ark,, on White River, W. N. Johnson, observer. December 13,
1892. — This gauge is in one section, attached to lower or downstream side of upper
pier cyliuder at east end of drawspan of Cotton Belt Railway Bridge crossing the
White River at Clarendon.
The extreme high water reached 2 feet above the fixed gauge, and is read on a
temporary gauge set by the observer near by.
Accumulation of drift at upper side of bridge sometimes affects the reading on
gauge a few tenths of a foot.
The gauge proper is tirmly attached to bridge, so that it is practically permanent.
The bulletin was replaced by a better one irom one of the Mississippi River sta-
tions, instructions being left with observer to put it up in a conspicuous place at end
of a new building in process of construction.
Gaugeat WitUiburg,Jrk.^onSt.Frano%8Jiiver, Miss Jimmte Smith, observer. Decem-
ber 14, 1892. — This gauge is located in the bend of the St. Francia River, just above
the sawmill at Wittsburg, Ark.
From 3.8 feet to 43 feut the gauge is practically permanent, being firmly spiked to
trees. Below the 3.8-foot mark temporary stakiss are set to suit the changes m stage.
The gan^e reads 3.5 feet below zero, and as the zero stage is passed there is much
confusion m the records as to whether the stage is plus or minus. There is also con-
siderable doubt «s to the accuracy of the temporary gauge set at this point.
At time of inspection a sudden rise had just covered the temporary sections and
they could not be tested. The bulletin is practically useless, as there are rarely any
steamboats except at high water and even then the boats ao not often come up as
high as Wittsburg. The bulletin is small and of no value in any other situation.
It is intended to abandon this gauge and substitute for it a new gauge at the Iron
Mountain Railway crossing, about 14 Inilos farther up the river. The Wittsburg
gauge will be abandoned as soon as the relation between the two gauges are deter-
mined by a sufficient period of readings.
Gauge at Iron Mountain Railway Bridge across 8t. Francis River. G. W. Brown,
observer. December 14, 1892. — This gauge from 6 feet up to high water is firmly
attached in a continuous section to the trusses between the two cylinder piers at east
end of draw of railway bridge across the St. Francis Riveir, about 14 miles by river
above Wittsburg, Ark. It is iust below the upper cylinder at east end of drawspan
of bridge. This gau^e was placed December 14. The lower section will be placed
when stage of water is low enough to permit. The bridge watchman, G. W. Brovm,
was appointed gauge-keeper. The result can be forwarded by mail from this point
daily if desired.
The upper side of bottom truss reads 9 feet on gauge. The upper side of upper
truss reads 46 feet on gauge. The base of rail reads 53 feet on gauge. Railroad
levels give base of rail= 2!iS.5 feet above sea level, hence zero of gauge= 176.5 above
sea level.
No bench marks were set, as the oonorete plea were considered as pennanent as
any marka that could be mad*.
s
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APPENDIX Y T — EEPOBT OF MISSISSIPPI RIVER COMMISSION. 3661
Appendix 3 F.
JERghest and lowest gauge-readings, 1899.
MISSISSIPPI BIVEB.
[Gmge
are r e f e rred to Cairo datum plane, vhioh la 21.26 feet below the (proTialooal) mean Gulf
level.]
Zero
elevation.
WO.
€24.
460.
460.
m.
287.
295.
260.
70
34
88
72
87
23
30
28
14
80
62
208.97
18L48
161.98
147.08
128.78
116.44
108.00
89.68
66.04
62.74
86.89
23.86
28.06
20.08
21.06
10.14
8L24
M.91
Station.
Haattnga, Minn.
WImma,Minn.
NfirUi McGre^^r, Iowa ,
HannfVal, Mo
Grafton, ilia •
St.Loai8,Mo
Cheater, Ilia
Graya Point, Mo
Belmont, Mo
New Madrid, Mo (Morriaaons Landing)
Cottonwood Point, Mo ,
Fulton, Tenn -
Memphia. Tenn.
Mhoon Landing, Mias —
Helena, Ark
Snnflower Landing, Miaa.
Mouth White Blver, Ark
Arkanaaa Cit^, Ark
Greenville, Miaa
Lake ProTidence, La
Tlokabnrg, Miaa
St.Joeeph,La
lifatohes, Miaa
Bed Biver Landing, La. . .
BaydaSara,La^
Baton Boage.La
Plaqneraine. La
Donaldaonville, La
College Point, La
CarroUton, La —
S*ort Jackson, La.
Stagea.
Higheat.
Date.
May 26..
May 20-7
May 31 ..
July 3...
May 18..
May 10 . .
May 21 - .
Mas- 22..
Apr. 28 . .
Apr. 29 .
Apr. 30 . .
..do
Mny 2-8 .
May 8-11
MaV 11 - .
May 11-13,
June 1.
June 1 . . . .
...do
-do
June 2....
June 2-3..
June 3-4..
Jane 20...
June 27...
J\ine 28...
...do
June 13.. f
...do....
...do....
June 10.
June 13.
Gange
reading,
13.1
12.1
15.8
20.8
215.85
35.95
8L20
35.00
43.14
137.68
36.45
31.27
34.60
36.30
45.73
41.70
40.27
50.0
44.28
4L90
48.45
44.55
48.10
48.87
42.25
38. 45
83.50
30.15
25.62
17.35
t6.85
Lowest.
Date.
Nov. 28
Nov. 24
"Nov. 23
Dec. 21.
!)<«. 24. .
Jan. 15..
Doc. 29-30
Oct, 28-9 .
. . .do
Oct. 29-31
Oct. 30,
Nov. 1.
Oct. 30-31.
Nov. 1-2 . .
Oct. 31
Nov.l
Got. 27....
Oct. 28 ... .
Oct 27-28 .
Oct 28-29 .
Oct. 30....
Nov. 6-7..
Oct. 29-31.
Oct. 31....
...do
...do
' Oct. 30 ... .
Nov. 9-10 .
•Oct. 27 dr.
Nov. 20.
Nov. 21...
Nov. 20...
Gange
reading.
—0.70
LI
L7
— L4
1.1
—1.8
L85
2.68
f3.4
0.40
4.72
, LCO
—2.2
L18
3.2
6.50
2.1
2.80
0.70
—LOO
—2.00
5.00
2.12
—0.75
2.50
0.50
2.80
0.25
0.16
a60
* Approximate. t No record June 3-11.
TBLBUTABIES OP MISSISSIPPI BIVEB AND ATCHAFALAYA.
9iL55
190.80
2417
24.17
90.17
•444.26
447.68
410. 76
392.85
808.40
290184
ArhanuM River,
Little Beck, Ark.
Pine Bluff, Ark ..
Atchafalaya River.
Barhre Landing, La
Simmaport, La
Weat Melville, La
Oumherland River.
KaBhville, Teah
lUinoit River,
BeardatowB, 111
Ohio River.
Cincinnati, Ohio
Ijoniavilie (apper), Ky
LouiaviTle (lower), Ky .
Padacah,lLy
Osir^m
May 21 ..i
May 22...
Jane 27-28
June 24...
June 25...
Apr. 26.
May 15, 16
Apr. 25 . . .
Apr. 23...
Apr. 23...
Apr. 20...
Apr. 28...
3L20
35.60
49.70
46.64
35.0
38.80
18.4
48.80
21.80
47.40
42.9
48.29
Jan. 17 —
Oct. 17-18.
Oct. 25.
Oct. 26, 27.
Nov.l ....
Oct.29L^.
Nov.5,6..
Nov. 8 ....
Nov. 7
Oct. 30-
Nov. 2.
Oot.28....
6.00
7.85
0.20
'2.'80
—0.20
0.0
8.50
2.00
2.70
0.7
3.85
3662 BEPOBT OF THE CHIEF OF ENOINEERS, U. 8. ABMT.
m
JSighesi and lowest gauge readings, i^fif— -Continixed.
TBIBUTABIES OF MISSISSIPPI BIYEB AJH} ATCHAFALAYA-ContiBned.
Zeroelo-
▼Btion.
24.17
6L&6
244.78
223.44
W1.27
64.46
*651.90
*887.81
96.02
.^
Station.
Old River,
Heed of TambitU Island, La. . .
OuaehiUi River.
Camden, Ark .
Monroe, La. . .
Red River.
Fulton, Ark....
Garland, Ark ..
Shreveport, La.
Alexandria, La.
St, Franeie River, ^
Wittsburg.Ark r... MayO...
Tenneeeee River,
Chattanooga, Tenn'. , j Jan. 17..
Stages.
Highest.
Bate.
June 28...
Jane 6
June 27-29
May 23, 24
Mar 24, 25
May 28 ...
June 12, 13
Florence, Ala
Wabash River,
Mount Cannel, HI ,
White Rtver,
Jacksonport, Ark .*..,
ClareQdon, Ark
Taioo River,
Tasoo City, Miss.
Apr. 8 . .
Apr. 18
May 20...
May 27-^
Apr. 29-30
Gange
reading.
60.15
37.10
4L1
84. 8&
28.40
85.70
38.25
88.4
37.0
24.00
S1.5
30.40
32.66
27.40
Lowest.
Date.
Ooi. 12-14.
Oct 19....
Odt.l4
...do
Oct. 13,15
Oct. 20,23.
Oange
reading;:.
Oct. 27-81
Not. 10-14.
Oct. 26-
Nov. 1.
Oct. 28-
Nov.2.
Oct. 13-22.
Oct. 13-14.
Oct. 10-20.
Oct. 81....
8.60
L7
6.20
166
^100
-0.«
-4.6C
tl
0.80
6.6
0.80
145
—1.00
* Approximate.
Appendix 3 G.
MISSISSIPPI BIVBR, FBOM CAIRO TO HEAD OF PA8SB8.
Tablb I. — Showing for the years lS7fS-189S {except as noted) ^ highest and lowest and mean
highest and mean lowest stages,
[Oange seroe are referred to Cairo datnm plane which is 21.26 feet below the (provisional) mean Golf
level.]
Oange
sero.
Feet.
200.84
203.87
161.98
128.73
80.62
66.04
36.89
23.85
20.06
20.01
Station.
Cairo ....
Memphis
Helena
t Mouth White River.
L»ke Providence. . . . ,
1 y icksburg
Katchoz i
* Ked Aiver Landing.
Baton Kou^e
Carrollton
Highest.
Stage.
Date.
Feet.
52.17
35.60
48.10
50.40
41.90
49.06
48.60
48.87
38.45
17.85
Feb. 27, 1883
Mar. 23-4, Apr. 4,
5,1890.
Apr. 30, 1886
Mar. 31, 1890
June 2, 1892
Apr. 24, 25, 1880...
Apr. 23, 1890
June 27. 1892
June 28, 1892
June 10, 1892
Lowest.
Date.
Deo. 31, 1876.
Dec. 25, 1872
Jan. 5, 1888
Oct. 14-15, 1879.
Dec. 29, 1872....
'Sov. 24, 1887 . . .
Dec. 14, 15, 1872
Nov. 25, 1887 . . .
Jan. 9, 1877 ....
Dec 27, 1872....
Stage.
Feet.
0.10
—0.95
-0.18
2.40
—3.85
—3.91
0.00
0.46
0.90
—LOO
Means.
High,
est.
F^et.
44.84
32.88
43. S7
46.67
87.23
43.70
42.90
48.84
82.47
13.72
Low-
est.
Feet.
4.04
2.09
4.36
6.71
2.78
2.80
4.54
4.10
2.89
—0.04
tHigh waters 1880-1892; low waters. 1879-1892.
ILow waters 1878-1879 interpolated uom Lake Providenoe and Natohe^
n870-1898on]7.
APPENDIX Y Y — ^REPOBT OF MISSISSIPPI RIVER COMMISSION. 3663
Appendix 3 fl.
MISSISSIPPI BITBR, PBOM CAIKO TO HEAD OF PASSES.
Tabije n. — Sh4>unng far the years 187£-189S {except as noted) the mean number of days
during Mfhich the stage in feet above extreme low water was embraced between the fig-
ures at heads of columns.
[Ghuige seroB are referred to Cairo Amtam plane, which ia 21.ft feet below the (proTiaional) mean Gulf
level.]
Bxircme
Gaage
low
sero.
water.
J^VbI.
Feet
290.84
*— 1.00
203.07
—0.95
161.98
—0.18
128.73
•0.0
89.02
—3.85
66. Oi
—8.91
36.80
0.0
23.85
•0.0
aao6
0.90
20i91
—1.60
Station.
Cairo.....
Memphis
Helena'
Mouth White RiTer<
Lake Providence
.Yicksbnrg
Natohes
Bed Kiver Landing * «
Baton Rouge
Carrollton
to
4.9
Daye,
14.4
37.4
2L0
5.2
6.0
12.3
19.8
32.2
67.2
13L5
5
to
9.9
Ditye.
46.5
67.0
40.6
82.4
42.5
25.5
42.8
41.1
59.1
78.8
10
to
19.9
Dayt.
102.0
121.6
96.4
83.5
97.9
82.4
86.1
81.9
76.7
155.0
20
to
29.9
Days.
99.0
84.8
88.9
84.4
86.4
71.6
70.0
65.2
117.3
30
to
39.0
Days,
60.9
54.9
65.8
60.9
94.2
70.9
84.1
90.6
45.0
40
to
49.9
Days.
89.1
52.0
89.2
38.2
90.0
63.6
54.4
50
to
54.9
Days.
2.7
0.7
0.0
12.8
1 I>ecember 24, 1871. • Except in 1879.
• Except in 1872-*74 and 1878-'79. • December 15, 1872.
Small breaks In reoorda interpolated firom stations above and below.
•December 28, 1871.
• Except 1874 and 1878.
Appendix 3 L
TABTTLATED BESTTLTS^ WITH FIELD AND OFFICE BEPOBTS, OP DISCHARGE
MEASUBEMENTS ON THE MISSISSIPPI RIVER AND TRIBUTARIES AND THE
ATGHAFALAYA, AND OF CBEYASSE AND OVERFLOW MSASDBEMENT8, 1892.
Contents*
Name of station.
Si Louis, Mo
Cohunbu8,Ky
Fulton, Tenn
Helena, Ark
Chicot City, Ark
Arkanaaa City, Ark . . .
Wilson Point, La
Natchez, Miss
Bed Biver Landing, La
Simm8part,La
CanroUton,La
Little Book, Ark
Monroe, La
Alexandria, La
Beports.
Field.
Page.
3664
3664
3664
3669
3665
3660,3672
3673
3673
3674
Office.
Page.
3675
3675
8676
3676
8677
3677
3678
3670
3670
3680
3680
3681
3681
8681
Tahulated results..
Discharge.
Slope.
P€Me.
3682
Page,
3682
3683
8684
3685
3606
3006
8607
8686
3688
3690
8607
8698
8601
3602
3698
3603
3694
3604
3698
8605
8600
Table of meter ratings on page 3700.
APPENDIX.
Page.
CrevaiMee Third District 3701
Bayou Bartholomew 3701
CrPYwaea Fourth District ,,,, ,, 3703
3664 EEPOBT or the chief of engineers, U. fl. AEMT.
FIELD BEPORTS.
UTRAGTS FROM REPORT OF MR. WILLIAM OEUGy CHIEF OF PARTT^ UPON OBSERVA-
TION'S AT COLUMBUS AND HELENA.
Amelia, Ark., August 9, 189t.
I have the honor to make the following report on the high-water discharge observa-
tions made at Columbus, Ky., ai^ Helena, Ark. :
The observations were made with the steamer ff. L, Abbot, and the party of 9 men
was subsisted on board.* The meter method was used.
The instruments ia use were Price meter No. 3^, one register, one break-circuit
sidereal chronometer No. 1344, made by T. S. & J. D. Negus, electric liatteries, tran-
sitj^evel, sounding leads, lines, etc.
The meter was suspended from a boom 10 feet long at the stem of the Abbot, the
boom projecting over the starboard side from the roof and making a ri^ht angle with
the axis of the boat. A steel sash cord three-sixteenths of an inch in diameter passed
around a reel on roof and near stern of boat through a small pulley in the end of
the boom, thence to the meter. There was another steel sash cord which ran from
the meter through a pulley on the end of a 20-foot boom, which extends over the bow
of the boat, to a reel on the roof on bow of boat. By paying out proper lengths of
standing and guy lines the meter could be immersed to any desirea depth and held
in place.
The observations of Columbus, Ky., were made on the same section that wa« used
in 1891. The sounding and velocity stations were located with a sextant. The meter
was lowered to the six-tenths depth.
The soundings on April 15 and 16 were made with a 60-pound lead attached to a
steel piano wire, which passed around a reel on bow of the boat. The depth was
obtaiu^d by counting the number of revolutions of the reel.
The observations were made in the usual maimer. In deep water drifting sound-
ings were made.
« « • • • • ~ •
The gauge readings correspond to mean time of observation.
« - • • « • • ^«
At ffelenay Ark. — ^The section was the same as that used in 1888-^89. The methods
of taking the observations were the same as at Columbus, Ey. The soundings on *
April 18 and May 3 were made with the 60-pound lead.
• • • « * « ft^
By referring to the accompanying table it will be noticed that after June 1 the
velocities at Helena, Ark., have decreased very perceptibly. This was noticed at
the time, and the meter was examined to see if there was anything wxongj and it
was found to be in iirst-class condition. * • •
Capt. S. W. Boessler,
Corps of Engineera, XJ. 3. A,
XXTRACTS FROM REPORT OF MR. A. F. KILPATRICK, CHIEF OF PARTY, UPOV DIfiCflARGX
OBSERVATIONS AT FULTON, TENN.
Memphis, Tenn., Jume9,189i6,
1 have the honor to submit the following report on the field work of high- water-
discharge observations at Fulton, Tenn., in April and May, 1892.
The party, consisting of assistant euj^ineer, recorder, leadsman, pilot, mechanical
engineer, fireman, and two deck hands, was organized April 13. The steamer
Itasca and one skiff were used during the observations. Instruments in nse con-
sisted of two transits, one level, one stop watch^ one 16-pound lead with f inch
woven cotton line, and one set of double floats. A piano wire with 41-pound weight
was also used to check soundings, but from awkward arrangement of reel and
want of practice in its manipulations proved unsatisfactory.
The discharge section is located about 5,000 teet above Fulton, as indicated on
the accompanying map*, which also shows position of gauges and surface v^oeity
sections at Craighead Point and Falls Landing.
From a point above the steamer was allowed to drift to range B C, at which
instant the sounding was made and signal given to transitman at D (see sketch*
*Not printed^ '
APPKNDIXTT — ^BEPOET OF MISSISSIPPI RIVER COMMISSION. 3665
herewith}, who noted the anj;^le and color of ai'ioial flag« which latter and depth was
recorded hy assistaut on board. In No. 1 and all odd 80undin«^8 a red fla^ wan nsed;
» white flag was used in all even nouudinga. This system of flag signaling is highly
recommended for tbis class of work.
Soundings were taken ubont 90 feet apart. The lead line nsed was rery elastic,
and altbon^h tape corrections were ap]>lied eacb day as soon as Konndings were over
apparent discrepancies are in great part due to it during the flrst week of observa-
tions.
In float observations the boat wonld occnpy a position on an auxiliary range line
above discharge station, and tben be directed to the proper point on same by the
transitmhn at D. The float was then dropped and closely followed by timekeeper in
skiff, and when under good headwiiy a sif^al was given to transitman at B and D,
who observed and noted the ''start " angles. At the expiration of one minute the
signal was re]»eati*d and stop angles noted. Thus was determined the location, path,
and time of each float. In the tabulated sheet herewith submitted the velocity
normal to line B C at point of crossing or on prolon; ation of path of float is given.
The old^ct in view was to nm the flouts at certain places and have the anchor or
submerged portion to travel mid depth the stream at each place.
The float consisted of a donble-coned, air-tight tin buoy, with flns, connected by
a fine cord with a tin anchor, which consisted of two sheets of tin 20 by 14 inches,
cro88e4l at right angles, making four lejvves or flanges 7 by 20 inches. The buoy was
5i inches diameter; total length, 12 inches. The connecting cord varied in length to
suit depth of stream at each point used.
Of a nnmber of surface floats passing through 200 feet ranges at Craighead Point
and Falls Landing the velocity of the swiltest is reported.
Gauges were read daily and hour noted at Craighead Point, station "B," Falls
Landing gauge, and at Fnlton, and finally reduced to reading at time of discharge
observations.
Levels carefully checked bet\veen gauges gave relative heights and data for calcu-
lating sin. of slope inclination.
• ' • • • • • •
The plan of discharge section, tri angulation points, and paths of floats, etc., was
plattect on a scale of f o^ovy aaper tracings* herewith, and distances scaled and applied
in arriving at results.
• •••«•'•
The river width was constant, the banks on each side being vertical during obser-
vations.
• ••••••
As the angle of slope inclination was exceed irgly small the sin. was obtained by
dividing the fall by the distance between two gauges and given to seven decimal
p1a«*es.
There are submitted herewith tracings showing discharge section, triangulation
stations, and paths of* floats each day, and cross-section sheets showing coi tour of
bottom and velocity curves. The notes have bt^en copied into one field book in ink,
and all the plats and calculations carefully checked*
Capt. 8. W. R0K8HLER,
Cinys of £ngitteer9, U, 8, A,
BXTBACT8 FROM KKPORT OF MR. CHARLES H. BfTLLRR, CHTKF OP PARTY, UPON DIS-
CBAKGE 0BSEKVAT10N8 AT ARKANSAS CITT, ARK.
Greknvillk, Miss., t/uZy 19, 1899.
The following is a report of the observation party stationed at Arkansas City
Ark.:
The party, numbering thirteen, arrived at the station April 18, on board the U. S.
snag boat Florence, which boat was used for the observations. Some of the old tar-
gets were found, and the range used lust year was reestablished, with the observing
stations in practically the same places.
Velocity observations. —Price current meter No. 39 was nsed from April 22 until May
30, on which day old met^r No. 5 was used; from May 31 until the end of the work,
July 1, Price meter No. 38 was used.
The meter whs attached to a rod holding a 230-pound lead weight, and lowered to
six tenths of the depth on a three-eighth-iuch wire cable. This apparatus about
* Not prill te«1.
ENG 93 230
3666 REPOET OF THE CHIEF OF ENGINEERS, U, S. ARMY.
midway of tbe boat, to be near the center of gravity. A gay line of No. 12 wire, lead-
ing from the lead to the forward end of th^ ooat, helped to steady and hold in place
the weight. Tills line, after some experimenting) was finally attached to the upper
end of 3-foot rod on which the lead hangs and meter is placed, instead of attacnuig
it directly to the lead, which, it is thought, will cause much canting of the lead. To
still further prevent the canting of the weight, and also to steady it, a sheet-iron vanoj
having both vertical and horizontal wings, was placed behind the weight.
For a recorder a telegraph sounder was used and the ''ticks" counted. The usual
time of occupying a station was five minutes, care being taken to begin and end on
the discharge range, this being more carefully obtained by having a man In the pilot
house assisting the pilot, one watching each range. This rn^ was observed uni-
versally, except where some extra work was being done.
Soundings, — Were taken with a 20-pound lead on a three-eighth-inch cotton line,
located instrumenttdly by a transit at a point 2,000 feet above the range, reading
the angle f^om the perpendicular. The flagman on the steamer being careful to
always keep on the range by moving back and forth on the roof of the boat.
Meter ratings^ — Ratings were taken as often as the time could be found. * * *
Double float obeervatione, — Five of these observations were taken from time to timo
with the results as shown in the table.
The subsurface float was a tin cylinder about 15 inches high and 10 inches iu
diameter; the surface float was of tin in the usual shape of a buoy, about 10 inches
long and 8 inches thick, these attached with fish cord.
Meter observations would be taken in the morning and the floats in theaftemooD,
using the same section which was sounded between the time of the observationa.
The subsurface floats put at six-tenths of the depth. Ranges set one 200 feet above
and another 200 feet below the discharge range. The floats were dropped far enough
above the upper range so as to acquire the velocity of the current and at a place so
that they would strike near the respective stations. It was difficult to have them
strike the proper place, and many were tried several times. Most times only one
transit coiud be used. A skiff followed the float and signalled to the transit man
when crossing the ranges ; the skiff man keeping the time. The observation of July
'1 was taken with two transits and therefore may be more nearly accurate than the
others. It shows a marked increase in the floats over the meter, almost 4 per cent.
Drifting eoundings, — Two sets of drifting soundings with piano wire were taken as
a check on the lead line soundings. June 14 giving seven-tenths per cent less and
June 21 giving 2| per cent less than the lead line.
Movement of boat. — ^l^^our observations were taken to determine the path of steamer
during the time of occupying a station; observations taken every thirty seconds.
When possible these were taken with two transits on the bank reading simiutaneonsly
at a signal from the boat, angles to a fixed flag on the roof of the steamer. But
when only one transit was used it read the angle to the flag to detennine the lateral
motion, while the movement above or below the range was observed from the boat
at the same time by having the railing graduated in feet both ways from the flag (or
zero) and a man to move back and forth, constantly remaining on the range and
recording his position at the proper moment.
The observation of May 5 being incomplete no calculations were made for that day,
but the corrections for the other days are: May 14, subtract 11,781 cubic feet; May
30, subtract 2,410 cubic feet; June 3, subtract 880 cubic feet.
It will be observed that the large amount on May 14 is due mainly to the fact that
on two of the stations the observations ended at a considerable distance above the
place of starting. This, because of a necessarily different distribution of the force,
there being no one to assist the pilot; hence the results are much in excess of what
they would be under the usual distribution of the force, and show that the move-
ment of the boat introduces little or no error.
Direction of current, — This ran be observed from the path of the floats shown on the
tracing, and it will be seen that there is almost always some angle with the perpen-
dicular to the range. It is believed, however, that any error from this source is very
small and should not be considered.
Panther Forest Crevasse, — Occurred May 13, 11 :30 p. ni., at a point about 3 miles
below Gaines Landing, and 450 miles by channel distance from Cairo. (For results
see crevasse table).
Fulton Lake Crevasse, — Occurred June 2 about 1 mile below Arkansas City and 4^
milee by channel distance below Cairo. At first a series of small breaks a foot or so
in depth running through the railroad.
The observations from June 3 to 15, inclusive, were taken by Mr. Baily who had
charge of the party during that time; those of the 21, 28, and 2B of June were also
taken by Mr. Baily (with his party and outfit).
APPENDIX Y Y — REPORT OF MISSISSIPPI RIVER COMMISSION, 3667
RSPOBT OF MR. B. C. TOIXINGER, CHIEF OF PARTY, tJPON OVERFLOW BETWEEN
ARKANSAS CITY AND TRIPPE.
Arkansas City, Ark., June 96, 1899,
I bave the honor to submit the following report upon the discharge observations
between Arkansas City and Trippe, May 28 to 31, 1892.
The nature of the openinge. — The discharge was through two kinds of openings. The
one was under pile bridges with the surface of the water about 3 inches above the
top of the stringers, and the other was over the railroad embankment and traek.
Methods employed, — The first series of discharge observations was taken with sur-
face floats, the points of observation being generally from 25 feet to 50 feet below
the railroad.
it was feared that the indicated surface velocity below the bridges was too small
ou account of the obstruction of the current at the surface, by the stringers, and too
^reat below the embtuikment, on account of the tendencv of the surface water to
How over the lower strata behind the embankment. In the second series weighted
rotls from 5 to 10 leet long were therefore used for floats below the bridges, but on
account of the bushes under the water [in other locality], tin surface floats were
used, the same as in the first series of observations.
On account of the rods not nearly reaching the bottom of the water, eight-tenths
of the observed velocities was taken as the mean of the vertical, the same as for
surface floats. (See tabulated results).
In compAring the two sets of observations it will be observed that the velocities
average about the same, but that in gauging the flow over the embankment a consid-
erable portion was gauged in the first set of observations, that was omitted as unim-
portant in the second set, otherwise the results would have been more nearly equal.
Testing tiie relation of mean vertical velooiiiee to eurfaoe velodtiee. — Noting the differ-
ence between the results of the discharge observations in 1890 and 1892, some obser-
vations were made, June 14 to 16, with Price current meter No. 5 to ascertain to what
extent the relation of the mean vertical velocity to the surface velocity, was modi-
fied bv the above-mentioned conditions.
In these observations the mean vertical velocities were generally obtained by dif-
ferentiation, that is, by noting the velocities indicated by the meter while passing
slowly from the surface to the bottom and return.
The results of these test observations are appended, and show that in the observa-
tions below the embankment, the mean vertical velocity was 56 instead of 80 per cent
of the surface velocity, and below the bridges, 108 instead of 80 per cent.
Substituting these ratios for 80 per cent in the computations would change the
results as follows:
Observations of May 28 and 29 : f ft of 188 = 132 (approximately) ; Vq* of 121 = 163
(approximately); 295 (approximately) thousand cubic feet per second.
Observations of May 30 and 31 : M of 121 = 85 (approxi ately ) ; W of 140 = 189
(approximately) ; 274 (approximately) thousand cubic feet per second.
When these test observations were made the surface of the water was very little
above the bottom of the stringers, whereas at the time the discharge observations
were made it was about 3 inches above the top of the stringers.
Again, the observations of series 2 of the test observatious were not made as far
from the embankment as in the regular discharge observations and hence the influ-
ence of the disturbing element is magnified in the test.
These considerations would indicate that in each case the discharge was some-
what greater than the above substitution of ratios would show.
Comparison of discharges in 1890 and 1892, — The maximum discharge in 1890 was
only about 149,000 cubic feet per second, or about one-half as great as in 1892.
In 1890 this overflow was piincipally from crevasses in the levees along the Mis-
sissippi Kiver south of Amos Bayou. In 1892 there were no crevasses in these levees,
hut several in the levees along the Arkansas River. Of these the Auburn Crevasse
was 1^ miles long and the Sarassa 1 mile long. The river was 3.6 feet higher (at
Little Rock) in 1892 than in 1890.
These crevasses not only had a large sectional area, but were so located that parts
of them were in line with the direction of the current immediately above, giving the
discharge a high velocity, and being about 35 miles above the back water from the
Mississippi River and 100 miles by river from the locality of our discharge observa-
tions, while only 35 miles distant by the route through the erevasse, the resulting
slope was much greater than that of the overflow of 1890.
Ejfeet of the High stage of the Mississippi Biver, — The crevasse being about 60 miles
from the mouth of the river and about 35 miles above the back water from the Mis-
sissippi River I infer that the discharge would have been about as great had the
Mississippi River been several feet lower than the stage reached by this flood.
» « * • • • •
Capt. C. McD. TowNSKNi>,
Corps of Engineers, U,3.Am
3668 REPORT OF the' chief of engineers, u. s. armt.
REPORT OF MB. E. C. TOLLDTGER, ASSISTANT ENGIKKER, OPON DISCHARGE OF BAYOU
BARTHOLOMEW, WITH LETTER OF HR. HOWARD DOBB, OBSERVER.
Arkansas City, Ark., July $, 1892,
I woti}d respeotfnlly state tbat the discharge ohservationB of Bayon Bartholoroe w
were taken at Browns Bridge, Lincoln County, Ark. This location was more^avor-
able than at any point below for cbtainini^ satisfactory results. The water in the
bayon had fallen 4 feet when the observations were taken, and it is reasonable to
presume that a greater surface Telocity would have been obtained at the max imam
rise, but as the water had been over one X'Srt and against the Stringers of the remain-
ing part, and as the bridge did not show any signs of being moved from its founda-
tion it is my opinion that the maximum velocities were but little if any greater than
at the time the observations were taken.
The bayou is through a low flat country, and above the Lincoln County line. The
bed of the bayou is occupied with a growth of large cypress trees giving it the
appearance of a large cypress brake.
'^Arkansas Citt, Are., Jwm 29, 1892.
''In connection with report, herewith returned, of observations taken on dis-
charge of Arkansas River flood into Bayou Bartholomew,^ I wish to state that owing
to the fact that the water had fallen 4 feet from its maximum height before obser-
vations were made, accuracy in obtaining correct soundings and measurements was
difficult. Only three openings were found at that time empty ingin to Bayou Bar-
tholomew—^. 6., Fletcher Brake, Deep Bayou, and Ambon Bayou. The actual width
of these was taken by measurement, 4 feet added to soundings for depth, while the
additional width allowed for added height could not be accurately ascertained, hot
was estimated as nearly as possible, from marks left by the water. In all these
streams the velocity was taken by surface floats, and after repeated trials was found
to be 1 foot per second, and having one week before t-aken observations on Ambon
JBayon and l* ish Deadening, when the flood was at its greatest height, and found the
velocity to be the same as at this date, that figure was taken for the correct velocity.
The remaining points of discharge, six openings into Fletcher Brake, Browns Bayou,
The Wash, nortn of Deep Bayou, and Fish Deadening were dry, and no observations
could be taken further than estimates from measurements of the d^th and width as
shown by the marks left on the trees and banks, by the overflow ; and the velocity,
all else being equal, was considered at the same rate with the streams taken, ana
with Fish Deadening as formerly taken at the greatest height of flood.
" In order to have proof of the correctness of observations made, I took soundings,
etc., of Bayon Bartholomew at a bridge crossing just below the confluence of Deep
Bayou, where it carried o£f the water from Deep Bayou, the Wash designated, Fisn
Deadening, and Ambon Bayou, and return figures in my report. The velocity here
was tested thoroughly and showed only 1 foot per second with surface floats. The
sluggish current in this stream I attribute to several causes, being t<hat it is % long
and extremely crooked stream, draining an even and almost level swamp, having
virtually two channels^ or rather having the low-water channel in the center of a
depression extending 50 yards on each side of the banks, before reaching the gwieral
level of the swamp. The channel proper will average from 100 to 120 feet wide and
3 feet deep, which carries all drainage, except in raiuy seasons. The depression
referred to extends the whole length of the stream and is fllled with a thick growth
of vines and timber, and retards the current to such an extent that there is little
difference in its velocity at different stages, and for the velocity of the streams and
inlets found emptying into it I am satisfied that no greater rate existed, from the
fact that owing to excessive rains prevailing during the flood, the water in Bayon
Bartholomew was at or near a level with the water in the swamps : and more cur-
rent existed during the first rise and subsequent fall of the overflow than at the
time when both were at their greatest height. This fact was illustrated in the case
of Fletcher Brake. The brake or lake was a circular body of water lOO yards vride
and 4 or 5 miles long, emptying into it its full width. This lake was fed by a
bayou al>out 200 feet wide and six small washes leading from the overflow, and yet
no current was perceptible at its mouth, where both currents met, and dead water
was the consequence. This could not have been in case of protracted flood, but it
having existed only four or five days, the water from all sources only served to fill
the lake, and it could only find egress as the bayou fell.''
APPENDIX Y Y — REPORT OP MISSISSIPPI RIVER COMMISSION. 3669
EXTRACTS FBOM BKPORT OF MB. T. C. J. BAIL'S', CHIEF OF PARTY, UPON DISCHARGE
OB^BVATIOKS AT WILSON POINT AND CHICOT CITY.
Grkknvillb, Miss., July 22, 1892.
The following report on discharge observations taken by me during the high water
of 1892 is respeictf ally submitted :
On April II the survey steamer Meier, with quarterboat and a party of thirteen,
left for observations in Lake Providence Reach.
From the 16th of the month until June 20 continuous gaugings were taken, except
on a few days when storms prevented.
Party. — ^Tne party consisted of a chief, two assistanta, pilot, engineer, leadsman,
and erew, in all thirteen souls.
Seelion. — ^A discharge section was set up Just above Wilson Point Landing, it being
the same that was used for high and low water observations taken hist year. The
riYer here is 3,842 feet broad between banks, but during the entire series of gaug-
ings the water was over the Louisiana bank against an old levee, which is 80 feet
back. The velocity in this 80 feet was so uniform that no separate measurements
for it were made, it being included in the last partial discharge.
Profiles of shore and section of levee were run, stakes being driven every 10 feet
out to the bank line, so that the water width at any date could be accurately deter-
mined. From April 16 to April 29 this width increased from 3,925 to 3,946 feet :
after the 29th, and until the end of the series, the water was against the nearly vertical
side of the old levee and its width remained constant at 3,946 feet. The meter sta-
tions were placed 300 feet apart. No. 1 being 42 feet from the Mississippi bank and
No. 13 190 roet out f^um the Louisiana side.
Halfway across the section a pivot 1,000 feet above and radial targets on the near-
est bank were used; for the remaining half all the targets were on the opposite
bank. This gave for the smallest intersection 27° 31', Two thousand feet above the
raAge on the Mississippi side the Duncansby Chute pours an immense volume of water
into the river at a high velocity, the axis of the chute forming an angle of 39 degrees
with that of the river at the point of entrance. It is believed that this water, by
eating out the bar which has formerly existed at the east end of the section, is one
of the causes of the great variations which may be observed from day to day in the
discharges. Stations 2, 3, and 4 were the ones affected, the current varying on them
so greatly £rom minute to minute that it was extremely difficult to Judge when a
true average velocity had been obtained. For this reason these stations were occu-
pied from ten to twenty minutes, and, in fact, all the stations were occupied for an
average time of eight minutes^ no fixed period being used, the counting be^nning
and ending on range and continuing until, in the judgment of the chief, a fair mean
velocity had been obtained. Krom June 6 until the end the current on Station 1 was
rnnnisg upstream as detennined by double floats, and the entire partial discharge of
this section thereafter was subtracted from the sum of theremain*ng partial discharges.
The position of the seam beweeu the up and downstream currents was not at all
constant, it shifting from a point 50 feet outside Station 1 to Station 2 within a min-
ute. Those circumstances rendered it difiicult to obtain a true discharge during the
highest stages of the river.
Methada of procedure. — Until May 30 Price meter No. 38 was used at this station ;
from that date until the end of the series No. 39 took its place, No. 38 being sent to
Arkansas City. The meter was attached to a rod 18 inches above a 225-pound lead,
and submerged to six- tenths the depth by a reel worked with a system of spur wheelH
so arranged that one revolution of the crank would lower the meter 1 foot. A stout
wire was attached at first to the weight, afterward to the swivel in the rod above
the meter, and ran forward over a cleat in the bow of the steamboat to another reel.
The proper length of this guy line to pay out in order that the weight should be
under its reel was obtained by means ol a table prepared for the purpose. No vane
was used on the weight, but my experience while in charge of the party at Arkansas
City (where an 18-iuch iron one was used) has demonstrated the fact that the meter
is much steadier in the water and the lowering wire much nearer vertical with the
vane than without it. The revolutions of the meter wheel were counted on an ordi-
nary telegraph sounder in a circuit with from three to four Leclanche cells.
The chief of the party personally supervised the working of the steamer, all
arrangements of the meter, and at times checked the countings of the assistant. He
also gave the signal when to start and when to end counting, recording the revolu-
tions per miuote and motion of boat with reference to the current, and judging
when a mean velocity had been registered. The average time used in measuring
velocity was three hours.
After using the meter, soundings were taken at irregular intervals aoross the sec-
tion using a 20-pouud lead on a three-eighths- inch cott<m line, each sounding being
located by a transit angle from a point 1,700 i^det above the section. The chief
remained on the steamer and checked every reading of the leadsman, taking care
3670 REPORT OP THE CHIEF OP ENGINEERS, U. S. ARMY.
that the soandings were oanght on a vertical line. After the soundiDgs were taken
the lead line was tested, and in case of a line which changed much tests were made
both before and after running over the sectitm, each set of corrections being applied
for half way across. In order to test the accuracy of this method drifting sound-
ings were taken. A 20-ponnd lead was attached to tine steel wire graduated every
foot with solder and tagged every 5 and 10 feet ; this was paid off from a reel. The
weight being lowered to within a few feet of the bottom, the steamer would drift
down ; when near the section the flagman would raise his flag as a warning to the
transit man and also give warning signal to the man manipulating the brake. At
. the instant of crossing range flagman would call time and drop his flag, while the
lead would be allowea to run down nntil it tonched the bottom when the depth was
read. The results will be found in the table of discharges :
June 10, mean depth — Foot,
By ordinary method 61.9
By drifting 60.5
As this is the first trial of the method it is believed that errors were made in read-
ing some of the depths, the graduation being very fine and difficult to read.
[Note. — At Arkansas City I used a register devised by Mr. John S. Dodge, a mem-
ber of the party. It consisted of a pointer revolving around a dial graduated for
every foot and connected by a train of wheels with the &xle of the lowering wheel.
It was arranged to read zero when the bottom of the lead tonched the surface of the
water and graduated by paying out every 5 feet of wire off the reel, marking the
dial opposite the arm and dividing the spaces between into five equal parts. The
appliance worked very satisfactorily for checking the readings of the leaidaman, and
would indicate correct depths to the nearest half foot.]
June 17, mean depth — p«et.
By ordinary method 60.0
By drifting 59.6
A very close agreement.
All gauges were read to the nearest hundredth before and after each velocity
observation.
Float ohaervations. — In order to test the discharge measurements with the meter,
four observations with double floats were taken. The meter was run in the moriiin<r,
soundings taken, and floats in the afternoon, iisinjr the same water area for both.
Ranges parallel to and 250 feet above and below the discharge section were set up
and two transits used for locating the floats, one being on the levee in the discbarge
range the other at /\ Ruple 1,770 feet above. The surface floats consisted of two tin
cones, 7 inches in diameter at base and 6 inches high,- placed base to base. The sub-
surface float consisted of a tin cylinder 12 inches high and 10 inches in diameter,
having a strip of lead around the bottom and sixteen air chambers, half cylinders 4
inches high, 1| inches diameter axound the top. The float was submerged to six-
tenths depth, as determined by the soundings taken in the morning.
The object being to so place the float that it would cross the discharge range on
or near the meter stations, the steamer, towing a skift*, would move up to the section,
flank, over until on the required station, then run upstream parallel to the current.
When a sufficient distance above the upper range the skiff would cast loose, float
placed in the water, and skiff remain near and opposite to it. When close to the
npper range a flagman in the boat wonld raise his flag, which would be dropped
in crossing the range, time noted, and the two transit angles read.
This prosrramme would be repeated for the other two ranges, afber which the
steamer, which had drifted down, would pick up the skiff and proceed to the next
station.
The results of these observations may be found in the tabnlated statement of dis-
charge and will be seen to agree closely in every case with the meter work.
Motion of steamer while on stations.* — There appears to have been some doubts as to
the accuracy of the present method of meter observations, due to the lateral and
normal motion of the boat. To discover what effect this motion would have, three
sets of observations were made to determine the path of the boat, the method of
procedure being as follows: Two transits were placed, at /^ Ruple, the other at /\
Harris, both above the section on opposite sides of the river transits being set in
azimuth by sights on the opposite stations. A piece of white cloth was placed on
the starboard steam pipe nearly above the meter and simultaneous azimuths read
* Discussion of error due to lateral motion of boat and formula for correction given
in report on reduction in secretary's office of Arkansas City discharge* of 18Si-'85.
See Report Chief of Engineers, 1887, p. 2836.
APPEKDIXYY — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3671
every minute on this mark, the chief on the steamer counting and signaling at the
proper times. At first these azimuths were taken ever3' thirty set^onds, but it was
fpuud that nearly all the motion could be obtained by minute intervals. One set
was taken in a li^ht wind and the other two in a strong one, from the most unfavora-
ble quarters parallel to the section ; the azimuths were then plotted to a scale of 126
feet to 1 inch, and the course of the boat traced.
When 'the steamer is sliding along parallel to the section, that is, perpendicular to
the current, the meter is measuring the resultant of its moticm and that of the cur-
rent; in other words the hypotheuuse of a right triangle whose base is the side
Telocity of the boat in feet per second, and whose perpendicular is the velocity of the
current in feet per second. If the movement is upstream parallel to the current, the
samef the current's and boat's motion is registered; if downstream, the difference.
Let I denote the sum of all the components of the boat's motion on a station par-
allel to the section.
n = distance between the initial and final position, at the end of an observation
on one station, measured normal to the section.
t = time in seconds that the station is occupied.
F= velocity registered by the meter.
V = true velocity.
e = correction to be applied to T in order to obtain «.
P n
Then: c := K^y ^-j^ ^^ second term being minus when the steamer ends above
and plus when it ends below the initial point.
Using the formula jg^iven above, corrections were made to the discharge obtained
on these days, as indicated in the table. The observations showed that the first
term, even on the windiest day, is very small, both quantitively and relatively to
the Second term, and that, with proper care an error less than one-half per cent is in-
troduced into the discharge.
Meter raUnge.—Dxinxtg the time that meter No. 38 was in use at Wilson's Point,
that is, from April 16 until May 30, four ratings were obtained, one in Old River,
Louisiana, taken f^om the steamboat along a 1,600-foot base, meter submerged 15
feet, and three at Wilsons Point, taken from a skifif along a 400- foot base, meter sub-
merged 4 feet in 10 feet of water.
• • • • • • •
The rate of meter No. 38 while in use at Wilsons Point remained constant. Meter
No. 39 was rated once at Wilsons Point and once near Greenville. The results
were identical with those found at Arkansas City.
• • • * « • «
On July 5« meters Nos. 38 and 39 were rated in a borrow pit along the railroad
at Svnnyside Landing, 'At'kansas. The water was but 6 foet deep and the pit nar-
row. It was found that the rates of both had changed ou the same eide, but as
observations of July 11 in the deep water of a chute opposite Greenville did not
indicate this change it was decided that owing to the shallowness and narrowness
of the pit at Sannyside the displaced water did not have free play. The results
were therefore not used in the reductions.
Bank discharge, — ^Was measured on the Mississippi side alone, that on the west side,
as before stated, being included in the river discharge. The range was above the
discharge section, and about half a mile back from the river, at the intersection of
the main levee with the one running out to the Lower Skipwith's Landing. The
meter was held Just beneath the surface, a reduction factor of nine-tenths being
used to reduce surface to mean velocity. Owing to the heavy growth of timber and
nndeibrusfi through which water was running it was impossible to measure all the
water flowing over the banks, but it is believed that three-fourths of the total
amount was obtained.
Crevaese meaeuremente. — ^Brooks' Mills Crevasse, 505} R., occurred at 5:30 a. m.
May 9. Three measurements for discharge were taken, one by Mr. George C. Thomas,
one by Mr. Charles Miller, and one by myself.
Leland Cravasse, 484f R., occurred May 25. It was measured by me three times.
Crevasse below Columbia, Ark., 470 R., occurred June 22. It was measured by
me once. The results of these measurements are found in the accompanying cre-
vasse table. *
Chicot City discharge section, — On June 27, Mr. Charles H. Miller, in charge of the
Arkansas Citv party, set up a discharge range 2,300 feet below Chicot City Landing,
and 6} miles by channel above the Arkansas City dischargee section. The river here
is 3,962 feet broad between banks. Fourteen meter stations were located 300 feet
apart, Station 14 being 90 feet from tjie Mississippi bank line, and Station 1, 70 feet
from the Arkansas shore. The section was sbnllow and the velocity observed on
ttationa extremely variable. On June 28 and 29 Mr. Miller measured discharge here
3672 EEPOET OF THE CHIEF OF ENGINEERS, U, S. ARlffT.
"witb meter No. 38 ; on June 30, a. m. and p. m., and July 1, a. m., I meaeurod the dis-
cLarge with meter No. 39. In the afternoon I ran double floats over the section. On
July 2 botii parties proceeded to Chicot on the steamer Florence, where simultaneons
observations were taken with both meters, No. 38 being on the starboard and No. 39
on the port side. Results of these observations are in accomjianying table.
The observations of July 1 were taken simultaneously with those at Arkansas
City : meter observations at 7 o'clock, floats at 2 o'clock. It will be noticed that
the difference in the discharge at the two points by the two methods is practically
the same, it being for the meters 118,400 cubic feet more at Arkansas City than at
'JJiicot, and for floats 120,900 more.
Velocity obeenfafions beloto J,ake Providence, — On June 21 a velocity ranf^e was
•taked off li miles below Lake Providence, on which June 22 and 23 velocity was
measured, the meter being submerged 5 feet.
REPORT OF MR. T. C. J. BAILT, CHIKF OF PARTY, ON DT8CHAROK OBSERVATIONS AT
WILSON POINT, LOUISIANA.
Greenville, Mi6s.» February IQ, 189S,
The following report on low-water discharge observations at Wilson Point, Loais-
iana,for the season of 1892 is respectfully submitted:
The section had its old position but was divided into 100 instead of 300-foot sta-
tions in order to determine, if possible, how close an approximation to a true veloc-
ity curve the 300-foot stations give.
The weight on the meter was 250 pounds, with a wronght-iron vane, which by
presenting the sharp point of the weight to the cnrrrent would reduce the eddies
around the meter. The steamer Meter was employed for the work, and the regular
method for obtaining the velocity, with the following exceptions:
(1) Current meter was submerged but 10 feet. » * *
(2) Meter stations were occupied but two minutes, the rapid shifting of the cur-
rent during hiirh water demonstrating the necessity of more meter stations and a
shorter tim& on them.
October 26 the 100-foot stations were each occupied for two minutes. Dividing
the sections into partial areas of 100 feet leugth, and usiug all the velocity stations,
gives for that day a discharge of *147,992 cubic feet per second, and a mean -velocity
of 1.878 feet per second.
Dividing the section into 300 feet partial areas, and using the velocities found only
on the regular 300-foot stations, gives a discharge of 146,774 cubic feet per second,
and a mean velocity of 1.862 feet per second, a difference of less than 1 percent. At
the same time the aoconipauying platt shows the variableness of the current, which
is even greater in high than in low water. October 29, but 300-foot stations were
occupied on occonnt of a lack of time.
Under instructions from you, a new method for obtaining discharge was tried
November 22 First, the regular meter stations were occupied. Then, that same
mor« iug, starting at station llf + 50, meter submerged 5 feet, the steamer flanked
slowly across the river on the section, from the Louisiana to llie Mississippi side.
Chief, 'with watch in hand, would call and record time as a meter station was
crossed, assistant count>ng and recording revolutions of the meter wheel, cuntin-
uonsiy, setting down total revolutions at each call of '' time/'
This method was tried twice that morning, the steamer on both occasions flanking
across from the west to the east bank. For computation the river was divided into
100-foot sections (fiom meter station to meter station), except tlie 50-lbot one from
111 -f 50 to llf .
By this method the meter, passing through every filament of water flowing along
a plane 5 feet below the surface, would integrate the velocities of these differential
elements. The revolutions of the wheel between two stations divided by the time
would give the true mean revolutions per second in that section. This rsdnced to
velocity would be the resultant of the boat's and the current's velocity per second,
or, considering the current as normal to the section, the hypothenuse of a risht-
angled triangle, whose base is the side velocity of the boat in feet per seconn on
passing through the 100-fuot section (considering this motion as uniform, meanwhile),
and whose peqiendicular is the required mean velocity of the section, in a plane 5
feet below the surface. * * *
It may be sven that while the flanking method on this day gives a discharge 25
per cent greater than the ordinary method, yet the results of the two flanking trials
difi'er from each other by less than four-tt-nths per cent. It is believed that the boat
by compressing the water against the wheel (it being but 5 feel below the surface,
* For flnal result see tabulation. t Not printed.
APPENDIX T T— EEPOET OF MISSISSIPPI EIVEE COMMIRMON. 3673
and the boat drawing 2^), cansed the meter to register too high Telocities. At the
same time, the close a^eemenc of the results obtained by the two trials wonld tend
to show that the error is a constant one. * « •»
The shifting of the current within the half hour elapsing between the two trials
is also apparent, especially in section 7f-7i, where the trough in the second trial
occupies uie place of the crest in the first.
There was 300 feet of dead water at the west end of, and 180 feet at the east end
of section. Price meter No. 38 was employed, being rated once at Ashton, hA,, firom
a skiff pulled along a 200-foot base, in dead water. The meter was submerged 4 feet
in i^m 7 to 12 feet of water. * • •
RBPOBT OF MB, ▲. F. KILPATKICK, CHFRF OF PARTY, UPON DI8CHAR0B OBSRBVA-
TI0K8 AT UTTLB BOCK, ARK.
MBHPAIS, TeKK., JiM€ fjy tSBt,
I have the honor to submit the folloi^lng, with the accompanying tabulated sheoti'*
maps,* and notes, as a report on hi^h- water discharge observations of the Arkansas
Kiver, taken at Little Ruck, Ark., m May, 1892.
With Mr. M. Gardner as assistantj I left Memphis on May 19, arrived in Little
Bock on May 2^ and located the stations and ranges. On account of rain no obser-
vations were taken until May 23, when the river had declined 0.8 feet.
Method. — A departure from the usual method of the field work, and consequently
of the graphical computations, was necessary on account of having no steamboat.
The current was so rapid that floats could not be handled nor reuable soundings
made from a skiff.
In January ot this year, when the water was low, elaborate soundings were made
under direction of Capt. H. S. Taber, as shown on blue-print map* herewith. Four
of the sections, as indicated on the map, were selected, reduced and platted on oross-
seetion paper, and from them a section, whose dimensions were an average of the
four, was platted. » » ♦
Velocity of cnrrent was obtained by noting time of floats in passing from range
A C to B D, 3,200 feet below it. The path of each float was located by transitmen
at A and B. The floats were dropred from the railr«>ad bridget and, as they crossed
the line A C were observed by a transitnian at B and, at crossing of line B D, by
trausitnian at A. Time was noted by assistant who dropped the floats in response to
the signals given by assistants at the transits. The floats were subsurface ones, and
conflist€»d of donble>coned, air-tight tin buoys, connected by fine cords with sub-
merged sheets of tin crossed at right angles, so that the four leaves or flanges were
7 by 20 inches. The length of cord varied to suit depth of sti*eam, the object being
to have the submerged sheets travel mid-depth the stream at each place.
Levels run on May 25 between the bridge and gangn B gave data for calculating
slope of river at mean time of observations. An attempt was made to utilize the
United States gauge at Baring Cross Bridge, which is about 5,000 feet above the
bridge shown on map, but owing to its unfavorable position — on side of pier — ^it
could not be read to within 0.5 feet with any degree of certainty.
During tiie obsen^ations I had the cooperation of Capt. H. S. Taber, through his
assistant engineer, Mr. Van Frank, and from him obtained data for approximating
results in all cases where it was impossible, under tke oizeumstanoeai to maka meas-
urements. * » »
Capt. S. W. ROESaLBB,
Carps of JEngineeri, V. 3, A,
BXPOBT OF MB. A. F. KIU'ATBICK, CHIEF OF PABTT, tJPON DISCHABOB OBSBBTATIONB
AT MOKROE, LA.
Memphis, Tenn., June U, 189t.
I have the honor to submit the following * * * as a report on the field work
of high-water discharge observations at Monroe, La. [Ouachita River], in May and
June, 1892.
With Mr. Gardner as assistant, I arrived in Monroe on the 29th of May and
selected location for discharge section and gauges, as indicated in the sketoh* here-
with.
*Kot printed. t About 1,600 feet abova A C,
3674 REPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMY.
The party y consisting of assistant engineer, recorder, leadsman, and skiffinan, was
organized May 30, and established stations, erected Ranges, and made a complete set
of soundings. A high 'wind prevented observations of noats.
On the two days following, velocity observations were made, gauges read, etc.,
and on J une 1 levels run and checked between gauges. As the river bed in this
vieinity is practically uniform, the stream slu^gisn, and the wat«r clear, the sound-
ings of May 30 were used as a basis in calculating subsequent discharges.
The /M>undings were made on line A C (see sketch),* from a skiff, with a one-half
inch hemp line and 12-pound lead. Angles were recorded by transitman at B in
response to signal from skiff at proper moment, and depths were noted by assistant
in skiff. Soundings were taken about 25 feet apart.
Mid- depth velocities, normal to section, were obtained by noting the time con-
sumed by each float in passing from section A C to £ D (300 feet below it) and path
located by transitman at Bt who observed angles as the floats crossed each line.
• * * [Floats as described for Fulton, Tenn., see page 3665.]
The length of connecting cord was varied to suit tne depth of stream at each
place, the object beinff to run the floats at regular distances and have the submerged
tin travel middepth tne stream at each place.
On account of prevailing winds greatest surface velocity was obtained but once,
and at the discharge section. « * •
The sine of slope inclination is not given because the water was almost level and
the wind too high to allow close reading of gauges at the time. * * •
The transit notes taken were connected with map of the city of Monroe at point F
on the sketch* submitted, which is reduced from part of original^map in use there.
Gapt. S. W. RoBSSLER,
Carps of MngiiieerSt U, 8. A^
REf OBT OF MB. GEOB6E C. TnOMAS, CHIEF OF PARTY, UPON DISCHARGE OBSERYA-
TION8, RED RIVER, AT ALEXANDRIA, LA.
Greenyille, Miss., June f8, 1892.
The party arrived at Alexandria on the 22d of May, but owing to delay in arrival
of outht no work was done until the 24th.
The point selected for measuring this discharge was immediately in front of
Alexandria, La., where the stream is roinparatively straight for a distance of otio-
half mile above and below, and confined between the levee on the west side and tlic
high bank on the east ; width at extreme high water, 820 feet ; maximum depth, r»0
feet; bed of stream, soft clay.
A base line 1,800 feet long was laid out along top of leYee parallel with the stream,
from which four parallel ranges are located across stream, eact^ 200 feet apart and at
right angles to base line.
Slope gauges were established on the left bank 2,000 feet above and below the dis-
charge range I these were connected with the g^uge and read immeiliately after
each observation.
Range No. 3, or " Discharge Range,'' was divided into ten sections, nine of 83 feet
each and one of 87.4 feet.
Range No. 1 (for starting floats) was divided into ten stations, each station being
locatea opposite the center of its corresponding section on tiie discharge range.
Floats were started from each station and accurately timed when crossing Range
No. 2 to No. 3 and from No. 3 to No. 4. The float on the instant of crossing ea^
range being located by an angle from the zero of .base line, 800 feet below disdbarge
range.
Double floats of tin were used: upper float a double cone 6 inches in diameter; the
top float was immersed to one-naif its height; lower float a 12-inch cylinder, 18
inches long, with 4^ inch air-tight compartments ; float connected by small silk fish
line; lower float run at six-tenths the depth.
Three ranges were sounded on the 26tli, with a view of obtaining a mean section,
but finding no material difference between the three, only the discharge range was
sounded afterwards.
Soundings taken with a 15-pound lead on one-quarter inch line, graduated to feet;
lead thrown from bow of skifif ; angles read on leadsman ; soundings were first taken
approximately every 20 feet, but finding the bed of the stream comparatively uni-
form, the distance between was increased to 40 feet.
Water commenced escaping through chute on east bank, above the range on the
*Not printed.
APPENDIX YY — REPORT OP MISSISSIPPI RIVER COMMISSION. 3675
6th. Two moasnrements were made of tliis, one on the 9th and the other on the 14th.
Velocity ohtained hy surface floats ; sonndiugs located by stadia.
Considerable trouble was experienced on account of wind up to June 3, but for
the remainder of the time the party was out all conditions were favorable. • • •
MEMORANDA:
TO ACCOMPANY TABULATED RBSUIiTS OF FINAL REDUCTION,* IN SECRETAHT'S OFFICE,
OF DISCHARGE OBSERVATIONS ON THE MISSISSIPPI RIVER AND TRIBUTARIES AND
THiK atchafalaya; 1892.
St. LouU, Mo, — Observations were made under the direction of the secretary, by
party in charge of Mr. J. A. Ockerson, assistant engineer, and at about the time of
highest water. •
One discharge section was at the Merchants Bridge and the other section about ii
miles below that, at the Pittsburg Dike.
Tbe Merchants Bridge consists of 3 spans of about 500 feet each, and approaches. The
Telocity was measured at the centers of tbe first and second spans, with Price cur*
rent meter No. 10, when the meter was lost; the meter was held at six-tenths depth
and for ten and eight minutes. Tbe velocity measured at second span was assumed
for the third span. Tbe velocity of flow over the bank east of section was estimated
by the observer.
In reducing the registrations of meter to velocity in feet per second, the results
of the latest rating, made April 11, 1890, were used; the equation is: y =3.9897
y-h 0.2986, in which y= velocity and x = registrations.
The soundinffs were taken from the bridge, with a three-sixteenths-inch wire rope
and a 16-pouna lead. The distance apart of soundings was about 29 feet for the
flrat span and 58 feet for other spans.
The velocities at the Pittsburg Dike section were obtained with double floats,
except at one station on the shallow side, where the Price meter No. 10 was used
May 19.
The floats were run at irregular distances apart across the river; the subsurface
float was approximately at middepth. The highest velocity and deepest part of
the river were near the left bank. The last station at which the velocity was
measured, at the left bank side, was 300 feet from shore, and 275 feet from the near-
est station on the river side of it; the velocity found 300 feet from shore was 16.2
feet per second ; this velocity was applied over the area included between the shore
and 437 feet out, on the statement of the observer that the inaximnm velocity was
probably between the last station and shore. The city harbor boat, a large side-
wheel tug, was used at this section. In consequence of the streu^^th of current, the
steamer was headed up stream, dropped down across the section, feeling the bottom
with the sounding line. The soundings were made May 23, except one, which was
taken May 19: they were all corrected to agree with stage of May 21, the date of
float observations. The soundings were taken with same lead and line used at the
Merchants Bridge, and at irregpilar distances across the river; the first sounding at
the deep side was about 200 feet from shore and at the shallow side about 250 feet.
The observations were irregular, owin^^ to the difficulties of the situation. In cal-
culations allowance was made for these irregularities, based on personal recollection
<>f the observers, who were of the force of this office.
The gauge readings are from the standard United States Engineer gauge at foot of
Market street, whose zero is 400.23 feet above the Cairo datum plane.
Columbys, Ky, — Ihe discharge section is at the same location as in 1891, and is about
5?,000 feet below the section of 1881-'82.
The section is shown on a tracing, scale 1 :20000, accompanying the field notes. The
left bank end is about 200 feet above where the Mobile and Ohio Railroad would cut
the shore ii the straight line east of switches was produced. The right bank end is
about 550 feet below where the St. Louis, Iron Mountain and Southern Railroad would
cut the shore if the straight line before entering Belmont was produced.
Azimuth of section, R, B. to L. B., 305^ 30'.
B. B. from stone line B. M. f: azimuth 351^ ; distance, 5,020 feet.
Ij. B. from A Fort Halleck ; azimuth 29<^ 10' ; distance, 4,850 feet.
L. B. from P. B. M. 7 ; azimuth 27^ 30' ; distance, 2,050 feet.
* The methods of reduction are the same as heretofore used in this office for similar
ohservations and have been fully described in previous published reports. All the
results tabulated are from reco'mputation in this office, except some given in the
slope and crevasse tables, where it is specially noted in each case. Generally two-
thirds or four-fifths of the velocity observed at the last velocity station was taken
to find the discharge between that station and the shore; this was determined by the
form of the transverse curve of velocity in each case, as heretofore ; exceptional casea
ate noted in the Biemoranda.
3676 BBPOBT OF THE CHIEF OP KNGINEEES, U. &. AEMY.
Sonndings and yelocities were taken at irregular intervals across the rlrer, the
Velocities being generally less than 200 feet apart.
Cross sections were plotted to a scal<^ of 1 inch = 200 feet horizontal and 1 inch =
20 feet Yerlieal, and on these %h» Telocity cnrre was plotted in registrations of the
meter per second.
Soundings were scaled from these, 100 feet apart, and velocities generally 200 feet
apart^ for computing discharges.
The end areas were computed precisely from the notes. The end velocity station
on shallow side was generally a^ut 200 feet from shore, and on the deep side was
from 26 feet to 164 feet from shore.
The meter was not rated during the season, hence the rating of September 23, 1891,
was used; the equa£ion is y = 3.7i^ x -)-- •^l^*
The time during which meter was ran at each station varied from 70 to 2d4 seconds,
but was generally about 160 seconds.
Datum lihe was taken same as last season, at 40.65 feet on the standard M. R. C.
gauge at Belmont, Mo.,* whose zero is 287.14 feet above the Cairo datum. Datum
width taken at 3,121 feet.
Slope gauges were 8,400 feet apart on the left bank, the lower one being about
1,700 feet below the discharge section ; for results see slope table.
^Iton, Ten», — Section line is about normal to the direction of the current, and
about 5,000 fef)t above the landing at Fulton, Tenn.
This discharge section is about 1,600 feet above that used in 187^'80 and 1884.
Azimuth of section, R. B. to L. B., 330^.
R. B. Shore line from B. M. Y> 1»150 feet; azimuth 260° 00'.
L. B. Shore line from B. H. if, 950 feet; azimuth 225^ 10'.
The above are derived from a location of the section on a H. R. C. map, scale 1
inch = 1 mile, received from district officer, and transferred to chart, scale 1 : 20000.
Divergence is very small, hence the point of intersection is not given.
The float paths were plotted to a scale of 1 inch = 100 feet, and from this veloci-
ties were derived.
The soundings and velocities were plotted on cross-section paper to a horizontal
scale of 1 inch = 100 feet, and vertical scales of 1 inch = 20 feet for soundings, and
1 inch = 2 feet per second for velocities.
The distances of end velocity stations varied from about 30 to 75 feet on the deep
side, and from 70 to 200 feet on the shallow side of the river. The end soundings
were generally taken less than 50 feet from shore.
For computing area and discharge, soundings were scaled off from the plots every
50 feet, and the velocities every 100 feet, except that where the curves were very
regular the distance between velocities was increased.
The observer attributes apparent discrepancies in results of first few days to the
lead line (see field report), but considerable changes in velocity are also noticeable.
The readings are given of standard M. R. C, gauge at Fulton, Tenn., whose zero is
228.55 feet above the Cairo dstnm plane.
Datum line is taken at 250.10 feet on the local gauge at section, which was the
reading of April 30 and May 2^ 1892; the datum width is taken at 2,570 feet. The
tabulated slope Is from reduction at district office.
Helena, Ark, — The discharge section is shown on a map, scale 1 : 20000, accompany-
ing the field notes, to have the left bank end on line with the Memphis and Heleua
Railroad and the right bank eud about 300 feet below the elevator; the section is
nearly in prolongation of the Memphis and Helena Railroad, as it enters Gleadale,
Miss.
Right bank shore line, from B. M. y, 800 feet; azimuth 245^.
Left bank shore line, from V, 2,740 feet; azimuth 42°.
Section line intersects stone line 22 at 1,2^$0 feet from B. M. y, divergence 25^ 20'
downstream.
Azimuth of section line from R. 6. to L. B., 288^ 05'.
The soundings and velocities were at irregular distances apart; soundings were
mainly about 50 feet apart, except near the shores where the distances were generally
much less. Distances apart of velocities varied, being mainly about 200 feet in deep
parts and about 300 feet in shallow parts, or where velocities changed but little.
The cross sections were plotted to a scale of 1 inch= 300 feet horizontal, and 1
inch =20 feet vertical, and velocities plotted in meter registrations per second.
Note. — Geodetic positions are from scaling on the 1 : 20000 M. R. C. charts, and shore
lines are as shown on same charts, unless otnerwise stated.
*Thi8 gauge was connected with stone line B. M. } by duplicate line of levels of
inspection party in November, 1892. If the elevation of B. M. } is correct, then the
fauge is 0.25 feet too low. No correction has been a])plied to the reading tabulated
ere. Connection vith P. B. M. 8 at Columbus^ by river crossing, will be made as
early as practicable; meanwhile the elevation is doubtful.
APPENDIX YY — REPORT OF MISSISSIPPI RIVER COMMISSION. 3677
From these plots sonndiu j^s were scaled off every 150 feet and velocities every 300
feety except where velocities changed rapidly between stations, in which case they
were scaled every 150 feet and sonndin^ 75 feet. The end areas for &boat 500 feet
from shore were oompnted precisely from the sounding notes.
Velocities were generally observed within 300 feet of shore, bat the distance varied
from about 170 to 370 feet.
The same meter and rating was used as at Coluoibas, and length of time at sta-
tions was also about the same. (See page 3676.)
Datum line was taken at 45.73 feet on the standard United States Engineer gauge,
whose zero is 161.98 feet above the Cairo datum plane. Datum width taken at 5,119
feet, as observed May 11, 1892.
Slope gauges were 12,570 feet apart on the right bank, the upper one being abotit
2,500 feet above the discharge section.
Chiwt CUi/f Ark. — For description of location of discharge section and distances
between velocity stations, etc^ see field report on pace 3671.
The soundings were located in the usual manner from a 3,000-foot base, the dis*
taoce apart rarely exceeding 75 feet. Distances out of these were checked from the
angles, also corrections to lead line were checked. The cross sections were plotted
to a horizontal scale oil inch =200 feet and vertical 1 inch =20 feet, and sound-
ings sealed from the plots every 75 feet between the velocity stations, and from
these the partial areas were computed; the end areas were computed directly from
the notes.
From the location of Station I it did not give a good mean velocity for the end
area, £»r this area, therefore, the velocity at JStation I was correctexl by adding one-
sixth of the difference between Stations I and II. At all the other stations the
observed velocity was applied directly to its corresponding partial area.
The meter ratings used were as described for Arkiuisas City and given in table
meter ratings. The results of low velocity ratings were used at Station XIY.
The meter was run at each station generally for five minutes.
Float observations were reduced in the usual manner.
The datum line was taken at water surface level at the discharge section on June
28, which is approximately 165.2 feet above the Cairo datum plane. The gauge
rea4liugs tabulated are as observed by the discharge party on the Arkansas City
gange, whose zero elevation is 116.44 feet above the Cairo datum plane.
Datum width 4,054 feet.
The discharge over bank was observed June 29, and assumed to be constant from
June 28 to July 2.
ArkamBM City, ArJs.—iSee also ^e]fi. report, p. 3665.) The discharge section is in
same position as in 1891; a field sketch, dateil June 4, 1891, scale 1 inch =300 feet,
shows the section intersecting the Arkansas shore 2,646 feet downstream from center
of elevator buiidiug at Arkansas City. The magnetic bearing of section line is
stated to be N. 41° 10' W.
On the same sketch a B. M. (probably stone line B. M. ^/ is shown 1,300 feet from
intersection of left bank and section line ; bearing £. (magnetic) and a P. B. M. (prob-
ably P. B. M. 84) is shown distant from same intersection 1,080 feet, bearing £. 14^^
S. (magnetic).
The discharge section of 1889 and 1890 intersects the Arkansas shore at same point
and the Mississippi shore 100 feet above the present section.
The soundings were generally well distributed across the river, distance apart
seldom reaching 100 feet, and near the shores being less than 50 feet.
The distances out of soundings and corrections to lead line in note books were
checked.
The partial areas were computed directly from the soundings up to May 19, and
after that the soundings were scaled from the plotted cross sections at intervals of
75 feet, and 50 feet near shore, and from these the areas were computed.
The scale of cross section plots was horizontal 1 inch s= 200 feet to 1 inch sa 20 feet
vertical.
The velocity stations were 300 feet apart across the river (except Stations I and II,
which were 240 feet apart) ; the end velocity stitionn were about 110 and 120 ^eet
from shore. The observed velocities were applied to the corresponding partial areas
in computing the discharge. The meter was generally run for five minutes at each
station.
No correction for motion of boat, noted in the field report, has been applied. On
days when piano wire soundings were taken on same day as the ordinary line sound-
ings, areas by both methods, computed separately, are given; also separate dis-
charges.
The old meter. No. 5, and two new ones, Nos. 38 and 39, were used in measuring
velocities. These meters were rated several times during the season, and the resnlto
of final reduction in this office are given in table on page 3700. The differ^it series
were divided at about 3 feet per second velocity, and the upper and lower groups of
each series reduced separately.
3678 REPORT OP THE CHIEF OF ENGINEERS, U. S. ARMY.
The results of tho higher grpnps were used for redacing the river velocities, and
that of the lower group for over-bank flow. The reenlts of each group for the dif-
ferent meters have been combined in the usual manner by weighting the constants
inversely as the squares of the respective mean errors of the constants. The result-
ing values are given in the table. Meter No. 39 was taken apart April 28, hence the
rating of April 23 was not combined with later ratings, but used separately for dis-
charges of April 22 to 27. The float observations were reduoed in the usual manner.
The gauge readiugs tabulated are from the gauge at elevator and as reported by
the observation party; the elevation of zero of this gauge is 116.44 feet above the
Cairo datum plaae.
Datum line is taken at 41.73 feet on the gauge and datum width at 3,416 feet^ both
the same as in 1891.
Over-bank discharge was measured April 25, May 3, 5, 11, 19, and 31, June 10 and 22,
and July 1, and from these the bank discharges for intervening dates were interpo-
lated.
JFilson Point, La. — ^For position of velocity stations, methods of observation, etc.,
see field reports, pp. 3669 and 3672.
The discharge section is shown on a sketch accompanying the field notes, scale
1: 10000, with the right bank end about 250 feet above Wilson Point Lauding; the
azimnth of section R. 6. to L. B., is 248^ 32', measured on same sketch. This section
was used in both high and low- water discharges this year, and was also used in 1891.
The distances out of soundings were checked from the angles, and also lead line
corrections to soundings checked. The cross sections were plotted to a scale of 1
inch = 200 feet horizontal and 1 inch =10 feet vertical, and for these plats the sound-
ings were scaled off every 75 feet ; for the low water set soundings were scaled
every 50 feet except near shore, since the velocity stations in the low -water observa-
tions, were 100 feet apart. End soundings were taken directly from the notes. From
these scaled soundings the partial areas were computed, and the velocities observed
at the different stations applied to the corresponding partial areas, except s^t Station
I, during high water, where the observed velocity was increased by adding one-
fourth of the difference between that and the velocity observed at Station II, to com-
pensate for the nearness of Station I to shore; see field report.
The new Price meters Nos. 38 and 39 were used in measuring velocities, and also
double floats.
The results of ratings of the meters, given in table on page 3700, and as deacribed
for Arkansas City, wore used in computing high- water discharges; for the low- water
discharges meter No. 38, with rating of November 26, was used.
Where meter and floats are used on the same 4ay the same set of soundings is used
in obtaining both discharges ; hence the area quantities are not repeated in the table
In the low- water discharges the meter was held at 10 feet below the surface, «zcapl
near shore, and these observed velocities were reduced to correspond to six-tenths
depth by the table given in Mississippi River Commission Report for 1984, p. 189,
last line.
Two discharges are given for October 26, one using all the stations 100 feet apart,
and the other using only the regular stations, 300 feet apart, the same sonndings
being used.
The Lake Providence gauge readings tabulated are from the regular gauge reports.
The zero of this gauge is 89.62 feet above the Cairo datum plane. The '' local gauge '^
readings are the elevations of the water surface at the discharge section above a
horizontal plane at same elevation as that of the zero of the Lake Providence gaug^.
The datum line is taken at 41.83 feoc on this local gauge as tabulated.
The width at datnin line was taken as observed at 3,938 feet.
In computing the low-water datum areas the same datum line and width were
taken; and at 39.43 feet and 37.43 feet the widths were taken, as observed during
high water, at 3,923 and 3,841 feet, respectively. Between these heights the slope of
bank was assumed to be uniform, and also between the last height and the water
surface.
The overbank discharge given in the table was on the Mississippi side of the river,
as described in field report. Tho dates it was observed are noted in the table; for the
intervening dates it is interpolated in proportion to time.
Crenasaemeaauremente, third dUtn<iU — (For field reports see pp. 3666 and 3671.) In
this re-computation only obvious errors in the first computation were corrected, the
judgment of the observer being accepted where it was evidently his intention to
allow for rmall irregularities or insufficient observations.
The results of meter ratings on p. 3700 were used in computing discharges, the low
velocity groups being generally taken.
Where the submergence of meter is not noted on the table it was assumed to be
six-tenths of the depth.
The widths o f the breaks tabulated are mainly copied from field reports. Sinoe the
discharge range was not always in line between encLs of break its width would some-
APPENDIX YY — ^REPORT OP MISSISSIPPI EIVER COMMISSION 3679
times be greater than that tabulated. The discharge of Brooks Mill crevasse was
observed May 25 also, but liie results are not tabmated since the district officer
regards them as Tvoorthless.
Hie observer notes, June 1, for Leland crevasse that conditions were unfavorable,
but thinka results as given can be relied on to within 10 per cent.
Natckegf Mia9. — ^A rough -sketch, accompanying notes of 1891, shows section to be
immediately in front of the town of Vidalia and normal to the direction of the
river. Hie left-bank end is about 3,300 feet below wherfi Orleans street, Natchez,
if produced, would intersect the shore line.
k B. shore line Arom B. M. ^^ 1,900 feet; azimuth, 345° 20".
R. B. shore line from AEast Base =< P. B. M. LXIII, 1,100 feet; azimuth, 20^ lO'.
L. B. shore line from B. M. ^^, 850 feet ; azimuth, 81^.
Section line nearly parallel with stone line 132; azimuth. 323^ 30^.
It is stated in notebook that the discharge section is in same position as in 1891.
The distances between stations varied from 98 to 200 feet, except that until May
28 the distance from station 11 to station 12 was 224 feet, when station 12 was moved
to make this 200 feet.
The distance of end stations from shore was about 100 feet until May 30, when the
"distance out^' of left-bank station was increased to 129 feet by the change above
noted.
Until May 20 tihe boat was not exactly at the established stations on account, the
observer states, of new crew. The departure from stations however is exactly noted.
Velocities were measured with the Price current meter No. 25. The time of an
ol»servatiou varied from about one minute to three minutes, but was eeuerally less
than one and one-half minutes. At stations 5 to 9. after the first few days, the
meter was held at two-tenths depth and at other stations was held at from three-
tenths to eight- tenths depth.
Since the meter was held at two-tenths depth for the greatest number of stations,
all the others were first reduced to this depth, and the whole result finally reduced
to six-tenths depth, using the values for the different depths given in Mr. Price's
tables. This method of observing obviously increases the work of reduction and
also introduces an additional series of assumptions between the observations and
the final result, besides those involved in the adopted method of computation.
The notehook contains two sets of observations for rating the meter, July 2 and
Jnly 12, 1892, respectively; but as the fimtset was marked "no good,'' only the sec-
ond set wafi reduced and used in computing discharges. For results of reduction see
table of meter ratings.
Datum line was taken at 48.06 feet on the United States Engineer gauge, and datum
width at 2,179 feet, both as observed June 25, 1892. Datum line was taken at this
height because the river width at datum height of last year was not observed this
season.
Mr. O. Ed. Mott, assistant engineer, who was the observer during the season, states
in a letter that up to May 19 the observations are not reliable on account of new
crew. In the notebook the observations of June 23 and 24 are also questioned for the
same reason.
The formula correction to discharge was from about 2,100 to 3,700 cubic feet per
second.
Red River Landing^ La, — ^The discharge section is shown on sketch scale 1 inch = 1
mile to be due east and west, latitude 30^ 57'-f- 2,340 feet, and is at Red River Landing.
R. B. end is said to be nearly at same place as section of former years, but left-bank
end is moved downstream to make section normal to direction of the current.
R. B. shore line from B. M. ^f ^, 5.000 feet; azimuth, 351^.
L. B. shore line from B. M. ^^, 4,100 feet ; azimuth, 22^ 30^.
Section line (produced inshore) intersects stone line No. 150 at 4,700 feet from B.
M.^<i divergence 45^ upstream.
Range signals on left bank were used to locate stations. The stations were mainly
200 feet apart, except near shore, where they were 100 and 120 feet apart. End sta-
tions were 98 to 120 feet from right bank and 56 to 138 feet from left bank.
Note. — In the fourth district, comprising Natchez, Red River Landing, Simmsport,
and Carrollton, the sounding and velocity stations were coincident and were main-
tained at the same places on the dis«?harge section throughout the season, with some
exceptions at Natchez, which are specially noted. The means of velocities at adja-
cent stations have been ajiplied over the included areas to find the partial discharges.
The usual formula correction for error due to this method has been approximately
applied, the maximum correction at the Mississippi stations being about one-fourth
of 1 per cent of the total discharge and about one-half of 1 per cent at Simmsport.
Generally this correction la unimportant. Its range is given in the memoranda for
each station.
3680 BEFOBT OF THE CHIEF OF ENQINEEBS/U. 8. ABMT.
Yelooities were meaanred with the meter at mid depth until Jime 14, after which
they were taken at foiir-teutha depth. These have all been redn ed to six-teutha depth
for oompatinff discharge. The meter was ran from two to three minutes a6 each
station until May 11, and after that uniformly for two minntos at each station. •
The notes contain tables of lead-line corrections up to May 13 for this station and
Siinmsport, and corrected sounfliugs have been checked by these tables; but after
that date Mr. Oliveira, the observer, states that ''The corrections for each day's
soundings were made by stretching the lead line alongside the tape line and read-
ing off on the tape the correct sonnilings corresponding to each recorded reading on
tiie lead line. The readings on the tape line were entered as the corrected soand-
ings." The corrections, as given in tiie tabl^, seldom exceeded 1 foot and were
generally one or two tenths of a foot.
Datum line was taken at 48.85 feet on the United States Engineer gauge and datum
width at 4,046 feet, both as observed June 27, 1892. The fonnula correction for a
total discharge was from about — 300 to + 700 cubic feet per seccmd.
Mr. W. G. Price, assistant engineer, was observer until May 13, after that Mr. B.
J. Oliveira. Slope gauges were read at the discharge section and at Rows Landing.
The results are given in the accompanying slope tables.
The location map accompanying the discharge notes shows a flow over the left
bank following the foot of the binds from Clark es Lake, just below Fort Adams,
and coming into the river again at Bows Lauding, making a nearly straight cut
across of about 8 miles long, which opposite the discharge section was about 4 miles
from the river. No measurement or estimate is given of this overflow in the notes of
discharge work.
Simmspori, La.* — ^Two different discharge sections were used at this place, the first
one stated to have been established by Mr. G. Ed. Mott, assistant engineer, between
sill clams Nos. 1 and 3. This section was used until May 7. The stations were 100 feet
apart, except near shore they were 50 and 60 feet apart. The end stations were about
30 and 70 feet out until April 7, and then about 70 feet from shore on both sides while
this section was used. (See Red River Landing memorandum for notes on lead line.)
The second discharge section at this place, established by Mr. W. G. Price May 13,
1892, is shown on sketch to be located below the mouth of Bayou dea Glaise and
just above the mouth of Alligator Bayou. The stations were 100 feet apart, except
near shore they were 60 and lO feet apart. The end station at the right bank was
about 60 feet Arom shore. The end station at the left bank was about 60 feet out from
main shore.
As the river rose this bank was overflowed and an angle in levee just above formed
a pocket, so that this overilowed part was dead water.
The datum line for first section used was taken at 42.33 feet on the gauge, and
datum width at 1,056 feet, both as observed May 7.
The datum line for the second section was taken at 46.64 feet on the gauge, and
datum width at 1,222 feet. In computing datum areas the width at 44.40 feet on the
gauge was taken at 1,057 feet.
The Simmsport gauge readings are tabulated as reported by the discharge party.
The zero is 24.17 feet above the Cairo datum plane.
The change of gauge in twenty-four hours is from the regalar ^auge reports, bat
since these reports were discontinued. May 15, and those of the discharge party are
not continuous, this column is blank after May 13.
Carrolltanf La,* — ^The section is reported by observer to be at the same place as in
1891, who also states that the water width is greater than last year, owing to an old
spur levee and batture being cut away in building a new levee.
A sketch, scale approx. 1 :20000, shows the section to intersect the left-shore line
about 600 feet above the foot of Carroll ton avenue, Carroll ton, La.
The section is normal to the direction of river at that place, and is about 1^ miles
above upper limit, at the river, of Audubon Park.
The stations were at irregular distances across the river, varying from 50 to 200
feet. The end station, at the deep side, 120 feet from shore, that at tn& shallow side
was 250 feet ftt>m shore.
Velocities were measured with Price meter No. 22. The meter was held at four-
tenths depths at stations covering the deepest part of the river, and at others at
five-tenths and six-tenths. They were all reduced to six-teiiths depth before com-
?uting discharge. The meter was run for two minutes at each station, except that on
une 30 about half the stations were observed for one minute, and one station for
three miniLtes.
The meter was rated June 8, and the results used in computing discharges. See
table of meter ratings for values.
The observer reports lead line correct. Datum line is taken at 17 feet on the
United States Engineer gauge and datum width at 2,490 feet, as observed June 10,
1892.
*See note on page 36T9.
APPENDIX Y T — ^REPUKT OF MISSISSIPPI RIVER COMMISSION. 3681
The formula correction was about 200 to 800 cubic feet per second for a total dis-
charge.
Mr. Wiillam Garvin, assistant engineer, was the observer during the season.
Arkannat River,* Utile Rocky Ark, — (See also field report on p. 3673.) The mean
crose section, derived as described in field report, was plotted to a horizontal scale
of 1 inch =100 feet; vertical, 1 inch =10 feet, and from these plots soundings were
scaled every 100 or 150 feet for computing areas.
The floats were run over a distance between ranges of 3,200 feet. The upper
range was 1,600 feet below the railroad bridge over the Arkansas River. This briage
is stated to be about 5,000 feet below the ^'Baring Cross" Bridge^ upon which the
United States Engineer gauge is located.
The end velocity stations were less than 150 feet>from shore and the mazimnm dis-
tance between observed velocities on May 23 was about 300 feet and on May 24 about
500 feet. Those observed velocities were plotted on tho cross sections to a vertical
scale of 1 inch =2 feet per second, and from these plats velocities were scaled off
mainly 200 feet apart, and the discharges computed m the usual manner.
The Little Rock ^auge in the tabulation is the standard United States Engineer
gauge, whose zero is 241.55 feet above the Cairo datum plane.
Ouackiia River, Monroe, La. — (See field report on p. 3673. ) The discharge section is
shown on a map, scale 1 inch =400 feet, accompanying the notes, to be normal to the
direction of the river. The left- bank end is 2,320 feet below the south line of
Calypso street, Monroe. The section is three-fourths of a mile below the Vicks-
burg, Shreveport, and Pacific Railroad Bridge over the Ouachita River.
Velocities were observed on May 31 and June 1. Soundings were taken only on
May 30, and these soundings were corrected for change of stage and used forobtain-
ing areas for May 31 and June 1. The observ;itions were careiully distributed across
the river; the velocities were taken on May 30 about 50 and 100 feet from the shores,
but on June 1 the velocity at 100 feet out was borrowe.d from the day before, as it
was not observed June 1 at this point.
The cross sections were plotted from soundings corrected, as above noted, to a scale
of I inch = 100 feet horizontal and 1 inch = 10 feet vertical | velocities were plotted on
these to a scale of 1 inch=^l foot per second.
Soundin<rA were scaled from these plots every 25 feet, and velocities every 50 feet,
and from these the areas and discharges were computed in the usual manner.
The Monroe gauge, whose readings are tabulated, is that reported by the United
States Weather Bureau. The preliminary value of its zero is 51.55 above the Cairo
datum plane.
Red River, Jlerandria, La. — (See field report on p. 3674.) The discharge section is
described as being immediately in front of the town of Alexandria, and is shown by
a skeich in the notebook to be e^cactly in prolongation of the southeast line of Lee
street, and normal to the direction of the river. The soundings were at irregular
ftistanoes across the river, located by transit angles from an 800-font bane; the dis-
tance apart of the soundings varied, generally being from about 20 to 60 feet; in a
f jw i-t^en being from 5 or 6 to over 100 feel apart.
No lead-line corrections are given. The areas between soundings were computed
precisely from the notes, and these were grouped into partial areas to correspond to
each velocity station.
The floats crossed the discharge section at irregular distances apart across the
river. The observed velocity, derived from the float, was applied to the correspond*
ing partial area. The end-velocity stations were generally less than 50 feet from
shore, and soundings were frequently less than 10 feet from shore. The velocities
observe<l at the end stations were applied from the shore to halfway out to the sec?
ond velocity station.
From the measured discharges over bank of June 10 and 14 this discharge fo^
included dates was interpolated, and also for June 15, assuming that the change
wae proportional to the time and having regard to change of stage.
The datum line was taken at 38.24 feet on the United States Engineers gauge
whose zero is 64.46 feet above the Cairo datum, and datum width is tJ^en at 820
feet, both as observed June 13, 1892.
For results of slope observations see tables.
* For measurement of flood escape of Arkansas River through levees below Pin^
31uff, see report of Mr. Tollinger, on p. 3667.
¥SNa 93 ^231
3682 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
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3694 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARM7.
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APPENDIX Y Y — ^REPOET OP MISSISSIPPI RIVER COMMISSION. 3695
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3696 REPORT OF THE CHIEF OF ENGINEERS, U, S. ARMY.
Slope ohsertationi, Misaiesippi Eiver,
Disianoes between gtmge» 8 400 feet.
COLUMBUS. KT.
[Reftultfl of rediLOtion at oiftce of first and second distrida
engineer.]
Maximum Maximamj'
surface
surface ]
•
Belmont ^®**>city
velocity ; Slope sint>
at upper
at lower i of
flange.
gauge,
gauge, inclination.
per
per i
»
second.
second, j
1892.
Feet.
Feet.
Feel,
AnrfllS
41.28
^ is:::::::::...: ::: :
41.20
41.00
42.96
43.00
43.10
43.10
42188
.
0001024
16
26
9.488 ! 8.833
no!^
27
9.141 I 8.833 097e
28
9. 527 d Ofii (i(i7rt
29
9.874
9.565
9.103 1 0976
ao
9.103 1 1013
FULTON, TENN.
[Beanlts of reduction at office of first and second distriets engineer.]
1892
April 15
16
18
19
21
22
28
25
26
27
28
29
80
May a
8
Fulton
gauge.
Feet.
32.94
33.10
33.21
33.25
33.38
33.35
33.37
33.50
33.63
33.81
33.06
34.03
84.22
34.21
34.18
Maximum
surface
velocity at
Craighead,
per second.
Feet.
7.69
7.14
8.00
8.00
7.09
7.41
7.14
7.14
7.14
8.33
8. CO
7.41
7.14
7.41
Maximum
surface
velocity at
Falls Land
ing, per
aeoond.
FeeL
7.69
8.00
8.83
&00
8.00
8.33
8.70
9.09
8.00
8.33
8.00
8.70
8.00
7.69
7.69
Slope sine of inclina-
tion.
Between
Craighead
and
Section.
,0D02441
2393
2374
242S
2403
2346
2855
2441
2441
2470
2489
2393
2403
2122
2384
Between
Section and
Falls
gauge.
.000^74
0434
04iU
0454
04a
0444
0464
0444
0174
0444
0444
0504
0484
0504
0494
NOTC—Gauge B is at discharge section, Craighead gauge is 10,500 feet above, and Falls gauge 9,000
feet belowgauge B. The river is nearly straight from 1,000 feet below Craighead nuee to Falls gauges
The slop* of river around Craighead point in vicinity of gauge was 1 foot on 600 ieet. Sine=abo4t
0.00107.
APPENDIX YY — REPORT OP MISSISSIPPI RIVER COMMISSION. 3697
Slope obaervationBf Mississippi River, — Continued.
HELENA. ARK.
Distance between gauges 12,570 feet. [Keaults of reduction at office of first and second districts
engineer.]
Mazi.
Mazi.
Maxi.
Maxi-
mum sur-,
mum sur-
mum sur-
mum sur-
face ve-
face ve-
Slope
face ve-
face ve-
Slope
Helena
Id^ity at
locity at
sine of
Helena
locity at
locity at
sine of
gauge.
upper
lower
inclina-
gauge.
upper
lower
inclina-
gauge,
gauge,
tion.
gauge,
gauge,
tion.
per sec-
per sec-
per sec-
per sec-
ond.
ond.
ond.
ond.
1802.
Feet.
Feet.
Feet.
1892.
Feet.
Feet.
Feet.
April
18
42.60
June 2
44.70
7.139
8.448
.000684
19
42.73
6.714
8.216
.0000708
3
44.66
7.060
8.294
0684
20
42.87
4
44.61
7.060
a 178
0692
21
43.25
7.368
8.718
0708
6
44.56
6.984
7.630
0692
May
3
44.50
7.368
8.987
0637
7
44.60
7.023
7.677
0700
4
44.64
7.137
8.486
0660
8
44.62
7.176
8.409
0700
5
44.77
7.677
9.103
0676
9
44.72
7.060
8.756
0708
6
44.88
7.368
9.218
0637
10
44.77
7.003
8.062
0708
7
44.98
7.291
9.218
0644
11
44.86
6.800
8.486
0708
45.48
7.764
8.910
0637
13
45.00
6.834
8.332
0716
10
45.66
7.484
9.103
0605
14
45.06
7.947
9.180
0708
u
45.73
7.085
9.450
0605
15
45.11
7. 835
8.332
0708
18
45.09
7.638
9.064
0621
16
45.12
7.947
8.525
0708
13
45.51
7.754
9.257
0605
17
45.06
7.600
8.139
0716
14
45.26
7. 501
9.296
0668
18
45.00
7.409
7.831
0708
16
44.77
7.638
9.604
0684
20
44.82
7.638
8.679
0660
17
44.55
7.600
0.450
« 0602
21
44.63
7.137
8.255
0660
Jane
1
•
44.07
7.291
8.872
0692
22
44.45
6.946
8.409
0676
ARKANSAS CITY. ARK.
[From reduction at office of third district engineer.]
Arkansas
City
gauge.
Slope sine of incli-
nation.
«
Arkansas
City
gauge.
Slope sine of incli-
nation.
Above.
Below.
Above
Below.
1892.
Apr. 23
Feet.
46.95
46.90
47.07
47.25
47.45
47.61
47.78
47.96
48.02
48.10
48.10
48.25
48.33
48.55
48.75
48.80
48.88
48.05
49.14
49.14
49.14
40.10
49.15
49.27
49.40
40.40
40.46
49. 59
49.64
49.73
49.82
49b 82
.0000645
638
635
631
629
629
. 627
624
620
620
620
620
615
618
620
620
624
623
624
624
624
632
634
635
688
638
638
639
644
643
642
642
1892.
Hay 31
Feet.
49.82
49.88
49.73
49.73
40.60
.0000600
596
501
501
604
594
587
591
594
504
593
590
580
589
589
590
587
585
585
579
679
571
571
569
0600642
25
June 1...
642
28
3
643
27
'.'0000562*
666
550
552
556
567
657
553
564
563
544
549
550
562
563
573
578
685
580
579
585
585
58 L
577
581
582
693
603
3
643
28
4
649
29
4
30
6
49.47
49.43
49.39
49.39
49.42
49.44
49.45
49.45
49.45
49.44
49.37
49.30
49.20
48.97
48.97
48.85
48.85
48.47
48.28
47.52
47. 17
46.65
46.13
46.13
45.49
45.49
644
Wftv 2
7
647
^ 3.:::::::::::
8
645
4
9
645
4
10
646
5
11
647
6
13
647
7
14
647
9
14
10
15
646
u
16
649
12
17
646
13
18
646
14
20
647
14
20
21
647
16
646
19 J..
21
21 ,
23
640
23
24
647
23
27
651
24
28
651
26
29
651
27
30
652
28
80
30
Jnly 1
638
30
638
NoTB. — ^The slope obtained by taking for tbe " above," the gauge at Bolivar Landing and Arkansas
City, and for the "below," the gaugeis at Arkansas City ana Greenville, and the distance as 216000
ftet. And tbe slopes are given in decimals of a foot; beiiig the jCsll per foot.
ENa 93 ^233
3698 BEPORT OP THE CHIEF OP ENGINEERS, U. 8. ARMY.
Slojje ohaervatioHB, Mississippi River — Continned.
TVILSON POINT, LA.
•
[From reduction at office of third district engi
Deer.]
ft
Gauge.
Slope sine of incli-
uatioQ.
Gauge.
Slope Bine of incli-
nation.
Above.
Below.
Above.
Below.
1892.
Aor. 16
Feet.
*36.2
37.2
37.5
37.8
38.2
38.6
38.8
39.5
39.7
39.9
40.2
40.4
40.6
40.8
40.9
41.0
41.2
41.3
41.4
41.6
41.6
41.4
41.5
41.6
41.5
41,4
.0000570
567
546
561
544
532
546
530
549
544
533
547
547
539
565
547
551
553
549
558
542
553
553
558
553
567
May 19
FeeL
41.4
41.4
41.5
41.6
41.6
41.6
41.6
41.7
41.8
41.8
41.8
41.0
41.8
41.7
4L6
41.6
41.6
41.6
41.5
41.5
41.5
41,5
41.5
41.5
41.4
41,3
.000066S
668
663
065
mi
O06
066
066
673
671
671
658
656
661
658
656
654
655
056
656
651
661
646
640
636
636
.0000549
18
20
549
19
•••-•--r-*
21
549
20
24
546
21
25
553
22
26
554
23
27
5.'i8
25
28
55:^
26
30 -.
535
27
31
540
28
June 1............
544
29
.0000679
674
666
676
664
671
674
673
676
673
666
669
668
661
663
2
549
30
3
558
Mav 2
4
563
^ t:
6
540
4
7
MO
5
8
642
6
9
551
7
10
553
9
11
S56
10
Ji;::::::::::
558
11
14 ,
16
556
12
558
14
16
553
16
17
558
18
20
D76
* Lak^ Providence gauge.
Note.— Upper slope gauge at Leota, Miss. Lower elope gauge at Lake Providence, Lft.
K,m) BIVEB LANPING, LA.
Apr. 5
7
21
Uvy 4
6
11
19
83
t84.2
35.0
40.9
43.8
44.1
44.8
45.4
45.4
.0000284 1
249
251
2€9
261
254
274
May 25
27
June 1
8
9
14
16
20
45.5
45.6
45.9
46.2
46.7
47.5
47.7
48.2
.0000375
278
264
261
284
287
289
887
t Red Kiver Landing gauge. Distance between gauges 36, 716 feet«
LITTLE HOCK, ABE. ( ABKANSAS RnTBB).
[Slope taken between bridge and gauge B, 00 feet below range B. D. ; distance, 4,880 feet];
Kay 23
24
1802.
Little Bock
engineer
gauge.
Feet.
80.2
29.4
Maximum
middepth
velocity at
section.
Feet.
15.30
12.92
^Maximum
surface
velocity at
seotioii.
Feet.
13.44
13.22
*Slope sine
ci indinsr
tion.
,00010672
,00Q22S36
*Be8ults of reduction ^t office of second district engineer.
APPENDIX Y Y — ^KEPORT OP MISSISSIPPI RIVER COMMISSION. 3699
Slope ^serw^Hont, Mi$9%snppi Biter — Continuedi
ALSXA2n>SIA« LA.(BBD BITBB).
[DiBtmoe between npper end lower ){aages, 4,000 feet.]
Alexandiift
gftage.
1W2.
May 27
28
30
31
June 1
2
3
4
6
Slope nine of
incUnmtion
between
npperand
lower gaogea.
Ftet
29.6
30.6
83.2
33.7
34.5
85.
35.8
36.1
37.0
.000450
050
450
450
400
425
450
500
1892.
Jane 7
8
9
10
13
14
15
AlexandrU
gauge.
Feet,
87.5
37.8
87.8
37.9
38.1
88.2
38.2
38.0
Slf^w Bine of:
inclination
between
upper and
lower gauges.
.000475
500
500
450
450
700
450
450
]
3700 REPORT OP THE CHIEF OF ENGINEERS, U. 8. ARMY.
f
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APPENDIX Y Y — REPORT OF MISSISSIPPI RIVER COliMISSION. 3701
Overflow discharge between Arkaneae City and TrippCy Ark,
[Telocities talcen with sorfaoe floats. Besnlts of redaction at office of Third District Engineer. For
report, see p. 3667.]
1892.
I^atnre of opening.
•
Width.
Mean
depth.
Area.
Mean
Telocity
per
second.
Dis-
oharge
per
second.
Msy28and29
Over track
Through bridge ..
Feet.
9, 525
7,017
Feet.
Sq.feet.
95,425
105,115
Feet.
1.97
1.15
Oa.feeL
188,000
121,000
Total
16,542
200,540
i.fii
309,000
Over track
TliTough bridge . .
May 3Q and 31
5.655
7,083
60,644
107.357
1.99
1.31
121.000
140,000
Total
12,738
168,001
1.55
261,000
DisoKarge ofinleU into Bayou Bartholomew from overflow.
[Telocities taken with surface floats. Besnlts of redaction at office of Third District Engineer. For
report, see p. 3668.]
1892.
Natnre of opening.
Width.
Mean
depth.
Area
Mean
vwlocity
4>er
second.
Dis-
charge
per
second.
Ahwe Browne Bridge.
Jane 11.......................
DeepBayon
Wash
Feet.
300
100
200
200
Feet.
8.85
6
2.6
10.9
Sq.feet.
2,655
600
620
2,180
Feet.
0.8
0.8
0.8
0.8
(ht.feet.
2,124
480
11
13
....do ..k. •••••.•••
416
13
Ambon Bayon —
1,744
Total
800
7.44+
6,955
0.8
4,764
Fletcher Brake...
. ...do
Below Browne Bridge.
Jnne 9...... .,,-.,, -r^ r-.^..-..^.
858
210
250
1.66
10.32
2
694
2,167
500
0.8
0.8
0.8
475
L733
10 ^..
Browns Bayon. . .
400
' Total
818
3.08+
3,261
0.8
2,608
•
Qrair»d total
1,618
5.70—
9,216
0.8
7,372
I^charge of Bayou Bartholomew at Browne Bridge,
[Velocities taken with surfaoe floats. Besolts of redaction at offioe of Third District Engineer. For
report, see p. 3668.]
1802.
Nature of opening.
Width.
Mean
depth.
Area.
Mean
velocity
per
second.
Dis-
charge
per
second.
Jane 10. ••....•
Bayon Bartholo-
mew.
Feet.
416
Feet,
10.5
Sq.feet.
8,104
Feet.
0.8
Ou.fe€t.
6,483
«
SUMMARY.
Cubic feet
per second.
Bayou Bartholomew, at Browns Bridge 6,481
Inlets into Bayou Bartholomew, below Browns Bridge 2,608
Total discharge of Bayou Bartholomew 9, 001
Total discharge of inlets from overflow 7,372
Total discharge for natural drainage 1,719
3702 REPOET OF THE CHIEF OF EKOINEERS, V. 8. ABMY.
C^ev€iss€ meoiurements,
[For notes on redaction, ftee p. 3678.]
MISSISSIPPI RIVER, THIRD DISTRICT.
Xame.
FnltonLake
Do :
Do
Panther Forest, . . .
Do
Do
Do
Columbia
Leland
Do
Do
Brooks MiU
Do
Do
Distance
irom
Cairo.
439
439
439
452
452
452
452
470
484
484
484
506
506
506
Bank.
Right.
Right.
Right.
Right.
Right.
Right.
Right.
Right.
Right.
Right.
Right.
Right.
Right.
Right.
Width.
Feet
1, 666
1,809
1,022
1,091
1.410
1,673
2,085
380
812
423
423
Attn
OW)
715
715
Discharge
per second.
CfubiefML
•14,988
15.960
19,554
74,214
69,550
80,884
91.623
tl8,483
:9,800
17,253
$6,935
:35,00C
87,831
80,003
Date of
break.
1802.
June 2
May 13
June 22
May 25
May 9
Date of
obsenra-
tioD.
1892.
Jttne 8
Jane ]8
June 22
May 17
May 26
June 2
Jane 17
Jane 35
Jane 1
Jane 16
Jane 25
May 13
June 9
Jane 24
Method.
Meter No. 5l
Do.
Do.
Meter Na 39.
Do.
Meter No. 38.
Do.
Meter Ko. 39>
Sarface floats.
Do.
Meter Ko. 39.
SorCftoe floats.
Meter Ko. ^.
Do.
*Integrfltion method.
tMotur at six-tenths depth.
1 Results of redaction at office of Third Distriot Bagineer.
\ Meter 4 feet below snrfaoe.
Crevasse meaaurements,
[Results of reduction at office of Fourth District Engineer.]
MISSISSIPPI RIVER, FOURTH DISTRICT.
Kame.
Ascension
Hermitage
KewHope
Delogny
Belmont
'Tessier
.Anchor
:Sarpy
Avondale
"Villere,Ko. 1,...
Vinere.Ko.2-...
:Story, Ko. 1
iStory, Ko. 2
iMerritt
JiBelleChasse....
Cedar Grove
Belair
Monseconr, Ko. 1
Monsccour, Ko. 2
Happy Point
Monsecour, Ko. 3
Harlem*
Miller
Oetaye
Martin
Distance
below
Bank.
Cairo.
Miles.
882.5
Right.
886.5
Left..
897
Right.
006.5
Right.
Left..
908
909.75
Left..
929.6
Left..
937
Left..
952
Right.
Left..
972
971.9
Left ..
075
Left..
974.75
Left..
976.5
, Left..
982.5
Right.
989.5
Right.
995
Left..
■ 908.9
I^ft..
999
Left..
993
Left..
999.1
Left..
|1, 002.
Left..
!l,003.2
Left..
1,011.7
Left..
1,012.0
Left..
1,013.5
Left..
Maximum
width of
crevasse.
\
Feet.
148
63
160
126
1,427
204
396
1.380
139
15
124
23
114
96
107
26
62
24
26
51
37
441
39
35
194
Approxi-
mate max-
imum dis-
charge per
second.
Oubiefeet.
37,200
9,500
19,100
16,400
139, 846
25,520
21,000
115,920
16,120
742
1,816
952
16,560
13,500
14,186
686
8,700
2,100
2,280
6,750
2,785
22,050
5,985
5.600
3,492
Date of
occur-
rence.
1
1892.
June 6
June 21
June 1
June 23
June 12
May 22
May 6
June 13
June 13
May 3
June 11
May 28
June 11
June 13
June 3
May 24
May 24
May 11
May 29
May 18
Jane 7
M^y 12
to
'June 10
Date of
dosara.
1892.
June 9
Jane 23
June 6
June 28
May 29
June 19
May 4
May 30
Jane 19
Jane 15
May 28
May 28
May 11
June 4
May 28
June 18
Mav 15
July 1
June 14
May 14
Jaly 2
Oaoae of crevasee.
Cr»v1B8h bole.
Do.
Do.
I>o.
Do.
Unknown.
Crayfish hole.
i><K
Do.
Do.
Do.
Do.
Do.
Do.
Old rice flume.
Crayfish hole.
Do.
Do.
Bice flame.
Crayfish hole.
SMuakrat. cray-
fiah, and rice
flame.
Maakrat.
Do.
Caving bank.
* In a distance of 6,000 feet there were 11 breaks at Harlem, and figures presented are aggregates.
BAYOU LAFOURCHE.
Hill
Upper Ten
Boudreaux
145
40
225
Mav 9
July 2
Apr. 25
July 8
ATCHAFALATA RIVER.
PhUip White.
6,000t
June 16
tAbottt.
APPENDIX y Y — ^REPORT OP MISSISSIPPI RIVEE COMMISSION. 3703
Appendix 3 K,
STUDT OF XAELT MAPS OT MISSISSIPPI RIVER. BY CAPT. CARL P. PALPRBT.
CORPS OP X17G1NEERS.
St. Louis> Mo.^ June 9, 1893.
Gknibral: I hare tbe honor to ptesent the result of a stndy of some early maps of
the Mississippi River, as compared with those of the Commission.
The three maps herewith shown are :
(1) ** Course of the River Mississippi, f^m the Balise to Fort Chartres* Taken
on an expedition to the Illinois in the latter end of the year 1765. By Lieut. Koss^
of the Thirty-fourth Reji^ent. Improved from the surveys of the river made hy
the French.'*
(2) **A. draft of the Mississippi River fh>m the Balise up to Fort Chartres/' from a
report to the secretary of state for the colonies, hy Oapt. Philip Pitman, pnhlished
in London in 1710.
(3) "Map of the course of the Mississippi fi'om the Missouri and the country of
the illinois to the mouth of the river," irom the travels of Gen. Victor CoUot, puh-
lished in Paris in 1826.
Of Boss, directly, I have heen able to learn nothing. Fort Chartres was turned
over by its French commandant to the English commission on November 11, 1765.
For the privilege of tracing the map I am indebted to the Missouri Historical
Society.
Pitman, for the reading of whose report and the privilege of tracing the map I
am indebted to Col. George £. Leighton, of St. Louis, describes hims3f as having
been emploj^ed in "those countries'' for five years as an engineer. The only date
mentioned in his report is 1768.
Collot, a young officer of the etat-m%]or under Rochambeau in .America, briga-
dier-generaf and governor of Gnadaloupe under the Republic, prisoner of war and
left in PhUadelpnia by the English in tilie winter of 1795~'96, was detained in this
country by a lawsuit, and was, at his own suggestion, commissioned by Citizen Adet
to explore the fozmer French province of Louisiana. His book, in the hands of the
printer at the time of his deatn, J)ut not published till long after, shows great intel-
ligence, acute observation, and a scrupulous accuracy in stating what he saw him-
self and what he reports nom hearsay. He left St. Louis on September 16, 1796, in
an open boat (pirogue) with one white assistant and fonr Indians, and reached three
leagues above New Orleans, when he waa arrested as a spy by Baron Carondelet, nn
October 26.
Of the three, Pitman has the largest scale and the fullest detail, and is most con-
venient for comparison. Ross is very noteworthy for the accuracy of his topo-
graphical eye and his rendering of characteristic outlines. Collot has the best
general alignment. I regard them all as topographical reconnoissances, probably
platted by compass bearings and estimated distances, and from the general goodness
of their latitudes^ probably checked by altitudes of Polaris. The later^forms of
astrolabe or the single reflecting sextant would h<ave made this practicable. It is
almost needless to state that the longitudes are all bad.
For comparison of the three, I have selected a series of clearly recognizable points
iving a meander line of the general course of the river, platted them directly from
^oUot's map, which is on smaJler. scale, and constructed the others by offsets from
the stnlight line, Cairo-New Orleans. The results are shown on the accompany-
ing plat.
For the course of the river, I have collated the old maps with the ''Alluvial Val-
ley," looking for details to the inch-mile series, and occasionally even to the contour
lines of the detail charts. By the topography surveyed about 1880, I find, from
Cairo to Donaldson ville, the nver bed of 1765 recognizable in the present bed, the
cut-oft' lakes, the lines of bayous^ sloughs, and creeks, the belts of swamp, the depres-
sions as shown by the contour lines, and the lines of levee following old banks
because of their altitude. In making this comparison I have derived some little
aid from the reconnoissance of 1821 by Young, Poussin, and Tuttle, and much more
from the ''Navigator," edition of 1817, a pilot's guide describing the channels by
reference to points and islands.
As regards the shortening of the bed by cut-offs, it is noticeable that, from 1765 to
1796, there is no change of this character. 'Since 1800 there has been no such period
of thirty-one years. Four cut-offs, whose dates arc undetermined, occurred between
1796 and 1817 — the Montezuma Bend, Grand Lake, Yazoo, and Homochitta. llie
'' Navigator" mentions the old beds at Grand Lake and the Yazoo Bend as filled, and
overgrown, but recognizable by the smaller willows therein. The others are not
referred to. Humphreys and Abbot^ in their snimuary of tradition of early floods.
t
'■
i
3704 REPORT OP THE CHIEF OF ENGINEEB8, U. S. ARMY.
signalize that of 1799. From the filling snd growth I eumuse that these cnt-ofTs
are of date at least ae early.
As regards the lengthening of the bed by erosion of concave banks and building
ont of points in the bends, this more gradual and widely distributed change is
noticeable, even on these small-scale maps, in most of the greater bends. There are
points where bends have been ^ortened : most of these are in the neighborhood u(
ont-offs, but there remain Plum Point, the "Devils Elbow/' Grand Gulf, and Port
Hudson. The most interesting instance of the lengthening of a bend is at Cowpi'D
Point. The bend around Yidai Island is apparentlv a very old bed. Concordia
Lake, east of the island, suggests a cut-off at the neck of the old bend and a enbee-
quent lengthening of the point. In 1765 the river bent around a broad, obtuse point
having not half the lengtn of Cowpen ; now the river has moved three-quarters of
the distance from the last-named channel towards Concordia Lake.
The characteristic movement downstream of both points and islands, by erosion
of the upstream bank and building out of the downstream one, while preserrin^
the same general outline, is observable in many of the larger points. The change
of direction of the axis of the point, shown in a few instances by the caving-bauk
survey of 1891- 92, 1 lind only in Coles Point and doubtfully in one or two others.
As regards the breadth of the river, I do not think that any trustworthy eoncln-
sions are to be drawn from these maps. Ross and Collot probably drew from one
sight of the river only. Their delineations of width show characteristic propor-
tions, but I do not look to them for measurements. Pitman undoubtedly knew the
river much better than either of them. The great width of the river on his map is
very noticeable. In studying his work, I find his bank line often agreeing well
with the higher land, and a dotted line suggesting a submerged bar, agreeing fairly
with the lowlands, while islands are shown which, with a relief at all like the
present, would not be visible at a stage such as to fill his banks. I conclude that
ne drew the lines of the most permanent and characteristic banks (perhaps, not
unreasonably! despairing of determining any other) and drew the islands as he saw
them. I do not think that his delineation corresponds to any actual or possible
stage, nor that any measurement of width can be taken upon it.
The following is a description of the river bed of 1765-*96 by modern topography
and current names. The numbers of paragraphs correspond to the maps of the
inch-mile series: ^
1. From Cairo, bending boldly eastward, probably as far as Lost Pond, then fol-
lowing the line of the creek flowing southward from near Flat Pond, the lower part
of Mayfield Creek and the back slough. The turn corresponding to Lucas Bend is
not deeper than through the chnte of Island No. 2, and Pitman shows the space
between that chute and the bluffs as a group of small islands. The point on which
Belmont is situate and the bend against the bluffs near Columbus are as now. All
show an island corresponding to No. 5, with the chute straighter and broader.
2. Below Coluinbns the river is closer to the bluffs and near the line of Long
Pond and the lower reaches of the Little Obion. French Point and Island No. 8 (t-o
which Ross gives the name of " Wolf") are very recognizable in shape and position.
3. Beli)w French Point the river divides around Island No. 9 in about equal
channels. Donaldsons Point is shorter than now, ending about with the present
cultivated land. All the maps show a long island against the opposite bank in the
bend (No. lOf). Watsons Point nearly as now; little shorter, with ita extremity
broken into islands. Ross notes St. John Ba^ou as ''Chepoussea or Sound River."
Pitman shows mouths of two bayous in position of St. John and the Dry Bayou.
Below New Madrid the curve to the westward is full, as through the old chute of
Island No. 11. Darnells Point is part of a fully rounded curve which continues
around the old chute of Island No. 12, which island appears in all. Huddles Point
and Little Cypress Bend are much as now, except that the chute of Island Ko. 13
is open.
4. In the bend below, Pitman indicates the lower opening of the "old river"
shown on our maps, and Ross sketches doubtfully its whole line. The point to
i
fioint has nearly the same outline below, but its upstream bank is straighter.
slands 16 and 17 show as a single island as now. No. 18 is very reco^izable, its
chute much wider. Islands 20 and 21 appear ae one island in Pitman, tiiough sepa-
rate in Ross. The main channel leaves them on the right, curves around the pres-
ent highest land, into the "old river" around Needhams Island. (The reconnois-
sauce map of Young, Poussin, and Tuttle, gives the date of this cut-off, February,
1821.) Pitman indicates a tributary in the position of the Obion River, but does
not note the Forked Deer; Ross has a tributary in the bend above, apparently
intended for the Obion.
5. The higher land of Ruckers Point, Just back of a narrow belt of swamp, the
APPENDIX Y Y ^REPORT OP MISSISSIPPI RIVER COMMISSION. 370&
hind back of the towhead of Island 25, Daniels Point, and Keves Point, apx>6ar to>
bo of the old bank, and a bend in the left bank like that around islands 26 and 27 is-
vt'co^ized. The reach is full of islands called the ** Canadian/' having only a gen-
eral resemblance to the present chain.
6. Plum Point appears to extend out to Osceola B%r. Bending around it the river
cuts more than now into its right bank, dividing equally around Island 33, and
meeting the bluffs higher up than now. Island No. 34 shows broader at its lower
end, coming into line with Morgans Point; the river divides about equally around
No. 34, and strikes the second bluffs higher up than now, leaving small iulands in
the bend. The next bend with Island 35 is as now except that the channels are
nearly equal.
7. Below Cedar Point the river bends well back to the cliffs (indicated on all the
majw) around Island 36, then around a point apparently extending beyond Deahs
Island and separated from No. 36 by a narrow chute (now the main river), around
the chute of 37 (shown as a double island) and of 38 (now continuous with the right
bank), across the lower end of Centennial Island and upper end of Brandywine
Island, where depressions now show, and along the lines of Berkeley Bayou and
Hear Creek, dividing equally around No. 40, receivin|; the Loosahatchie as an inde-
pendent tributary, having a very broad reach with islands where is now the bend
above Memphis, and meeting the Wolf River at its emergence from the bluffs.
8. Below Memphis the characteristic shapes of Presidents Island and its com-
i);%nion (46 and 45) are very recognizable, especially in Ross. From Presidents
Island to Commerce, the maps show a difference which may be of stage. All have
the right bank nearly as now, but following the chute of Cat Island; all show
islands 47 and 48, Cat Island, and No. 53 (much larger than now) ; Pitraan marks
the two ends of the Horseshoe Lake. On the left bank, Ross's line merely outs off
the point which would be rounded in passing down out of Tennessee chute, while
Pitman's would indicate overflow back to the bluffs and down to Horn Lake. Collot,
with less detail, agrees more nearly with Pitman.
9. Continuing against the high land above Commerce, the river passes around the
Council Bend (cut-off in 1874), in which all the maps show an island cut off from
Linwood Point, then around through the sloughs and Old River Lake, against the
old line of levee. Ashley Point would appear to have extended to C larks tow-head,
and to have a considerable island cut off from it. The river then passes around
Walnut Bend, with an island in about the position of Whiskey Island, but not
especially resembling it in shape, and around Hardins Point, cutting more into its
left bank than now ; the maps snow islands not resembling the present ones.
10. Harberts Point shows an island cut-off by a narrow chute near the present
line of levee, add this bend cuts more deeply into its right bank than now. From
the mouth of the St. Francis the river cut more into its left bank than now, nearly
against the line of levee, leaving an island near the present No. 60, a point at Trot- '
ters Landing, and then probably through the Swampy Eagle Lake. (I place the
river so far east just here, partly because of the lines of the maps, and partly because
neither Ross nor Collot, who usually represents the bluffd, have any notes of those
near Helena.) Then through Hubbard Lake, around through Moon Lake (in which
Texas and Alcorn Islands are especially well drawn by Ross), crossing its present
bod as far as Willow Lake, and around through Horseshoe Lake. (The Horseshoe
cut-off is of 1848; the Montezuma Bend, date not known; Navigator, 1817, does not
mention the lake.)
11. From Horseshoe Lake, following the belt of swamp in the right bank of Old
Town Bend, and against the high land behind Island 62, around the next three
bends, showing Island 63 larger than now, the chute of 64 in a considerable width
(Navigator, 1817, gives 64 in middle of river), and an island opposite 64 in about the
position of Robsons tow-hend, Jacksons Point apparently extending to Island 65,
and Island 66, or a narrower island, cut off through the depression across its middle.
12. Following around Island 67, with its chute open, the river had to Concordia
Bend a jstraighter course than now. Ross's lines are not very characteristic;, Pit>
man's show, on the right bank, the line of high ground occupied by the levee to a
little below Laconia; thence following the chute of Island No. 70 into Scrub Grass
Bend, with a small island cut out, whose chute is indicated on the detail charts, by a
belt of swamp, and on the left bank, very nearly the lines of levee, with a narrow
island representing the lowlands of Hurricane Point; thence through Scrub Grass
and Victoria bends, leaving Smiths Point broader than now, and the small island at
its end smaller. (Pitman shows three breaks in the right bank, which agree in posi-
tion with the double mouth of White River and One Mile Bayou, but does not
give the name of White River, Ross gives the name of White River to what, I
think, is the Deep Bayou. He draws the junction of the White and Arkansas, but
much north of its true position. It appears to me that he must have drawn the
rivers from description, not from observation, sknd mistaken the White, as above.
Collot gives the two names, and the rivers, and their junction fairly welL)
3706 REPORT OP THE CHIEF OP ENGINEERS, U. 8. ARMY.
13. Prom the mouth of the White River, throngh the ehnie of Island 73, aromid
throngh Beulah Lake (cut-off in 1863), then in a full corye throngh a belt of swamp
and the chute of Ozark Island (No. 75), meeting the Arkansas, coming from the
north, one bend above its present mouth. Pitman notes, in the chute of 73, the
opening of Knowltous Bayou, and draws it as forming a double mouth of the Arkan-
sas. The bend around Caulks Point and Island 76, Cypress Bend, with the mouth
of Cypress Creek and Island 77, and Choctaw Bend^ with the chute of 78 very wide
and the point behind it cut into islands (called the Mulberry Islands), are very rec-
ognizable in Pitman and in CoUot, but not well represented by Ross.
14. From the point opposite Arkansas City to Rowdy Bend the course is much
straighter than now. The river divides nearly equally around a long island repre-
senting 80 and 81 ; Georgetown Bend is slight, Ashbrook Point broad and shorter
than now. Rowdy Bend, Millers Bend, with Point Comfort and Island S3 cut by
chutes running south, Point Chicot, with a broad chute, probably the main stream,
cutting squarely across it, all show a channel shorter than the present. In Walkers
Bend, the chute of Island 84 is evident, and the left bank line is that of the levee.
15. The river then follows around Lake Lee (American cut-off in 1858), along the
high land of the left bank as far as Williams Plantation; thence along the Tiigh-
land back of Islands 86 and 87, which divide the river nearly equally (so in Naviga-
tor, 1817) into Mathews Bend; thence, along the left bank, around a point and island
no longer existing, and around Grand Lake (date of cut>off not known; Navigator,
1817, describes the lake as grown up with willows) back into the present bed around
Island No. 89; then around through the Old River Lake (Bunchs cut-off, 1830) and
back into the present bed with a sharp bend in which Island No. 92 is very recogniz-
able.
16. Below Skip with the river cuts more into its left bank than now, dividin«c
equally around Island 93 (so in Navigator, 1817) and through the next bend is in its
present bed. Point Lookout and Island 95 are much changed in shape; the curved
belt of swamp below Fitlers Point defines Pitmans left bank line.
17. Around Tompkins Bend the old river kept close to the high land of the left
bank, with a small island representing: the lowland. In the next bend, the main
river was close to the high land of Willow Point, with an island much larger than
No. 98 in the bight; thence around Eagle Lake (Terrapin neck cut-off, 1866), through
Millikens Bend much as now, dividing around the higher part of Paw Paw Islaud
(No. 103), with the main channel against the left bank, and then around the old
bend receiving the Yazoo River at its bight. (Dat« of cut-off not determined; Nav-
igator, 1817, states that the old bed can be readily recognized by the smaller wil-
lows growing in it.)
18. Tiionce around the Centennial Lake at Yicksburg (cut off in 1876), in which
Pitman indicates Willow, Chickasaw, and Glass Bayous. From Vicksburg to New
Town Bend the course was str.iisliter than now, wiibh each of the two points of the
left bank represented by an island at Sargent's Point, holding close to the levee,
around through Palmyra Lake (Davis cut-off, 1867) and back around Big Black
Island No. 110. The shape of the bend, now Palmyra Lake, varies in the three
maps, but Pitmans lines and islands are fairly comparable with what little topog-
raphy of Davis Island is shown on our maps.
19. From Island No. 110 the old bed cuts into the lower side of the light bank
point, follows the line of bayou at upper end of Hard Times Bend, outs again into
the lower side of Thrasher's Point, passes around Grand Gulf Island, which appears
to be the extremity of a long point, meeting the Big Black River at the bluffs.
From the cliffs at Grand Gulf to Rodney the river was stralghter and aearer the
bluffs than now, meeting the Bayou Pierre as it rounds the bluff, but having as
strong a bead at Rodney.
20. From Rodney to Fairchilds Bend the old maps agree closely with the present ;
Coles Island, No. 113, aiid the point behind it, Coles I'oint, showing in the old maps
a northward curvature which has disappeared, and Fairchilds Island, No. 114, with
its chute, are clearly recognizable. From the foot of Fairchilds Island .the river
held close to the high land of Rifle Point, swept around a broad point of the left;
bank, whose outline is traceable in the curving lines across the low lands of Rille
Point and the neck of Cowpen Point, followed the higher land of Vidalia Point,
now marked by the levee, and met the bluffs of the left bank at Fort Rosalie
(Natchez).
21. From Natchez the river curved more boldly westward than now, along White-
hall Lake and the main land back of Natchez Island (115); in St. Catharines Bend,
held close to the high land of the left bank, meeting St. Catharines Creek where it
expands into a small lake, around by the KUis Cliffs, cutting across the lowlands of
the present Fsperance Point (left by the above course a mile wider on its upstream
sidn) around by the Mill Bayou, and down through Dead Mans Bend. The island
whose chute is Mill Bayon, and the main laud of the opposite point, as deifined by
APPENDIX Y Y — ^REPORT OF MISSISSIPPI MVER COMMISSION. 3707
the levee, are very reoognizable; the interreiUBg sandy point and Islanda are
^atirely changed.
22. Torning olose to the high land of Jaclcsone Point, the riyer followed a straight
course nearly sonth, then around the Old River, in which Pitman and Collot note
two tributaries which wonld correspond to the Homocfaitta and perhaps an outlet of
tlie Buffalo (the Alluvial Valley map has the Homochitta cut-off as of 1776; I think
tills is an error), then around ^Palmetto Point, and bending westward against the
bigh land back of two lakes, and meeting the cliffs of the left bank at Fort Adams
(Rocks of Davion). Roes shows the Buffalo River as now under the name of '' Inno-
cents or Junica ;'' Pitman and Collot show a stream from the east \^ ard, as though the
Biuall creek above Fort Adams. From Fort Adams to the Angola Plantation, then
Around TumbuU Island (Shreves cut-off, made by U. 6. Engineer Department 1831),
meeting the Red River and the Atchafalaya. This last, Koss and Collot show as
about equal to the Red ; Pitman draws the mouth of the Red as of a great tributary,
and marks the opening of the Atchafalaya only as he does those of small creeks. All
the maps show the Lake of the Cross and the portage.
23. Jhrom the foot of TumbuU Island around the Raecourci Bend of Old River
(Raecourci cutoff made by State of Louisiana, 1848), through the Tunica Bend,
showing Tunica Island as in mid stream, and the mouth of Tunica Bayou.
From here to the English Turn all the maps agree closely with the present, except
that at Port Hudson the river bends sharply at the cliffs, and that the ]>eculiarjy
square turn to the left just below Donaldson ville is not shown. From English Turn
to Head of Passes, Pitman and Collot agree closely with the present lines.
Measuring upon the inch-mile maps the line above described, and comparing the
results with the ** mid-bank distances." entered on those maps (taking no account of
the Waterproof cut-off, which occurred since the surveys for these maps), I obtain
the following results :
Cairo to Memphis. — Old river, 249 miles ; present river, 230 miles : shortening, 19
miles, or 0.076 of old river. In this reach the river is shortened by Needham's cut-off
(10 milesX and Centennial cut-off (18 miles) and by its changes of line below New
Madrid and around and below Plum Point. It is lengthened by erosion in Lucas
Bend, the bends around the points above and opposite iiew Madrid, and just above
Little Prairie Bend.
Memphis to Arkansas City. — Old river, 272.5 miles; present river, 208.3; shortening. ^
64.2 miles, or 0.272 of old river. In this reach the river is shortened by Conunerce
out-off (12.75 miles), Bordeaux Chute (5.75 miles), Montezuma and Delta Bend cut-off
(10.% miles^, Horseshoe cnt-off (7.25 miles), the cut-off of Beulah Lake and of the
bend behind Ozark Island (10.25 miles), and by its change of line around and below
Hardins Point. It is lengthened by its change of line opposite Helena^ near
Islands 66 and 67 and thence to Concordia Bend.
Arkansas City to Vicksburg. — Old river, 208.5 miles; present river, 161 miles; short-
ening, 47.5 miles, or 0.228 of old rivtr. In this reach the river is shortened by
Ajnerican cut-off (8.75 miles). Grand Lake cut-off (10 miles), Bunchs cut-off (7.75
miles), Terrapin Neck cut-off (13.75 miles), Yazoo cut-off (14 miles), and Centennial
cut-off (6.25 miles). It is lengthened in all the bends from Arkansas City to Green-
ville^ and near Willow Point.
Vicksburg to Bayou Sara. — Old river, 261.75 miles; present river, 200.7 miles; short-
ening, 61.06 miles, or 0.229 of old river. In this reach the river is shortened by Davis
cut-oft* (17.50 miles). Grand Gulf Island cut-off (3.5 miles), Homochitta cut-off (16.25
miles), and the two great artificial cut-offs, Shreves (16.25 miles), and Raecourci (17.5
miles). It is lengtliened by its changes of line from Vicksburg to New Town Bend,
from Grand Gulf to Rodney, and in the bends around Cowpen Point and Viadalia.
For the whole distance, Cairo to Bayou Sara, we have: old river, 991.75 miles;
present river, 800 miles; shortening, 191.75 miles, or 0.1933 of old river. The cut-
offs aggregate 205.75 miles (172 natural, and 33.75 artificial), leaving 14 miles as the
lengthening by erosion.
These changes are of a century in which the conditions of the river were very
fi^eatly changed by the settlement of the drainage basin of the Ohio (in its wild state,
largely wooded, with close turf in open ground, and having a considerable percentage
of steep slope); in a much less degree, by that of the upper Mississippi (naturally
less wooded, and of less slope), and probably very little by that of the Missouri,
still in great proportion a wild country.
The magnitude of these changes led me to make similar measurements on the
maps of the Caving Banks Survey of the Winter of 1891-'92, which show the changes
of about 10 years. Here two instrumental surveys are collated by superposition.
The latest '* mid-bank'' line, Cairo-Bayou Sara, is 800.53 miles, as against 800 ten
years before; the line is shortened 12.85 miles by the Waterproof cut-off (1884), and
and 5.3 miles by change of channel to the chutes of islands; it is lengthened 1.1
miles by change of channel and 17.58 miles by the erosions, of which some few
have tended towards shortening.
3708 EEPORT OP THE CHIEF OF ENGINEERS, U. S. ARMT.
The reach, Cairo to MemphiB, is shortened 0.25 of a mile; the change of channel
to the clmte of Beef Island makes a shortening of 3.5 miles, leaying the lengthen-
ingdae to erosion 3.25 miles.
The reach, Memphis to Arkansas City, is lengthened 0.7 of a mile; the change of
channel to Tennessee chute shortens hy 1 mile; that at Commerce Cat-off, follow-
ing the right hank from Peters Landing, lengthens hy 0.5 of a mile; the lengthening
hy erosion is 1«2 miles.
The reach, Arkansas City to Yickshnrg, is lengthened 6.03 miles ; the change of
channel to chute of Island 97 shortens by 0.8 of a mile; that to chute of Island 93
lengthens by 0.6 of a mile ; the lengthening by erosion is 6.23 miles.
The reach, Vicksburg to Bayou Sara, is uiortened 5.95 miles; the Waterproof Cut-
off shortens by 12.85 miles ; leaving the lengthening by erosion 6.9 miles.
These changes are of a short period during which the natural action of the river
has been modified by artificial works of bank protection and of channel contraction
and by a general restoration of the levees. It is noteworthy that the only cut-oif
is of a very narrow point ^Coles Point), which had stood with little change for a
century and a quarter; it is among the most readily recognized landmarks on each
of the early maps.
I present the8e results as a contribution to the history of the Mississippi River,
with hope that future studies of other early maps, and future surveys of the bank
lines may give such continuity to that history as to make it more available for en^-
neering study.
From the long period without cut-offs covered by the maps, studied the river bed,
Cairo to Bayou Sara, must have had nearly its least length in 1765, and nearly its
greatest in 1796. Maps of just before and after this period are likely to show inter-
esting changes. I have the honor to be,
Yeiy respectfully, your obedient servant,
Carl F. Palfrey,
Captain of Engineera,
Secretary MieHuippi Biver Commieeum,
Gen. C. B. Comstock,
Preeident Miesiisippi Biver Cammiseion.
Appendix 3 L.
COMMKKCIAL STATISTICS, 1892.
Statement hy districts of through and local freights during calendar year 189$.
Through.
Local.
Down.
Up
In transit.
).
Total
through.
Total.
In transit.
Delivered.
Shipped.
First diatrict
Tons.
Tons.
Tom,
Tmu,
Tons.
Tons.
54.558
Tons.
St. Loais
460,178
1,592.000
Il.a93
38,940
258.000
16. 678
68,516
21,864
589,498
1, 850, 000
55,882
........
Pitteburg
ninninnAti
,
11, 393
16,418
Total
2, 063, 571
313, 618
79,909
38,282
495,880
54,558
2, 549, 938
Second district
47,266
St. LoniB
460. 178
1, 532, 000
11,393
68, 516
528,694
1, 592, 000
22,786
Pittaburg
CinoinnMi . . » r ,
60,000
11, 393
Total
2, 003, 571
60,000
79,909
2, 143, 480
47,266
2, 190, 746
Third district
•75,000
St. Louis
425. 499
1, 390. im
6.793
34, 679
142. 000
5,600
49, 788
18,728
528. 694
1,532.000
22,780
Pittj^bnrir
Cinciuiiati
11, 243
150
Total
1, 821, 292
182, 279
61, 031
18, 878
2, 083, 480
•75,000
2, 158, 480
Fourth district
1
(t)
St. T/Ouis
425. 499
1, 390. JO
5,793
48,788
475. 287
1, 390. 000
17. 036
Pittsburir
Ciacinuati
11. 24.3
**""**""
Total
1.821,292
61,031
1,882,323
1,882,32^
* Estimated, t None reported.
1
00- *vm](.
■
I
n'
w
T^^
1
n
i
1? .* .'
^
wum^mK
4
y
1
APPENDIX YY — BEPORT OP MISSISSIPPI RIVER COMMISSION. 3709
Shtpment of bulk grain hy river to New Orleans during 1892.
I>at«.
Jan.
Fob.
Name of boat.
Mar.
Apr.
4
1
1
3
8
1?
16
18
22
25
27
I
a
7
8
9
12
12
16
16
19
19
19
23
25
28
28
28
80
1
9
11
18
18
15
15
16
18
19
22
22
27
27
4
10
10
19
June 2
18
23
Jnlj 2
11
16
23
80
A.g. A
9
10
12
12
18
18
20
20
Bept. 8
3
10
10
14
17
22
25
80
1
5
8
May
Oet
Sidney Dillon and barges .
My Choice and barges
Sidney Dillon and barges .
Jay Gould and barges^ —
My Choice and barses
Sidnev Dillon and barges .
.....do
Jay oould and bargee
do
do
Sidner Dillon and barges. .
Jay Gould and barges
Sidner Dillon and barges. .
Jay Gonld and barges
Sidney DlUon and barges..
£. M. Norton and barges ..
JaT Gonld and barges
Sianejy Dillon and barges..
Jay Gonld and barges
S. M. Norton and barges ..
Gteo. Lysle and barges
Sidney Dillon and barges. .
Jay Gonld and barges
Geo. Lysle and barges
Jay Gk>uld and barges
My Choice and barges
Jay Gonld and barges
Sianey Dillon and barges..
B. M. Norton and barges . .
Sidney Dillon and barges. .
Jay Gonld and barges
L. Honok and barges
Jay Gonld and barges
H. Xourey and barges
Sidney Dillon and oarges . .
Jay Gronid and barges
£. If. Korton and barges. . .
Sidney Dillon and barges..
XL M. Norton and barges. ..
Jay Gonld and barges
My Choice and bams
Sianey Dillon and Mrges..
Future Citr and barges . . .
Sidney Dillon and barges..
Jno. Gitmore and barges . . .
Henry Lonrey and burgee.
Sidney DiUon and barges. .
H. K. Hoxie and barges . . .
S. H. H. dark and barges. .
Future City and barges. . . .
My Choice and barges
Jno. Gilmore and bSrges. . .
Henry Lonrey and bwrges.
H. M. Hoxie and barges . . .
S. H. H Clark and bargee. .
Oakland and barges
My Choice and Mirges
Jno. Gilmore and bargee ..
Sidn^ Dillon and baa^^. .
H. lAurey and barges . . . .
B. M. Norton and barges..
H. M. Hoxie and barges ..
Sidney Dillon and barges. .
8. H. H. Clark and barges
My Choice and bargea . . . .
Jay Gould and barges
Sidney Dillon and barges .
My Onoice and barges . . . .
Jay Gould and barj
Sidney DlUon and
Com.
Mtrges. ...
My Choice and barges' 5
Sianey DUlon and barges
My Cnoice and barges
......do :.
Sidney Dillon and barges
My Choice and barges
Sidney Dillon and barges
My Cnoice and baraes
Sianey Dillon and barges . . . . .
My Choice and barges
Sianey DlUon and barges
Bushels.
14.000
50, 000
64,920
50,000
145,500
47,735
91,445
43,000
48, 017
89, 765
85,696
100,500
50,550
89,854
46,000
105,640
104.000
93,300
140,240
145, 979
55,406
49,373
05,000
153,143
97,020
109, 033
43,449
1Q7,000
74, 868
152, 049
95,760
149,561
Wheat.
Buthelt.
74,000
65. i>t)0
62. 500
104. 200
83.100
130,800
134,500
82, 416
124,660
133, 2:i3
144, 244
100. 000
146, 830
145, 500
77, 335
63,250
99,925
47,390
50,999
80, 270
87,321
88,673
46, 030
39, 456
45,347
47,000
86, 869
96,418
41,066
51,000
136, 733
44,599
101. 938
77,522
33,951
50,783
24,855
21,116
41,523
37,931
59,487
?oao3
46,003
44,794
80, 014
30,000
135, 391
118,535
68,966
105,000
102,550
61,760
60,000
106,495
35,000
100,094
33,365
70,618
53,466
67,176
66,439
89,465
60,535
62,375
44.831
00,791
65,390
19,160
Oats.
Bushelt.
36,857
Bulk
grain.
Tons.
2,220
1,950
1,876
3,125
2,195
4,105
4,035
2,865
3,740
3,995
4,265
3,000
4,285
. 4, 365
3,720
8,715
4,395
4,365
2,757
4,090
3,630
2,619
4,005
3,895
3,480
4,175
2,825
3, 620
4,180
2,960
4,145
4^140
4,100
3,925
5,425
1,550
4,440
2,620
4,285
2,325
2,715
8,053
2,235
4,520
2,840
4,257
2,680
4,190
590
1,360
5,510
2,400
900
4,062
3,555
2,070
3,150
8,080
8,025
3,130
3,195
1,050
8,000
1,000
2,120
1,602
2,016
2,582
1,180
1,815
1,870
1,342
1,825
1,960
575
1,665
m
Other
freight.
Tons.
060
606
870
1,120
1,148
1,136
1,050
"925
1,027
1,000
1,188
1,270
1,876
1.415
830
1,010
1,360
1,960
1,160
1,425
1.443
1,135
1,455
"'590
""438
703
685
873
'1*660
1,U0
Total.
Tons.
2,220
1,950
1,875
3,125
3, 165
4,105
4,035
3,560
3,740
3,995
4,265
3,870
4.285
4,365
4,840
3,715
4,395
4,365
8,905
4,090
3,630
3,755
4,005
8.895
3,480
4,175
2,825
3,620
4,180
4,010
4,145
4,140
6,025
3,925
5,425
1.550
4,440
2.620
4,285
2.325
2,716
4,080
2,235
4,620
3,840
6,445
3,950
4,190
1,876
1.415
1,420
1,010
2,720
7,470
3,560
2,326
6,506
8,565
8,205
8,160
3,080
8,025
8,130
8,195
2,605
3,000
i;690
2.120
2,040
2,015
3,375
1,765
1,815
1,870
2,216
1,825
1,660
1.960
1,686
1,666
3710 REPORT OP THE CHIEF OF ENGINEERS, U. S. ARMY.
Shipment of hulk grain hg river to New Orleans during i^A^--CoiitmQed.
Date.
Ooi, 12
15
17
25
26
31
Nov. 3
5
8
13
10
19
84
24
88
20
Peo. 5
10
12
Namo of boat.
My Choloo and barges . . .
do
Sidnev Dillon and bai^gee
Mt Choice and barffes . . .
Sidney DlUon and bargee
M V Cnoice and barges . . .
Sianey Dillon and barges
My Cnoice and bargee . . .
Biaoey Dillon and barges
My Cnoice and barges . . .
Sidney Dillon and barges
My Cnoice and barses . . .
Sidney Dillon and barges
My Cooice and ))arj^es . . .
Sidney Dillon and barges
My Cnoice and banres . . .
Sidney Dillon and barges
My Cooioe and barges . . .
Sidney Dillon and barges
Total . . .
Via Belmont and Cairo:
- January
February
March
April
Jnly
Angnnt
September
December
Grand total.
Com.
Buiheli.
18,700
30, 215
16,800
20,802
16,083
28,486
35,206
3,228.645
886,430
1,110,620
422,000
114, 502
5.763,187
Wheat.
BtLtheU.
35,166
34,070
33,918
26,776
14,500
15, 112
42,700
43,650
17,200
43.200
30,500
42,615
15,500
18,876
5,149,708
609,221
169. 022
51,084
04,000
45.000
81,000
19.000
414,764
0.002.799
Oats.
ButheU.
86,857
30.857
Bolk
Tom.
1.055
1,020
623
1,800
470
1,385
885
425
1,280
1,310
518
1.300
915
1,280
405
800
1,400
246.979
44,900
30,170
16,440
1.420,
1,350
2,430
520
15.650
Other
fjreight.
TetaL
Ton§,
1,270
1.462
"m
870
1,542
1,300
270
42,301
1,053
1,02.1
L,1T'
l,9ii5
1.S6U
1.345
1. 3it->
^.>
- 425
1,2*>
1,310
2,060
1,300
915
1,2»>
1.765
1,070
1,4<jO
280,280
44,900
30.170
1ft. 440
1,420
1.350
2.430
520
15,650
306,859
42,301
408.109
Shipments by New Orleans boats and barges for three years.
Articles.
Apples banvls.
Ale and beer I»aokagea.
Bagging pieces.
Barley sacks.
Barley bnsbels.
Barbed wire pounds .
Batter do...
Bran sacks.
Cattle head.
Com sacks.
Com in bulk bushels.
Com meal barrels.
Cotton bales.
Cotton-seed meal tons.
Eggs packages.
Floor barrels.
Hay tons.
Horses and moles head.
Hogs do...
Hominy and grits barrels.
Pork do...
Hams *. pounds.
Meats do...
Lard..... do...
Malt sacks.
Oats do...
Oats in bulk bushels.
Onions packagea.
Potatoes do...
Rye sacks.
Bye in bulk bushels.
Sheep head.
TaUow pounds.
Tobacco hogsheads.
Tobaooo, manufactured pounds.
Wheat sacks.
Wheat in bulk bushels.
Whisky barrels.
Wbitelead pounds.
Merchandise and sundries packages.
Tots! tons.
1892.
164
2,570
10,220
41
20,260
2.028
84,074
8
58,930
8, 228, 645
77,622
262. 9U
409
244
5
20,410
3,497
81,676
1, 825, 714
7,450.298
95,649
30,857
80
403
120
369,194
15,794
51
6,149,708
443
1,124,415
153,979
315,005
1891.
144
1,892
22,973
4
253,804
1,106
40,507
1
90,964
1, 482, 781
80,905
222,329
764
248
23
23.978
5,890
85.194
1,143,318
0,809,290
257,728
870
246
48
46,000
7,473
207
0,940,215
403
1,050,481
87,877
1880.
348
8.503
88,276
30
1,831,163
9,377
70,746
5
152,903
8.717,850
133,697
2,054
2
880,300
956
704
24
40,247
6.279
181,926
1,789.865
8,U6,580
15,845
403,173
89,900
153
050
1,030
220
30,757
418
1,409,440
1,040
1,184,295
189,651
331,850
418,400
APPENDIX Y Y— REPORT OP MISSISSIPPI RIVER COMMISSION. 3711
Shipments Jnf Memphis, Vtcksbtirg, and Natchez boats for three years.
Article*.
Apples
A le and hew
}i.«PKiug
r.:»rley
r.rtrh*y
Harbfid wire
r>iitter
Bran ....... —
Caltle
Cum
Corn, in bulk
Corn raeal
Cotton
Cotton-aeed meal.
Ki,'K8
yiuur
Hay
...barrels,
.packages.
....pieces.
, sacks.
..bushels.
...pounds.
do...
sacks.
head.
....sacks.
..bushels.
...barrels.
bales.
Horses and mules
Hojcs
Hominy and ^its.
Pork
Hams
HesU
Lard
Malt
OaU
Oat«, in balk
Ooions
Potatoes
Eve
Rye, in bulk
Shrep
Tallow
Tobacoo
Tobacco, manufactured ...
Wheat
Wheat, in balk
Whisky
WhitAlead .'
Herobudiae and sundries
tons.
..packages.
barrels.
tons.
bead
do...
barrels.
do...
pounds.
do...
do...
sacks.
do...
— bushels.
..packages.
do...
sacks.
....bushels.
, head.
....pounds.
.hogHheads.
....pounds.
sacks.
...bushels.
barrels.
....pounds.
..packages.
Total*.
.tons.
1802.
1,174
35,423
13, 972
59
1, 090, J>58
34, 2()8
8,429
52
80.324
117,909
5
60
ei,205
1, 715
1,577
42
8,324
6.301
222, 152
6, 566, 373
985.443
63,012
8,170
14,188
260
38
247,500
93tt
2,319
458,611
747, 856
77,065
1801.
1.112
34,003
56,233
234
2,034,106
31,540
26,393
84
144.563
157,012
56
181,358
2,675
1,515
82
3,466
6,738
491. 2;)8
11,089,187
1, 284, 463
50
U6,009
8,357
12,359
381
160
2
242,185
370
3.023
495, 717
872,774
112.420
1800.
2,026
83, 127
40,349
577
879.045
94,761
39,533
77
119,403
201,964
270
178,970
8,488
1,834
181
4,778
7,507
791,112
] 3, 066, 078
1,338,620
362
123,234
2.240
13, 365
1.378
489,363
173
2.900
536, 637
1, 091, 050
125,405
Classified statement for three years of oommodities transported to St. Louis from the Lower
Mississippi by the St, Louis and Mississippi Valley Transportation Company,
Commodities.
Anrrfls, mashtaerj, eto packages.
Cement barrels .
Chemicals, causlio, eto packages.
Earthemand glassware do...
Fertiliser do...
Iron bars, rails, eto do...
Iron, pigaudB(x«p tons.
I)o packages.
Lumber i^et.
Oils and paints barrels.
nice packages.
Salt do...
Shingles bundles.
Steei; bars, blowns, etc tons.
Tin plats boxes.
Sunaries packages.
Total tons.
1800.
2,116
169,415
2,057
5,703
14,706
204
12,255
1,252.980
210
13,204
6,672
78,710
1,121
4,137
47, 282
1891.
2,251
182.084
1,5«5
10. 577
7, 533
2,105
988.051
52
0,500
6,989
163,447
6, 137
576
2,870
52,'J91
1892.
1,603
129,050
3.273
1,230
2.408
825,977
508
17,262
11, 499
166,601
1,024
02S
2,621
40,42S
St. Louis, June 5, 1893*
Henby p. Wyman,
Seoretary,
3712 REPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMT.
8TAT£MENT OF TBS TITTSBURO COAL SXCHAN6B.
■
Pittsburg, June 7, I8$S,
8ir: The following liet ebows the coal shipments for the year 1892 to the varioaa
points on the Mississipni River. These statistics were not available when year
letter wius received, bat had to be collected from the different operators :
Busbele.
1. Points on the Mississippi down to and including Memphis 6, 450, 00r»
2. Point.8 below Memphis down to and including White River 1, 500, 0».X)
3. Points below White River down to and inclnding Vicksbnrjj 3, 550, 000
4. Points below Yicksburg down to and inclnding New Orleans 34, 750, OOQ
Total 46,250,000
Number of steamers employed, 17; their total tonnage, 9,000.
urn freight, en
Very respectfc
Return freight, empty cral't, if any.
fully,
The Pittsburg Coal Exchakos,
J. Frank Tilley, Secretary.
Capt. Carl F. Palfrey,
Corps of Engineers.
STATEMEirr SHOWING RECEIPTS AT CINCINNATI FROM POINTS ON MISSISSIPPI
RIVER, YEAR ENDED DECEMBER 31, 1892.
From all points, Neic Orleans to Memphis.
Cement barrels,. 800
Scrap iron tons. . 95
Lumber feet.. 427,000
Merchandise tons.. 1,140
Molasses barrels . . 18, 480
C. 8. oil do.... 671
Rice do 7, 734
Sugar do 5,774,
Sugar hogsheads . . 129
Shingles bundles.. 28,368
Cotton bales.. 6,911
Moss bales.. 990
Paper stock bales.. 924
Aggregate tonnage ; 11,393
«
From all points J Memphis to Cairo.
C. 8. meal bags.. 45,960
Cotton bales.. 32,632
Scrap iron tons.. 100
Merchandise tons.. 401
C. 8. oil barrels.. 1,006
Soap stock do 2,088
Spar do 6,351
Lumber feet.. 1,787,000
Aggregate tonnage 16,418
Total tonnage 27,811
STATEMENT SHOWING SHIPMENTS FROM CINCINNATI TO POINTS ON MISSISSIPPI
RIVER, YEAR ENDED DECEMBER 31, 1^2.
To all points south of Memphis to New Orleans,
Nails kegs.. 44,571
Iron tons.. 1,126
Merohandise tons.. 8,954
Aggregskie toonsbge 11,398
APPENDIX Y Y — REPORT OP MISSISSIPPI RIVER COMMISSION. 3713
All point$ Bouih of Cairo to MempTiia.
^aii« kep^s.. 111,828
*^al* barrelfl.. 16,025
Iron .... tons.. 1,547
MerchaiidiBe do.... 6,864
Aggregate tonnage 16,678
Total tonnage 28,071
Appendix 4.
report op gapt. s. w. bokssler, corps of engtkeerg, xn»on operations dt
the first and second districts.
United States Engineer Office,
MemphiSf Tertn., June 1, 1895.
General: I hAve the honor to submit the following report of operations in the
First and Second Districts lor the period May 81, 1892, to May 81, 1893:
first district (CAIRO TO FOOT OF ISLAND 40, 220 MILES).
ColumbuSy Ky. (tl miles below Cairo). — The work of improvement at this point
consists of five spur dikes bailt in 1889-^90 to protect about 2,200 feet of bank
in front of the t<own which was throatheiiing to cave. No injury to the spurs has
beefi noted since their completion in October of 1890, and no further work is at pres-
ent required.
Hickman, Ky. (S6 miles below Cairo).— The acts of 1886 and 1888 contained
specific appropriations for this locality amounting together to $88,750. The evil to
be remedied was the caving of the bank in front of tne town. Owing to the exibt-
ence of a projecting point of tough clay above the town, it was possible to do
this with a small development of work. A continuous revetment about 1,000 feet
long, extending downstream from the clay point, was placed in October, 1890, its
downstream end resting on a second clay point opposite the middle of the town. After
the flood of 1891, a slight undennining of the downstream end of the mat above
water was noted, which was further enlarged by the flood of 1892. The iiyury was
limited to the portion of the mat above low water, and was repaired in October and
November, 1892, by extending the shore mattress downstream to cover the pocket
which had been scoured out below the end mat. The balance of the mat above low
water remained uninjured, but had become much weakened by decay of the brush
of which the mattress was constructed. To strengthen it, a layer of riprap stone
10 inches thick was placed along the whole revetment, extending from low water
up to the level of the 7-foot stage. The ballast will be extended further np the
bank, if necessary, the coming season.
A survey of the whole harbor front at this point was made in October of 1892, and
included sections 100 feet apart over the existing revetment. Very great depths
were found. At the downstream end of the mattress the depth was 97 feet below
low water at a point 200 ieet from the bank. One hundred feet further upstream
the depth was 116 feet at a' point 225 feet from the bank, and the same depth was
found in the section next above it, and at about the same distance from the shore.
The existence of these greath depths so near the shore are a great menace to the per-
manence of the revetment, but there is nothing to show that any portion of the
river mat has yet been lost. No further work is recommended at this locality at
tlie present time beyond placing such additional stone ballast on the shore mats as
may be found necessary after the water recedes.
New Madrid, Mo. {71 milee below Cairo). — To comply with the requirements of the
act of September 19, 1890, as interpreted by the Secretary of War, the Commission
allotted $1,000 from the appropriation contained in that act to be expended in mak-
ing a snrvey. The survey was made in September and October, 1891. The evil
which the inhabitants desire to have corrected is the caving of the bank in front of
the town. Between 1880 and 1884, the bank caved away at an average rate of 118
feet >Of^6ar, and between 1884 and 1891 at the rate of 57 feet a year. It was estimated
that $f 0,000 would be required to protect the bank immediately in front of the town.
The river and harbor act of July 18^ 1892, contained a speoiflo appropriation of
BNG 93 ^233
3714 BEPOET OF THE CHIEF OF ENGINEERS, U. S. ABMY.
$25,000 for the improvement of thlB locality. By reeolntion of the CommiflsioOy at
approved by tiie Seoretary of War, this sum i0 to be expended in revetting the bank
oppoeite the upstream portion of the town, beginning at the npper limit of the
town at Dry Sloagh and extending downstream as far ae the fnnd^ will allow. The
stone required has been stored on the bank during the present high water, and it is
contemplated to build the revetment the first thing this season, beginning probably
the latter part of June.
Plain Point Beadh (147-186 miles htlow Cairo). — ^Under this title works of improve-
ment have been executed at various points between Daniels Point and Craighead
Point, a distance by river of about 20 miles. They are fully described in previous
report. During the current fiscal year the improvement of the reach has been con-
tinued by the construction of new revetment in Ashport Bend, and by repairs to the
revetment at Daniels Point and Fletchers Bend.
Jshport Bend, — The shape and position of the bank line in this bend exert a cx»n-
trolling influence on the effectiveness of the works of improvement lower down in
the reach, and its protection against caving formed a x>art of the original project for
the improvement of this reach. Revetment was commenced in 18&, at the upper
end of the bend, but was 8UBx>ended after 2,694 linear feet had been built, in order
that the plant and funds designed for this point might become available for other
works which had developed into greater urgency in the course of the same season.
No steps were taken to resume the work till 1890. In that year an allotment was
made to begin the revetment, and in the following year a second allotment of snffi-
oient amount was made to complete the protection of the entire bend. Work was
commenced late in the fall of 1891, and 3,250 linear feet of revetment was placed
before the end of the season, beginning at the upper end of the bend. During the
following high water as much as possible of the i^ip^ap stone required to complete the
work was purchased and stored on the bank. The revetment work was resumed
early in August of 1892, and actively prosecuted uiitil the close of the season in Feb-
ruary, 1893. Two mattress ways had been provided, and with these it was hoped to
complete the revetment of the entire bend before the end of the season, but the with-
drawal of one of the ways for the repairs at Daniels Point in October mad« this
impossible, (^ood progress was, however, made with the one plant, and 8,504 feet of
revetment completed before the end of the season, lea>'ing about 4,000 feet of bank
at the lower end of the bend yet to be protected.
Grading. — ^The most difficult feature of the work was the preparation of the bank
for paving above low water. For a distance of over 1,000 feet in the vicinity of Mud
Point the composition of the bank was of a treacherous nature, causing the bank to
CHve or slough off in large blocks, giving the bank Ifhe a very irrog^ilar shape of
salients and reenterings. But little grading was possible here, and but little was
done. There was, howevfir, along the greater portion of this bank a natural slope
of about 1 on 2^ to 1 on 3 from the low- water line up to the level of the 15-foot con-
tour, on which the shore protection could be placed without grading. Below
this point the bank line was uniform in shape and direction and favorable for grad-
ing. The grading was, however, slow and tedious on account of the large number
of old cypress stumps encountered at all points of the graded slope, being the relic
of an old cypress swamp, which the surface deposit of the present bank entirely
oovers and conceals. At one point there were 74 stumps in the graded slope along
300 feet length of bank, and this was by no means the most thickly wooded portion.
Grading opposite two of the mats was done before the mats were sunk, but with
very unsatisfactory results, as the bank sloughed badly at the water line. Resort to
hand dressing, at considerable expense, was had to establish a suitable slope for the
riprap paving. After this the grading was done after the river mats were sunk,
and with much more satisfactory results, there being but little caving or sloughing
after the pockets under the shore edge of the mats had been filled up by the mate-
rial which was washed down from the bank by the hydraulic jet. The grading was
done with large graders Nos. 2 and 4. One month was lost with griMer No. 4 on
account of a bursted steam cylinder. The two large pumps were taken off and four
pile-driver jet pumps were put on instead, and gave good satisfaction during the
remainder of the season. To expedite this work, both graders were worked at night
between September 28 and October 26, by the aid of a Wells lamp. In November
grader No. 4 was transferred to Daniels Point.
Biver mats. — Construction was conmienced with river mats of the width hereto-
fore used, viz, 200 feet, as one of the mattress ways would not permit the construc-
tion of a wider one. After 3,952 feet of mat had been built of this width, a new and
larger mat- ways was procured, and the remainder of the mats were constructed
with a width of 240 feet.
Late in the season, while work was in progress, I received the resolutions of the
Commission directing certain changes in the construction of the mats. The resolu-
tions were: (1) ''That under- water mattresses shall be thickened by a layer 3 or 4
APPENDIX y Y — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3715
inches tliick of fine brnah to make them less permeable ; and (2) that the district
officers be authorised to experiment on constracting the enter 50 feet of mattress so
as to be more flexible^ in order to follow the eaving of the bank."
The first resolution doubles the amonnt of brush required in building a given
length of mat) and as the brush supply was already inadequate for the ordinary form
of construction, causing delay and loss, it was deemed impracticable to carry oat the
resolutions to the ftill extent and at the same time build the amount of mat&ess that
was necessary in order to close the gaps between the mats already placed.
When the second mat party was withdrawn from this work for Daniels Point,
there existed a long gap between the revetment placed by it and that of the first
party, which had to he closed before the end of the season or have an unprotected
interval which would be liable to cave back during the succeeding high water and
destroy the free ends of the mattress. It being deemed unsafe to leave such an
unprotected interval at this point, and it being impossible to close it if the resolution
was fully carried out, it was complied with only to the extent of placing an extra
layer of brush on the inshore edge of the mat for a width of 40 to 50 feet. Special
care, however, was taken here and at other points, to weave the brash more closely
than had been the custom heretofore, to connect the top and bottom grillage more
securely, and to strengrthen the mat lengthwise and crosswise by a more liberal use
of steel- wire strand. The mats are believed /to be better in every 'particular than
any heretofore built of the same type of construction in the First and Second Dis-
tricts.
The following are the river mats built during the season:
Mat No. 1.-1,090 feet long, 200 feet wide.
Mat No. 2. — 1, 038 feet long, the upper 695 feet being 200 feet wide, the remainder
240 feet wide.
Mat No. 3.— Length 1,045 feet, width 200 feet.
Mat No. 4.— Length 989 feet, width 240 feet.
Mat No. 5.— Length 1,122 feet, width 200 feet.
Mat No. a— Length 1,103 feet, width 240 feet.
Mat No. 7. — Length 421 feet, width 240 feet. This mat covers the softest part of
Mud Point, and has an extra layer of brush over the whole width of mat for a dis-
tance of 300 feet.
Mat No. 8a.— Length 830 feet, width 240 feet.
Mat No. 86.— Length 866 feet, width 240 feet.
The above is the order in. which the mats were built. Oeographioally they are dif-
ferently located. The mat farthest downstream is No. 5, and the one next above it
No. 85. The latter was built under difficulties, on account of cold weather and ice,
and it was found necessary to sink it, on aocount of ice, before it had been given the
length necessary to overlap the head of mat No. 7, thus leaving a short unprotected
interval between them.
Conntctina maU. — Of these 31 were made, in lengths of from 75 to 400 feet, and
widths of 40 to 120 feet. They overlap the river mats about 25 feet, and extended up
the bank to the level at which the water line stood at the time they were built.
They were built of two thin layers of brush at right angles, with top and bottom
grillage poles securely wired together.
Pavtng, — ^The paving begins at the low- water Une and extends up the graded slope,
terminating at a level of about the 18- foot stage. It consists of a thin layer of (quarry
spalls, on which is placed a layer of riprap stone. At first the paving was given a
uniform thickness of 10 inches, but was afterwards made with a thickness of 12
inches for a distance of 5 feet, measured vertically up the slope, then gradually
reduced to a thickness of 6 inches at the top of slope.
Spur dike, — In order to break the force of the strong eddy which exists under Mud
Point, three spur dikes have been commenced, each consisting of two rows of piles
perpendicular to the bank. Owing to the rapidly rising river, they were not com-
pleted before suspension of work by high water.
Swrveye and barings. — Before any revetment was built, the bend was careftilly
sounded along sections 100 feet apart, the soundings being referred to a permanently
established base line on shore. Tlie soundings were repeated after the revetment
was built, and a third set over a portion of the mattress was taken, after the water
had risen. The latter indicate a decided scour of the river bed alons the outer ed^e
of the mattress at the lower end of the work, and an undermining of a portion of it.
Being taken at high water in a swift current, the last set of soundings are, however,
not very reliable. A resurvey of the bend will be made at next low water, ana
it is anticipated that it will throw some light on the manner in which the current
at high water acts upon a revetted bank. Test borings to ascertain the oompositiou
of the bank in the vicinity of Mud Point are in progress.
For further details see report of Assistant Engineer Aug. J. Nolty«
3716 • EEPOBT OF THE CHIEF OF ENODteBBS, U. 8. ASMT.
The cost of the work during the season, including all expenses inoidental thereto,
except office expenses, is as follows:
River mats per square.. $i,2ffi
Connecting mats do.... 8.17
Pocket mats do.... 6. 90
Paving per square yard.. .91^
Grading do.... .038
Cost per linear foot of protection 19.22
Amount expehded on this work in 1891-'92 60,171.31
Amount expended on this work in 1892-'93 '. 174,546.30
Total. 234,717.61
Daniels Paint. — As hefore reported, a continuous revetment, 5,300 feet long, was
S laced in this vicinity in 1889 to protect the bank at lower end of Canadian
leach, in which rapid caving had developed. The river mats were 200 feet wide,
and were made continuous with the shore work, which also consisted of brush mats
lightly ballasted with stone. After the flood of 1890 the upper end of the revet-
ment was found to have been undermined by the caving of the unprotected bank
above it, and some settling to have taken place in the shore mat at a point 300 feet
below the head of the work. The settling had not been sufficient to rupture the
brush work, and no repairs were made this season. During the flood of 1891 this
settling had developed into a rupture of the mat, causing a deep pocket and leaving
but a small length of revetment in place above it. An examination at low water
failing to show that any of the ori^n^al uiat was in place, the break was repaired
the same season by a mat 200 feet wide and 300 feet long, and shore work. It was
intended, during the same season, to extend the revetment upstream 500 feet, but
for reasons given in laRt annual report, this was not done.
After the flood of 1892, five breaks appeared, which, including the mat lost by
undermining at the "Pper end of the work, involved the loss of over one-half of the
origiual revetment. TlieBe breaks were as follows, beginning with the one feurtheist
upstream :
Feet.
Break No. 1, length 750
Break No. 2, length 330
Break Xo. 3, len'^^th 8i*0
Break No. 4, length 560
Break No. 5, length 530
A careful survey at low water, with soundings along sections 100 feet apart,
showed that considerable scour had taken place in the bed of the river along the
outer or channel edge of tho mat. At the upper end of the revetment depths of 100
feet below low water were found less than 200 feot from the shore, and the loss of
mat in this vicinity was doubtless due to the scour which has here taken place
since the mats were sunk. The scour was much leas at the lower end of the revet-
ment and the causes of breaks 4 and 5 are not so evident. These breaks were made
the subject of a special report, dated September 21, 1892, and to repair them the
comniisHion provided the sum of $60,000 by transfer from the allotment for Gold
Dust Dam, the construction of which was deferred until another season.
The preliminary work of repairing the break was commenced October 8 and
mat construction October 13. Breaks Nos. 1, 2 and 3, having practically developed
into one continuous break, were treated as such and covered by continuous mat-
tress 1,940 feet long and 240 feet wide. Connecting mats were constructed to cover
the pockets between the shore edge of the river mats and the water line. Pocket
No. 5 was repaired by mattress 613 feet long and 240 feet wide, with connecting
mat and shore paving. Authority having been obtained to experiment in the con-
struction of a fascine mat, it was proposed to cover pocket No. 4 with a mat of this
construction. After a study of the subject, it was proposed to build it as follows:
The fascines to be made 12 inches in diameter and in lengths of 50 and 100 feet,
and tightly compressed and bound every 3 feet. These fascines were to be placed at
right angles to the bank and were to form the woof of the mattress, pairs of longi-
tudinal wire strand cables forming the warp. The top and bottom cables of each
pair were clamped together every 3 feet liy long cable clamps. On top of the mat-
tress so built a grillage of poles was placed and tied down to the fascines by galvan-
ized wire. The construction of the mat was commenced February 2, 1893, and was
very slow work, the best progress made on any one day being about one-half that of
the ordinary woven mat. After 173 linear feet had been built, the river became
filled with heavy ice, crowding the mooring barges and tl^e mats into aa oblique
APPENDIX Y Y — ^REPORT OF MISSISSIPPI RIVER COAlMiSSlOi^. 3717
poBition with respect to the bank. To prevent total loss, the unfinished mat was
nnrriedly ballasted and sunk the same day.
The experiment with this form of mat has therefore not been, on the whole, a sno-
cess, bnt enough of it was built to demonstrate that it possessed two great advantages
over the old form of mat, viz. : more flexibility and less permeability. The cost per
linear foot of mat is of course some greater than that of the old mat, but the experi-
ment was not carried far enough to enable me to ^ive even an approximate estimate
of its cost if used on a large scale. Further experiments in the construction of this
form of mat will be made at New Madrid during the coming working season.
To aid in breaking up the eddy in the pockets formed by the breaks in the old mat,
the spur dikes of piles were commenced as the water began to rise, but the river
rose too rapidly to permit their completion before suspension of work by high water
All work was discontinued March 1. The revetment will be extended up-stream
about 1,000 feet during the coming season.
The cost of repairs of the past season was as follows :
River mat per sqnare.. $5.09
Connecting mat do 7.8112:
Grading: per cubic yard.. .063
Paving do 1.995
Total expended $54,016.52^
Fletchers Bend. — A few unimportant faults in the old work were restored during
the season and 4,807 sqnare yards of work reballasted and 684 square yards of addi-
tional paving laid^ at a total cost of $2,632.66. One of the projects for last season
was the repair of a fault in the revetment of Section B, near its upstream end, buv
owing to the necessity of using the plant at other points, this could not be done. A
special allotment of $15,000 has been made for repairing this break, to be done the
coming season.
Gold Dust Dli;6.— The funds withdrawn from this work last season and applied in
repairing Daniels Point revetment having been restored by a new allotment of
$60,000 it is proposed to build the dam, or as much of it as possible, the coming sea-
son. The stone required has been stored on the bank in the near vicinity of the dam .
Bullerton Tow-Head, — ^The revetment along the channel face of BuUerton Tow-
Head has been broken up in places during the past year. For some years after its
construction it was not exposed to the action of the current, bein^r protected by an
outlying sand bar. Thi^ bar was scoured away during the flood of 1892, leaving the
channel face of the tow-head exposed to a strong current. Being one of the first
experiments in mat building in which mats only 100 feet wide were used, which widths
have since been found insufficient, it is probable that the entire revetment will
require renewal in the near future, and, in anticipation that a part of it will have to be
renewed the coming season, an allotiuent of $100,000 has been made for this purpose.
Condition of the works in the reach, — The most serious injuries sustained by the
works in the reach occurred, as above described, at Daniels Point, Bullerton Tow-
Head, and Fletcher Bend. There has also been some further enlargement of the
nnrevetted gaps in the interrupted revetment in Fletcher Bend, but not of suf-
ficient extent to require immediate repairs. The undermining of the low^r end of
the Plum Point revetment has also continued to a small extent. With these excep-
tions the works in the reach are believed to be in substantially the condition
reported in the last Annual Iteport.
Besults at Plum Point Beach, — The river was at a low stage from September 1 to
December 15, with a minimum of 3.9 feet on the Cairo gauge. The least depths
recorded in the reach were 7i feet in Gold Dust and the same depth at Island 30
crossings. All other crossings gave 10 feet or more.
8URVRY8, OAUORS, AND OBSERVATIONS.
Surveys.-^k low-water survey of Plum Point Reach was made in September and of
Helena Harbor in October. A survey of Nonconnah Rock was made in September.
During the construction period voiy careful soundings were made over the revet-
ment works at Daniels Point, Ashport Bend, and Hopefield Bend, and the same sec-
tions were lesonnded during April, 1893, when the river was at a much higher stage.
The results obtained fh>m tnese surveys are noted in the description of improvement
works at the above localities.
A low-water survey was made of Harris Crossing, just below New Madrid, Mo.
This is a shoal locality, and at the time of the survey, October, 1892, there was a
least channel depth of 7 feet, with the New Madrid gauge reading 5.7 feet.
In compliance with a resolution of Congress I had a survey made of the lower
portion of Wolf and Loosa Hatchie rivers, Tennessee, using the regular survey
party fox this purpose.
3718 EEPOBT OF THE CHIEF OF ENGINEERS, Vk S. ARMY.
Levee eurveys, — Daring December, 18^, and January, V8&3', suryeys were made for
a levee location along the upper portion of the St. Francis front. The ^ength of
levee surveyed was 30 miles, in two sections. Hie upper section was 22^ miles lun^,
from Point Pleasant, Mo. (80 R), to Gayoso, Mo. (105 R).. and the lower sections 7^
miles long^from Barfield, Ark. (142 R), to the upper end of the Plum Point system of
levees at Bear Bayou (151 R).
Discharge obeervationa. — A single low-water discharge was taken at Memphis,
Tenn., October 25, 1892,. gange 1.9 feet. The discharge in cubic feet per second
was 116,756.
High-water discharges were taken in February and March, 1893, at Columbus,
Ky., New Madrid, Mo., Fulton, Tenn., and Helena, Ark. The resalts have been
reduced and forwarded to the secretary of the Commibsion. This flood was of only
moderate proportions, the highest stage reached being below extreme high water—
5.4 feet at Columbus and 6.3 feet at Helena.
A second flood in May, 1893, was 2 feet below high water at Columbus, and has
reached the high- water mark at Helena. Parties were sent to all the above discharge
stations to gauge this flood, and at some points the observations are still in progress.
As soon as completed the results will be reduced and forwarded to the secretary.
Low water of 1899, — The river was at a low stage from September 1 to December
15, reaching its lowest the last of October. The least gauge readings were : Cairo,
3.9; Belmont, 2.7: Morrisons, 3.4; Cottonwood Pointy 0.4; Fulton, 4.7; Memphis, 1.6;
Mhoons, — 2.2; Helena, 1.2; Sunflower, 3.2.
These readings are some greater than for low water of 1891, being 1.5 greater at
Cairo, 1.1 at Morrisons, 2.0 at Fulton, 0.6 at Memphis, and 0.9 at Helena.
Only 26 shoal crossings of under 10 feet depth were reported by pilots, against 42
reported in 1891. Of these 20 had less than 9 feet, 13 less than 8 feet, and 4 less
than 7 feet, the shoalest at Harris being left.
Table ofdepihe «( thoal^ater ero9»%ngs, 1S9B, Cairo to White Biver.
Kamo of crossing.
Wolf Island
Beckbamb
Hamh
Point Pleasant
Below Point Pleasant. . .
Darnells
Cherokee
Stewarts
Gold Dust
Island No. 30
Island No. 84
Centennial
Island No. 40
Fort Pickering
Armstrongs
Beeves
Scanlans
Cat Island
Norfolk
Peters
McCulloufrhs Tow-Homl
Bardins Point
Montezuma
Friars Point
Henrioo
Scrub Grass
Distance
below
Depth.
Cairo.
MiUt.
Feet,
26
7
77
8
19
6
80
7
81
8
82
8
88
H
80
15T
162
JJ
180
84
203
212
7
232
7
241
243
^
248
8
253
8
254
271
n
272
9
288
312
8
318
382
7
384
74
Date.
Oct. 3
Sept. 5
Oct. 3
Sept.2U
Sept. 20
Sept. 20
Sept. 10
SepL 10
Oct. 18
Oct. 18
Sept. 20
Sept. 10
Oct. 3
Oct. a
Sept 6
Oet. 20
Oct. ao
Sept. 6
Oct. 17
Nov. 1
Sept. 17
Oct. 17
Nov. 14
Nov. 17
Sept. 17
Sept. 17
Loicer St, Francis levee district. — ^This district ioclades the area which is subject to
oTerflow by water escaping over the right bank of the river between Point Pleasant,
Mo., and the mouth of the St. Francis River. Ite length on a north and south line
is about 125 miles and by river 218 miles. Its average width on an ptubt and west
line is about 25 miles. The area liable to overflow is estimat-ed at 1,932,000 acres, of
which only 217,000 acres, or 11 per cent of the total, is under cultivation. Local
protection to about 41,000 acres of land in the vicinity of Osceola, Ark., is afforded
by the levee, about 22 miles long, extending from Bear Bayou to Craighead Point,
and which was built by the United States in 1886*'S7, in connection with other works
for improving the channel of the river in Plum Point Reach. ^
Above and below this levee the water is practicaUy free to escape over the banks
into the lowlands of the basin. The renuumta of the old State levee, long since aban-
APPENDIX Y Y — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3719
doned, TrUoh exist here aad there along the Tfhole length of the district, form no
barrier to and retard hat little the general escape of water over the banks.
The overflows of the past few years have been very destructive to the district,
especially that of 1892, which, occurring very late in the season, made it impossible
to make any crops whatever in many of the deeply-submerged localities. The pres-
ent overflow promises to be quite as disastrous as that of 1892.
Realizing tnat a succession of such overflows would not only prevent any further
developnient of the territory, but would lead to the abandonment of much of it
that is now oocupied, the inhabitants took prompt steps, after the flood of 1892, to
organize themselves Into a distrfct for the purpose of building a levee. With great
promptness both the Missouri and Arkansas sections of the overflowed area suc-
ceeded in obtaining from their respective legislatures at their last sessions laws by
whiob tbey could form into levee districts, and when so formed to Join together as
one district^ under one administration, for the purpose of building and maintaining
the levees of the district without regard to State lines.
At present writing the levee boards and executive officers authorized by law
have been organized, and st^s have been taken for levying a tax. The rate of
taxation is subject to a vote of the inhabitants of the district, and will be submitted
to a vote on the 10th instant. Considerable opposition has been developed, and
there is a possibility that no tax whatever will be levied. Should, however, the
tax reconunended by the levee board be adopted, the district expects to collect
about $100,000 the first year.
To aid the district in constructing their levees the Commission have allotted the
sum of $264,000, under the provisions of the act of July 13, 1892, to be expended in
the fiscal years of 1893-'94, 189i-'95, and 1895-'96. As bv far the greatest escape of
water into the district takes place in the gap, 66 miles long, which exists between
the high ground at Point Pleasant, Mo., and tne upper end of the Plum Point Reach
levee at Bear Bayou, it was proposed to expend the first year's allotment of $88,000
in beginning the levee at the upper end of the gap at Point Pleasant and extending
it downstream as far as the funds would allow. The levee was advertised Decem-
ber 30, 1892, and bids opened January 24, 1893. Before advertising, the district
officer was assured that the right of way would be freely given or promptly obtained,
but after advertising and befQre the opening of the bids, notice was received that
some of the landholders had assumed a somewhat uncompromising attitude regard-
ing right of way and drainage questions, and having no assurance that the then
local county levee board could adjust the questions satisfactorily and promptly,
I recommended, for this and other reasons, that all the bids be rejected, and that
the money be applied at the lower end of this gap, by extending the Plum Point Levee
from Bear Bavon upstream as far as the raudft would go. This project has been
duly approved by the Commission and the Secretary of War. and all bids on the
Point Pleasant location have been rejected and steps taken toward locating the
levee above Bear Bayou. Owing to the overflow, which has prevented an examin-
ation of the locality and selection of the proper location of the levee, the work has
not yet been advertised.
SBCOND DISTRICT.
Sopefield Bend, ArJcansM {SS7-SS0 miles below Cairo), — The revetment in this bend is
over 3 miles long, extending from Mound City to Hopetield Point. The upper
mile was built in the working seasons of 1882, 1883, 1884, and 1885, and has been
protected from serious injury up to the present time by a sand bar which formed in
front of it shortly after its construction. The lower 2 miles of the revetment,
which was buUt in 1884, 1887, and 1888» has been subjected to the action of a very
strong current since its construction, and numerous breaks have occurred since
1890, requiring extensive repairs to prevent the loss of the remaining portion of the
work. The first break in this work occurred during the flood of 1890, and was
repaired by a complete revetment, 762 feet long, built in the fall of 1890. Two more
breaks occurred during the flood of 1891. one 2,750 feet long, at the head of the 1884
work, and the other, 600 feet long, in tne 1887 work. Both were repaired in the
season of 1891~'92. Five more breaks occurred during the flood of 18^, as follows,
beginning with the one farthest upstream :
Feet.
Break No. 1, length 300
Break No. 2, length 1,200
Break No. 3, length 700
Break No. 4, length 600
Break No. 5, length 1,400
To repair these breaks and to strengthen about 1,300 linear feet of mat not actually
displaced, but which had become seriously weakened by decay of the brush in the
vicmiiy of the low-water line, an allotment of $91,000 was made from the appropri-
3720 BEPORT OP TAE chief op engineers, U. 8, ARMY.
ation contained in th« act of Jaly 13, 1892. This sum, together with an nnex-
pended balance and a small contribation from the allotment for repairs to existinfr
works, sufficed to complete the repairs as contemplated. An examination of thetM:
breaks at these and other points at low water suggested that the reYetmenits have
been destroyed by one of the following causes :
(1) Insnfi&cient width, which allow^ undermining by scour at the channel edg«
of the subaqueous mats.
(2) Want of flexibility in the subaqueous mats, which prevented them fkrom fol-
lowing the scour without rupturing.
(3) Want of compactness or too great permeability of the mats, by reason of
which the material under the mat is scoured out, either by direct attack by tb^
current through them or by the return flow from the saturated strata on a receding
river.
To obviate these objections as far as practicable, the plan adopted for the la*t
season's work was to make the mats as wide as the mat barges would allow (24u
feet), to use smaller brush and weave it more closely than heretofore, to make the
connecting mats much thicker and with greater lap over the river mats, and to pro-
tect the bank above low water by a layer 10 inches thick of riprap atone.
Work was begun August ^, 1892, and continued under favorable oonditions till
its completion January 11, 1893.
Break No. 1 {SOO feet long), — This failure occurred near the low-water line and
carried away all the upper bank revetment. The subaqueous mat was found un-
broken, with the inshore edge of the connecting mats, which was originally a few
feet above low^water line, in about 15 feet of water. Repairs were made with
heavy connecting mats from 115 to 180 feet wide, and a complete bank paving.
Break No. 2 (l,B00feti long). — This was in the work of 1887. The current in front
of it is exceedingly strong and close to the bauk. Upon examination at low water
the river mat was found, in a number of places, at 50 to 100 feet out, but at other
places it could not be found. The extent of caving was slight, and for nearly the
ei^tire length the top portion of the revetted slope was standing. This break was
repaired with a complete revetment 1.200 feet long.
Break No. 3 (700 feet 2<m^).— This break was at the lower end of the 1887 work, and
occurred just under a steamboat which hi^ for some time been anchored alon|( the
bank. The break for a length of 300 feet and about 60 feet back occurred in twt^nty-
four hours. Its subsequent enlargement was gradual. No river mat could be found
in the middle of the break, and where founds near the ends, it was badly broken.
The cave extended under the river mat of 1890, the head of which was found alon^
the bank. Repairs here consisted of a river mat 750 feet long, with connecting mats
and paving.
Break No, 4 {(500 feet Zottor). — This was in the 1888 work, and consisted of a series of
small breaks alon^ the low- water line. In places the revetment was unbroken, and at
no point was the inshore edge of the river mat over 30 feet from the low- water line.
Along this break is a stratum of blue clay a few feet above the zero line, with strata
of flue sand above and below. Numerous springs come out of the stratum of sand
above the layer of clay, undermining the sand beneath and making large holes under
the brush work, allowing the mat to settle down, and at times causing ruptures in
the mat where the settling is considerable. The repairs were made by heavy con-
necting mats of from 65 to 110 feet in width and paving.
Break No. 6 {1,400 feet long). — ITie first cave occurred inside of a large wharf boat
lying along the bank near the upper end; a pocket 300 feet long and 75 feet back
went out in a day. Afterward another pocket caved near the lower end, and both
were subsequently enlarged until they nearly connected. The stratification of the
bank described under Break No. 4 occurs here. The repairs made were 1,470 feet of
complete revetment.
In addition to the above, 1,000 feet of the revetment above Bresk No. 4 and 300
feet of revetment below it were strengthened in the vicinity of the low- water line
by mats 50 to 95 feet wide and some additional ballast on the upper bank work.
There were no actual breaks in the revetment, but the brush worK was decayed^
more or less broken and dinplaced, and but lightly ballasted.
The work of the season included grading^ length of bank 3,650 feet, contents 71 ,000
cubic yards: wide river mats, length 3,470, number of squares 8,253, length of bank
covered 3,420 feet ; connecting mats, length 6,200 feet, number of squares 5^416; |>aritt^,
length of bank covered 4,970 feet, number of squares 3,120.
The average cost was —
Qradin^ per cubic yard.. |0.W4
Wide-river mats per square.. 3.653
Connecting mats do 5.893
Paving do 11.70
Reballasting old work, 590 squares do 5.50
Total cost of work 101,639.36
APPENDIX T Y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3721
Brash and poles were obtained by contract at 95 cents per cord for the brash and
$1.50 per cord for the poles. The deliveries were at times insufficient, causing delays
ajid loss. ^
Stone was obtained by contract from Willifurd, Ark., over the Kansas City and
Memphis Railroad, one- half on the top of the bank and one-half on barges. The
deliveries were prompt. The price paid was $1.85 per gross ton on bank and $1.70
on barges. The stone was limestone, gf variable quality. From carefnl determina-
tions, made by measuring the displacement of several barges loaded and empty, the
weight of the stone was found to be 2,496 pounds per cubic yard.
For farther details, see accompanying report of William M. Rees, the assistant
engineer in local charge of the work.
As 8 preliminary step ^ward investigating the effect of the river current on a
revetted bank, and ascertaining, if possible, the causes of failure in the revetments,
the lower two- thirds of the revetment in this bend was sounded along sections 100
feet apart during the low water of 1892. The soundinss were made with ^reat care.
Two barges, each 1.30 feet long, were lashed end to end and moored at a right angle
to the bank along the section to be souuded. The soundings were made 10 leet apart
along the upstream side of the barges, the positions of the soundings being indicated
by marks on the sides of the barges. The distance of each sounding from the shore
end of the barges was carefully measured, as was also the horizontal distance from
the shore end of the barges to a permanent base line on shore. Given these meas-
urements and the stage of water at the time the soundings were made, it was pos-
sible to construct very accurate profiles of the revetment, which can be used in
connection with similar profiles to be made in the future for the purpose Of ascer-
taining any changes that may take place in the shape or position of the mats at any
point.
Comparative soundings were made over a number of sections along the old 1888
work in March, 1893, at a stage of river between 26 and 28 feet, and in a very swift
current. Compared with the soundings taken last year at low water they appear
to indicate that the mat has settled in places in the vicinity of the low- water line, and
that the whole of the river mats at a few points have settled; but the later sound-
ings are not snbmitted as conclusive as to the changes noted, since the current was
too swift to permit soondings to be taken with any degree of accuracy. The extent
of the settling can only be determined by an examination at next low water. There
are known to be at present four new breaks in the stone work, but their extent can-
not be ascertained until the water recedes.
To repair these and to renew the old revetments where wide mats have not been
placed since 1890 an allotment of $100,000 has been made from the appropriation
contained in the sundry civil bill of March 3, 1893. The work will be done during
the coming low-water season.
To ascertain if the frequent failures of the revetment in this bond might not be
due to a specially treacherous formation of the bank, 7 borings have been made
1,000 feet apart along the lower 7,000 feet of the revetment. The average depth of
6 borings was about 130 feet below the top of the bank, and 1 boring was carried to
to a depth of 160 feet. Samples of the borings have been arranged and a full report
will be prepared at an early date.
Memphis Ilarhor {£30 miles below Cairo), — The outlying sand bar and the causes
which have led to its formation, are fully described on page 3587 in the Annual
Report of the Chief of Engineers tor 1891. During the low water of 1890 the sum of
$4,802.33 was expended in maintaining a channel through the bar to the Memphis
Elevator. The channel so dredged was filled by deposit the following high water
to a higher level than before, and in 1891 an allotment of $15,000 was made and
expended in again keeping open this channel. Though the traffic to the elevator
was at no time suspended in 1891, the maintenance of a channel to the elevator
proved of but little value, as all but one of the boats landing at the elevator had
gone to the bank on account of the extreme low water of that season.
The heavy deposit on the bar, which occurred during the flood of 1892, made it
impracticable to attempt to reopen this channel again, and no work was done that
season. No further dredging is recommended at the present time. The bar appears
to have not yet reached its greatest development. In 1890 the tail of the bar had
dropped down to a point 150 feet above the paved levee. During the flood of 1891
it advanced downstream about 450 feet, overlapping the paved levee about 300 feet,
and a further advance of 160 feet took place during the flood of 1892.
The protection of the city front consists of 9,500 linedr feet of revetment, of which
the upper 7,500 feet is continuous mattress and the lower 2,000 feet is of the spur-
dike system. No injuries have been noted to the spurs or the continuous revetment
above it, both of which remain in serviceable condition.
Naneonnah Rook (£36 milee below Cairo). — This so-called rock is located opposite the
mouth of Nonconnah Creek and 3 miles below the Memphis Bridge. The distance
from the Tennessee shore is about 700 feet and from Presidents Island shore 2,000
3722 REPORT OF THE CHIEF OP ENGINEERS, U. B. ARMY.
feet. For many years before 1890 the channel of the rirer oconpied the spa^
between the rock and Presidents Island, where the waterway was of sofficient ^w^idth
for all craft to pass without coming dangerously near to the rock. Sinee 1890 the
channel has moved to the narrow way between the rook and the Tennessee sbore.
thns forcing all craft, especially heavy tows, to pass uncomfortably close to the rock
at medium and low stages. The rock was surveyed at low water in October, 18S*1.
and its contents found to be about 3,000 cubic yards above a plane 8 feet below low
water. The top of the rock was 2.3 feet above low water. The material is a soil,
ferruginous sandstone, easily pulverized under the hammer. To remove the rock to
a depth of 8 icet an allotment of $6,000 was made August 4 from the approprlatioD"
contained in the act of July 13, 1892. The work was advertised November 1, 1S92.
and bids opened December 1, 1892, four bids being received, the lowest bein^f ^.(»
per cubic yard and the highest $4.95 per cubic yard. The lowest bid was accepted
and the contract made, tbc work to be completed before November 1, 1898. No work
has yet been done.
Helena Harbor {$06 miles below Cairo), — ^The work of improvement consietBof a
continuous revetment 600 feet long and 5 spur dikes, protecting S.OOO feet of bank
in front of the town. It was constructed in 1889-^90 under a specific appropriation
of $75,000, contained in the act of August 11, 1888. The three lower dikes were not
completed on account of lack of funds. No work has been done since. The cave or
landslide which occurred after the flood of 1891 at the lower two dikes, which were
not completed, and referred to in last Annual Report, has enlarged still farther, bnt
no repairs could be economically made short of rebuilding the dikes complete or
substituting continuous revetment. No further work is recommended at the present
time.
Levees, — The levees in the second district include the levees of the Upper Tazoo
levee district on the left bank. Upper and Lower White River levee districts on
the right bank, and a part of the Lower St. Francis levee district. The latter has
been described in the report relating to the first district. Work has been done in
all three of the first-mentioned districts under allotments of August 4, 1892, from the
appropriation contained in the act of July 13, 1892.
Upper Yazoo levee district {244 to 365 miles below Cairo), — ^From an estimate made
in the summer of 1892 the total area included in this district is 2,169,524 acres, of
which 356,227 acres are under cultivation. The assessed valuation of cleared and
uncleared lands is $10,708,000, and of all property, including lands, personal and
other property, $15,184,000. The real value of all property is estimated to be over
$29,000,000, or about $246,000 per mile of levee in the diHtrict. The levee is, in roimrl
numbers, 120 miles long, and, as compared with other levees on the river, is in a high
state of efficiency, though not yet up to the standard of strength that will nlti-
mattily be required.
Up to the date of the last annual report about 28 per cent (33 miles) of the levee
had been raised to the present standard grade of 4 feet above highest water, crown
widths of 10 feet and minimum side slopes of 1 on 3, and with banquettes or bermes
as buttresses to the bases of very high levees. The remainder of the levees which
had not been brought up to this standard had trades of about 3 feet above high
water, crown widths of 6 to 10 feet, and slopes of not less than 1 on 3.
To aid the local district in still furtiier Htrengthening their levees the Commission
alloted the sum of $•100,000 to be expended, $100,000 annually, in the four fiscal yean
ending June 30, 1896. The portion of the levee which is subjected to the great-cat
strain is that included between a point opposite Helena^ Ark., and the lower limit
of the district at the Bolivar County line. The first years allotment has, therefore,
been expended in this locality. Work has been done at three points, vis: In enlarg-
ing existing levees in the vicinity of Burkes Landing (332 to 337 miles below Curo).
and at a poiut about 1 mile below Sunflower Landing (354 miles below Cairo), and
in constructing a new loop at Pushmataha (359 to 360 miles below Cairo), where the
old levee was threatened by a caving bank. The levees were advertised and bids
opened October 8, 1892. Work was promptly commenced the same month and the
levees completed before March, 1893.
The enlargement at Burkes was 4.3 miles (22,712 feet) long, contained 254,105
cubic yards of earth work, and was let in three contracts, at prices varying from
17i to 18| cents per cubic yard.
The enlargement below Hushpuckanna was 4,235 feet long, contained 40,618 cubic
yards, and was let at 20 cents per cubic yard.
The new loop at Pushmataha was 7,205 feet long, contained 208,945 cubic yards,
and was let in two contracts, at 18 and 16| cents per cubic yard, respectively. The
total quantity of material placed under all the contracts was 503,668 cable yards,
at a cost of $92,833, or an average price of 18.4 cents per cubic yard.
As recommended in my project of October 31, 1892, and as approved by the Sec-
retary of War, the second year's allotment is to be expended in the following man-
ner: In enlarging 16,000 feet of the existing levee in mile sections 57, 58, and 59
APPENDIX T Y — ^REPORT OP MISSISSIPPI BIVER COMMISSION. 3723
(304 to 307 miles below Cairo), 12,900 feet in sections 60-02 and 63 (309 to 312 miles
below Cairo), 16^700 feet of levee in the vicinity of Malones Landing (356 to 358
miles below Cairo), and 11,900 feet below Pushmataha Landing (360 to 365 miles
below Cairo). Also in constructing a new loop 3,483 feet in length below Lake
Cliarles (358 miles below Cairo), where the old levee is threatened by a caving bank.
The levees were advertised December 30, 1892, and bids opened Jannary 24, 1893.
Formal acceptance of bids was deferred till after sundry civil bill of March 3, 1893,
containing the appropriation, had become a law. One of the successful bidding
firms having failed to make their contract, the levee awarded them has been re-
advertised informally and contracted for with the successful bidder of the second
letting. These levees are to be completed January 1, 1894.
The total amount of work contracted for under the appropriations for the fiscal
year of 1893-'94 comprises the enlargement and construction of 11^ miles of levee,
containing 577,000 cubic yards of earth, and costing $89,902.50. The following table
shows the amount of work done by the local levee board and the United States in
this district to date:
Cnbio yards.
Ag^egate yardage of levees to June 30, 1892 7,413,195
Added by United States up to May 1, 1893 503,448
Added by others up to May 1, 1893 439,106
t
Total to May 1, 1893 8,355,749
Loet by caving or abandonment, June 30, 1892, to May 1, 1893 75, 000
Aggregate remaining May 1, 1893 8,280,749
Upper White Biverl€i>ee district f 306 to S40 miles helow Cairo). — ^This district comprises
the upper half of the narrow belt of overflowed land, about 10 miles wide, which lies
between the Mississippi and White rivers and below the foot of Crowleys Kidge.
The lower third of the district is but sparsely settled on account of the frequent over-
flows. The upper two-thirds, namely, that above Yellow Banks Bayou, constitutes
the local district known as Cotton Belt Levee District No. 1. Its area comprises
157,000 acres of land, of which 50,000 are under cultivation. The assessed valuation
of all property, real and personal, is $1,058,000, and its real value, not including the
town of Helena, is estimated at $1,898,000, or $86,000 for each mile of existing levee
in the district.
The existing levee begins at the foot of Crowleys Ridge above Helena, and
extends downstream 22 miles to Yellow Banks Bayou. The grade varies from 1. 5
to 3 feet above highest water, except along the lower two miles above Yellow Banks^
which is much below a safe grade. By the allotments of August 4, 1892, this district
received $50,000 for the fiscsu year ending June 30, 1893, and $53,000 for each of the
three years ending June 30, 1894, 1895, and 1896.
Believing that the local levee board was abundantly able to enlarge and care for
the short levee in the district, the first year's allotment has been expended in enlarg-
ing^ the existing levee above Yellow Banks, which was much below grade, with the
view of extending this levee southward Irom year to year, as appropriations become
available, and to eventually close the White River front by forming a junction with
the levees of the Lower White Kiver levee district, which would at the same time be
extended northward with the same object in view.
Bids were opened October 10, 1892, and 146,000 cubic yards of earthwork was
awarded at 27 cents per cubic yard. After some delays, which were unavoidable,
the contractors commenced work early in November. The work proved exceedingly
difficult, and, hindered by boggy ground, heavy rains, and, finally, by the overflow,
the contractors have succeeded in doing only about one-half of the work. The con-
tract has been extended till August 1, 1893. The following table shows the amount
of work done by the local levee board and the United States to date:
Cnbio yards.
Aggregate yardage of levees to June 30, 1892 1, 374, 191
Added by United States up to May 1, 1893 59,727
Added by othersupto May 1, 1893 94,000
Total to May 1, 1893 1,527,918
Lost by caving or abandonment, June 30, 1892, to May 1, 1893
Aggregate remaiDing May 1, 1893 1,527,918
The second year's allotment, as approved by the Commission and the Secretary of
War, is to be expended in extending the levees southward as far as the funds will go,
and the levee to be built has been contracted for, to be completed January 1^ 1894.
Lower White Biver levee district {S40 to 386 miles helow Cairo). — This district com-
prises the lower half of the nairow belt of overflowed land between the Mississippi
3724 EEPOBT OF THE CHIEF OF ENGINEERS, U. 8. AKMY.
and White riYers. Above the Desha Gonnty line the conntry is bat spanely settled,
on account of the fteqnent oTerflows. Below the Desha County line the dlstri'^
includes an area of 26,608 acres, of which 14,238 are under cultivation. The as9«0^
valuation of all property, personal and real, is $193,500, and its real valnatlon is esti-
mated to be about $668^000.
Not including the private Circle levee, which is maintained by private eabsiTip-
tion, this district contained at the date of last Annual Report 19 ndlea of lever.
beginning at a point below Henrico, Ark., and extending eastward and northward
to the middle of the bend of Island 68. The upper part of the line above the I>eehA-
Phillips County line, which was new levee, Lad been raised to a grade of 4 feet
above highest water, while below the county line the nrade was, on an avera<re,
only li feet above high water. Under the allotments of August 4, 1892, this dListrict
received the sum of $300,000, to be expended $75,000 each year for the fonr fisciil
years ending June 30, 1896. The first year's allotment has been expended in part is
raising and enlarging 30,630 feet, or about 5f miles, of the existing levee betwe<ro
Laconia and the county line to a grade of 3 feet at Laoonia and 4 feet at the oountr
line, and in extending the Carson Loop northward 11,800 feet by a new levee. The
work was divided into five contracts and bids opened October 10 and October 24.
1892.
All the levees have been completed. The prices varied from 15 to 15| cents per
eubie yard for the enlargement work, and from 16^ to 19f for the new levees.
The total work of the season comprised 138,612 cubic yards of enlargement ami
196,931 cubic yards of new levee, costing, including extras, $59,315.56.
The second year's allotment will be expended in extending the Carson Loop north-
ward as far as the funds will go, and the work to be done has been contracted for
to be completed January 1, 1^.
The following table shows the work which has been done by the local district and
the United States in this district:
Cubic Tard*.
Aggreejate yardage of levees to June 30, 1892 85w5, Oi<
Added by United States up to May 1, 1893 335,61"
Added by others up to May 1, 1893 10, Oi*-
Total to May 1, 1893 1,200,6&?
Lost by caving or abandonment, June 30, 1892, to May 1, 1803
Aggregate remaining May 1, 1893 1,200,63>5
PLANT.
JStsameri, — ^New stacks have been placed on steamer Titan and cylinder tinil»ci^
stiffened by athwartship braces.
Steamer Graham was docked, hull repaired and calked, cabin repaired, and painted,
furnace reconstructed, and a new wheel and cylinder timbers placed on her.
Steamer Kima had cylinder timbers, hog-chain braces, transom, stem, and mdders
renewed. This boat was sunk in an ice gorge at Belmont, Mo., on January 19, and
proved a total loss, the boiler and part of machinery only being saved.
The Itasca and Ahbot received minor repairs. The former has an iron hull, the
bottom plates of which are very thin, and will require renewal in the near futnre.
The two large hydraulic graders were docked and repaired; the compound lov-
pressure pumps on one (No. 4) bein^ badly damaged, were removed and replaced bv
four small pumps taken from the pile-drivers.
The two machine boats were docked and hulls thoroughly repaired.
Two quarter boats and three barges were also docked, repaired, and calked.
Minor repairs were made to 7 pile-drivers, fonr quarter boats, 5 mat boats, 4
mooring barges, 4 decked barges, and 4 flats. One district barge was cut down and
converted into a flat, and the engine on sand-pump boat removed and sent to the
fourth district for use there.
Repairs were also made to skiffs, tools, appliances, etc.
Eight model barges were loaned, by the courtesy of Maj. A. M. Miller, Corps of
Engineers, and were used during the working season in towing stone from quarries.
The steamer MinneUmka and 43 barges were received by transfer from the general
service. Of these barges, 15 only are in serviceable condition for hauling loads.
The balance are quite old, having been built from nine to ten years ago.
Two mattress ways and two mooring barges were purchased of the Kansas City
and Memphis Bridge Company. These were constructed from coal barges.
The detailed cost of the foregoing repairs is shown in the report of Assistant C.
W, Sturtevant.
Fonr barges were lost by sinking and twelve have been condemned and dropped
from the returns.
APPEITDIX T Y — ^RfePORT OF MISSISSIPPI RIVER COMMISSION. 3725
Contracsts have been entered into for the construction of 29 decked barges 120 by
30 lay 6 feet ; 2 mattress barges 160 by 32 by 5 feet, and one for experimental dredge.
Work on these has already begun, and it is expected that they will all be completed
in tiDGie for use at the opening of the ensuing working season.
HIGH WATER OF 1893.
The relative heights of the high water of 1893, as compOired with the highest
known' water at the various points in the First and Second districts^ are shown in the
following table:
Station.
Cairo
Helmont -
Kew MMlrid, Ho. .
(•ottonwood Point
Fill ton
Memphis
Kboons......
Helena
Sunflower
Highest known.
Bate.
Gange.
FtH,
Feb. 27. 1883
62.17
Feb. 23, 1884
45.80
F6b.24. 1884
41.52
Fob. 28, 1883
37.85
Mar. 1, 1882
36.60
Mar. 15,1800
35.60
Mar. 8, 1883
40.20
Apr.30.188C
48.10
Apr. 1,1890
42.90
Highest water, 1893.
Date.
Gange.
Feet.
Mar 8-12
4(^.3
May 10
43.8
May 11
88.6
Afay 13
30.5
May 15
34.6
May 17
35.2
May 25
37.9
May 25
48.0
May 27
42.9
Above
or b^ow
highest
known,
1893.
—2.87
—2.00
—2.92
—1.35
—2.09
—0.4
—2.3
-0.1
—0.0
Aa Aeen f^om the table the river has not reached an excessive height between Cairo
and Memphis, bnt from Memphis down to the lower limit of the Second District at
White Hiver it closely approximated the highest floods known, being fonr-tentbs
of a foot below the highest recorded flood at Memphis, one-tenth below at Helena,
and the same elevation as the 1890 flood at Bnnflower Landing. At a point near
Westover, 13 miles below Helena, a voluntary gange observer reports a height of 3
inches above the highest flood known.
At yet there have been no crevasses in the First and Second districts, and as the
river hae fallen about 3 feet at Helena, it is confidently expected there will be none.
The levees in Arkansas, viz, those in the Upper and Lower White River Levee
districts, have been held only by the exercise of the greatest vigilance and prompt
and timely repairs of defects before they had assumed alarming proportions. To
secure the necessary vigilance on the part of the people, Government aid was granted
only in the event that the local authorities complied with two essential require-
ments in levee protection. First, that the levee be thoroughly patrolled, to guard
against injuries to levees by trespassers, to keep off stock, to prevent landing of
boats, etc. ; and second, that the levee be divided into small lengths and each one
put under the charge of a competent man, to inspect it, to discover and locate weak
places, to make immediate repairs, if necesHury, or, if time permits, to report to the
engineer in charge for repair by a regular repair force.
Realizing the advantages and security which this method of cooperation afforded,
the local authorities have carried out their part of the programme with energy, and
with the aid extended by the Government, have been able to hold their levees
against one of the most threatening floods ever experienced, and have averted
crevasses which would certainly have occurred with any less degree of vigilance.
In the Upper Yazoo District the levees are under the control of a very efiicient
local levee board, and the only aid extended so far by the Government has been in
the way of pnrchase of material, the local board providing the labor.
Respectfully, submitted.
S, W. ROKSSLRR,
Captuin of JSngine$r$,
Gen. C. B. Comstock,
Frmdent Mwisn^pi Biver CkmmiaHon^
3726 BEPOBT OP THE CHIEF OF ENGINEERS,- U. 8, AEMY.
Appendix 4 A.
report op assistairr engineer w. m. ree8 on improving mississippi rlvbr 17
hopefikld bend, arkansas.
United States Engineer Oftick,
Memphis, Tmn., AprU £g, 1S9S.
Captain : I have the honor to submit my report on improving MissiaBippi Siver at
Hopefield Bend, ArkansM, during the season of 1892 and 1893.
Description, — ^The lower portion of the revetment, 2 miles long, was hnilt during
the seasons of 1884, 1887, and 1888. The first break in this work occurred durii:^
the high water in IJie spring of 1890, near its middle, and was repaired by a eooi-
plete revetment 762 feet long, built in the fall of 1890. The flood of 1891 caused
breaks above this repair work to the extent of 3,350 linear feet, which were repaired
during the season of 189I-'92. The remainder of the original work was in a weak
conditioD, especially near the low- water line, and some repairs were made to the
weakest places during the same season. It was then thought that all of tbis work
needed a general strengthening. The flood of 1892 proved this to bo necessary, for.
upon its subsidence, breaks appeared at a number of places, an examination mad«-
on July 22, 1892, showing five distinct breaks. These are described as follows:
Break No, 1, — From station 18 to 21, 300 feet long. This was where the complete-
revetment of 1891 ends on the old work of 1887. The failure occurred near the low-
water line, and carried away «J1 the upper bank i-evetment. The lower work was
found unbroken, with the inshore edge of the connecting mats, which was orig:ina11y
a few feet above the low- water line, in about 15 feet ot water. Repairs were made
with heavy connecting mats, from 115 to 180 feet wide, and a complete bank paving.
Break No. £, — From station 28 to 40, 1,200 feet long. This was in the work of
1887, and was a stretch of bank projecting riverward beyond the average bank line,
the projection being caused by the caving below in 1890, and above in 1891; conse-
queutly the high- water current along this location was exceedingly strong and near
the bank. Upon examination the river mat was found in a number of places at
from 50 to 100 feet out, but at other places it could not be found, so it is uncertain
whether the failure was by undermining or by breaking near the low-water line.
The extent of caving was slight, and for nearly the entire length the top portion of
the revetted slope was standing. This break was repaired with a complete revet-
ment 1,200 feet long.
Break No, S, — From station 43 to 50, 700 feet long. This was at the lower end of
the 1887 work, and immediately above the repair work of 1890. It was the first
break of the flood of 1892, and occurred just nnder a steamboat which had for some
time been anchored along the bank. The break, for a length of 300 feet, and abont
60 feet back, occurred in twenty-four hours, and the subsequent enlargement wb«
gradual. No river mat could be found in the middle of this break, and where found,
near the ends, it was badly broken. This cave extended under the river mat of
1890, the head of which was found along the bank. Bepairs here consisted of a river
mat 750 feet long, connecting mats and paving.
Break No. 4. — Between Stations 68 and 74. This was in the 1888 work, and was a
series of small breaks along the Jow-wat>er line. In places the revetment whs
unbroken, nnd at no point was the river mat over 30 feet out f^om the low- water line.
Along this break is a stratum of blue clay a few feet above the zero line, with strat-as
of fine sand above and below. Springs come out over the clay, undermining the
sand beneath and making large holes under the brush work, letting it down uid st
times causing breakage. The repairs here made were connecting mats of from 65 to
110 feet width and paving.
Break No. 6, — From Stations 77 to 91, 1,400 feet long. The first breaking occurrwi
inside of a large wharf boat lying along the bank near the upper end. A pocket
300 feet long by 75 feet back went out in a day ; afterward another pocket caved near
the lower end, and both enlarged until they nearly connected. The stratification
described under Break No. 4 occurs here. The repairs made were 1,470 feet of com-
plete revetment.
Between Stations 58 to 68 and 70 to 77 the revetment near the low-water line was
in bad condition at numerous places, the brush work being decayed^ more or less
broken and displaced, the ballasting light, and below the low water the slope was
often as steep as 1 on 1^. This entire stretch was covered with connecting mats
from 50 to 95 feet wide, and the upper slope reballasted.
The construction of the original revetment was as follows : River mats of the
usual woven type were 200 feet wide ; generally sunk with their inner edge along
jBero contour, but in some places along the 1888 Vork. Ihe inner ed^a is abont at
APPENDIX Y Y — ^BEPOET OP MISSISSIPPI RIVER COMMISSION. 3727
the 10-fooi contOTiT, making the width below the zero line abont 175 feet. Connect-
ing mats were of similar build, and were made continons with the bank bmsh work :
the latter had a doable layer of brush, and was ballasted with stone of sizes from 20
to 200 pounds, the quantity used being less than 1 ton per square, as against over 3
tons now used in paving, so that spaces amounted to fully 75 per cent.
The weak points in this revetment, as observed, are : First, insufficient thickness
of connecting mats. These cover a belt extending from 15 to 20 feet below low
water to 5 to 10 feet above. The slope below low- water is frequently steep and the
bank material mostly fine sand. Scour has frequently been observed under them,
caused by the action of springs and wave wash of wind and passing boats. Second,
insufCicient ballast oh bank work, exposing the underlying brush to air and moisture,
and causing rapid decay.' After three years, much of the brush work is thoroughly
rotten. Third, insufficient width of river mats. In places where these do not reach
practically to deep water, the work may fail by undermining. Fourth, it is prob-
able that SCOUT occurs through the mats at such places where the interstices are too
lanro, and the underlying material easily washed.
FUoM. — ^To make the repairs above described, the plan was: First, to make the
river mats of sufficient width to practically reach deep water, being careful to leave
no lars^ openiogs in the work. Second, to make connecting mats much thicker
and with greater lap on river mats. Third, upon a graded bank, with slope not
steeper than 1 on 3, to place 3 inches of crushed stone and 6 to 8 inches of small
riprap, olosely packed.
Ccnttruction, — ^Work began immediately after the arrival of the first tow of plant,
August 26, 1^2, and was practically finished January 11, 1893. The season was
favorable, and the river kept at a low stage, remaining below the 6-foot stage until
December 15, when it began rising, reaching the 15-foot stage on December 24, and
coutinuing above the 10-foot stage for about three weeks, when it began to fall, and
reached the 1.8-foot sta^e on January 24. The first time lost by rain was on Octo-
ber 31, and total time lost by rain nine days. Ice began rimning on January 13,
and continued eleven days, and again ran for two days on February 9 aurl 10.
Lobar, — ^The supply was at all times plentiful. Whites, subsisted by the Govern-
ment, were employed in nearly all the responsible positions. Most of the common
laborers were negroes, and subsisted themselves. They were good laborers, steady,
and submissive, and preferable to the shifting white laborers formerly employed.
The price paid was $1 per day and subsistence, or $1.25 per day to nou-subsiHting
labor. The day worked was eight hours, and the price the same as paid in the
vicinity for ten hours' wdrk. 'Die maximum force employed was 245 common
laborers.
MaieriaU, — Brush and poles were obtained by contract at 95 cents per. cord for
the former and $1.60 per cord for the latter, and the source of supply was from 6 to
25 miles above the work. The deliveries were at times insufficient, causing delay
and loss.
Stone was obtained by contract from Williford, Ark., and delivered — one-half on
top of bank and one-half on barges. The deliveries were prompt. The price paid
was $1.85 per gross ton on bank and $1.70 on bars:es. The stone was limestone of
variable quality, some containing much fine silica and frequently flint nodules.
The riprap was in pieces from 20 to 100 pounds in weight, and crushed stone of
dimensions to go tl^ough a 2^ inch ring. Fifty-eight car loads, with weights
determined, were loaded on four barges and carefully measured. The average
weight per cubic yard thus obtained was 2,496 pounds. The measurements were
checked by measuring the displacements of the barges, loaded and empty. This
gave the weight of 1 cubic foot of river water 63.48 pounds, and 1 cubic yard, as
measured, displaced 39.3 cubic feet of water.
GrtuLing. — ^The bank was graded to a slope of 1 on 3, or flatter, and in the pockets
this slope was not cfkrried to the top of a bank, a shoulder 6 to 8 feet high being left.
Hydraulic grading began August 29, and the last grader finished work November
26. lliree graders were used, being the same plant as employed last year, viz,
grader No. 40, having a Gordon & Maxwell condensing duplex pump with 20-incli
Bteam cylinders, 10-inch plungers, and 12-inch stroke, pile-drivers No. 20 and No.
59, each having Worthington compound duplex pumps with 16^inch and 10-inch
steam oylinders, O^-inch plungers and 10-inch stroke. Grader No. 40 threw two
streams and the others one each. The hose was 3-inch diameter, 8-ply rubber, each
line 150 feet long, with nozzles seven-eights inches diameter. When properly work-
ing a water pressure of 160 pounds per square inch at the pumps was maintained on
all the graders, with steam pressures of 80 to 85 pounds.
Prior to grading the bank . was cleared of timbers, drift, and old mat work, and
after grading with the pumps the grade was dressed by hand and stumps removed
by blasting. This wort: cost nearly as much as the grading proper.
3728 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARIIY.
The cost in detail was as followB:
Grader No. 40:
Labor and subsistence ^ $1,178.28
Coal 349.00
Oils and engineers' snppl ies 43. €3
Miscellaneous and ropa i rs 140. 9»
Total 1,711.8&
Time worked, 356 hours ; time lost, 64 hours. Work done, 1,672 linear feet (36,062
cubic yards). Graded per hour, 101.3 cubic yards. Cost per cubic yard, $0.0475.
Grader No. 59 :
Labor and subsistence .• $1,034.11
Coal 313. M)
Oils and engineers' supplies 23.32
Miscellaneous and repairs I .. 24.73
Total •- 1,395.%
Time worked, 493 hours; time lost, 19 hours. Work done, 1,976 linear feet (35,312
cubic yards. Graded per hour, 71.6 cubic yards. Cost per cubic yard, $0.0395.
Grader No. 20:
Labor and subsistence : $373. 96
Coal «0.Ciu
Oils and engineers* supplies 2.o7
Miscellaneous and repairs 33. 69
Total 390.24
Time worked, 124 hours; time lost, 12 hours. Work done, 414 linear feet (10,106
cubic yards). Graded per hour, 81.5 cubic yards. Cost per cubic yard, $0.0386.
The excessive cost of No. 40 was due to the bad condition of the pumps; had they
been in proper order they would undoubtedly have done cheaper work than either
of the others. •
The total hydraulic grading was 4,062 linear feet (81,480 cubic yards), and cost
$3,498.08. Cost per linear foot, $0.86; per cubic yard, $0.0429. One thousand five
hundred and eighty-two cubic yards was traded by hand, and the cost of cleariDi:
and hand grading was $3,022.20. The total work done preparatory to paving waa
4,970 linear feet (83,062 cubic yards), at total cost of $6,520.28; cost per linear foot
$1,312; per cubic yard, $0.0785.
Subaqueoua mattreasea. — Mattress construction was begun on September 15 and
continued without interruption until November 4, when the last mat waB sunk.
No change was made in the method of construction. The brush used averaged some
smaller than heretofore, and was woven as close as practicable, so as to leave no large
openings. The mat was also better wired and cabled^ fully one- third more wire and
strands being used per unit than last season. At every 16 feet along the bank and
about midway up the slope, a cast-iron plate anchor (Nier's patent) waa sunk by
jetting to a depth of about 6 feet, and the three eighth inch transverse strands of
the mat were fastened to them.
Four mattresses were sunk of the following dimensions:
No. 1 :
1, 000 by 240 feet.
No. 2:
440 by 240 feet.
80 by 200 feet.
No. 3:
620 by 240 feet.
No. 3 — Continued.
36 by 220 feet.
94 by 200 feet.
No. 4:
1140 by 240 feet
60 by 190 feet.
The variation in widths was caused by building around projecting points. Thej
were all sunk under favorable conditions, and at stages between 2 and 5 feet above
low water.
Total linear feet of mats made 8,470
Total linear feet of bank covered 3,420
Total squares made 8,^3
Total squares bank covered * ,. 8,13^
APPENDIX YY — REPORT OP MISSISSIPPI RIVER COMMISSION. 3729
The cost in detail was :
Xalior and Bnbsistence $7,
4 .724.3 cords brush 4,
K">(* cords poles 1,
^^X) feet piling
Tx 8.50 tons (proRs) stone 6,
•■>3,102 pounds galvanized wire. 1,
4-1, :^5 pounds galvanized wire
strand 1,
2,(H)9 ponnds iron
1?,400 pounds spikes
1, 170 cable clamps
Cost per square built, $3,633; and
quantities of materifbl nsod in tlie
Brush cords ,
l*ole8 do
Stone tons
854. 92 I 7,369 feet lumber $115. 32
488.09 Manilla rope 855.29
281. 00 Miscellaneous materials 66. 85
46. 94 Sinking 261 Nier anchors 124. 40
515. 00 Superintendence 959. 35
423.24 Care of plant 1,308.81
Repairs to plaut 837. 75
762,00 Towing 1,859.46
45.05 Miscollanoous expense 211.48
m. 40
137.50 Total 29,989.81
per square of bank covered, $3,687. The average
construction of one square (100 square feet) was:
.572
.104
.466
Wire pounds.. 6.44
Wire strand do 5.40
Connecting mats, — Work on these was begun October 3, 1892, and the last piece
Kuuk on January 11, 1893. Thirty-two pieces in all were built, on ways 200 feet long,
an<l after being launched in the proper places were well cabled together and covered
with a 4-inch layer of brush normal to the bank. In certain localities, where the
Rl<ipe was steep, additional layers were put on. Longitudinal top grillage poles only
wcro used, and the whole well cabled together. These mats were sunk at stages
lietween 2 and 10 feet, with their inner edges from 5 to 12 feet above low water,
depending upon the nature of the bank and the time of sinking. They lap the river
mats f^om 20 to 60 feet, with an average of about 40 feet. In addition to those placed
along older work to strengthen it, these varied in width from 40 to 180 feet, the
average width of all connecting mats being 87 feet.
Total linear feet made and sunk, 6,200; total squares made and sunk, 5,416.
The cost in detail was :
Labor and subsistence $7, 508. 01
7,128.1 i5ords brush 6,771.69
535.3 cords poles 802.95
5.795 tons stone 9,874.29
35,880 pounds wire 923.37
4 , 857 pounds wire strand 227. 96
(i50 pounds iron 12.43
3,000 pounds spikes 80.70
2,600 feet lumber 32.50
Manila rope z $228. 77
Miscellaneous material 4. 75
Superintendence 948. 19
Careof plant 1,308.81
Repairs to plant 837.75
Towing 2,143.21
Miscellaneous expense 211. 48
Total 31,916.86
Wire pounds.. 6.60
Wire strands do 90
Cost per square, $5,893.
The average quantities of material used in the construction of one square was:
Brush cords.. 1.316
Poles do.. .099
Stone tons.. 1.07
Paving. — This work began October 15, 1892, and was finished January 11, 1893.
Progress was much retarded by the delay in connecting mat construction, and later
in the season by bad weather. Paving began at or near the low-water Hue and
extended to near the two-thirds stage, the upper edge being between the 20 and 24 foot
contours, the height depending upon the nature of the bank material. Where this
material was fine sand, as was usual near the lower slope, a layer of brush was placed
under it, and, where no brush was used, from 3 to 4 inclnss of crushed stone, of
dimensions to pass through a 2|inch ring, was placed as a foundation. Where the
springs came out on the impervious blue clay stratum already described, the over-
lying fine sand wa^ washed into a series of pockets. To remedy this, longitudinal
trenches 2 to 3 feet deep were made, heeling on the blue clay, and filled with crushed
stone. This appeared to prevent the sand movement, as the water came through
clear.
The stones used in paving was smaller and of more uniform size than used last
season, the pieces varying between 15 and 40 pounds. Besides the cniflhed stone,
3;)5 cubic yards of river gravel were used. This was obtained by hired labor, and
although costing less, it is not as good as the crushed stone. The average thickness
of the paving was 10 inches, of which 3 inches was crushed stone and 7 inches rip-
rap.
The linear feet of bank paved was 4,970; square feet of bank paved was 312,000
(34,667 square yards).
BNG 93 ^234
3730 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
The cost i^ detail was :
Labor and subsistenoe $7, 498. 59
10,057 tons stone 20,130.59
395 cubic yards gravel 295. 95
Miscellaneous materials 8. 75
Clearing and grading 6, 520. 28
Superintendence $1, 257. 24
Towing 56.', '.'
Miscellaneons exx>enfle 211. :*•!
Total 36,488.C
..(
Cost per square foot, $0,117; per square yard, $L05.
Kepaving old work. — ^The low water exposed many bare places in tbe work
1891, which had been constructed at a higUer stage. About 1,000 linear feet of tiii«
was repaved, and 1,730 linear feet along the old revetment. Tlie total w^ork of tin*
kind covered was 59,000 square feet to an average thickness of 6 inches.
The cost was :
Labor $611.^'
1,425 tons stone 2,422.;*'
Superintendence 1^\^*'
Towing W.>"
Total
Cost per square foot, $0,055.
3,244.0
SUMMARY'.
Work ilone.
Total cost
Sirer mattresses, 3,470 linear feet (8,253 sqaarea) $29, 989. 85
Conneotuig mala, 6,200 linear feet (5,416 aquares) 31, 916. 86
Paving, 312,000 aquaro fe<5t 36,488.65
Bepairing old work, 59,000 square feet 3, 244. 00
101,639.36
Cost per ddU.
$3,633 per squarr.
^.893 per sqaare.
$0,117 per sqoare v>!
$0,065 per square :-ry
SURVEYS AND EXAMINATIONS.
Soundingi, — ^A line was run on top of bank, connecting with all stations of In-^i
year's surveys not lost by caving. Soundings were taken on sections 100 feet ajc.r:.
and perpendicular to bank line, and have been referred to low water and plotted ci
^e map. The manner of taking soundings was as accurate as practicable; a i)<>-
of barges 270 feet long were lashed end to end and placed along the section line, ii^ih
soundings taken with a carefully graduated and cneckcd lead line at each 10 !''• i.
and at stages between 3 and 5 feet, and when the current was very slack. Tl^-
cost of maKing this survey was $410.82.
Comparative soundings were made over a number of sections alon^ the old iv^'
work in March, 1893, at a stage of river between "26 and 28 feet, and m a very svi:
current. They show greater depths of from a few to 20 feet, the greatest iucrei"'
being near the low- water line. That the work is broken in some localities is sh(i^\i:
by caving along the bank. At other places it appears to be unbroken at the lo\(
water line, but to have settled. At two places the failure appears to have occuriiti
in the paving just above the connecting mats, and where the bank is of sand. Tlia:
the river mats have settled is evident, but whether this is due to undermining an'l
slipping riverward or to scour through the mats can only be determined by cari-
fui examination at a lower stage of water. All the sections showing decided cbaui.''-
are along subaqueous revetment of 1888. Nut enough sections were re-sounded over
new river mats to make a comparison. *
There are four breaks along the revetment at this writing, but their nature ar.d
extent can not be determined with much accuracy until the water recedes. Tluv
are all along the old (1888) revetment, and each l)reak appears to be about 300 fe< t
long, but the present high water will, beyond doubt, increase their extent.
Borings. — Tools and appliances for making test borings were made and vork
started on January 2, but after a few days was discoulinued, to make other took
and, on account of bad weather, not resumed until January 23. This work is still
in progress, and will be reported upon when finished. Suilicient borings have bet n
made to show that the bank formation is principally sand, varying in iineness ii:
different holes, and always finer near the low- water line than at greater depth.
where more coarse gravels and clays are found.
The recent failures indicate that a decided change should be made in the muuuer
of construction. While there is no definite proof to show that failure is dne to
undermining firom the outside, many cases have been observed where the first brtaK
APPENDIX Y Y — ^REPORT OF MISSISSIPPI RIVER COMIMISSION. 3731
iiig was at or near the low- water line, leaving both upper and lower portions of the
revetment in place. The bank here, being steeper and more irregular in slope, the
revetment fails either at weak points, where it may have been broken by bending
over obstructions, or by scoor through it. I would, therefore, respectfully suggest :
That the grade be reduced, say to 1 on 4, especially at the lower part of the slope:
that the brush work be made much thicker for a distance of 150 to 200 feet out; that
laoro brush work be used under the paving, where the material is fine and there is a
tendency to uneven settling of the pavement or to scour through it; that the river
mats be made wider, to prevent any possible undermining from the outside, and
that crib dikes of sufficimit length and height be placed along such portions of the
bank where the slope under the zero contour is steeper than 1 on 3.
The above scheme would require a river mat 300 feet wide, another on top of this
150 to 200 feet wide, a connecting mat about 75 feet wide and 1 foot thick, and,
along st'Cep banks, a crib about 200 feet long by 12 feet high as a maximum for
vAch 250 feet of bank. The two river mats could be more rapidly placed (I think
as cheaply), aud they would certainly be bettor than to increase the tliickness of one
river mat with additional layers of brush.
The cost for a complete revetment of this description would be, per linear foot:
Kiver mats, 5 squares, at $3.50 $17. 50
Connecting mats, f squares, at $6 4. 50
Paving, 75 square feet, at 10 cents 7. 50
Cribs, 200 cubic feet, at 3 cents 6.00
Total....... 35.00
Accompanying this report is a map of the work and a tabulated statement of
expenditures.
Respectfully submitted.
W. M. Rees.
Assistant Engineer^
Capt. S. W. ROESSLER,
Corps of Engineers, U, S. A,
I
I
APPENDIX 4 B.
REPOKT OF ASSISTANT ENGINEER AUG. J. NOLTY ON OPERATIONS AT PLUM POINT
REACH.
United States Engineer Office,
Ameliaj Ark., April gS, 189S.
Captain : I have the honor to submit my report of operations at Plum Point Reach
for the ten months beginning with June 1, 1892, and ending March 31, 1893:
Tlie only work in progress at the beginning of the period was unloading stone at
Ashport Bend and Elmot Chute as fast as received from the quarries. This work
was continued until September, by which time there had been unloaded 34,528 cnbio
yards of stone and 1,186 cubic yards of spalls.
There were received during the same period 40,538 cubic yards, the excess of
receipts over the quantity unloaded representing stone used on the works directly
from barges. At such times, when no stone was on hand, the unloading party were
employed in clearing a strip of bauk in Ashport Bend, along the site of contem-
plated operations. •
licveimentj Ashport Bend. — Three thousand two hundred and fifty feet of the upper
part of this actively-caving bend had been revetted the previous season. The work
of extending this revetment downstream was begun on the let of August, upon
which date a small party was put in the field to cut brush and poles sufficient to
begin construction of a floor mat for Pocket No. 1, formed just below the termina-
tion of the previous year's work. The caving, which usually takes place at the foot
of a revetment, had formed here a pocket 120 feet deep, measured from the general
bauk line back and 400 feet long longitudinally, forming a crescent-shaped pocket.
Four mattTcsses were constructed and sunk so as to entirely cover the bottom, and
extending outstream far enough to be woll overlapped by the regular river mat to
bo subsequently built. The part of the bank above water was revetted up to the
mid-stage line.
Most of the brush and poles used for this work were obtained by hired labor, as,
owing to the still high stage of the river nnd consequent uncertainty as to when
full operations would begin, it was not deemed advisable to order the brush con-
tractors out.
3732 EEPORT OF THE CHIEF OP ENGINEERS, U. S. ARMY.
Pocket No. 2, sitnated 1,350 feet below No. 1, and whose dimensions are 135 feet
deep and 420 feet long, was treated in the same manner as No. 1. Five floor mats
were pnt in here. No further caving or sliding has taken place here, but in Pocket
No. 2 the soft material is at one place beginning to i]ow over the shore mat.
In the meantime a part of the force were engaged in doing the preliniinaiy work
for River Mat No. 1, such as driving abutment and anchor piles, getting out line«
and cables, putting in dead men for head lines, etc.
Biver Mat No. J. — ^The plant for this mat was swung out on August 16 and the mar
sunk ou September 2. It is 1,090 feet long by 200 feet wide, and beginning at Station
No. 32, or 50 feet above the t-ermination of the previous season^s work, runs to Sta-
tion 42.90. The reason that the point of beginning was placed 50 feet above the old
work was that, on account of the formation of FocKet No. 1, the lower end had been
somewhat damaged. No difficulties were encountered, either in construction or sink-
ing.
Eiver Mat No, f . — The outfit for this mat was swung into position on August 30
and the mat sunk on September 15. This mat has a total length of 1,038 feet, and
when 695 feet of its length had been constructed of the usual width, i. «., 200^ feet
orders were received to henceforth make all mats, as far as practicable, am wide aa
the mattress barges would permit. The outfit in use here permitted a width of 240
feet; hence the width was increased 40 feet and completed at that. This matin
therefore 200 feet wide for the first 695 feet of its length and 240 feet for the last
343 feet. No difficulties were met with, either in construction or sinking. The
starting point is Station 55.50 and termination is Station 65.88.
Biver Mat No, S. — The party constrncting this mat swun^ into position on Sep-
tember 6 and sank it on the 22d of the same month. Beginning at Station 76.36,
it extends down to Station 86.80, making it<8 length 1045 feet. Its width is 200 feet,
only one mattress plant having capacity for a greater width having been available.
Construction and sinking were accomplished without difficulty.
On this and subsequent river mats, except No. 7, No. 8a, and No. 86, the inner 25 or
30 feet of its width received an additional layer of brush. This layer was laid
normal to the long axis of the mat and tied down by the top grillage poles. The
object of this change was to obtain additional thickness of mattress along the low-
water zone, where, as has been repeatedly demonstrated, rupture of the mat first
takes place. This change in construction required an additional expenditure of
one cord of brush to every 10 feet of mat, but nothing else, as the poling gang had
sufficient leisure to place the brush.
Biver Mat No, 4.— This mat begins at Station No. 45.84 and extends downstream
989 feet, or to Station 55.75. It covers the greater part of the sliding bank, though
not the worst part, below Mud Point (Stations 44 to 55.) Its width is 240 feet.
Begun on the 19th of September, it was sunk successfully on the 7th of the following
mouth. No trouble was encountered in its construction, but the first abutment was
lost by the sudden subsidence of a largo block of bank, necessitating the driving of
a second one. More information in detail further on. Upon the completion of this
mat the plant heretofore used by this party was transferred to Daniels Point.
Biver Mat No, 6, — This mat was begun on the 26th of September and sunk on
October 14. It covers the space between Station 104.48 and Station 115.70, being
1,122 feet long and 200 feet wide. It was at first contemplated to mak^e this mat
much longer than the previously-constructed ones, and with this object in view
anchor piles were driven for more than 2,000 feet downstream, but, agreeably to your
orders to exchange the 200- feet mat barge m use here for a longer one then available
at Hopefield Bend, the mat was launched off after attaining the length given above.
In the meantime it was decided that, as now there was only one mattress outfit
available for Ashport Bend, and considerable mattress work remaining to be done
above No. 5, the work should not be extended downstream until all mat work above
had been completed.
BivfT Mat No. 6.— This mat, which is 1,103 by 242 feet, extends from Station 65.48
to Station 76.51, and covers the space between mats No. 2 and No. 3. It was begun
on October 13 and was not sunk until the 12th of the following mouth. Bad weather
and freouent scarcity of brush were the retarding causes. The mat was completed
and sunic without any mishap.
Biver Mat No. 7. — This mat covers the worst part of the Mud Point Bank, and
extends from the foot of No. 1 to the head of No. 4. The construction wjis rather
difficult, as the mat had to be built in a curved form in order to follow as closely as
possible the shape of the bank. Its mean length is 421 feet and width 242 feet. The
preliminary work was completed by the 14tli, but owing to scarcity of brush the
plant was not swung into position Jbr weaving until the 18th. In order to obtain a
close and thick mat for this part of the bank, an extra layer of brush was placed
for the entire width on top of the woven layer, the usual grillage being placed on
top of this extra layer. This double layer, though contemplated for the entire
length, could not be carried further than for a little over 300 feet, as the brush supply
APPENDIX Y Y—REPOBt OP MISSISSIPPI EIVEE COMMISSION. 3733
was entirely inadequate; and to continue the donble layer to the end of this mat
would have caused too long a delay in starting the next mat, for of course the
mooriDg barges would not be available until No. 7 was sunk. The top layer in this
case was laid longitudinally, or up and down stream, in order to bring it nearly at
right angles to the bottom or woven layer. Another innovation was that the longi-
tudinal strand cables were doubled and each one alternately passed under and over
the mat for each shift or launch. Thus each pair of cables crossed themselves about
every 25 feet, the pair forming long loops of a chain within which the brush lay.
The additional layer over the whole width of mat increased its cost considerably,
not only in material, but also in labor. To put the extra brush on the mat from the
weaving barge would have retarded the progress of weaving ; therefore an extra
barge of brush was placed on the outside of the mat and the brush distributed firom
tlienee. This involved a long carriage of the material and frequent shifting of the
run plank over which the men walked. Wiring together of the top and bottom
grillage and the fastening of the longitudinal and transverse strand cables was also
rendered more difficult by the increased thickness of the mat. This form of mat
required for each square 6 t^ords of brush and 4 cubic yards of stone above that
required for the ordinary construction. This mat was sunk without any difficulty.
liivei' Mat No, 8a, — After river mat No. 7 had been sunk there remained a gap of
about 1,800 feet in the subaqueous revetment, namely, from Station No. 86.60 to 104.48,
the latter being at the head of river mat No^ 5. It was intended to make one con-
tinuous mat to cover this space, but by the time 830 feet had been completed, the
river, w^hich had been rising slowly for several days past, began rising more rapidly,
brins^ing down considerable drift. In anticipation of the latter, a drift boom 600
feet long had been placed about the mooring barges and this held or deflected most
of the drift from the mat. Still, as reports from above indicated the coming of con-
siderable more water, it was decided to sink what mattress wa^ then alioat, and this
was successfully done. River mat No. ^a was begun on the 2d of December and sunk
on the24th. Itis830 feet longby 240feot wide. Construction was somewhat retarded
by the rapid rise and heavy run of drift. The drift boom was held by a 1-iuch steel
cable, but the accumulation of drift become so great that at 4 a. m. of the 22d, this
cable parted, letting the boom barges swing in against the mooringbarges. No dam-
age was done, but it required the united eiforts of the Minnetonka and a force of men
on two capstans to haul the boom back into position.
Hivei' Mat No, Sb, — The plant for this mat was swung into position on January 2,
by which time drift had about ceased running. Construction was carried on rapidly
until the 13th, when floating ice was first noticed in the river. The run of ice
increased rimidly during the day, and it was decided to sink this mat at once This
was accomphshed without difficulty, although the river was bank-full of heavy ice,
the drift boom, which had been put out where the mat was begun, sheering on the
ice nicely. This mat, when sunk, lacked 100 feet of lapping over river mat- No. 5,
and this small gap in the subaqueous revetment still remains, as there has been no
opportunity since to close it. No damage, however, is apprehended from the small
gap. ^No. 86 is 866 by 245 feet, and begins at Station 94.74, ending at Station 103.40.
River Mat No, 9, — The only work done for this mat was the drivinjj of the abut-
ment and the anchor piles tor 1,000 feet. This was done in the earlier part of the
working season, and before one revetment plant was ordered to Daniels Point. This
work will all be lost. Its cost was small.
The total length of all river mats made here during the season is 8,504 linear feet,
of which 3,952 feet is 200 feet wide, the balance being 240 feet or more. The total
length of bank having subaqueous revetment, inclusive of the 1891 work (3,200 feet),
is 11,704 feet, the excess in length of mattress made over bank covered being due to
overlap. As noted under the different mats, very little difficulty was met with in
construction, and none in sinking. Had there not been a partial failure in the brush
supply, and serious iuterruptions from running ice, about 1,000 feet more of mattress
niignt have been constructed with the available plant. It is believed that the mat-
tresses just described are the very best ever constructed at Plum Point Keach, as
particular pains were taken to compress the brush as it was being woven. The
extra layer along the inner edge also improved the mats, as it gives them increased
strength and thickness where most needed.
A better plan to obtain this result would be to construct a supplemental mat of 50
feet or more in width for the entire length of the main mat and sink this so as to lap
over the latter 25 or 30 feet. This supplemental mat could be so laid that no con-
necting mats would bo necessary, but the paving could start from the inshore edge
of the small mat. In some cases, as for instance passing over a scallop in the bank,
a small connecting mat would be necessary, but in most eases the supplemental mat
could be built so that it« inner edge would be above water, and the paving con-
nected directly with it, without the additionsd connecting mats. These mats could
bo made quicker and cheaper and stronger than the ordinary connecting mats.
Connecting mats. — Of these, which were constructed and sunk as fast as the river
3734 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
mata were down and the bank graded, there were made 31, varying in length from
TO to mteet^Ain width from 40 to 120 feet. The variations in width are doe to
the diZrent stages of wat^rnreyailing during construction, &' «)« "ner «1|b of
river mat in nearly all eases ftes along the zero hue, and the connecting mata over-
Ian the former 25 feet or more with the inner edge resting upon the dry dope.
H^nce atThigh stage, the connecting mats are necessarily wider than at a lower
S ^e stindarl dimensions during the prevalence of a low stage of w»t« an-
K'et {^length and from 40 to 50 feet*in wfdth. Owing to the '^on^'^Uh^iyot
the re^lSr weaving barges, a large number of these mats were made from two lav
■ '°5lies"X;g^ tw n? the'ouW end of the griUage poles, and as f«t « ^-^ -"
extended an^ the hruali laid upon them the barges were pushed "otstream mtal the
required width was obtained. The other ends of the poles rested on the d^y bank
rSo layers of brush placed perpendicular to each other were used, the whole tie.l
d^wn by the top and Lttom grillage. Where a weaving barge was availably those
maTs were ma<fe similariy tS the regular river mats, except, of c^"^. t^at the
weavine poles were normal t« the bank in8t«ad of p»raUel to it. One connectuig
marbelnVta January at Mud Point, had to be abandoned before completaon, as
Son M^he ke began^nnning, as the plant was lying in a very exposed position.
'""l^'e^S -^"erX^e^*^ to-flnish the nrotoction of this P-t of the baak^
another mat was started on February 17. As t£e river was then already quite hijrh
a9 TsfArhport gauge) and rising rapidly, it was decided to construct this oonnect-
ing mat M a river mat. An abutment, mooring and mat barges, and steel eables
wMe used precisely as in a large mat, and a drift boom placed acrow the head,
before th; ^11 was^completed, th% river'had attained <»,« *»»« "^ f -^f^P?!^^^! ^'
and the entire bank was submerged, with the river full of drift, jnie mat w« suc-
cessfully sunk on the 24th of February. Its length is 237 feet, ^^d width m ie^x.
Owing to the Ijirge amount of preliminary work such aa driving abutment dnv-
inK anoEor piles, putting in dead men for head and shackle Imes, putting out driit
b<S^eto., the cost of tfeis mat wiU be found to be high, but this was the oidy way
it could have been constructed and sunk. Some idea of the velocity of the carre..t
mav be obtained when it is mentioned that the Graham, going full J^a^'^J*? "n"'^';
to push unaided a barge loaded with 100 yards of stone up to the head of the ma.
Ploor or pocket mato.-These mats, of which there were sunk hve ,n P*okHJ;o- 1
and four in No. 2, were put down for the purpose of covering the bottom of th*
pockets. They extended ontstream far enongli to be overlapped 25 feet by the
regular river mat to be subsequently sunk. Tleir construction '[^ «'"|i«*« "«
Wo river mats, but owing to the shape of the Po^l^^t* th«y had *«» be made^
small size and o^d shaped, so as to completely cover the bottom. 2^'t*°!rlf,
employed was first to build one large mat, beginning at the upper !««»* of » f
pocket and working downstream until there was just room enough to get the ma t-
?r?i ba?ge out. Tf is was then turned around and a piece ^^^^^^JJ^^^l^'i^Z
until a good lap over the first one was obt.-uned. SmaUer mate were tten htted in
between the bank and the two first ones, the small ones extending ■^e\'»P *°f, 'J^;^
bank from whence the paving was started. The only grading done «*^eM places
was to trim off the inequalities of the natural foot «>?«-'«' Jj'°^«^'idedap to
about mid-stage. The riprap, or shore work , was carried up to that height only, la
one case the bank was found to be composed of semifluid material, »ad hme a shore
mat was built as a foundation for the stone. Since these pockets have been tluia
treated, they have passed through one high water and have not suffered the alighwst
^^ildrauHc ' grading.— This work was begun with hydraulic gradetNo. 4, on the
11th ofAugust, followed by hydraulic grader No. 2 on the 16th. These mfchine,
began on sections No. 2 and No. 3 respectively. The work proceeded favorably until
th? 26th, when an old crack just back of the front flange of the high-pressure cylin-
der began to leak steam badly. On examination, it was found that this cra.-k
extended almost entirelv around the circumference, and that it would not bo sate to
use this side of the machine any longer. The opposite engitie had iMsen OMabled
the previous season, hence it was decided to place four of the condemned 1". i).
pumps aboard. Two duplex Worthiiigton and two duplex Knowles pumpa were
coupled up so as to discbarge iuto one main discharge pipe, each pump being so
connected that it could be cut out without interfering with the operation ot the
others. Repairs to No. 4 were not completed until the 27th of the following month.
The two graders worked well throughout the balance of the season, nothing more
occurring except some slight damages to the machinery, and the cracking of the oM
Dean piiiup water cylinder. This, however, did not interrupt the work, m the
pressure Wiis not reduced thereby. , , ' . *v- ™,«*„r
It wiU be rememberert that during the previous season's work, one of the water
cvlinders of the Dean pump developed a eraek. and that the manufacturers sent a
new one, which had been strengthened by increasing the thiclmeM of the mefaU ana
APPK2a)IX Y Y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3735
l».y doing away with all sharp angles where the diaphragin joins the sides. At this
juTioture all cracks here hitherto originated in the original cylinders of both the
J^eau and Davidson puinps^ while the new ones are still perfect. Both sets of pnmps
were originally designed for a pressure of 200 pounds per square inch, but this had
been reduced to 175 pounds, which may be assumed as the safe limit.
('Fading along sections No. 2 and No. 3 proceeded in advance of mattress construc-
tion, and with fair results both as to economy and perfectness of slope, but as the
lower end of the latter section was reached, the outcrop of the strata changed and
iHTich. Band was encountered, and in consequence but a poor slope, requiring much
hand dressing, was obtained. Finally, as grading proceeded downstream, the results
were so unsatisfactory that it was decided to abandon grading in advance of the
iiiatlress construction and grade only where the mats had been previously -sunk.
This should be adopted as a rule, for it has been demonstrated here that no matter
what the composition of the bank, a good slope can be obtained after the river mat
18 sunk.. At section No. 1, where the composition of the bank is closely allif>d to that
at Mnd Point;, jading was done after the river mat was down. At first the I'esults
were discouraging, as the lower strata of sand caved and washed badly, but upon a
continuance of tlie work it was found that as soon as the voids under the mat were
lilU'd np by the washed-down material caving ceased and a good slope was obtained.
The progress of grading, while slow when compared with that made at other
localities on the Reach, was satisfactory when the physical features of the bank
oi»ora ttid upon are considered. The main cause of the slow progress was the number
of stnmps encountered on all the sections except No. 5. On section No. 8 the stumps
on a piece of graded bank measuring 77 by 300 feet numbered 74, varying in diame-
ttT from 5 to 13 inches, and this was by no means the most thickly wooded portion.
These stumps penetrated as much as 15 feet below the surface, and in addition there
were a large number of stumps uncovered that Were evidently the remains of a former
cypress swamp. Section No. 5 was comparatively free of timber.
In order to expedite this class of work, two Wells lights were put in nse,^ one
for each grader, and by their aid and with double crews on each machine, night-
work was done. This began on September 28, and continued until October 26, by
which time grading had advanced sufficiently to warrant a discontinuance of night-
wt>rk. The lights worked well, required little attention and gave ample light, with
a consumption of 1^ gallons of oil ]por hour. On November 29, grader No. 4 was
transferred to Daniels Point, where it continued until the close of the season.
Paving, — In the early part of the season riprap was laid, as has been customary
hitherto; that is, to a uniform thickness of 10 inches. This was subsequently
c-lianged by your orders to 12 inches or more for about 5 feet above the zero line,
thence tapering to 6 inches at the 15-foot contour, to which latter height only all
X)aving was to oe carried.
Some soft places along the foot of slope were first covered with bmsh foundation
mats, and all depressions of any magnitude' were filled up with brush, this being always
raised above the general level so as to allow for settlement and compression. Th^e
are a few places, principally at sections No. 8a, No. Sb and No. 5, where, owing to the
advent of high water, tne paving was not carried up quite to the 15-foot contour.
Sptir dikes. — Of these there were three constructed, two in front of the Mud Point
hank and one in pocket No. 2. The object of placing these spurs there was to break
up the strong eddy existing there, which result has m a manner been accomplished,
though the dikes are not yet completed. No. 2 requires extension outstream 50 feet
and wattling for the entire length. No. 3 requires wattling and slight extension
inshore, anuNo. 4 requires wattling. The dikes are constructed of two rows of
piling 12 feet apart, strengthened at the outstream ends by an *^L," the piles being
])laced 8 feet apart, and the whole structure well braced and turned. All piles used
are cypress. Where the dikes have the low-water contour on their inshore exten-
sions, shore mats 50 feet wide and running up to top of bank were laid. Through
them tlve piles are driven. No. 1 has not been begun.
Teat boringe — This work, begun on March 22, is now in progress along the Mud
Point bank. A separate report of this work will be made upon its completion.
REVETMENT AT DANIELS POINT.
Hirer mat No, 1, — Repairs to this work, which had suffered serious damage during
the previous fiood, were begun on October 8, by commencing the construction of
a liver mat 240 feet wide, its inner edge lying along the low- water line. Consider-
able preliminary work» such as clearing away drift and old revetment, driving
abutment, driving anchor piles, getting out mooring cables, etc., had to be done.
The plant for the mat was swung into position for weaving on the 13th. When
about 700 feet of its length had been completed it was found that the mat was begin-
ing to sag badly where it had been ballasted, this sagging being due to deposits of
silt accumulating upon the mat. This sagging continuing to such a degree that it
was feared the mat might be strained too much, it was sunk on the Slst, after a
3736 REPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMY.
length of 800 feet had been obtained. This mat was intended to cover the opfN^r
1,000 feet of the damaged work. Its aiuking before that length had been obtaiueii
Tvas merely a precautionary measure.
River mat Xo. ^. — Immediately after sinking No. 1, this mat was begun high enou.izK
above the foot of the former to make the usual 25-foot overlap. It had to be car%-e«l
around a projecting point of the old work, M'hich compelled ns to move the inntr
edge considerably beyond the low-water line, and afterwards to construct a wiil-
connecting mat. This point lay 250 feet below the head of No. 2. Conistni«--
tion proceeded slowly, owing to shortage of the brush supply and bad weather. Th-
mat was sunk on November 29. Its dimensions are, length 1,140 feet by 242 feet.
liivermat No. 4, — This mat, which was to cover the farthest downstream fault,
was begun December 19, the couKtrnction of river mat No. 8, which was to cover
the break between the foot of No. 2 and head of No. 4 having been postponed i'tr
reasons given farther on. Progress of construction was slow on account of scarcity
of labor and of brush, mainly due to the last cause. Its length is 613 feet and widrL
240 feet. It was sunk on January 6.
JRicer mat No, S. — Immediately after the sinking of river mat No. 2, the construc-
tion of fascines for this mat was begun. These were made of small brush, were froiL
50 feet to 100 feet long and 12 inches diameter. They were tightly compressed and
wired together every 3 feet. These fascines were to form the warp of the niut-
tress, pairs of longitudinal strand cables spaced 8 feet apart forming the woof.
Long cable clamps to clamp together the top and bottom cables were used every 3
feet, the fascines being first compressed together; a top grillage of poles was then
placed over the whole.
The actual construction of the mat did not begin until January 12, upon whith
day 20 feet of it was constructed on the mat barges, but as running ice was lookc^l
for the plant was not swung into position until the 2d of February, as after the hit-
ceased running it was not deemed safe to swing out until the Uelmont ice eoi'^*
had broken. This t-ook place on the 28th, and as no ice from this gorge made ir>
appearance it was assumed that it had either sunk or melted, and that therefore it
would be safe toswing out and begin construction of this mat. On February ^t)..
after 173 feet of the mat had been completed, ice suddenly made its appearance,
and by evening the river was full of very heavy gorge ice. This was from the gorgt-s
in the upper Mississippi, and proved to be the heaviest run of the season. The m:it
was hurriedly ballasted and sunk under great ditticulties, as it was almost impossi-
ble for the steamboats to get through the ice. In sinking, the pressure of the ite
against the mooring barges became so great that some of the outstream-moorin^
cables parted, allowing the mat to swing in shore. Whether it was crowded upon
the bank or '* buckled" up has not as yet been ascertained, owing to the high stu*:*^
of river. I believe that the latter is the case, and that the mat is practice liy
dostroyed. No hopes were entertained of saving it when the run of ice began, tlu*
one object in sinking it being to prevent its breaking away. It was 173 feet lou:;
hy 245 feet wide. Its cost, as will be seen by a reference to the table giving cost
of work, is very high, though a large number of fascines still on hand are inchidtHl
in the cost of this mat. The fascines will probably be available the coming scjisoi.
for connecting mats or shore work. The cost of loading these fascines on bargi-«
was also charged to the mat.
This style of mat has many desirable features, its flexibility and the possibility of
utilizing brush too small for the standard cons tractions being not the least import-
ant. On the other hand ite extreme cost and slow progress are serious objections.
Rate of progress might be accelerated if the fascines were made directly at the brush
camp and delivered to the construction parties ready for use. The cost, too, may
partially be reduced after the men have had more experience with this style.
Connecting mats. — There were constructed and sunk 7 connecting luata, varying in
widtli from 44 to 100 feet, and all of a uniform length of 240 feet. All except No.
7, or the last one constructed, are of the usual construction. No. 7 w^as built at a
high stage of river, and consequently its width was increased. It was constructed
of fascines and in a manner similar to river mat No. 3. The completion of this mat
terminated the season's work at this place.
Grading. — This work was begun on the 29th of November, upon which day
hydraulic grader No. 4 was received from the Ash])ort work. Grading was begun at
the head of river mat No. 1 and continued to its lower end. About one-half of the
bank in front of river mat No. 4 was also graded, and 275 feet in front of river mat
No. 2. Grading was suspended on January 8.
Paving. — Fourteen hundred and twelve s([uare yards of this work vras done.
Sjmr dikes. — Viye of these are to be coiistructotl hero, but only 2 have been
under construction, the high water interfering with, and tinally, on March 1, com-
pelling the stoppage of all work. These dikes, which will be constructed like those
already built at Ashport Bend, are to project out from the deep scallops in the
bank, and their duty will be to destroy the strong eddies prevailing along the bank.
All work was suspended at this place on March 1st. iSiuce the suspension of the
APPENDIX Y Y REPORT OF MISSISSIPPI RIVER COMMISSION. 3737
work the sharp salient located at the head of the 1889 work, and which caused
destnictivo eddies below, has been cut away by the erosive action of the river, and
the bank above the work is now in mtich better shape for upstream extension of the
work than formerly.
REPAIRS TO KXISTING WORKS.
Ff etchers Bend, — One of the projects for the season's work was the repair of a
fault at the head of section "B" (1888 work) in this bend, but owin<? to nonavail-
ability of mattress plant this could not be done. The fault has since increased in
extent until now about one-half of section *' 15" is involved. This fault ori«;iuated
just below the salient formed by the juncture of the 1891 with the 1888 work. A
few unimportant faults in the old work were restored, and 4,807 square yards of
work roballasted, and 684 square yards of additional paving laid.
Ashpori Bend. — Nineteen hundred and twenty-five square yards of the previous
season's work received additional ballast.
The present condition of the work on the reach may be brielly summed up as
follows, viz:
Bullerton Tow Head revetment will need extensive repairs shortly.
Osceola Bar revetment; both old and new^ in good condition^ except some slight
faults in the old work.
Plum Point revetment damaged somewhat at lower end.
Ftetohers Bend revetment, half of section "B" gone; foot of section "D" some-
what damaged; balance of new work in i^ood con(Ution; old work is fair.
Ashport Bend revetment in good condition.
Daniels Point revetment repairs unfinished.
No changes to be noted in the dike work.
Before concluding, I beg leave to submit the following suggestions and remarks :
The anchor piles which it has been customary to drive at 25 or 50 feet intervals
along the inshore edge of the river matresses might be, without detriment to the
work, omitted, and in lieu thereof piles 150 feet apart be driven for the nlat to rest
against during construction, so as to hold them at the proper distance out. The
anchor piles were driven for the purpose of fastening the mat to them by moans of
strand cables yoked around the piles and fastened to the mat. We, however, found
that frequently, in sinking, the cables cut into the soft wood of the piles and refuse
to slip down as the mat sinks, thus holding it up. These have to be pushed down,
or, if this is not possible, the strand has to be cut or the i)ile pulled out. Before
sinking the mat, the piles are cut off close to the water surface, and if, before
the connecting mats are constructed, the river should rise over their tops, much
searching has to be done to locate the proper places on the mat for the holes to be
cut, so that when these mats are sunk they will slip down over the piles. Should
these holes, from any cause, not match with the piling, the mat will hang up.
Should it be decided to construct supplemental mats in place of the standard con-
necting mats, these piles would have to either be omitted or else pulled out after the
main mat is sunk. Experience has shown that in sinking a matress always crowds
inshore, and where the piles are driven as close as 50 feet the friction of the ed^e of
the mat against the piling is sufficient to either hold the former up or break ott the
piles. In my experience there is no authenticated case of a river mattress sliding
down the slope, nor do I think that if such sliding should take place the present
number of cables would be sufficient to prevent it. A change in the present style of
work, where the revetment will be strengthened at the line where the graded slope
and the under-water slope meet, is urged as imperatively necessary, for most of the
damage starts here.
The enforcement of the eight-hour law has had its effect both upon the cost and
the progress of the work. The advocates of the eight-hour law say that a man will
do as much work in eight as he formerly did in ten hours. If this is the case, the
average public-works laborer will be found an exception, for he now looks as eagerly
for the end of the eight as he formerly did for the end of the ten-hour day. A strict
observance of the law is not always compatible with an energetic and economical
prosecution of the work, and the penalties threatened will tend to make the assist-
ant in charge overcautious as to the "extraordinary- emergency'' clause. It some-
times happens that some work, the postponement of which neither involves loss
of life, public property, or destruction of work, might be economically completed by
working a short overtime, but this is imperatively prohibited. A concise interpre-
tation of the law by competent authority would be of value.
The question from whence to draw the brush supply is one that demands early con-
sideration. All bars within a radius of 50 miles of the works have been x>retty well
denuded. There are a few places where considerable brush still stands, luit it is
practically inaccessible on account of the miry nature of the soil. At some places,
by increasing the length of haul, a quantity might be obtained, but the bulk of the
supply will have to be obtained from a long distance down the river.
3738 REPORT OP THE CHIEF OF ENaiNEERS, U. S. ARUtC
With the nse of the "Wells" lig^hts the capacity of the present plant is donli]
but as soon a« the iiir:rht'S begin to get cold it is hard to keep an outside night ci
nor is the work satisfactory then.
The gap between Sections "D" and "E," Fletchers Bend Revetment, should
covered as soon as possible, as the caving is attacking the foot of Section "D."
Ashport Revetment should be extended up about 1,000 feet to insure the safety
the work.
The false poiut or salient formerly existing at the head of the Daniels Point w<
having caved off, and the bank line, which only last year was very concave, hav
become almost a straight line, the contemplated extension upstream could now
undertaken with advantage.
Appended hereto is a summary of work done, together with a Ptatement of
cost of the different works constructed the past season.
Respectfully submitted.
Aug. J. NoLTT,
Assistant ^^e^^|
Capt. S. W. ROESSLER,
Corps of Engineers, U. S, A.
Work done during the season 189S-9S,
Ashport Bend :
Stone unloaded on bank cubic yards.
Stone loaded on bank do...
River mat made squares .
Connecting mat made do...
Pockct mat made do . . .
Gra<ling cubic yards.
Paving square yards.
Clearing acres.
Dikes constructed linear feet.
Anchor piles driven '
Abutments constructed
Brnsh cut and loaded cords.
Poles cut and loaded do...
Repairs to existing works,
Ashport Bend:
Additional ballast square yards. . 1, 925
Fletchers Bend :
Additional ballast do 4,807
Paving do 684
Keys Point and Elmoi Bar :
Stone unloaded on bank cubic yards.. 14,503
Daniels Point:
River mat sq^iares..
Connecting mat do
Grading cubic yards..
Paving sqnarc yards.. 1,412
Dikes constructed linear feet ... 225
Clearing acres.. 3
Anchor i)ile8 driven 48
Abutments constructed 4
In addition to the above classified work, a large amount of work that, on tbo
statement of cost of work, appears as "miscellaneous work," was done. This con-
sisted in hand-dressing the slope after hydraulic grading, grubbing, blasting
stumps, removing snags and drift piles, putting in dead men, sinking aBchor8 for
the transverse caldes, making model of channel works for the Columbian Kxposi- ^
tion, etc. Care of and repairs to plant, though appearing as separate items, can not^
be properly classilied.
Material used per square of river mat :
Brush cords. .
Poles do
Stone cubic yards..
Wire pounds..
Wire strand ..do
Spikes do
Cable clamps .-. ^ number. ,
Staples pounds.,
Piling number..
./
APPENDIX YT — REPORT OF MISSISSIPPI RIVER COMMISSION. 3739
Pavmg, per square yard:
Stone cubic yards.. .385
Spalla do 113
Paving, per linear foot :
Stone do.... 1.709
Spalls do 501
Connecting mat^ per square :
Brnah cords.. 1.117
Poles do 136
Stone cubic yards.. 2.228
Wire -. pounds.. 6.716
Wire strand do.... 2.024
Spikes do 24
Cable clamps number. . . 0078
S tapl es p onnds . . . 0012
Pocket or floor mats, per square :
Bmsh. cords.. .83
Poles.- do 145
Stone cubic yards.. 1.55
Wire pounds.. 7.44
Wire strand : do 2. 00
Spikes do 206
Clamps number.. .Ofe
Staples pounds.. .026
Detailed coat of worksy Plum Point Beach, 1892-'9S.
The following shows the cost of work in detail and also the cost per unit:
Asbport Bend:
River mats, 18,996 squares, at $4,276 per square $81, 228. 20
Connecting mats, 4,242 squares, at $8.17 per square 34,656.07
Pocket matfl, 1.199 squares, at $5^.90 per square 7, 079. 69
Paving, 25,508 sq uare yards, at $0.9112 per square yard 24, 921 . 61
Grading, 304,715 cubic yards, at $0,038 per cubic yard 11, 586. 87
Clearing, 16.5 acres, at $42.56 per acre 753.04
Spur dikes •. 1,230.48
Repairs to and preservation of existing works 1, 906. 17
Towing* ^.. $7,793.21
Miscellaneous* 3,388.71
Handlingstonet 12,797.47
Care of quarters '. 720.89
Care of pi an t 7, 543. 47
Repairs to plant 2,919.81
Total cost 174,546.80
Length of revetment (1892-*93), 8,350 feet. Care of quarters, care of plant, repair
to plant, cost per lin*al foot, exclusive of dikes, and repair to old work, $19;222.
iriet<;her8 Bend :
Repair to and preservation of existing work $2,632.66
Daniels Point:
River mat, 6,551 squares, at $5,090 per sq uare 83, 345. 46
Connecting mat, 1,437 squares, at jf 7,8112 per square 11, 234. 86
Grading, ^^,060 cubic yards, at $0.06295 per cubic yard 2, 081. 53
Paving, 1,412 square yards, at $1,995 per square yard 2, 816. 81
Clearing 468.98
Spurdikest 1,037.25
Towing* $3,681.04
Miscellaneous* 1, 037. 94
Care of quarters 236.08
Repairs to plant 345.06
Care of plant 2,450.49
Total cost 54,016.52
Length of revetment, 2,761 feet. Cost per linear foot, exclusive of dikes, $18,322.
Revetment not complete.
^k.
•Incorporated in "cost of work."
tCost per yard, $0.1692; includes unloading on bank and reloading on barges.
This being added to quarry price and cost of towing, gave the cost per cubic yard
($1.46), and is included in " coat of work."
tKot completed.
3740 REPORT OP THE CHIEF OF ENGINEERS, U. fi. ARMY.
MaioiaU expendedy Plum Point Jieavh, season 189S-9S.
ASHPORT MEND.
Kaniea of articles.
Anchors, revetment iianil)or .
Aeiil, muriatic pounds.
Biinbing «. «ln . . .
BeoK wax do. . .
Bolts, conper do. - .
Barn, capstan do . . .
Bolts, wueel barrow dozen .
Brush conis .
• Burners, lantern dozen .
Bolts nam her.
Brack ct«. lamp do . . .
Burners, lamp dozen .
Bottoms, lantern nombor.
Candles poun^ls.
Coal buKliels .
Crash ysnls.
Clamps, c-able nnmber.
Osstinps. stove pounds.
CouT>11u/;s *. numWr.
Clot^i, oiled rolls-
Cloth, emery sheets.
Chain pounds.
Chimneys, lamp doju^u ,
( -hrtimo. green pounds.
(ylara]»fl. hose iminbcr .
Charcoal barrt'ls-
Clay, Are do. . .
Ca8ting>4, brass ptmnds .
Castings, iron ., do. . .
Cylinder, water \ nunil>er .
Drop. Black pounds .
Dryer, Japan (mllnns .
Dope poun !
.poun !s,
Ducking ysnls.
Dy naiuito jmunds.
JSzploders number.
Olohes, lantern dozen.
Gauges, glass number.
(Jlasi* panes .
Grati'S, stove number.
Gauge cocks .? do. . .
Guards, valve do. . .
Hemp. Italian pounds.
Handles, ax number.
Handles, maul ". do. . .
Hose feet..
Handles, file numlK>r .
Hasps do. . .
Hinges paira^
Iron pounds.
Labor
X^V© ca ses .
Locks, pad number.
Leather, sole pounds.
Lead, white J do. . .
Lead, sheet do...
JTut-s, blank niunber.
K^ails pounds.
Lumber leet.
Matches gross.
Marl in pounds .
Metal, ant ifriction do . . .
Oil, signal gallons.
Oil. cylinder do. . .
Oil, headlight do...
Oakum pounds.
Oil, linseed eallons.
Oil, black f..do...
Oil, lard do...
Pjp« lengths.
Piiing number.
PHing foet.
Putty pounds.
Paint, Benzole gallons .
Poles conls.
Packing, asbestos pounds.
Packing, hemp do...
Pmssian blue do . . .
Packing, square do...
Qiumtity. Cusc
$j5 C
15v
1.*
5-
.(
* 4
75.1'
.'.*:
X'.'
47. <
4i'
14."
2 ■ ■'. « '
21.5".
14 c:
1.71
VIM
341 -
.4*
53.5?-L'»'
31.7'
G.41
12.-
7:1 1"
21* Z
21»* '-^
'H '.*
► '*■
m. 75)
7t".. *
a. '4
34.10
KJ4
25. *•
267. W
219. '!'»
. I <
l5. ^'<
16 tf
J*
APPENDIX YY — ^REPORT OF MISSISSIPPI RIVER CO>miSSION. 3741
Materials expetided, Plum Point Re<icli, season 1S92- 9S— ^CouimneA,
ASHPOBT BEITD- Continued.
Names of articles.
Plumbago pounds.
PiiiHOD, rat box.
Packing, flax pounds .
IMpe. gas foet.
I'uckiiip, sheet pounds.
1 ajuT, toilet dozen .
I'acking, cuclcs pounds.
P o wd er, emery do..,
Pipe, Htove Joints .
i*a<king, Uaadurian pounds.
Packing, ronnd do. . .
Polish, stove do. . .
P.^trking, cotton stem do . . .
Packing, gum pare do. . .
Piu-king, Selden's do...
Plugs --. numlter.
igs
Paint, mineral pounds.
Kope, inanilla do. - .
liope^ braided cotton do. . .
Pn jie, wire do...
KiveiH, copper do...
liope, grass coils.
Rop*!, cotton -- pounds .
Uo>sin do...
E4)pe, tiller f eet .
PniBsiate potash pounds .
Sponges -... oances .
S'»ap, laundry box.
Soap, toilet bars.
Staples pounds.
Springs, poppet valve number.
Straw bales.
Stationery
Spikes IK>unds.
Steel do...
Strand, wire do...
Sheet, copper do...
Sijlder do. ..
Screws *. • dozen .
ii rick, Are number .
Subsistence
Stone yards.
'J'alJow pounds .
Tiles, center number.
Tin. sheet sheets ,
Tn«ks pounds.
Twine halls,
Turpentine gallons .
Tumbuckles number.
Valves, rubber do. . .
Varnish gallons.
Valves, globe number,
AVaste . . pounds.
Wicks, lamp dozen .
W heels, barrow do. . .
Wire, copper pounds.
Wood cords.
Wi re, galvanized pounds .
Wire, insulated icet .
Washers pounds .
Zinc do...
Unions number.
Total cost.
Quantity.
8i
1
60
28
115i
1
117|
94
15
111
12*
441
25
1
227
23,090
15i
1,836
3
2
3i
9i
150
2
23
mi
236
340
8
52
90.28
8
67,788
8
5
85i
500
37, 568. 67
45
15
6
8
'i'
29
1
11
116
40
3
14
23
203,501
500
21J
10
1
Cost.
$1.41
.07
16.80
3.36
37.14
.46
27.83
.61
28.45
7.82
26.64
.50
4.21
22.19
10.02
.02
2.27
1,443.34
8.63
126.36
.83
1.20
.76
.27
14.75
.70
8.73
117.52
10.45
12.42
6.85
87.73
27.44
213.81
63
2,874.14
.96
1.09
2.14
14.70
15,929.16
54,850.26
2.50
5.85
1.80
1.44
.35
12.00
2.00
17.11
L53
8.14
8.83
4.00
31.85
.39
71.89
6, 630. 30
15.00
.88
2.34
.90
174,640.30
DANIELS POINT.
P»eca wax poun ds .
P'ars. capstan .' number.
Brush cords .
Bolts number.
Brackets, lamp do. . .
Bnniers, lamp dozen .
P>ottoin8, lantern .-. number.
Coal bushels .
Crash yards.
22
$6.38
5
3.75
8,826
8, 916. 37
190
3.80
6
.54
24
1.88
12
3.43
21,831
2, 408. 50
35
2.87
3742 BEPOBT OF THE CHIEF OF ENGINEERS, U, S. ARMY.
Materials expeuded. Plum Point Peach, $ea$OH 189S- 9S—Continned*
DANIELS POINT— Continued.
Names of articles.
Clarops, cable number .
Clamps, cable, faaciiio do. . -
Cloth, omerv sboets .
Cbrome, yellow pounds
Ca«tinfra, brass do. . .
Castings, iron do. - .
Dope do. - .
Globes, lantern dozen.
Glass panes.
Grates, stove number .
Handles, ax do. . .
Handles, maul do. . .
Hasps do. . .
Iron pounds.
Labor
.cases.
Lye.
Leather, sole pounds.
Lead, white do. . .
Kails do. . .
Lumber feet.
Matclies ctobs .
Oil, signal gallons .
Oil, cylinder do. . .
Oil, headlight do. . .
Piling V number.
Piling feet.
Pu tty pounds .
Poles cords.
Packing, asbestos pounds.
Prussian blue do. . .
Packing, hemp do. . .
Packing, squtirc do. . .
Plumbago do...
Pipe, gas feet.
Packing, sheet I^ounds .
Pipe, stove joints.
Packing, round pounds.
Packing, SeMcn's do . . .
Plugs ■' number.
Roite, manilla do. . ,
!Kop€^ wire pounds.
Kope, cotton do. ..
Shacklea ni«nil>er.
Soap, laundry. box.
Soap, toilet bars.
Staples pounds.
Straw bales .
Stationery
Spikes pounds . .
Steel do
Strand wire do
Screws dozen . .
Subsistence
Stone varils. -
Tin , s heets s I u e t .1 . .
Quantltv. I Cost.
_i
Tacks pounds.
Valves, glotte number.
Waste ])ounds.
"Wicks, lamp dozen.
Wheels, barrow do...
Wire, galvanized pounds.
Wood cords .
Total cost.
647
a, 065
49
1
15
180
10
:i
84
8
6
8
5
156
5
9
25
28
654
76
57
591
66
5,067
1
880
2
1
H
3
18
12
8i
8|
1
8,310
1,013
2
142
23
402
10
94,976
1
8,377.82
1*
1
44
u,
71,665
27
$3SM
3^.4:
l:.'
lii'
It-
T
l\
3. a
.ft'
4.3:
19,04ri.<v
6.31
%y.
Lp
is! ^
8.L
20 4(
IB •<
55 y
t, 305. >
-.4
.:■»
H-
3 5.
3.>
l.~r
i.r*
>i
«li:.
«. .-
45.*^
o . •
... •
14 :-
12?* :>*
1, 006 i»'
5. 3U i'
12,331 -r
3.":
10 ►.'
1, 965 .-
81.15
54, 016 y:
TOWIXG NEW MADRID RK.iCH.
Bluing liottles . .
Strawboard shcfts . .
Ikjcs wax pounds. .
Bolts '. number. .
Burnors, lamp dozen . .
Coal buHhols..
Cloth, emery sho«*ts. .
Candles l>oui>(l» . .
Chimneys, lamp dozen . .
Chrome green pounda..
1
3
4
16
H
6.005
6
6
3
4
Mm
4 1
.40
APPENDIX YY — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3743
Materials expended, Plum Point Heach, season ISD^-'OS—Conlinucd,
TOWING NEW MADRID KEACH— Continued.
Nanie-s of articles.
DropWack
1 >rver, Jai>aQ
< t lobt^s, lantern. . .
c;ia<j«
Iron
Labor
IMatchee
Oil, Hignal
Oil, headlight.. ..
Oakum
PackiDj;, aabeatos.
S4>a]>, toilet
Staivh
Subsistence
AVaRt*
AVicks, lamp ., —
Wood
.ponnda..
.gallnoB..
.number..
. ..paues..
.pounds..
Quantity.
11
1
17
3
48
...eross..
gallons..
— do
.pounds..
....do. ...
— bars.,
.pounds..
.pounds..
..dozen..
...cords..
Total cost
1
15
123
luo
3
12
5
34
4
6
Co.st.
$1.21
.64
1.53
.12
.OC
743.84
.65
4.50
11.32
6.74
1.29
.55
.25
121. 20
2.62
-.13
7.60
1,690.66
FLETCHEKS BEND.
Tjalwr
Stone
Subsistence
cubic j'ards.
Total cost
1,201
$668. 47
1, 753. 46
33.41
2, 455. 34
LEVEES, WHITE RIVER FRONT.
JjOhOT..'
Sii1>8iatence.
Coal
.busbela.
Total cost
1,601
$294.29
61.66
150. 16
506.11
Appendix 4 C.
report of assistant engineer c. w. 8turtbvant on repairs to plant.
United States Engineer Office,
Aweliaj Ark. , April 18y 1893,
Captain: I have the honor to suhmit the following report upon repairs to plant
at Amelia, Ark., from May 1, 1892, to April 1, 1893.
SleanihoaUx — Steamer Titatif during the months of October and November, 1892,
had two pairs of vertical posts set along the sides of both sets of cylinder timbers
with the top of each pair framed to its opposite pair on the other side of the boat to
prevent the side or weaving motion of the cylinder timbers. New stanchions have
been placed nnder the cylinder timbers and diagonal braces so placed as to prevent
the fore and aft movement of the timbers. New stacks 2 feet in dijinicter were put
on the boat in pLace of the old ones, which were rusted out and were 3 feet in diam-
eter. The decrease in the size of stacks improved the draft of the furnace. Other
minor repairs have been made that are usually necessary to a towboat in com-
mission.
Steamer Graham was docked in June, 1892, and received a new set of starboard
cylinder timbers, anew wheel, hull repaired and caulked, cabin repaired and painted,
forward mud drum on boilers moved back, grate surface lengthened 12 inches, and
cylinders counterbored.
" Steamer Jxiriis was docked in July, 1892, and had the following parts renewed, as
well as other minor repairs: New cylinder timbers complete, hog-chain braces,
transom, stem, and rudders.
Steamer Itasca has received only such minor repairs as have been necessary to
keep this boat in working condition.
Steamer Ahhot has had two knees built on bow for towing and such repairs as
wore neccseary to keep the boat iu commission.
3744 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
Hydraulic graders. — ^Grader No. 2 was clocked in April and May, 1892. Machinery
repaired and tested June 10, 1892, as follows:
Boiler pressure pounds.. 160
Vacuum inches.. 25
Revolutions per minute.. 27
Hydraulic pressure pounds.. ITB
Nozzle pressure ^ do 140
discharging through six l^-inch nozzles, each at the end of a 50-foot section of
hose. A new smokestack was made for thlA grader and the hoilers covered with
ashestos covering.
Grader No. 4 was docked in May and June, 1892. and had new gunwales made oat
of 6-inch yellow pine ; also had a new rake and rake timbers put in. Cabin repaired
and painted. This grader had two independent Davidson compound pomps. One
pump was so badly damaged it was not thought best to repair it. The other pump
was overhauled and tested as follows: Boiler pressure, 100 pounds; hydranlic press-
ure varied from 120 to 190 during the stroke; vacuum, 24 inches; revolutions, 30 per
minute and discharging through three l^-inch nozzles, each at the end of a 50-n)ot
section of hose. During the season's work at Ashport Bend the high-pressure cyl-
inder cracked, and as the grader was needed at once, the pump was taken oflT and
four small pile-driver pumps put in place, two being compound dnplex " Worthing-
ton " and two high-pressure * * Knowles." They were all worked condensing, the con-
densers uRed belonging to the Davidson pumps.
Grader No. 40 had boiler covered and machinery and cabin paint-ed.
Sand-pump hoat Ko. 12. — No repairs have been made to this boat. The ball engine
and link belt have been sent to the Fourth district.
Pile-drivers. — Nos. 59, 21, 20, 61, 57, 25, and 27 have had such minor repaid sa
were necessary for one season's work.
Machine boat. — Machine Boat No. 1 was docked in September, 1892, and had new
gunwales, rakes, floor timbers, and a few new bottom planks put in.
Machine boat No. 2 was docked in September, 1892, and had new gunwales, rakes,
floor timbers, and a few new bottom planks put in.
Quarter hoat. — Quarter boat No. 30 had rake and one seam above wat<er line on
each side caulked so that the boat could be used during the season.
Headquarter boat No. 29 has been {lainted and kitchen and pantry ceiled.
Material store boat No. 26 was docke<l in October, 1892, and was patched and
caulked for two seasons' use, as the hull was not worth rebuilding.
Quarter bOfit No. 12 was docked in August to be caulked for one season's use.
Quarter boat No. 10, used as a bake shop, was repaired and calked for one sea-
son's work.
Quarter boat No. 28 was repaired and calked for one season's use.
Barges. — Four new district barges, Nos. 55, 66, 74, and 76, and mattress barges
Nos. 1, 2, 3, and 4 had decks caulked and pitched.
Gunwale barge No. 161, received from the general service, was docked and cat
down to be used for a landing barge in unloading stone.
Frame barge No. 223 was docked in March, 1893. It was caulked and had a new
yellow pine head block put in.
Frame barge No. 224 was docked in March, 1893, and caulked.
Frame barge No. 227 wns placed on dock, March 31, 1893, to be caulked.
The two second district (coal barge) mooring barges, two mooring barges, Nos. 180
and 189, and old mattress barge No. 6 were repaired sufficiently for one season's
work.
Flats. — Four small flats were repaired for use of mattress parties in the field.
Skifts, wheelbarrows, and tools of all kinds have been repaired.
Warehouse A waa finished in May, 1892, with tin roof and track for hauling up
machinery complete.
Floating dock has received such minor repairs only as were necessary to keep it
in working condition.
Eight of the model barges borrowed from Major Miller have received necessary
repairs and were painted before being returned.
General repairs neceSvSsary to keep the fleet afloat and repairs to tools in shops
have been made and charged under the head of general repairs.
There is inclosed herewith a table Klu>wing amounts expended on each piece of
plant from Mav 1, 1892, to April 1, 1893.
This cost includes all material, labor, subsistence, and administration aa expended
at this place.
Reapectfully submitted.
C. W. Sturtkvant.
AsHsiant EngtnUTt
Capt. 8. W. RoESwSLKR,
Corps of Engineers, U, 8, A»
APPENDIX YY — REPORT OF MISSISSIPPI RIVER COMMISSION. 3745
Table of cost of repairs to plant at Amelia, ArJc,, from May 1, 1892, to April i, 189S,
Steamers :
Titan $1,443.49
Graham 2,806.88
Kirns 4,022.43
Itasca 266.18
Abbot 62.59
Hydraalic grader No. —
2 2,719.48
4 4,121.27
40 167.91
Pile-drivers No. —
20..... 198.66
21 425.07
25 : 1.26
27 100.11
57 140.57
69 252.65
61 36.39
Machine boat No. —
1 3,071.39
2 3,645.17
Quarter boat No. —
30 109.28
29 (headquarters) 310. 70
26 (material store boat) . . . 418. 84
12 326.04
10(bake8hop) 282.83
28 31.17
6 3.49
25 35.86
11 16.70
13 18.70
27 14.01
District barge No. —
55 $101.05
66 88.98
74 82.57
76 126.52
94 43.96
152 1.78
Mattress barge No. —
1 62.41
2 48.52
3 219.78
4 258.22
6 (old) 265.23
Gunwale barge No. —
161 (cut down) 988.62
193 43.86
180 (mooring) 283.18
189 (mooring) 64.38
Two (coal barge) mooring
barges 375.43
Frame barge No. —
223 213.44
224 180.10
8 model barges (Maj. Miller; .. 211. &^
Skiffs and flats 245.39
Floating dock 37.33
Warehouse A 642.74
General repairs 1,682.83
Total cost 31,207.12
Ahstraotof proposals for furnishing brush and poles for use at Hopefield Bendj Arkansas,
received in resjwnse to advertisement dated August 22, 1892 ^ and opened September 1,
1892, by Copt. S. W, Roessler, Corps of Engineers,
No.
Name and address of bidder.
12,000 cords
willow brush.
2,000 cords
willow poles.
1
Hanler & Frev. MemDhis. Tenn.*
Fer cord.
$0.95
Fer cord
$1.50
* Accepted.
Abstract of proposals for furnishing stone for use at Hopefield Bend, Arkansas, received
in response to adrertisement dated August 22, 1892, and opened September 1, 1892, by
Capt, S. W. Roessler, Corps of Engineers,
No.
1
2
3
Name and address of bidder.
Kdward Hely, West Plains, Mo.*
Henry 6l Co.. Bimiingham, Ala. .
J. W. Alley, Memphis, Tenn
10,000 cnbio
yards on bank
at Hopefield.
Per cubic yd.
$1.85
1.94
10,000 cnblQ
yards on
barges at
West Mem-
phis.
Per ctibicyd,
$1.70
1.97
1.75
ENa 93 ^235
Accepted.
3746 REPORT OP THE CHIEF OF ENGINEERS, U. S. ARMY.
Abstract of proposals for levee work in Upper and Lower White Eiver levee distridt re-
ceived in response to advertisement dated September 28, 189S, and opened October 10,
189^, by Capt. S, W. Boessler, Corps of Engineers.
No.
1
2
3
4
6
6
7
9
»
Name and address of bidder.
J. H. Carir, Memphis, Tens
Sneed Sc Blue, Memphis, Tenn —
R. H. Beitb, Beiths Xandlnff, Ark.
Scott Sc Russell, Memphis, Tenn . .
C. F. DeGaris &, Co., Memphis,
Tenn
J. S. McTighe A, Co., Memphis,
Tenn
Sullivan^ Johnson &. McLaughlin,
Memphis, Tenn
•JefEHes & Dameron, Memphis,
Tenn
Hartnett A O'Brien, Memphis,
Tenn
Upper —
Station 1040
to 1120
Lower.
Per ou. yd.
$a2758
*.27
.871
.27
Station
to 1032.
Per «i. yd.
$0.20
.21
M»|
.23
.21i
Station 1032 Station 903
to 1107. to 780.
Per eu. yd.
*$0. 16^
.21
.161
.22
.21
."/A
Per eu. yd.
$0,171
"*.*i5i"
.l«l
.24
.181
.171
StadoDTSO
to 677.
P«rci(.yl
10.171
*.l^
.16}
.24
AH
.17J
.
* Lowest bid— accepted.
Abstract of proposals for levee work in Upper Yazoo levee district received in response to
eulvertisement dated September g8, 189S, and opened October 8, 1892, by Capt. 8. W.
Boessler, Corps of Engineers, *
Ko.
2
8
4
5
6
7
8
»
10
11
12
18
Name and address of bidder.
Harvey & McGnire, Greenville,
Miss
Scott &. Bussell, Memphis, Tenn..
J. S. MoTighe & Co., Memphis,
Tenn
A. McDonald, Memphis, Tenn —
Be Garis Sc Arnold, Memph is, Tenn
P. F. Lamb, Memphis, Tenn
J. "Et. Gary, Memphis, Tenn
Harriett & O'Brien, Memphis,
Tenn :.
Snllivan, Johnson & McLauglUiu,
Memphis, Tenn ,
JefMes Sc Bameron, Memphis,
Tenn
Hugh Morgan, Memphis, Tenn . .
£. B. Mantell, Memphis, Tenn. . .
T. S. Aderholdt, Friars Point,
Miss
Station
4346 to
station
4417.
Percu.yd.
t0.19i
.19^
.21
M8g
.161
Station
4417 to
station
4488.
.22
.27
.181
Percu.yd.
.20^
.26
M8i
"*.*33'
•27
.23
. 20 A
.211
.22
Station
4488 t.0
Ward
Lake
Levee.
Pereu.yd.
$0.18^
.24
.25
.19}
.27
.30
.21
*.17i
.28
Station
1159 to
station
1202.
Pereu.yd.
$0.22
.30
.27
♦.20
.40
.27
New Pushmsisha
Loop.
'J.^BT
Lower
half.
Pereu,yd.
*f0.18
.21
.29
.24
.20
.22i
.19
.43
Pereu.yd.
10.19
.21
.S2
.26i
M6J
.21
.20
* Lowest bid— accepted.
Abstract of proposals for levee work in Lower White River levee district received in
response to advertisement dated October 17, 189S, and opened October Sd, 189S, by
Capt. S. W, Boessler, Corps of Engineers,
No.
1
2
3
4
6
6
7
Name and address of bidder.
Soott & Russell, Memphis, Tenn
Hartnett & O'Brien, Memphis, Tenn
Vanoe &. Franklin, Garvey, Ark
John R. Greer, Memphis, Tenn
Sullivan, Johnson & McLaughlin, Memphis, Tenn
C. F. DeGaris & Co., Meraphin, Tenn
Timothy Sullivan, Merapliis, Tenn
From Station 677 south-
ward to vicinity of
Beasley's.
To be fin-
ished March
1,1893,
Per eti. yard.
$0.20
.lOi
.211
To be flu-
lahed Jaa-
uacyl,lBMk
Percu.
y«rd.
$0.21
M5
.17
.211
.17i
• ITj
.17J
♦Accepted.
APPENDIX YY ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3747
Ahstract of proposals for removal of Nonoonnah Bock , Mississippi Bivevy received in
response to advertisement dated Novemher /, 1893y and opened December 1, 1892, by Capt,
S, }V. Boessler, Corps of Engineers,
No.
1
2
8
4
Name and address of bidder.
Johnson & Townsond, Somers Point, N. J.
Ethan A. Bnrress, New Orleans, La
H. S. Brown, Qnincy, 111
J. H. Gary, Mvuipbid, Tenn.*
Price
percubic
yard.
$4.95
2.90
2.75
2.65
* Accepted.
Ahstract of proposals for furnishing stone for use on Plum Point Beach, received in
response to advertisement dated March 6, 1893, and opened March 16, 1893, by Capt*
S. W. Boessler, Corps of Engineers,
No.
1
2
8
4
Names and address of bidder.
J.W. Worthlngton &Co., Birmingham, Ala |
Johnson Barrett, Frankfort, Ky
Frederick Hartwig, Cincinnati, Ohio*...
John J. Shipman, Shawneetown, HI \
Kind of stone.
Limestone
SandstoYie
Limestone
Sandstone
Limestone
Sandstone
Limestone
Sandstone
10,000
cubic yai'ds
coarse
riprap.
Per eu. yd.
$3.50
3.50
1.64
1.59
1.54
1.85
1.90
10,000
cable yards
small
riprap.
5,000
cubic yards
spalls.
Per cu. yd.
$3.50
3.50
1.64
L69
1.64
1.80
1.85
Per cu. yd.
$3.50
3.50
1.40
1.30
1.20
1.75
L76
* Accepted.
Abstract of proposals for leve^ workj Upper and Lower White Biver levee districts,
received in response to advertisement dated December 24, 189S, and opened January 19,
1893, by Capt. S. W, Boessler, Corps of Engineers,
No.
1
2
8
4
9
e
7
8
e
10
11
12
13
14
Name and address of bidder.
MoLanghlin Bros., Memphis, Tenn ■
James M. Sullivan, Memphis, Tenn
Thomas C. Ferguson, Glendale, Miss
Arnold DeGaris &. Co., Memphis, Tenn
J ef&les & Dameron, Mem pb is, Tenn
Hugh Morgan, Memphis. Tenn
Fruin-BamDrick Constuction Co., St. Louis, Mo
J. B. Lewis, Luna, Ark
William R. Harvey, Greenville, Miss
T. J. Bogne, Beulah, Miss
W. L. Killebrew, Greenville. Miss
J. S.McTighe & Co., Meraphia, Tenn
Patrick F. Lamb, Memphis. Tenn
James H. Cary, Memphis, Tenn
Upper White River
levee district.
From Sta-
tion 1120
to 1160.
From Sta-
tion 1160
to 1200.
Per eu. yd. I P/r cu. yd.
$0,304
.26^
.231
.23
$0.24
:i.r
*.21f
.24
. 24 AV
.241
.24VW,
.23i
.24,'A
.28i I
*.'22"
28i
22
Lower White River
levee district
From Sta-
tion 1110
to 1205.
Per eu. yd.
$0.20^
.20
.21^
.US
.18}
.17J
.23
M44
.16
.24tWt
.16 A
• ISA'fe
.16|
.17*
From Sta-
tion 1205
to 1295.
Per eu. yd.
$0.26^
.20^
*.18|
.22*
.21i
.30
.m
.20
.21 A
.21^
.21
.20j^
♦Accepted (lowest bid).
Abstract of proposals for constructing 30 decked barges, received in response to ad-
vertisement dated January 18, 1893, and opened February 1, 1893, by Capt, S, W,
Boessler, Corps of Engineers.
So.
Name and address of bidder.
Price per
bnrge for
10 barges.
Remarks.
1
Weiarel Bros.. & Co.. Elizabeth. Penn
$3, 100
3,170
3,192
2,800
3,500
Accepted for 10 barges.
Accepted for 9 barges.
2
8
4
5
David 8. Barmore. MadiHon. Ind
£d. J. Howard, Jeffersonviilo. Ind
' S. M. Flesher, L#vannn. Ohio
Accepted for 10 barges.
Thos. P.Morse, South St. Louis, Mo
3748 REPORT OF THE CHIEF OF ENGINEERS, XT. S. ARMY.
Abstract of proposals for Uvee worJc, received in response to advertisement dated Decemher
SO, 1803 J and opened January 24, 1803, by Capt. 6'. W, Roessler, Corps of Engineers. ■
[Price per oubio yard.]
No.
1
2
3
4
6
e
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
2«
27
28
29
81
32
83
84
Lower St. Francia levee
diatrict
Name and addreaa of bid
der.
Garbieh & O'Xeil, Mem*
phis, Tcnn
C. A. Winter, Green-
ville, Mi»»
Timothy Sullivan. Mem-
pills, ^onn
w. A. Shippey, Mem-
phis, Tenn . . /.
£award H.Mauttoll,Mem>
phis, Tenn
McLauKliUn Bros., Mem
phis, Tenn
fiaman,McFaddeu4: Cas-
sidy, Baton Koncc. La
A. J . Robinson, Mem-
phis, Tenn
John C. Hodge, Mom-
phis, Tenn
Hoj;an&- Robertson,
Cairo, 111
Conner Sc Lester, Benoit,
Miss
Epply d& Martin, Bolivar,
Miss
R. T. Martin, Bolivar,
Miss
Hunter & Frey, Mem-
phis, Tenn
Harvey & McGuire,
Greenville, Miss
Hartnetts O'Brien. Don-
ovan & Daily, Mem-
phis, Tenn
:h«
Thomas J. Bogne, Beu-
lah, Miss
Earnest Ilyucr, Green-
ville, Miss
T. S. AdfThold, Friars
Point. Miss
M. N. Hewey, Birming-
ham. Ala
Green ('lay Sc Son, Mex-
ico. Mo
T. C. Ferguson, Glen-
dalc, Miss
Arnold, De Garis &. Co.,
Memi)hiH, Tenn
W. L. Withers & Co.,
Gladstone. Miss
Hebron &. Hebron, Vicka
burg, MiNS
J. S. McTigho & Co.,
Memphis, Tenn
Scott Sc Russell, Mem
phis, Tenn
Jeft'riea d:-Dameron,
Memphl.M, Tenn
Hayes «fe Hayes, Welch
ton. La *
30 A. B. Carter, Memphis,
^ Tenn
Sullivan & Johnson,
Mei#i)hiB, Tenn
Jno. Scott &, Son, St
Lonis, Mo
J. W. Eldridge, Hill
house. Miss
Meredith & Si>cer8,Mem
nhis, Tenn
* Accepted (lowest bid.) t Bidder failed to enter into contract. This piece of work was readvortiaed-
APPENDIX Y Y — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3749
Abstract of proposals for levee work received in response to advertisement dated December
fSOf 1S9$, ete.— Continued.
•
Name and address of bid-
der.
Upper Yazoo le^ee district.
Lower St. Francis leree
district.
No.
Sections 60,
62, and 63.
Sta-
tion
1340 to
1420.
Sta-
tion
1420 to
1493,
and
station
1531 to
1544.
Sta-
tion
1630 to
1749.
Sta-
tion
1493 to
1531.
SU-
tion
"0" to
158.
Sta-
tion
158 to
317.
Sta-
tion
317 to
422.
Sta-
tion
422 to
475.
36
Edwin R. Shelton, Mem-
phis. Tenn , . . . .
OenU.
OenU.
Cents.
Cents.
Cents.
Cents.
Cents.
13
12}
12,%
Centi.
Cents.
36
P. F. Lamb, Memphis,
Tenn
19}
20^5,
17
30
24 /A
12i%
13
16}
87
Cbas. E. Sessions, Friars
Point, Miss
18
38
Hneh Morgan, Memphis,
Tenn
39
M. McTigbe, Memphis,
Tenn
15
12A
16
40
J. £. O'Heam, Wilming-
ton,K.C
21}
21
21i
21
17»
19
— a —
20A
22|
13A
llA
16
21
41
James H. Cary.Memphis,
Tenn
20
18
KoTE.— Work in Lower St. Francis levee distsrict withdrawn.
Abstract of proposals for levee work in Upper Yazoo levee district, received in response to
advertisement dated February 8, 1893, and opened February 18, 189S, by Capt. S, W.
Boessler, Corps of Engineers.
1
2
8
4
6
6
7
8
9
10
11
JeflMes &Daroeron, Memphis, Tenn......
Scott & Rnsaell, Memphis, Tenn
Timothv SaUivan, Memphis, Tenn
W . A . Shippey, Memphis, Tenn
Robert Vance, Memphis, Tenn
Thomas J. Bogus, Ben lab, Miss
J. B. Lewis, Lana, Ark
Harrey & McGuire, Greenville, Miss
Jennings St, Co.« Memphis, Tenn
P. F. Lamb, Memphis, Tenn
T. C. Fergnson, Glendale, Miss
From Sec-
tion 59
northward.
Per eu. yd.
fO.U
.17
.13
M2/W»
.13^
.16
.14}
.14^
.14
*Accepted.
Abstract of proposals for levee work in Upper Yazoo Levee District, received in response
to public notice dated April 6, 1893, and opened April 12, 1895, by Capt, S. W, Boessler,
Corps of Engineers-
Kg.
1
2
8
4
6
6
7
8
Kame and address of bidder.
C. A. Winter, Greenville, Miss ^.
Timothy Sullivan, Mempliis. Teun
J. C. Hod|i;e, Memphis, Tenn
W. A. Shippey, Memphis, Tenn
AVilllam R. Harvey, (xrecn ville. Miss
E. R. Shelton, Memphis, Tenn
Robert Johnson, MerD][)hia, Tenn
Robert Vance, Memx>his, Tenu
From sta-
tion 1493 to
1531.
Per eu. yd.
$0.2Wifl,
-2^
.25flft
*.20
.29
.20}
.28
* Accepted.
Note. — Bide for this work were opened January 24, 1893, but Conner & Lester,
who were the lowest bidders, having failed to enter into contract, the work was re-
advertised.
3750 REPORT OP THE CHIEF OF ENGINEERS, U. S. ARMY.
List of civilian engineera employed on works of improving Mississippi Riter^ First and
Second districtSf in charge of CapL S, W, Jioessler, Corps of Engineers, from June 7,
18918, to May 31, 189S.
Name md resideace.
M. M. Hoes, Memphis, Tenn . .
C.W. Sturtevant, Appletoo
City, Mo.
Au^. J. liolty, Chattanooga,
Tenn.
Fred WigBtrand, Memphis,
Tenu.
A. F. Kilpatriok, Memphis,
Tenn.
William Gerig, Columbia, Mo.
S. B. Moore, Memphis, Tenn . .
C. II. Purvis, Helena, Ark —
L. Engstfeld, Memphis, Tenn.
C. W. Stewart, Champaign,
111.
M. Gardner, Memphis, Tenn.
A. L. Babney, Clarksdalo,
Miss.
F. A. Fisher, Memphis, Tenn.
Charles LeVassenr, Mem-
phis, Tenn.
Time em-
ployed.
Pay per
month.
M<mths.
12
$200
12
150
12
150
5 SIS
125
150
125
12
125
HI
125
150
^ III
135
175
150
125
«38
125
\i
125
IS
76
"Where employed.
Memphis
Amelia, Ark
....do
I HiUhonse, Miss.
Sessions, Miss . . .
Amelia, Ark
Hillhonse, Miss . .
Heleni^ Ark
Memphis
> Memphis
Allisons Landing,
Ark.
Beitbs, Ark
Amelia, Ark. ...
New Madrid. Mo.
Work on which employed.
Hopeflold Bend and miscella-
neons work.
Repairs to plant and sorv«yt.
Construction, Plum Point
Reach.
Upper Yazoo Levee district
Do.
Surveys, gauges, and ohsfrra-
tions.
Upper Yazoo Levee dislrict
Ui»j)cr White River Levee
district.
l>o.
Plum Point Reach, and sur-
veys.
Upper White Rlveer Levee
district.
Lower White River Levee
district
Surveys, gangea, and observa-
tions.
Impi'oving harbor at Xew Mad-
rid. Mo.
Approximate value of plant belonging to tits United States and used npon the improvement
of the Mississippi River, First and Second districts.
Class of property.
Steamer Minnetonka
Strainer Tilan
Steamer Itasca
Steamer Graham
Steamer Abbot
Pile-drivers
Snarter boats
arges
Sana pump
Hydraulic graders . .
Derrick boat
Approxi-
No.
mate value
May 31,1893.
1
122,000
1
19,000
1
5,000
1
7,000
1
2,500
12
10,000
13
14,000
84
90,000
1
2,200
8
22,500
1
1,300
Class of property.
Machine-shop boats
Flq^ting dock
Flat boata
Skiffs
Storehouse
Tools, appliances, and outfit.
Office furniture
Surveying instrumenta
Total.
No.
2
1
3
30
1
Approxi-
mate ralne
May 31,1693.
$8,000
4,000
450
300
2,000
14,5^)0
suo
1,000
$226,250
FIRST AND SECOND DISTRICTS.
DislursemenU made under appropiiation for improving Mississippi River, from Juns 1,
1892, to May SI, 1893,
Contracts made with—
Hunter & Frcy ,
Edward Hely
Hugh Morgan ,
DeGaris Sl Arnold
Augustine McDouell do
Patrick F. Lamb do
Harvey & McGuire do
J. S. ^tcTighe & Co do
Hartnett & O'iJrien do
James H. Cary i do
C. F. DeGnris &Co , do
Scott & Riusell ! do
For what made.
Brush and poles
Stone
Levee work
do
Disburse-
ments
under con-
tract.
$54. 427. 05
38, 360. 38
15, 969. 57
14, 580, 70
15, 327. 71
24. 468. 88
20, 216. 10
17, G04. 87
«, 9W. 29
liO.291.99
17, 530. 19
14, 519. 14
Total ' j 260,36L47
Liabilities
under
contract.
$700.00
11,966.00
12,666.00
TotaL
$55,127.65
38, 360. 38
15.909.57
R 580. 70
15,327.71
34,468.88
20. 216. 10
29,660.87
6.068.29
20,291.99
17, 336. 19
14,519.14
273,027.4'
APPENDIX YY — ^REPORT OP MISSISSIPPI BIVEE COMMISSION. 3751
Dishursemetits made otherwiie than under contract
For what expended*
Material and snpplice
Subijist-euce
Servirea
Tools, applianoea, and outfit
MiacdJaueooa
Total
By pnblic
notice and
sealed pro-
posals.
$15,298.80
24, 044. 70
1,290.30
In open
nuui
>nen
cket.
$60, 276. 38
11, 533. 97
215, 158, 30
13. 845. 02
0,604.44
40,633.80
319,419.01
Liabilities.
$18,158.27
2,491.18
5,000.00
827.41
1,362.06
22.338.92
Total.
$97, 733. 45
38, 069. 86
220, 158. 30
15,463.08
10,966.50
882, 391. p
Disbursements under appropriation for improving harhor at New Madrid, Mo., from
June 1, 189£f to May SI, 1893.
For what expended.
Material and sapplies
Subsistence
Services
Tools, appliances, and outfit
Misccdlaneons
Total.
In open
market.
$3,796.70
77.63
2,190.88
66.41
6,188.07
First and Second Districts,
Cnbio yards.
Aggregate yardage of levees on Mississippi River, Jane 30, 1892 10, 354^ 614
Added by United States up to May 1, 1893 898,790
Added by others np to May 1, 1893 .• 543,106
Total - 11,796,510
Lost by caving or abandonment, June dO, 1892, to May 1, 1893 75, 000
Aggregate yardage remaining May 1, 1893 11,721,510
Appropriations for improving Mississippi Biver, first and second districts.
May 31, 1892, balance available $213,131.11
July 13, 1892, amount appropriated for improving harbor at
New Madrid, Mo $25,000.00
Jnly 13, 1892, amount appropriated for improving harbor at
Memphis, Tenn 25,000.00
August 5, 1892, amount allotted by the Mississippi River
Commission 477,000.00
December 30, 1892, amount received £rom proceeds of Gov-
ernment property 27.40
February 13, 1893, amount received firom proceeds of Gov-
ernment property.... 135.00
527, 162. 40
Total 740,293.51
December 30, 1892, deposited to credit of the Treasurer of
the United States, bein^ proceeds of Government property . 27. 40
February 13, 1893, deposited to credit of the Treasurer of
the United States, being proceeds of Government property . 135. 00
March 8, 1893, amounttransferred to allotment for rebuilding
steamer Mississippi 25^000.00
May 31, 1893, amount expended from June 1, 1892, to May 31,
1893, exclusive of liabilities outstanding May 81, 1892 559, 127.03
May 31, 1893, outst%nding liabilities 22,338.92
May 31, 1893, amount covered by existing contracts 23, 000. 00
629, 628. 35
Balance available 110,665.16
{Amount that can be profitably expended in fiscal year ending June 30,
1895 1,000,000.00
Submitted in compliance with requirements of sections 2 of river and
harbor acts of 1866 and 1867.
3752 REPORT OP THE CHIEF OF ENGINEERS, U. S. ARMT.
Appendix 5.
REPOnT OP CAPT. C. M'D. TOWNSKND, CORPS OF ENGINEERS, UPON OPERATIONS IK TBI
third district.
United States Engineer Office,
MempkiSf Tenn,, June 1, 189S.
General: I have the honor to anhmit thefollowiDg report of operations in the
third district, improving the Mississippi River, for the year ending May 31, 1893:
This district extends from the mouth of White River to Warrenton, Miss., a dis-
tance of 220 miles. In its improvement work has heen nndertaken at Lake Bolivar
Front, Ashhrook Neck, Greenville, Lake Providence Reach, Delta Point, and Vicks-
hnrg Harhor, and levees have heen constrncted and enlarged in the Lower Yazoo,
Upper Tensas, and Middle Tensas Levee districts.
Lake Bolivar Front, — ^The object of this improvement has been to stop & caving of
the bank, which was threatening the destruction of a large levee across the end of
Lake Bolivar; 4,400 linear feet of mattress was constructed in 1888-^89, covering 4,250
feet of bank.
Additional description of this work will be found in the Report of the Chief of
Engineers for 1889, p. 2704. The revetment consisted of a subaqueous mat 250 feet
wide for a distance of 3,300 feet from the upper end, the lower 1,100 feet being cov-
ered by a mat of a width of 180 feet, reported as being built on a rapidly rising river.
The upper bank was graded to a slope of 1 on 3 and covered with a brnah
revetment loaded with stone. The following amounts of material were used in its
construction:
MateriaL
» * ■ 11.
Bmsh cords.
Poles do...
Stone cubic yards.
Wire .~. pounds.
Cable do...
Iron rods do...
Total.
9,839
1,609
10, 154
129, 310
25,025
61,924
Per
sqaaz«of
100 fMt.
.41
.07
5.5
2.4
£.04
Per
numing
foot.
2.26
.39
2.39
30.4
6.88
ia.2
In November, 1889, this work was repaired at the landing by sinking a foot mat
255 by 65 feet, and revetting a space 250 feet wide above. During the past season
2,234 cubic yards of stone have been placed on the u])per bank revetment from a
stage of about 5 feet above extreme low water to a two -thirds stage at point«
where the brush showed a tendency to decay.
Soundings were taken over this revetment in December, 1892, on ranges about 100
feet apart, and have been compared with a set taken in June, 1889. These soand-
ings show a general fill over the mats 250 feet wide, while the 180-foot mat has sunk
from 5 to 15 feet at its outer ed^e. On a number of ranges the mat appears to
have rotated about an axis situated approximately at the low-water surface, and
has assumed a steeper slope, although on three of the sections this action is not
manifest. To 2 4-38 the mat could be detected by the leadsman. Below this range
it appears to have been destroyed a distance of about 400 feet. An examination of
the sections of 1889 shows that while the outer edge of this mat was in water Arom
50 to 60 feet deep, thalweg depths of from 90 to 100 feet obtained. In 1892, on
ranges from 27 -|- 10 to -f- 75 the thalweg has moved in closer to the mat.
This revetment has accomplished the purpose for which it has been constructed.
The caving has ceased at the end of the lake. To prevent the tendency to under-
mine observed along the mat 180 feet wide it is propased during the coming season
to construct a mat over it of sufficient width to extend to the line of deepest water.
AfthbrooJc Keck. — The object of the work at this locality has been to prevent the
caving of the bank which was threatening to form a cut-off across the Neck, with its
resultant disturbance of the regimen of the river.
The project adopted for tliiw improvement in 1890 consisted of- a continuous revet-
ment of the upper sidti of the Nock at its narrowest part for a distance of 8,000 feet,
the mats to extend to the deepest water. During the season 1890-91, 2,820 linear feet
of this revetment was constructed. Due to the nigh stage of the river at which the
w^ork was done, the subaqueous mat was given a width of 300 feet, with the excep-
tion of the lower 500 feet, which was constructed upon a rapidly rising river, and
given a width of but 180 feet. The bank was graded to a slope of 1 to 3^ and covered
with a brush and stone revetment to a two-thirds stage.
APPENDIX YY — REPORT OP MISSISSIPPI RIVER COMMISSION. 3753
The amount of material expended was as follows:
Material.
Brash cords . .
Polee ". do
Stone cubic yards . .
Wire poiindB..
Cable do
Total.
Per
square.
7,901
1,723
12,185
92,016
58.984
.708
.136
8.3
6.79
Per mn-
ning foot.
2.80
.61
4.32
32.6
20.0
When work was resumed during the season 1891-'92, it was found that the mat 180
feet wide had been seriously undennined. A mat 300 feet wide was sunk over it,
and the revetment continued 2,500 feet below the work of 1890, and 1,500 feet above
it, 4,460 linear feet of revetment being constructed. The widths of the subaqueous
matA varied from 300 to 250 feet. The bank was graded to a slope of 1 on 4, a brnsh
and stone revetment constructed to 5 feet above the water level at the time the work
was done, and the remainder of the slope riprapped with a layer of stone 10 inches
thick to a two-thirds stage.
The following amounts of material were used:
Material.
Total-
Brash — cords . .
Poles do
StOBO cabic yards..
Wire ponnds..
Cable do
12, 361. 5
2,156
24,768
97,580
74, 087
Per
square.
.661
.132
♦.688
t2.80
Per run-
ning foot.
5.1
2.72
.48
o. 136
19. 52
14.8
*Mat. t Upper bank.
Work was resumed September 15, 1892 and 2.610 linear feet of revetment con-
structed during the season, completing the project of 1890.
The subaqueous mats were given a width of 250 feet ; the upper bank was graded
to a slope of 1 on 4 and coA'ered with a riprap of 10 inches of stone to a two-thirds
stage. The method of construction was similar to that employed in former years,
which has been fully described in preceding annual reports. Detailed statements
of the cost of the work, quantities of matei-ial used, and of labor applied, will be
found in the appended reports of Mr. Arthur Hider, assistant engineer, in local
charge, and of Mr. Charles Miller, superintendent of construction.
The amonnts of material used were as follows:
Material.
Brnsh cords..
Poles do
Btone cubic yards..
Wire , pounds..
Cable r..do
Total.
5,285
1,071
16,017.6
50,900
27, 030
Per
square.
.62
.14
7.7
4
Per run-
ning foot.
2.025
.41
6.137
22.05
13.6
The cost per linear foot was $29.07. Soundings were made over the mats in
November, 1892. When compared with a set taken during the construction of the
work in 1891, they showed no evidence of the settlement of the revetment observed
at other localities.
The levee constructed parallel to the axis of the Neck in 1891, to prevent the flow
of water across it, was badly damaged by the flood of 1892. During the flood, how-
ever, there accumulated a large mass of drift on the upper side of the Neck, which
appears to have caused a checking uf the current and a deposition of considerable
sand. The levee has not been repaired, but breaks in the drift pile have been closed
with brush and fallen trees for the purpose of accelerating the dejiosit from the river.
Greenville Harhor.— The object of the Improvement at Greenville has been to pre-
vent the caving of the bank at this locality, which was rapidly destroying the city.
In 1887, 1888, and 1889, the front of the town was protected by a system of spur
dikes, which prevented further caving in their vicinity. Their construction nas
been fully described in preceding reports, but caving has continued in the bend
above, which in 1890, during the flood, flanked the upper dikes and threatened the
destruction of the remainder.
In 1891 it was determined to commence the revetment of the bend above the city ;
6,600 feet of continuous revetment was constructed above the dykes of a character
similar to that adopted at Ashbrook Neck, with the exception that the subaqueous
mats were given a uniform width of 300 feet.
3754 REPORT OP THE CfflEF OF ENGINEERS, U. S. ARMY.
The amounts of material used were as follows ;
Material.
Bmsh » cords.
Poles do . . .
Stone cabic yards .
"Wire pounds.
Cable do...
Total.
17,331
3,151
40,271
137. 978
102, 018
Per
square.
Pflrrua-
ingfoot
t3.64j
3.U
6.12
20. B
13. tf
Mat.
4 Upper bank.
During the past season the revetment has been extended 4^450 linear feet up tbe
bend. Additional report of operations will be found in the appended report of tlio
superintendent of constrnction, Mr. Luther Y. Kerr.
The amounts of material expended were as follows:
Material.
Bniflh cords.
Poles do —
Stone cubic yards . .
"Wire pounds.,
Cable do —
11,367
2,008
26,484
93,352
63,432
Per
square.
Per run-
ning foot
1
.71
.13
*,63
r3.03
5.36
4.28
2.55
.35
3.71
14. »j
'Mat.
t Upper bank.
The cost of the work was $27.08 per linear foot.
Soundings were taken over the revetment on ranges 100 feet apart in April, 1893,
and have been compared with similar sets taken in January, 1893, and during the
working season of 1891. These soundings show a marked increase of depth along
the outer edge of the mat — on some ranges, of over 40 feet. The mats appear to hare
adapted themselves to this scour, on some ranges by settling at their outer edge;
but on others there appears to be a settlement the entire width of the mat.
Lake Providence Beach, — Thu<reach extends from Carolina Landing, Mississippi (517
miles below Cairo), to Island 95, a distance of 35 miles. A brief description of the
operations in this reach from 1882 will be found in my last annual report. The
destruction of portions of the earlier works necessitated the construction of a new
series beginning at Louisiana Bend, the head of the reach. This project was begun
in 1889, during which season 6,024 feet of bank revetment was constructed at the
head of the bend. During the season 1891-92 this revetment was extended a dist^uice
of 5, 000 feet.
During the present fiscal year the revetment has been further extended 5,835 linear
feet. The revetment is of a character similar to that constructed at Ashbrook Neck
and Greenville. The amounts of material expended were as follows:
Material.
Urush ^rds.
Poles do..,
Stone cubic yards . .
"Wire pounds..
Cable , do —
Total.
Per
square.
15,339
.88
2,622
.17
37, 952
C *.63
\ 13.68
117, 766
5.61
63,116
8.63
Per
nmning
foot.
]
2.G
.41
6.25
20.14
10.60
♦On mat.
1 0n bank.
The cost of fhe work was $27.8(t per linear foot.
A detailed description will be found in the accompanying report of the snperin-
tendon t of construction, Mr. George C. Thomas.
Soundings have been taken over this revetment similar to those taken at Green-
ville and Ashbrook Neck, but comparison can not be satisfactorily made with thoi*e
taken in 1891, as the earlier soundings were made before the mat was sunk and
extensive caving was noted between the time of taking the soundings and sinkins:
the mats; but at the mouth of Old River a tendency to scour at the outer edge of
the mat is also noted.
In compliance with a resolution of the Mississippi River Commission I append a
report upon a comparison of the low- water soundings taken through Lake Provi-
dence Reach since 1882.
Viduhurg Harbor and Delta Point, — The works for the improvement of Vicksbmg
!
APPENDIX YY — ^REPORT OP MISSISSIPPI RIVER COMMISSION. 3755
Harbor consist, first, of the revetment of Delta Point to prevent its further recession ;
second, of the basin dredged in front of the citj, and a dredged canal connecting it
with the river at Kleinston.
Between the years 1878 and 1884, 10,700 feet of bank were revetted at Delta Point.
From the records of the office I find that in 1882 and 1883 the width given to the
sub aqueous mat was 144 feet; the bank was graded, to a slope of 1 on 2^, and
covered with a brush revetment.
The following amounts of material were used:
Per
running
foot.-
Brnsh cords.. .41 .6
Poles 1.16 1.68
Stone cable yards.. .41 .6
Wire pounds.. 1,18 1,70
No repairs have been made to the work for a number of years. A survey was made
in November, 1892, and has been compared with soundings taken in 1884 and 1^8.
At the upper end of the revetment the same scour is observed at the outer edge of
the mat that was noted at Lake Bolivar, Greenville, and Louisiana Bend. Thalweg
depths have increased over 50 feet on some sections, and the mat has assumed a much
steeper slope. At the lower end of the work there has oeen a heavy deposit. The
Tipper bank revetment, where not covered with sand, appears to have rotted out.
Upon completion of the work at Ashbrook Neck, the force was transferred to
Delta Point for the purpose of constructiug a mat to cover the portion of revetment
w^here settlement had been observed. A mat 300 by 685 feet was built, but in sink-
ing was torn from its fastenings and floated to the bar at the lower end of the point.
It was then cut in two and towed to the incline of the Vicksbur^, Shreveport and
Pacific Railway, where it was sunk, it being impossible to tow it further up the
river with the towing plant available.
It isjproposed to make the repairs to this work during the next fiscal year.
The work of dredging the canal and basin in front of Vicksburg was begun In
1887. In the project then adopted it was proposed to inclose the canal and basin by
a dam constructed across Centennial Lake firom the city to DeSoto Island, and along
the island parallel to the oaual, for the purpose of limiting the flow of water into the
basin during floods and thus reducing the annual deposit of sediment.
The dam has been constructed of material dredged from the canal and basin, «nd
has an elevation of from 25 feet to 35 feet above the zero of the Vicksburg gauge.
At the time of submitting the last annual report dredging was in progress under a
contract with the Alabama Dredging and Jetty Company, which was completed July
31, 1892. The following amounts of material have been dredged to that date, measured
in scows :
Cubic yards.
1888 « 824,941
1J«0 465,573
1891 331,204
1892 294,447
Total 1,416,165
The river and harbor act approved July 13, 1892, appropriates $80,000 for continn-
ing the improvement of Vicksburg Harbor, and also contains the following proviso:
"Improving mouth of the Yazoo River (Miss.) in accordance with the plan of Capt.
J. H. Willard, Corps of Engineers, U. S. Army, dated February 4, 1892, contained in
House Ex. Doc. No. 125, Fifty-second Congress, first session * * * $75,000."
This plan contemplates closing the existing mouth of the Yazoo River and diverting
the river through Centennial Lake by the city, and will necessitate the removal of
the dam under construction. It was therefore recommended and approved that further
work on this dam be suspended, and that the material dredged be deposited at
such localities as would best conform to the project- for the diversion of the Yazoo
River adopted by Congress.
A contract was entered into with the Rittenhouse-Moore Dredging Company to
drodge the canal and basin at 16 cents per cubic yard measured in scow, and dredg-
ing was resumed January 30, 1893. On May 31, 1893, there had been excavated 244,642
cubic yards, the cut being made to zero on the Vicksburg gauge.
Careful surveys have been made of the canal, iu May, 1893, and characteristic sec-
tions are submitted herewith. A large fill is noted since August, 1892, estimated at
128,000 cubic yards measured in situ, or about 148,000 cubic yards measured in scows.
During the preceding flood the deposit was estimated at 150,000 cubic yards. The
total iill since dredgmg was be^un has been about 400,000 cubic yards, the greater
part of which has token place in the canal.
^
3756 REPORT OF THE CHIEP OF EKGINEERS, V. 8. ARMY.
Of the material dredged this season in the canal, over one-half has been a deposit
since last year's flood. The removal of such a deposit reqnires the maintenance of a
dredge in the channel at the time it is needed for navigation. Until the inflow from
the Mississippi is restricted either by the construction of a dam or the diversion of
the Yazoo River, the results attained by dredging in Vicksbarg Harbor are not con
sidered commensurate with the cost.
Upon the completion of existing contract, it is recommended that fnrther dredgiog
at this locality be deferred until the completion of the project for the diversion of
the Yazoo River.
Further details of the work will be found in the appended report of Assistant En-
gineer H. St.L. Coppee, in local charge.
Levees f Lower Yazoo district — ^This district is situated on the east bank of the river,
and extends from the line between Bolivar and Coahoma counties (Mississippi) to
Eagle Lake, a distance by river of 215 miles. The length of the levee line is abont
190 miles. It is locally known aa the Lower Mississippi levee district.
Tlie levee section of' 1882 had a crown of front 4 to 6 feet wide, slopes of from one
on two and one-half to one on three, and a narrow berm on the river side. The
standard section at present adopted by the local authorities has a width of crown of
8 feet and slopes of at least 1 on 3 ; the width of berm has been increased to 90 feet,
ancl the levees are generally backed by a banquette 8 feet from the crown of the
levee, Arom 20 to 40 feet wide, with a slope of from 1 on 3 to 1 on 5. Below the
mouth of AVhite River thev have been generally raised to an elevation 1 foot above
the estimated height which the flood of 1890 would have attained if there had been
no crevasses in the third district. I am indebted to Maj. William Starling, chief
engineer of the Lower Mississippi levee district, for the following statement of the
yardage in levees in 1882. of levees caved away or abandoned since that time, and of
subsequent work by local authorities up to January 1, 1893 :
Cubic yard*.
Yardage in plac^ in 1882, after the flood and before repair or rebuilding. . 6, 278. 728
Abandoned in 1882 .' 810,002
Leaving available in 1882 5,968,726
Work done by levee board July 1882-Jannary 1893 10,89U,68."»
Total 16,861,411
Abandoned since 1882 2,879,259
Levee-board work in place January 1893 18,982,152
U. S. Government work to June 30, 1892, less Ashbrook Neck 2, 505, 774
U. S. Government work during fiscal year 1892-93 793, 365
Total 17,371,291
During the year 1892 the local authorities erected 1,500,429 cubic yards. The re-
sult of to is work has been to increase the height of levees in general 5 feet above
that which obtained in 1882, while the area of cross-section to the height of that
year's flood has been frequently increased threefold.
The allotment of $200,000 for this subdistrict during the fiscal year ending Jnne
30, 1893, has been expended in enlarging the levee from Hughes to Eutaw (L 403 to
433), Station 2,380 to Station 3,400 of the local levee line. The standard section of
the Lower Mississippi levee board was adopted for this work, so as to bring tho
levee line to standard height below the mouth of White River.
Exterior slopes of 1 on 3 were in general adopted, but where the material of which
the levee was composed was sandy and exposed to wave-wash the slope was increased
to 1 on 4. An abstract of the various contracts is appended.
Under the allotment of $150,000 for the fiscal year ending June 30, 1894, contract^
have been awarded for enlarging the levee as follows :
Stations.
From—
407
808
900
1000
1200
1330
Leota
To-
Estimated
yardage
290
808
900
1000
1200
1264
1423
(L 510}
Cubic yardi
118,000
6:),500
74, 300
70,000
128, 000
61,000
43, 000
65,000
Price per
cubic
■yard.
Cents.
19
18*
171
19
18
17 ame of contractor.
Starling & Sfnith Co.
W. L. Withers & Co.
W. L. Withers A. Co.
Timothy Sullivan.
Starling & Smith Co.
Arnold, DoGarin &, Co.
W\ L. Withers &, Co.
Morritt Williama.
APPENDIX YY — ^REPORT OP MISSISSIPPI RIVER COMMISSION. 3757
Theee Btatious are located between the Bolivar-Coahoma county line (L 365) and
Rosedale (L 397). The standard height adopted for these levees is the same as that
for Govemmeut levees In the Upper Tensas district, three feet above the highest
known water.
WMle the levee line through this snbdistrict is considered the strongest of any
in the third district, it has the defect of being located at numerous localities close
to caving banks.
The standard height adopted by local authorities is also less than that to which
the new levees on tne opposite bank of the rivei* are being constructed.
A profile of the levee line giving the flood heights of 1882, 1890, and 1892 accompa-
nies this report, based upon a survey of 1888 by the Lower Mississippi levee board,
with enlargements since that date plotted to net grade.
Lw^etf hjyper Tetuas di9trict, — This district is situated on the right bank of the
river and extends from the Arkansas River to the Louisiana-Arkansas state line. It
is divided into three local levee districts, viz : Tlie Red Fork levee district, which
extends from the Desha-Lincoln county line on the Arkansas River to the mouth of
Cypress Creek ; the Desha Levee district from the mouth of Cypress Creek to the
Desha-Chicot county line, and the Chicot Levee district, which contains Chicot
County.
From the president of the Red Fork levee district I have the following statement
of the condition of its levee line: Length of the line in 1882, 30 miles, containing
about 1,500,000 cnbic yards. Since that time there has been destroyed by caving
banks and crevasses about 500,000 cubic yards, of which 126,000 cubic yards have
been replaced. January 1, 1893, the length of levee line intact was 18 miles. No
work has been done in this subdistrict by the General Government. Its levees are
separated from the levees along the Mississippi River by Cypress Creek, but it covers
the head of the levee system, and a crevasse in its levees floods the Tensas Basin by
flanking the front line.
The levee line proper begins at Amos Bayou, about 17 miles north of Arkansas
City, extends along Cypress Creek to Lucca Landing, on the Mississippi, and thence
to the Louisiana state line, a distance of 84.8 miles. In 1882 there were numerous
breaks. Such levees as remained after the flood had, in general, a width of crown of
4 feet, and slopes of from 1 on 2 to 1 on 3. They were of defective construction,
containing stumps, logs, and growing trees, and appear to have been constructed
in accordance with the whims of the planters along whose fronts they were located.
I am nnable to give an accurate statement of the yardage in the levees, as the
local boards have kept no record of the work they have done, with the exception
of the amounts they have expended. A large part of this expenditure has been for
the high-water protection of the levees, and has added little to the yardage in the
line. A careful survey of the levee line was, however, completed in 1888, by the
General Government. Based on that survey, and assuming that the yardage erected
by the local boards and the State of Louisiana between 1^2 and 1888 was equal to
the amount in the levees which were abandoned between those dates^ I deduce the
following approximate Statement of Yardage :
Cable yards.
In levees in 1882 1,788,304
Built by the U. S. Government to June 30, 1892 3,098,606
Railt by the Tensas Basin levee board 1891-^92 176,073
Built by Desha levee board 1891-'92 27,941
Built by Chicot levee board (estimated) 100,000
5, 190, 924
Leasleyee abandoned 1888-^92 642,000
Total yardage in levees in 1892 * 4,548,924
Leveee built by U. 8. Government during fiscal year ending June 30, 1893. 1, 202, 884
LeTeee built by Tensas Levee Board, 1893 41,187
Total 5,792,996
Less levees abandoned in 1893 150,000
Total yardage in levees 1893 5,642,995
* Of this amount 428,555 cubic yards liave been erected by the Tensas Levee Board
of LouiBiaua since 1S82.
/-
3758 REPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMY.
The levees constrncted by the United States prior to 1890 had, generally, a width
of crown of 6 feet, and slopes of 1 on 3. Since that date they have been given a width
of crown of 8 feet, slopes of 1 on 3 ; through sloughs or bayous backed by a banqnette
from 8 to 10 feet from the top of the levee, and of widths of from 20 to 40 feet; tho
established grade is 3 feet above the highest known water.
I submit with this report a topical section of a levee of 1882 enlarged to the sec-
tions of 1888 and 1892. There is also shown on the same sketch the levee of 18S2
topped during floods, a form of levee not infrequently found in fchis subdistrict.
The allotment of $310,000 for the fiscal year 1892-'93 for the Upper Tensas difltrtct
has been expended in closing the crevasses that occurred during the flood of 1892,
and in enlarging the weak portions of the levee line at the following localities:
Locality.
Middle Place...
Panther Forest
Do
Pastoria
Lnna
Upper Leland . .
Lower Leland ■ ■
Lakeport
Do
Brooks Mill....
Total
Character of work.
Loop enlargement.
Crevasse
Enlargement
& ,
New loop
Enlargement
Crevasse •
do
Enlargement
Crevasse
Distance
from
TudagB.
Cairo.
Jft^.
1
Oubieyordi.
I1...430
75,334.1
R...45]
172,435.1
R...451
mooii
R...4e6
2&1@6.3
R...468
837,229.2
R...4e9
B&.3gl2
R...485
10,K2.5
R...486
e,W1.5
R...496
85,493.7
R...6oe
61,895.7
1,202,884
Under the allotment of $300,000 for the fiscal year ending Jane 30, 1894, the fol-
lowing contracts have heen awarded :
Levee.
Opossnm Fork to Lacca
Belleview
Upper Fastoria
Dulaneys Loop
Leland
Yauclnse
Lakeport:
First section
Second section
Below Lakeport
Adams Front
Florence Front
Keigers Front:
First section
Second section
Third section
Station.
From—
374
95
127
624
6U0
832
1,216
1,292
40
105
210
To—
414
127
164
600
790
862
1,292
1,368
105
210
306
50 stations
30 stations
23 stations
Distance
from
Cairo.
MOet.
R.
R.
R.
R.
R.
R.
R.
R.
R..
R..
R..
R..
R..
&..
..427
..465
..466
..485
..486
..487
..494
..495
..497
..498
..500
..505
. .505
..505
Estimated
yardaj(e.
Oubie yards.
60,000
53,000
55,000
79,000
120, 000
60,000
56,000
79,000
140,000
102, 000
87,500
67,000
64,000
79,000
Price
per cubic
yard.
Centt.
21
18.5
20
15.94
18.94
27
12
15
17.98
14.49
14.49
12
13.88
13.99
Contractor.
Starling & Smith Co.
Arnold, Degaris & Co.
The Whitehill Co.
Ernest Hyner.
Do.
McLaughlin Brothers.
J. S. Peak..
J. B. Lewis.
Emeet Hvner.
Eolpatrick & Storer.
Do.
J. S. Peak.
Timothy SuUivKo.
Do.
In anticipation of a flood in 1893 about $100,000 was left available. With this fund
it is expected that the crevasses that have occurred this season can be closed, and the
enlargement of the levee line be made continuous from Opossum Fork to Brooks Mill,
with the exception of tho railroad embankment at Arkansas City, a section of
levee from the end of the enlargement of Panther Forest to Linwood. which it is
expected will have to be abandoned within the next three years due to caving
banks, and between Sunnyside aud Lakeport, where the desired right of way can not
be obtained. At Lucca Landing (R 427) and Eunice (R 442), however, the levcse will
only be enlarged to the 6ecti<m of 1888. The enlargement of the Fulton Lake Levee
is under construction by the Tensas levee board of Louisiona.
LeveeSf Middle Tensas District, — The Middle Tensas Levee District extends from tho
Louisiana- Arkansas State line to Bedford, opposite Warrenton, and forms a portion
of the Fifth Louisiana Levee District. The length of the line is 87.33 miles. Throu;;a
the courtesy of Mr. H. B. JbUchardsoni chief State engineer of Louisianai I am enabled
APPENDIX YY ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3759
to submit thefolloTfing resume of the levees in the Middle Tensas District from Febru-
ary 1, 1882, to February 20, 1893 :
Condition of levee line February 1, 1882
CreTasHe openings in 1882
Seroained standing after flood of 1882
X.ovee8 constractcd by Slate and local aathorities since flood ot 1882
liaifted and enlarged by State and local aathorities
Built by Unlt4xl States to June 30, 18»2
Built by United States daring fiscal yeas ending June 30, 1893
Total
Levee line abandoned since 1882.
Existing levee line.
Miles.
88.67
9.81
78.86
157. 03
69.70
87.33
Cable yards.
8,631,400
450,400
8, 181, 000
3,723,500
2, 335, 053
1,994,558
460, 216
11, 694, 327
4,407,400
7,286,927
During the last fiscal year the Fifth Louisiana Levee District has erected 257,627
cubic yards, which has been principally expended in enlarging the Louisiana Bend
Levee (R. 522) and the levee in front of Lake Providence (R. 542).
The allotment of $110,000 for this subdistrict has been expended in the construc-
tion of a levee from Millikens Bend to Cabin Teele (R. 581 to R. 584), to replace a
levee which is rapidly caving into the river. Under the allotment or $100,000 for
the fiscal year ending June 30, 1894, the following contracts have been made for the
construction of a levee at Villa Vista (R. 574) to replace a levee which it is expected
will be breached by caving banks before the next flood.
First section..
Second section
Third section..
Estimated
yardage.
Pri
Cubic yardi.
125, 000
123,000
126, 000
ce per
cubic
yard.
Csnts.
14.93
18.45
17
Contractor.
Manoah Y . Henry.
John Scott Sc Son.
W. L. Withers & Co.
The levees recently constructed by the General Government have a width of
crpwn of 8 feet, slopes of 1 on 3. Their grade is 3 feet above the flood of 1890.
Their height is not as great as is desirable, and the higher levees should be
backed by a banquette, but the levee line has been located too close to the river
banks, and the funds allotted by the General Government are entirely inadequate
to replace t^e levees which 1 anticipate will cave into the river in the next three
years.
The floods of 189Z and 1893,^kt the date of my last annual report the flood of 1892
-was at its maximum. This flood attained a height in the third district only exceeded
bv that of 1893. In the following table are given the maximum heights at the gauge
stations of the third district during the floods of 1882, 1890, 1891, and 1892, together
w^ith those at Helena and Cairo, and at Little Rock and Clarendon, Ark., while the
crest of the flood was passing the mouth of White River:
Station.
"WTiiteEiver
Arkansas City.. -
Greenville
Xak© Providence;
Vicksburg
Cairo •
Helena
Little Rock
Clarendon
1882.
1890.
1891.
Feet.
Feet.
Feet.
48.40
60.4
47.7
47
49.5
48.2
41.68
43.45
43.25
38.32
41
41.1
48.75
49
48.1
51 87
48.8
46.2
47.2
47.7
44.7
26.7
2;t.9
17.7
86.6
29
1892.
Feet.
49.3
49.9
44.45
41.9
48.4
48.3
45.7
28.2
32.6
The effect of leveeing the Tensas Basin in raising the flood heights is clearly
exhibited in this table, for while the flood of 1892 was 1.5 feet below that of 1882 at
Melona^ it exceeds it at the mouth of White River by nine-tenths of a foot^ at
3760 EEPORT OF THE CHIEF OF- ENGINEERS, U. 8. ARMY.
Arkansas City by 2.9 feet, at Greenville by 2.8 feet, and at Lake Providence by 3.6
feet.
The following are the maximum discharges of the river and the estimated flow past
the latitude of Lake Providence for the corresponding years :
[In rnbic feel per second.]
Meaaared discharge
Estimated flow
1,057.000
2. 000, 000
1891.
1892.
1.288.000 1,346,000
1.720.0001 1,400,000
1,433,000
1,769.009
An increase in the maximum river discharge since 1882 of at least 376,000 cubic
feet is noted, about 35 per cent.
During the flood six crevasses occurred, which were confined to the Upper Tensaa
Levee District. The levees of Mississippi and Lonisiana in the third district success-
fiilly withstood the strain brought upon tliem. The following table gives the width,
location, and maximum measured discharges of the various crevasses:
Railroad embankment at Arkanaas City.
Panther Forest
Upper Lelaml
Lower Lclaud
Lakeport
Brooks Mill
Location.
Bate.
Width.
1892.
Feet,
R..
..439
Juno 2 . .
2,279
R..
..451
May 1 3..
2,327
R..
..470
June 22.
420
R..
..484
May 25..
435
R..
..496
..506
200
715
R..
•
May9...
Maximum
discku-gtr
perseoond.
OuWc/«rt
14,&21
94,5«7
I8,3U0
15, 7M
83,400
The crevasse at Lakeport occurred as the river was falling, and was not reported
in time to obtain its discharge.
While a disastrous flood would have been caused by the water that poured through
these crevasses, a considerable portion of the Tensas Basin would have escaped over-
flow if it had not been for a flood which swept across Amos Bayou around the head
of the levee system from breaks in the lovees along the Arkansas River.
Cypress Creek is the natural outlet of a number of bayous at the head of thf
Tensas Basin. To allow a drainage to this area, the levee line leaves the Mississippi
River at Cypress Creek and extends along that stream to the banks of Amos Bayon,
which in 1882 wore above overflow. But due to the increase in floo<l heights that
has been caused by the construction of the levees, and to breaks which have occurred
in the levees on the Arkansas River, the floods of 1890, 1892, and 1893 have overflo\«'ed
the Amos Ridge, flanking the levee line. The maximum discharge from this source
has been measured since 1890 along the railroad from Arkansas City to Trippe, and
is as follows :
Cubic feet per second.
1890 50,000
1891 5.000
1892 300,1X10
1893 97,000
The largo flow of 1892 was due to an abnormal flood in the Arkansas River. The
measured discharge of 1893 has also arisen from the same source, but since the flood
of the Arkansas has subsided a second rise in the back water has been observed,
which can only be attributed to the Mississippi River.
By extending the levee along Amos Bayou to the land above overflow on Bayou
Bartholomew tliis year's flow from the Mississippi would be cut ofl*, but this line would
aflbrd inadequate ])rotection to a flood in the Arkansas River like that of 1892. l1ie
only protection from the Arkansas River is a strong line of levees from Pino Bluff
to the mouth of Cypress Creek, and if the leveeing of the Saint Francis front raises
the flood height :ie much as has been caused by the closing of the Tensas Basin, ft
levee across Cypress Creek will also be required, in which case it will be necessary
to drain that stream into some of the bayous south of the existing levee system.
The flood of 1803 has already attained a greater height from tiie mouth of White
River to Greenville than that of 1892; from Greenville to Lake Providence it varies
from one-tenth below that of 1892 to two-tenths above; below Lake Providence this
flood has been exceeded by that of 1892.
Crevasses have occurred as follows: Adams' Front (R. 497), May 11; Keiger's Front
(R. 505), May 14 ; Matthews Bend (R. 508), May 15; Wylys (R. 545), May 23; Station202
on Cypress Creek levee, May 29.
APPENDIX Y Y — ^REPORT OP MISSISSIPPI RIVEE COMMISSION. 3761
All of these breaks, with the exception of that at Wylys, have occurred in the
Upper Tensas levee district. The Mississippi side of the river has to date escaped
overflow.
The inundation of the Tensas Basin will be as great as in the preceding year, the
crevasse at Wylys being particularly destructive, a measured discharge May 26 of
200,000 cubic ieet per second being observed.
Strenuous efforts have been made to hold the levee line, by both local and Govern-
ment authorities^ but no effort has been made to close the crevasses after they have
occurred, nor hold the exposed ends of levees, except at Wylys, where two old
levies, flanking the break, have been topped to checK the caving after it exceeds
4,000 feet.
The maximum river discharge obtained to date at Wilsons Point has been 1^ 490,000
cubic feet per second, on May 24, the day after the crevasse at Wylys.
Surveys and observations, — Surveys have been made of the revetments at Lake
Bolivar, Ashbrook Neck, Greonviile, Louisiana Bend, and Delta Point. Hydro-
graphic surveys of Lake Providence Reach and the bend above Greenville were made
during low water; low- water discharge observations were taken at Wilsons Point,
and the results forwarded to the secretary of the Commission. Parties are at present
engaged in taking the high- water discharge at Wilsons Point and Arkansas City.
At the request of the secretary of the Commission parties were sent to Little Rock
and Clarendon to obtain the flood discliarges of the Arkansas and White rivers . Re-
connaissances have also been made of Ashbrook Neck and Carters Point during the
flo«d to determine the force and direction of the flow across them.
The flow through the crevasses has also been measured.
The following approximate maximum discharges have been obtained.
Arkansas City —
Wilsons Point
LiUl«Rook
Clarendon
Crevasse, Station 202 on Cypress Creek .
Crevasse (R. 497)
Crevasse(K. 505)
Crevasse (R. 508)
Crevasse (R. 645)
Date.
1898.
May 27
May 24
May
May 10
May 30
May 19
May 20
...do....
May 26
Stage.
Feet.
49.97
40.45
22.1
83.85
Discharge
per second*
Cubic feet.
1,760,000
1, 400, 000
198,000
180,000
35,000
85,000
15,000
59,000
200,000
Daring low water soundings were taken on the various crossings in the Third dis-
trict by the tow boats employed on the works of construction.
The following were the least depths obtained:
Crossing.
Prentiss
Ozark Island....
3Con«6ray
Canlks Point. ^.
Content
Catfish Point
Choctaw
Linwood
Salona
Warfield
Yaacluse
Refnge
Harvrood ,
Longwood
Leota
Sterling
CordeU.
Wilsons Point...
Homochitta
Lake Providence
AJaxBar
r8huid96
H»yee
Ia]and97
Davals
Httiderson
Distance
Cairo.
Miles.
403.0
407
410
413.8
420
423.2
434
464
474
484
486.9
491.1
496
501.8
611.7
515
626
531
535.9
542.8
548
552
554
560
568
573.5
Least
depth.
Feet.
9
12
IS
'P
'P
9
H
15
12
P
19
6
15
12
Date, 1893.
Octl.
Do.
Nov. 7-11.
Sept 20-29.
Sept. 24.
Not. 1, 2.
Oct. 25.
Sept 28.
Oct 23.
Oct 24, 25, and Nor. 8-31«
Oct 24, 25.
Oct 24-29.
Oct 24-29, and Nov. 14, lA.
Oct 14-19.
Sept 24-Oct 14.
Oct 24, 25.
Oct 14.
Oct24-Nov.88.
Oct 13.
Nov. 7-22.
Oct 23.
Nov. 8.
Oct 29.
Oct 16-3L
Oct 29.
Do.
BNa 93 ^236
3762 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
Care of fleet and repaire to plant. — ^The floating plant and other property when
not in use has been oollected and cared for about 1 mile below Greenville, Miss.
There has been no loss of floating plant during the year. Extensive repairs have
been made to the steamboats^ the halls of the Osceouij Vidalia, and Vedette having
been rebuilt and new boilers placed in the Eth^ridge, The qnater boats have been
Senerally overhauled ; extensive repairs were made to Grader No, 3, which was hazily
amaged durine a storm. Five barses have been rebuilt, the machine and carpen-
ter shops moved onto new hulls, and minor repairs made to the rest of the fleeL
A statement in detail of the expenditures on each piece is appended and also a list
of floating property.
General remarks. — In the regulation of a river, two problems confront the engi-
neer; first, the protection ot the adjoining country from its destructive action;
second, the ntUiration of the force contained in its waters so as to obtain the best
navigable channel at all seasons — ^two apparently antagonistic propositions, the one
requiring a large area of waterway to carry off tne flood discharge at as low an ele-
vation as possible, the other a restriction of the width of the river so as to obtain
the greatest efl'ects on the low-water channel. On the Mississippi River the preven-
tion of overflows has been attempted by the construction of levees alqng its banks.
Prior to the war of rebellion a continuous levee system existed througn the Third
district on both sides of the river, but of insufficient dimensions as shown by the
crevasses report«ed in 1858 and 1859. During the war the levee line was neglected
and the levees frequently cut by the contending armies.
Feeble attempts were made to close the gaps after the cessation of hostilities, but
the flood of 1882 again destroyed miles of levees, leaving the levee systom in a con-
dition summed up m the reports of the various snbdistricts.
The typical sketch submitted of a levee in 1882 in the Upper Tensas district con-
contains the average area of its levees. The levees in the Middle Tensas and Lower
Yazoo districts ha^ a greater average width of crown and a greater height. The
average area of all the levees in the Third district in 1882 would exceed the sec-
tion submitted by between one-third and one-half its area.
The problem which confronted the Mississippi River Commission at its organiza-
tion was to confine a river which had a maximum discharge of 2,000,000 cubic feet per
second in the third district within a channel which in 1882 discharged but one-half
that amount. , In the Lower Yazoo and Middle Tensas districts it has been efficiently
assisted in its efforts bv local authorities, the work done by the General Government
being subordinate to tliat of the local boards, but in the Upper Tensas district the
work done by local authorities has been insignificant. From this it has resulted
that while the levees in Mississippi are rapidly attaining the section of 1892, dnring
last year's flood there were over 40 miles of levees in Arkansas that had received
little enlargement since 1882 except topping, the material for which had been fre-
quently obtained from the base of the levee itself. As the levees of Arkansas could
not resist the flood of 1882, an increase of flood height of over 3 feet has simply
ensured their destruction. While the exertions of the people of the Middle Tensas
district have equaled those of the Lower Yazoo, their levee line is not as strong,
due to the 69 miles of levoes which have been abandoned from caving banks. With
the allotments made for the Upper Tensas district from the last appropriation for the
Mississippi Kiver it is expected that the section of 1892 will be completed the entire
length of its line, with the exception of the banquette, which, will also be erected
where the levee crosses sloughs or bayous.
Hie results that have been achieved to date may be summed up as follows: That
there can now be carried through the third district 30 per cent more water than in
1882 without flooding the country, and that for the same elevation 4ihere is an
increased discharge, but from surveys of Lake Providence Reach and of the bend
above Greenville it would appear that the increased area of cross section of channel
has principally occurred above the level of low water.
The plans of the Commission for improving the low- water channel contemplate,
first, increasing the force that will act on the bed of the river by confining the flood
discharge between levees ; second, in wide reaches to contract the Jo w- water currents
to narrower limits by means of dikes; third, by revetting caving banks to give per-
manency of direction to these forces.
Dikes have been constructed in Lake Providence Reach, as explained in preceding
annual reports. Their immediate effect was beneficial, a marked increase in tiie
depths of the low- water channel opposite them having been observed, but these
depths have been jpradnally diminishing as the channel moved further from their
sphere of action with the cavin^of the opposite banks.
But the changes which have taken place in the location of the low-water channel
through this reach, which are shown in a map appended, offer conclusive evidence
that little permanent improvement in the low-water navigation may be expected
from the influence of levees, dikes, or from dredging, until permanency in direction
APPENDIX Y Y — ^REPORT 6f MISSISSIPPI RIVER COMMISSION, 3763
\b given to the forces acting by the revetment of the bends. An increased depth
may be obtained for one season , but the contlnnal caving of a bend above may be
expected to so change the direction of the river currents that they wUl be acting on
bars or banks outside of the improved channel and filling the channel up with the
material they have scoured out.
The bank revetment which was constructed in 1883 and 1884 in Lake Providence
Reach was destroyed. The cause is believed to be the narrow width given to the
mats, as well as an insufficient thickness. No revetment constructed since that date
in the third district has been lost, with the exception of exposed ends which have
been flanked by caving above or below them. There has been noted^ however, a
general deepening of the river at the outer edge of the mat, which has occasioned
n greater or less settlement. With the narrow mats at Lake Bolivar and Delta
Point, it is deemed prudent to extend the revetment to the thalweg of the river, to
prevent the continuance of this undermining action.
At Greenville I do not consider the situation at all critical. The mats were given
as great a width as could be conveniently constructed on our mat barges, in antici-
pation of this very action. The maximum existing depths at the date of conscruc-
tion would have been covered by a 250-foot mat.
During the flood of 1890 there had been an abnormal caving of the bank, in some
places exceeding 900 feet, accompanied by an abnormal fill in the river channel, thai*
weg depths of about 40 feet at low water bein^ found, while low- water depths in
bends in the third district of 80 feet are not infrequent. When the forces in the
river are prevented &om caving away the banks a condition exists similar to that
in a bend where erosion is slow, and the river may be expected to try to assume a
similar form of cross section, and thalweg depths exceeding 80 feet should result.
The mats have in general adjusted themselves to their new beds in a satisfactorv
manner, and the fact that on some sections a settlement is observed the entire width
of the mat does not, in my Judgment, afford sufficient reason for the abandonment
of the existing form of revetment.
The fact that the revetment of Delta Point has stood for ten years, though oon«
taining but one-half the material per square foot that has been put in the revetment
of 1892, and with mats only one-half as wide, would indicate that in certain locali-
ties the existing form of revetment is sufficiently strong to hold the bank.
If the fine sand found in some portions of the Greenville lYont, or the mud found
at Louisiana Bend passes through the revetment, such sections should receive local
treatment. To construct a revetment sufficiently thick to prevent such action
would at localities where the soil is firmer be an unnecessary expense. These sections
are of a limited extent even on a given front, and can be covered by an additional mat
should the settlement ever become so great as to necessitate such action. While a
still greater deepening of the river is to be expected at Granville, it is not yet evident
that the revetment can not again adjust itself to the required change.
A financial statement accompanies this report.
Very respectfully^ your obedient servant^
C. MCD. TOWNSEND,
Captain of £ngineer$.
Gen. C. B. Comstogk,
Colonel of Engineers, U. 8, A.,
Freiident MisMiippi Bivor Commistion,
Financial 9tatemeni»
ULKE PROVIDKNCE REACH.
Balance May 81, 1892 ^558.53
Allotted during current fiscal year 176,000.00
$210, 558. 52
Expended to May 31, 1893 185,833.49
Balance May 31, 1893 24,725.03
In treasury 15,000.00
Inhand 9,725.03
heas amount covered by existing contracte and liabilitiea 24, 725. 08
3764 REPOBT OF THE CHIEF OF ENGINEEBS, U. 8. ABMY.
Expenditures apportioned:
Labor on constmotion $38,222.27
Material for construction 88,594.14
Subsistence 12,584.94
Cost of plant, repairs, and outfit 18^265.87
Care of public property 1, 84L 49
Towage and steamer expenses 23,278.01
Administration and office expenses * ^ 2,067.74
Medicine and medical atteudauoe 907.38
Miscellaneous 71.65
Total 185^833.49
Amount that can be profitably expended during fiscal year ending June
30,1895 500,000.00
Financial statement,
YICKSBUBO, MISS., AND DELTA POINT, LA..
Balance May 31, 1892 $44^916.h
Expenditures May 31, 1893 38,876,69
Balance May 31, 1893 6,039,62
In Treasury 5,000.00
In hand 1,039.62
Available balance May 31, 1893 6,039.62
Expenditures apportioned :
Yioksburg, Miss.:
Cost of plant, outfit, andrepairs 2,161.99
Subsistence 1,050.90
Care of public property 824.17
Administration ana office expenses, and inspection 1, 045. 77
Dredging 24^705.44
Mileage, traveling expenses, and m iscellaneo us 84.84
Delta Point, La. :
Laboron construction 2,274.68
Material for construction 4, 395. 93
Subsistance 421.36
Cost of plant, repairs, and outfit 279.57
Care of public property 231.33
Towage and steamer expenses 1,268.71
Administration and office expenses 72. 00
Miscellaneous 60.00
Total 38,876.69
Financial statement,
GBEENVILLE, MISS.
Balance May 31, 1892 $49,711.27
Expended to May 31, 1893 49,711.27
Expenditures apportioned :
Labor on construction 6,383.39
Material for construction 32, 983. 90
Subsistence 3,124.69
Cost of plant, repairs, and outfit 3,042.87
Care of property 349.00
Towage and steamer expenses 1,400.39
Administration and office expenses L 132.87
Medicine and medical attendance 286.72
Miscellaneous • 1,007.44
Total 49,711.27
APPENDIX Y y — REPORT OP MISSISSIPPI RIVER COMMISSION. 3765
Financial 8tate7nent
LAKE BOLIVAR FRONT.
[Balance May 31,1892 $6,000.00
Expended to May31, 1893 3,377.20
Balance May 31, 1893 2,622.80
.Inhand : $2,622.80
Available balance May 31, 1893 2,622.80
t Expenses apportioned :
Labor on construction 822.09
Material for constraction 876. 57
Subsistence ; 307.48
Cost ofplant^ repairs, and outfit 243.69
Care of public property ^ 34. 50
Towage and steamer expenses 787.92
Administration and office expenses 9.60
Miscellaneous , 195.35
Total : 3,377.20
Financial statement,
▲8HBR00K NRCK.
/
Balance May 31, 1892 $111,196.84
Expended to May 31, 1893 $85,182.26
Transferred to plant third district 25,000.00
110,1^.26
Balance May 31,1893 i 1,014.68
In hand 1,014.58
Less amount covered by liabilities •• 1,014.58
Expenditures apportioned:
Labor on construction 20,263.35
Material for construction 34,595.06
Subsistence 7,944.36
Cost of plant, repairs, and outfit 10,161.49
Care of public property 1,527.51
Towage and steamer expenses 6,979.08
Administration and office expenses 1,704.58
Medicine and medical attendance 688.79
Miscellaneous 1,318.04
Total 85,182.26
Financial itatemenU
PLANT THIRD DISTRICT.
Balance May 31, 1892 $15,464.80
Allotted during current fiscal year 50, 000. 00
March 18, by transfer from Ashbrook Neck... 25,000.00
Total 90,464.80
Expended to May 31, 1893 84,788.09
- ' Balance May 31, 1893 5,681.71
Inhand , 6,681.71
liabilities 5,681.71
3766 EEPOBT OF THE CHIEF OF ENOINEERS, U. 8. ABMT.
Expenditures apportioned:
Labor on repairs • $37,724,01
Material for repaire 19,384.91
Care of plant, labor 4:, 613. 77
Sabsistence 14,894.72
Cost of plant, outfit, and supplies ' 6,683.63
Administration and office expenses 281.36
Miscellaneous 1,200.69
Total 84,783.09
Amonnt that can be profitably expended during the fiscal year ending
June 30, 1895 113,000.00
Fhumdal itaUmeni,
BURTBYS, GAUGES; AKD OBSKRYATTONS.
Balance May 31, 1893 $525.38
Allotted during current fiscal year 10^000.00
10,525.38
Expended to May 31, 1893 10,226.96
Balance May 31, 1893 298.42
In Treasury 1,000.00
Due other allotments 701.58
Balance 298.43
Ii«8 liabilities 298.42
Expenditures apportioned:
Pay, gauge observers 120.00
Surveys 6,372.55
Steamer expenses 2,949.99
Outfit, material, and stationery 433.00
Miscellaneous 851.42
Total 10,226.96
Amount that can be profitably expended during fiscal year ending June
90,1895 12,000.00
*
Finandal staUmeni,
LOWER YAZOO LKYSS DISTRICT.
Balance May 31, 1892 $3^089.^
June 7, 1892, by transfer from general service 4,000.0^
Allotted during fiscal year 200, 000. O**
nfVT QOQ CQ
Expended to May 81, 1893 182^170! 68
Balance May 31, 1893 24,918.98
In Treasury 24,000.00
In hand 918.98
24,918.98
Less Uabilities 9,918.98
Available balance May 31, 1893 15,000. 00
APPENDIX Y Y — ^REPORT OP MISSISSIPPI RIVER COMMISSION. 3767
Expenditures apportioned:
I^evee conBtmction and repairs $167,537.59
Engineering and office expenses 9,319.68
High-water protection • 5,313.41
Total 182,170.68
Amount that can be profitably expended daring fiscal year ending Jane
30, 1895 200,000.00
Financial statement.
UPPER TENSAS LEVEE DISTRICT.
Balance May 31, 1892 $22,719.40
Jnne 7, 1892, by transfer from general service 5,000.00
Allotted daring current fiscal year 310,000.00
Overpayment on vonchers 5.17
337, 724. 57
Expended to May 31, 1893 % 310,245.25
Balance May 31, 1893 27,479.32
In Treasury 43,000.00
Due other allotments 15,520.68
27, 479. 32
Less amount covered by existing contracts and liabilities 12, 479. 32
Available balance May 31, 1893 15,000.00
Expenditures apportioned:
Levee construction andrepairs 264,495.90
Engineering and office expenses 11, 361 . 98
High-water protection 34,387.37
Total 310,245.25
• I
Amount that can be profitably expended daring fiscal year ending June
80,1895 500,000.00
Financial statement,
MIDDLE TENSAS LEVEE DISTRICT.
Balance May 81, 1892 $5,977.16
Allotted during current fiscal year 110, 000. 00
_^ 115, 977. 15
Expended to May 31, 1893 98,635.96
Balance May 31, 1893 17,341.19
In Treasury 7,000.00
In hand 10,341.19
17, 341. 19
Lees liabilities 7,341.19
Available balance May 31, 1893 10,000.00
Expenditures apportioned:
Levee construction and repairs 85,757.11
Engineering and office expenses 4,563.26
High-water protection 8,315.59
Total 98,635.96
Amount that can be profitably expended during fiscal year ending June
80,1895 250,000.00
3768 EEPOBT OF THE CHIEF OF ENGINE:
Unanalal $tattnutit.
tMPROVINO HARBOR AT VICK8BUB
Act Jul; IS, 1893 (spwial appropristion) . .
Expended to May 31, 1893
Balance Hay 31, 1893
InTreaanry
Due other allotments
ZieM amoont covered by enstisg contracts and liabiliti
Av^able balance Hay 31, ISSS
Expenditarea apportioned:
Coat of plant repairs and outfit
Care of pnblio property
Administration and offloe expenses
Dredging
HUeage, traTeling expenses, and miseellaneaaB...
Total
Fiitandal tUtUnumi,
nCPBOVINO HABBOK AT GBUtMTIIJ
Act July 13, 1893 (special appropriation) ....
Expended to Hay 31, 1893
&iTceiwiiry
In band t
Available balance Hay 31, 1893
Expendltares apportioned:
Labor on construction
Uaterial for construction
Subsistence.
Cost of plant, repairs, and ontGt
Care of public property
Towage and steanier expenses
Administration aud office expenses
Uedlcine and medical attendance ..,,,
Hiscellaneons
Total
Amount tbat can be profitably expended during fiscal yi
30, 18»
Financial ttaltottnl.
SBT DOCK, TBIKD DTBTBICTI
Balance May 31, 1S93..
Expended to Hay 31, J
I
^
/Vo./
UVER GOMxMISSION
D DISTRICT
END, CobpsofEng*rs.,U.S.A
CHARGE
AP
^^IMPROVEMENT
" OF
OOK NECK
SCALE
fJL A'^^^^r €/CfAf^
Eig«S
r«
i«H«i
w^^m
tm^^^^^^m
1
APPENDIX YY — ^EEPOBT OP MISSISSIPPI BIVEE COMMlSStON. 3769
Appendix 5 A.
:port or assistant bkoinrbr artiiur hideb on work at orbbnvilub, ash-
BBOOK.NBCK^ AN1> LOUISIANA BBND.
GrbbnvillB; Miss., March 10, 189S.
Sir: I submit below final reports of Greenyille. Harbor, Ashbrook Neck, and Lon-
lana Bend improvements^ prepared by the superintendents of the respective works.
A3 these reports give a complete statement of the cost in detail, and a fulldesorip-
>u of the work, they are forwarded as the final reports of these improvements.
A comparison is given below of the labor cost per unit, the quantities oi material
ed, and the average cost per linear foot of the revetment works at Ashbrook Neck^
reeuville Harbor, and Louisiana Bend last season.
•
Comparative statement,
COST PER UNiT POB LABOB. ' '
Kind of work.
at vroric, p«r square
-adiDf( ana dres«in|: iMnk, per linear foot
1^1 ng slope and revetment^ per aqnwe...
me (pile-driTer)
iB<^ (wheelbarrows)
ladlBji^ stone, per onbic yard
Ashbrook
Greenville
Lonislana
Neck.
Harbor.
Bend.
I1.8S6
IL619
11.452
2.387
1.845
1.008
L003
1.855
1.678
1.423
1.670
1.344
L208
.760
.788
.841
.637
•874
QUANTITY OF MATEHIAIi X7SSD.
-nsh^ per square of mat cords..
>le», per nqiiareof mat do...
one, per linear foot oabio yards..
ire, per linear foot pounds..
ire strand, per linear foot do....
>ike8, per linear foot do....
aples, per linear foot do....
>st, per linear foot
.17
6.26
20.14
10.00
.84
■ .05
$27. 8»
This gives the average cost of the three works per linear foot as $28. To this
lould be added cost of repairing daring the season, interest, deterioration of plant,
iperintendence, surveys, and other expenses, as per following estimate:
apairsof plant for 12 months $50|000.00
ftl 110 of plant Jnne 1, 1892 $169,391.00
arty G. S. barges, at $1,000 40,000.00
earner Vedette 6,000.00
215, 891. 00
Ten per cent of this total 21,539.10
>r office expenses, surveys, etc 12,000.00
Total 83,539.10
he linear feet of work finished was :
Ashbrook Neck 2,610
Greenville Harbor 4,450
Louisiana Bend 5,835
Total 12,895
$3,539 -r 12,895 = $6.48 to be added, making total cost, say, $34.50 per linear foot.
Very respectfully,
Arthur Hipsr,
Miietant Engineer in Charge.
Capt. C. McD. TowNSEND,
Oorpe qf Sngineers, U, S, Am
3770 REPORT OF THE CHIEF OF ENGINEERS, U. S. ABMY.
RBPOBT OF MB. CHABLES H. MILLRR, SUPKRINTRNDKNT OF CONSTRUCTION; ASHEl
WBCK.
DRLTAy La., Jannary SO, IS
Sib: The following gives in detail the cost and amoant of labor and material
in the work at Ashbrook Neck. Work was commenced on September 15, 18KJ
2,610 linear feet of work was completed by January 7, 1893, and party di£V>:;
with exception of towboat crew and clerical force, the crew of the boat bein^' •
to tow in ** plant'' and waiting for pay until the 11 th of January, the clerical i
and assistant in chai^ being transferred to Delta Point work on January 14.
The following facts are to be considered in comparing the work Just finisheil -
that of the previous season at the same place:
First. The excessive cost per foot of tne hand grading was due to an extrrt
narily bad bank — one filleo with large cypress stumps. An ordinarily batl t
would not cost over half as much. The excess was 75 cents per linear foot.
Second, ^he number of B<}uare8 of bank slope paved this season for 2,610 i -
feet of work was 75 squares m excess of the number laid last season for 4,460 i-
this work. This was due to the fact that the work this season was all done at
water, giving a very wide slope to be paved (104 feet), about the same anioTi:
stone being used both seasons (3.2 cubic yards per square). We have 1.48 ;.
excess per linear foot this season, giving^ at $2.07 per yard, $3.06 per foot.
Third. Delay at the end of the season because of no stone.
From November 15 to December 12, 1892 (on which latter date the stonr -
about exhausted), we received an averse of one barge per day, counting Snr j
and two rainy days. After December 12 there was needed to complete the wor'^
barges of stone, and if received at rate of one per day (throwing out the 16tL
19th, rainy days) wo could have tLnished by December 24. Work was finished :.
taen days later.
Steamer Vedettt '
Superintendence, cobks, etc
Board, 40 men
Total
Fourteen days, at $100 =$1,400 for 2,610 feet of work, gives an average exce-
oost of 53 cents per foot.
Fourth. The charges for towage were 'above the actual necessitieB of the ir
These deductions would bring the oost of the work per foot to $25, a fi^re ^ :
which, under ordinary circumstances, the work could be done. A tracing of >
brook Neck map, showing entire work done each season, bar line for 1891 and h
and position of breakwaters has been prepared, blue prints from which accoii]] .
this report.
very respectfully,
Chas. H. Miixsr,
SuperimtendeiU Conslnu^k^
Mr. Arthur Hider,
U. S. A89i8taMt EnginMT.
PPEKDIX Y Y REPOBT OF MISSISSIPPI EIVEE COMMISSION. 3771
Statement of cost of work done, 1891^-93*
Kind of work.
Cost
per
unit.
1.17
1.503
7.47«
14.62
56.909
7.841
t work (A, 688 sqaarm) $3. 90
draulic grading (2,600 linear
!^t)
nd grading (2,600 linear feet) .
Teum hire
vetment (1,(M9 sqaaree)
:>re connections (116 squares).
taring (10.2 acres)
vine slope
Driver, 600 aqnares
Hand, 2.810 squares
wing
ndriea, office and trareling ex-
M^nsea
i<*.half Talne of property par-
'liaaed
•tal oost of frork done, 2,610
inear feet, at $29,076 per foot. .
lilding breakfraturs
)pairs to old frork
Total arpended
•no loaded <14,965. 7 onbio yards;
Labor
cost per
nnit
$1,356
.842
1.445
2.346
7.354
64.00
1.233
1.423
1.208
.8414
Material
cost per
unit.
$2.68
.325
.058
6.131
7.265
6.605
Material
expended.
$17,620.62
81l!45
145.75
6,586.87
835.46
$6,956.69
1, 857. 17
2,121.35
848.00
1,960.45
640.10
422.61
29.25
18,630.58
2,586.19
1,088.69
47,284.76
Time list
expended
(total).
$2,110.06
248.74
547.66
2,141.39
3,884.96
173.24
449.78
22,011.16
6,581.76
Subsist-
ence
expended
(total).
$26,687.17
2,917.86
643.43
&94.62«t
196.69
128.18
184.81
649.61
894.74
62.24
186.41
6,788.83
70.86
Total cost
of work.
3,758.63
8, 141. 94
1,681.15
650.79
22,033.10
7,866.89
1.026.55
1,723.10
75, 885. 68
224.48
1,674.83
77,784.89
6.602.10
Percentage of coet.
[aterial. supplies, property, etc
abflistenoe
owing
'ffice and txayeling expenses ..
uperintendeaoe
abor
Total.....
Amount.
$45,282,98
4,705.94
7, 365. 89
1,026.56
2,338.87
16,165.36
76,886.68
WORK DONB.
;610 IineaT feet of mat built and bank slope paved, at $29,075 per linear
foot, total cost of same $75,885.58
Subdivided as follows:
Cat work:
6,688 sqiiaws mat built, at $3.99 .* 26,687.17
34,371 hours' labor, at 20.24 cents $6,956.59
34,371 hoois' subsistence, at 6.139 cents 2, 110. 06
9,066.65
4,164 cords brush 3,670.17
911.3 cords poles 1,312.27
4,636 oubi<^ yards stone 9,606.51
26,750 pounds wire cable 1,306.27
56,135 pounds wire 1,573.47
5,200 pounds spikes 122.18
325 pounds staples 30.65
17, 620. 52
NoTi.~The cost of labor and subsistence per hour was found by dividing net tima
iat ($15,647.20)— towage and loading stone baring been deducted— and subsistence
$4,714.53) by total boors of labor applied to work (76,798), giving $20.24 in labor and
16.139 as sobstetsBM mrmngfb.
3772 EEPOBT OF THE CHIEF OF ENGIKEEBS, U. 8. ARMY.
lC*t work— CoDtinned.
Labor^ cost per sqaare $1,356
Material, cofit per sqnare 2. 63
Hoar'ii labor, per square 5.14
Layingand ballasting revetment:
1,069 squares revetment built and laid, at $7.476 $8,1^
9,686 hours' labor, at 20.24 cents $1,960.45
9,686 hours' subsistence, at6.139cents 594.63
2, 655. 07
899tjords brush 800.11
130 cords poles 187.20
2,645 pounds wire 75.02
350 pouuds spikes 8.02
2,178 cubic yards stone, at $2.0737 4,516.42
5,586.87
Labor^ cost per square 2.316
Material, cost per square 5.131
Hour's labor per square 8.96
Building and ballasting shore connections:
115 squares, at $14.62 l,ei
8,207 hours' labor, at 20.24 cents $649.10
8,207 hoars' subsistence, at 6.139 cents 196.59
845.69
222 cords brush ; 197.68
30 cords poles 43.20
267 cubic yards stone, at $2.0737.... 553.68
280 pounds cable (wire) 13.47
250 pounds spikes 5.72
1,120 paunds wire. No. 12 21.81
835.46
Labor^ cost per sqnare 7.^
Material, cost per square 7.266
Hour's labor, per square 28
Clearing bank :
10.2 acres, at $54 s:
2,088 hours, at 20.24 cents $422.61
2,088 hours^ subsistence, at 6.139 cents 128. 18
Paving slope:
2,610 squares bank slope paved, at $7.841 22,C.
2,196 hours' labor (driver) $547.56
2,196 hours' subsistence (driver) 134.87
10,580 hours' labor (hand) 2,141.39
10,680 hours' subeisteiioe (hand) 649.61
3, 473. 27
860 bushels coal, at $0.0975 29.26
8,936 cubic yards stone, at $2.0737 18,530.68
18,55^.83
Labor cost, 500 squares, each (driver) $1,423
Labor cost, 2,310 squares, each (hand) 1.208
Material, cost, 2,810 squares 6.605
Hours' labor, per sqnare (driver) 4.392
Hours' labor, per square (hand) 8.03
Hydraulic grading :
2, 500 Unear feet bank graded, at $1.117 ^''
Labor, as per time list $1,857.17
Subsistence 248.74
4,525 bushels coal 601.81
PPENI>IX YT — ^REPORT OF MISSISSIPPI BIVEB COMMISSION. 3773
draulic jading — Continned.
247.5 gallons oils, etc $161.16
30 poundB waste 3. 00
10 pounds graphite 2.00
51 pounds cotton rope 6. 12
25 yards duck :. 2.76
225 feet wire and insulators * 12.21
56 poundA packing 22.40
811. 46
Labor, cost per linear foot .842
Material, cost per linear foot .825
Graders employed 43 working days.
Sin^le-orew graders employed 15 working days.
Double-erew graders employed 28 working days.
Average cost per day, single crew, 8 hoars, $44.
Average cost per day, doable crew, 16 boors, $82. 76.
ressing grade (by hand):
2,^ linear feet of grade dressed, at $1.503 $3,758.63
10,481 boars' labor, at 20.24 cents $2,121.35
10,481 boars' sabsistence, at 6. 131 cents 643. 43
212 days' team.hire, at $4 848; 00
8, 612. 78
175 detonation, caps 1.75
600 poands dynamite 102.00
100 poands powder - 10.00
400 feet fuse 32.00
145. 75
Labor, cost per linear foot 1.445
Material, i$ost per linear foot.... ^ .058
Hour's labor, per linear foot 4.19
rowing :
Total expenses of steamers Oeceola and Vedette 7,365.89
Steamer Osceola:
Time list $1,543.49
Subsistence 353.28
9,427 bushels coal $1,395.34
50 carbons 1.25
1 cad matches .45
2 pounds drop black .40
4 globe Yalyes 1.00
5 pounds plambago 1.00
14 pounds asbestos 7.70
10 poands candles 1.10
1,408.24
Total cost of OtfctfoZa 3,305.01
Steamer Vedette:
Time list 2,341.47
Subsistence 541.46
2, 882. 98
11,472 bushels coal $1,069.78
(Included in same item) .09
159 gallons oils, etc 72.11
3 dozen wicks 1.66
10 pounds waste 1.00
34 lamps and lantern globes 8. 45
i41 yards crash 19.74
41 pounds cotton rope 5.13
1,177.95
T9tal co%t of Vedette 4,060.88
3774 BEPOET OP THE CHIEF OF ENGINEERS) U. 8. ARMT.
Steamer Osceola (doable crew) in Qommission 42 days, average (numioif
steadily, heavy towing from Cairo) .. r
Steamer Vedette (single) 69 days, average (harbor work)
Steamer Vedette (doiii)le orew) 33 days, average (harbor and shore work). ;*
Sundries expended and traveling expenses 1,*.
One-half valne of property pnrchased 1,7.
Total expended on main work .. 75. Tn
Building breakwaters :
851 hoars' labor, at 20.24 cents $172.24
851 hoars' snbsistence, at 6.139 cents 52.24
Repairs to old work :
2,222 hours' labor, at 20.24 cents 449.73
2,222 hoars' subsistence 136.41
525 cnbic yards stone 1,888.69
1.6-,
Total amount expended • ••••••• 77,t)^^
REPORT OF MB. LUTHER T. KERR, SUPRRDniCKDEinr OF COKSTRtJCTIOK, GREENY:
HARBOR.
Greenville, Miss., Mardk f, IS'
Sir: The following report of Greenville Harbor improvement, givine the air:>
and description of work done, the quantity and cost of material, lahor. ei<\
respectfully submitted:
Description. — The plan of the work, as proposed at the beginning of the sc*^
was to put in 4,500 linear feet of revetment immediately above last season's ^
the bank to be graded down to a slope of 1 on 4.
A continuous line of willow mattresses made and sunk with shore connect^:
brush revetment securely fastened to the inside edge of the mat and extending rT<
slope to an elevation of 3 feet above the water on a falling river and 5 feet on a n>
river. The shore n^at and graded bank to be covered from the water^s edge ro
two-thirds stage, or about So feet on the Greenville gauge, with a atone paving-
inches thick. The plan was slightly modified daring the progress of the work.
will hereinafter appear.
Work began October 4, 1892, and closed February 11, 1893, with 4,450 linear i-
of work completed during the season.
Hydraulio grading was begun October 5, 1892, and discontinued Deoembfr i
with 4,450 linear feet graded. Grader No. 1 arrived from Louisiana Bend and h:
work on October 6, using one 4-inch hose with a If-inch nozzle; pump pressnrf. .
pounds ; st^am, 80 pounds. A double crew was employed, working sixteen h-
per day, during the entire service of fifty-eight days (Sundays excepted), in w'
time 3,240 linear feet were c^raded, an average of 55^ feet per day. Grader 'Sf
arrived from Ashbrook Neck on November 6, and began work on the 7th, X3AiT\^'''
4-inch hose with a If-inch nozzle; pump pressure, 140 pounds, and st&un, 80 por.'
per square inch. A double crew was also employed on No. 3, working sixteen b*^ '
per day for twenty-nine days (Sundays excepted), grading 1,210 linear feet, an «f^
age of 42 feet per day.
The bank before grading was about 39 feet high, composed of clean sand i'
gumbo lying in strata varying in thickness and relative positions. This ('}"'
considerable gullying and caving, especially when the gumbo was found at thet
with a stratum of sand beneath. The consequence of this was that when '
grader had passed over the work it was left in -a very rough and unfinished coi'
tion, badly cut up with gullies and by caving, which had to be dressed by mean'
shovels and drag scrapers. The cost of grading by ^e hydraulio gn^ders was $1
per linear foot ; the dressing, 65 cents per linear foot; total cost of finished ^it/'
$2.20 per linear foot.
Mathtiilding, — The construction of mats, on the same plan as followed ftt^>
place daring the season 1891-92, was begun October 26 and completed Febnifln^
1893. Eight mats, nil 300 feet wide and varying in length from 166 to 1,120 1-
were made and sunk. One pocket mat, 160 by 110 feet, was made and sank at :
head of the old work, where a part of mat No. 1 (1891-'92) had been broken in ow
APPENDIX Y T — REPORT OP MISSISSIPPI RIVER COMMISSION. 3775
:> make a good connection. The dimensions of the mats and the order of bnilding
re as follows:
Linear A»et.
fat No. 1 970 by 300
fat No. 2 1,120 by 300
Eat No. 3 310 by 30:)
IatNo.4 640 by 300
IatNo.5 340 by 300
'ocketmat 160 by 110
lat No.6..v^ 415 by 300
latNo.7 343 by 300
latNo.8 , 165 by 300
Total 4^463
Mat No. 1 was bezan about 3,300 feet above the head of the old work, and it was
utended to cover this distance with three mats. Mats Nob. 1 and 2 were bnilt and
;uuk between October 19 and December 3, 1892. Of this time seventeen working
lays were lost to mat-bniiding for want of brush and poles. This expensive delay
w^as caused partly by the inadequate towing facilities, out principally by the failure
»f the contractor to furnish the material as rapidly as neecled. ,
Mat No. 3 which, to close the gap between new and old work would have been
something over 1,200 feet long, was begun December 5, 1892, and by the 18th of that
nonth hM been built 1,127 feet. The river was rising rapidly and it became appar-
ent that further delay in order to complete the mat would be dangerous, and prepara-
tions to sink it were begun at once, but delayed by the heavy rains until December
21, when the sinking was attempted. About 300 feet was submersed, the head
lowered to the bottom and released from tlie mooring barges, when tney, owing to
sho rapid current (over 4 miles an hour), and the immense amount of neavy drift
brougnt down by the sudden rise in the Arkansas River, which had accumulated
ander and above the barges, parted the headlines one after the other and swung
around, releasing the entire mass of drift. This drift, floating down, became
Biitnngled with the inclined portion of the mat, which was at an angle of about 45
dcgrrees, parting it 310 feet below the head. Eight hnndred and ten feet of mat was
carried down the river and grounded on the bar just above Warfteld's Towhead,
from whence it was subsequently towed to Louisiana Bend and snccesfully sunk just
above the mouth of Old River.
Mat No. 6 had to be sunk, on account of running ice, before it was completed the
fnll length, leaving a small space between it and No. 1, which necessitated the build-
ing of mat No. 8.
The amount of brush used per square of mat built was 0.71 cords; of poles, 0.13
cords; total brush and poles 0.84 cords. Stone used in ballasting and sinking, 0.63
cubic yards. Total cost per square of completed mat was $3,876.
Shore work. — ^A shore connection was begun according to instructions and carried
along with the mattress construction. Seven hnndred and fifty linear feet of this
work was built in front of mat No. 1, when, on the inspection of the Commission it
was discontinued, and afterwards restricted to the water's edge.
Brush used per square of this work, 0.63 cords ; poles, 0.11 ; total brush and poles,
0.74 cords.
The slope from low water to the 30-foot stage was covered with a stone paving 10
inches thick, carefully and closely laid by hand. The greater part of the stone was
deposited on the slope by wheelbarrows, wheeling it up only far enough each time
to make the work rapid and economical, keeping the slope well paved to a safe dis-
tance above the water. A steam pile-driver with traveler was used for a time to
distribute stone on the upper slope. The oomparative cost of the driver and bar-
rows, while the driver was in service, was, driver, $1.57 per square ; barrows, $0.57
per square. At the time when the comparison was made the circumstances were
more favorable for the barrows than at any other time during the season's work,
and the cost was below the average for that work, which was $0.76 per square.
With the driver considerable time was lost in damp or rainy weather for want of
friction between the drum and hoisting falls. If pile-drivers are to be used for this
purpose in the future I would respectfully suggest that they be provided with
larger drums, constructed of wood, and both drums and falls protected from the
weather.
The stone used per square was 3.03 cubic yards ; total cost of labor and material,
complete, $7.69 per square.
gome damage was done the slope by the heavy rains during the latter part of the
season, which was repaired by removing the stone from the washes, regrading the
slope, and repaving with spawls to a depth of from 10 to 14 inches. The amount of
brush, poles, and stone used per linear foot of completed work was — brush, 2.55 cords ;
poles, 0,^ cords; stone, 5.74 cubic yards. Total cost per linear foot of completed
3776 REPORT OF the' chief of engineers, U. 8. ARMY.
work, $27.06, iiiclnding th« ooet of the lost mat. Dednctinff the cost of that par
mat lost (810 feet), the cost per linear foot wonld be $25.19.
Material, — Brush and poles were famished by contract on barges, deliTer^d
contractor's camp and towed by the United States serrice, the average di<
towinff being about 160 miles. Stone was obtained by contract, deUrered at
rille, Miss., on barges, to the amount of 27,627 cubic yards; 18,092 cnbic yarn
loaded on barges by rtontract from the surplus stone 'at Greenville; 1,959 culr-
were reloaded from the surplus unloaded on the slope at the dose of last &
work. This reloading was done at odd times to keep the force employed. A
deal of -it had to be dug, out, having been covered by a deposit during jthe hei
water. The expense of loading was 53 cents per cubic yard.
8ounding$. — A series of soundings was made along the entire work on rar.j
feet apart before and after grading the bank and after sinking the mat. So:, i
were taken along the old work also, and compared with the sections of loat h
The result of the observations are shown by the plotted comparatiTO section;:
Repairs to old work. — Considerable repairs were made to the old work dur .
season. Deep gullies had been cut in the slope during heavy rains by the ^ \
water flowing down the slope, undermining the riprap. To repair tbe.«t
the stone was removed from the washes and stripped back from tne sides, tl
sloped o£^ and the whole repaved with small stone to a depth of from 1<.
inches.
The cost of repairs made was $3,470.39. The larger part of this amotiTi*
expended in September in putting the old work in good shape at that tin
ower repairs had to be made to some extent later in the season. To sr<>
trouble with the surface water on the new work, the principal natural dr&ii*
opened out down the slope, and carefully paved to a depth of from 10 to 14
with small stone. The items and percentages of cost of the work done thi^ ^'
areas follows: «
Mateiials and supplies
Labor
Towsi^e
Subsistence
SnperinteDdenoe
Offloe snd traveling expenses
Total
Cost Ft:
|71,88S.]7
82,212.57
9,815.19
5,884.31
SS3.44
128,M6.6S
Very respectfully^
Luther Y. Kerr
BujperinieHdetU Conttrui-
Kr. Arthur Htdbr,
U. 8. Assistant Engineer*
Statement of cost of work done,
26,484eQbio yards stone |50.'l
11.366.9 cords brush 9,4
2,008.3 cords poles 2./
93,362 pounds wire 2. -
66,432 ponnds wire strand 2...
800 pounds staples and clevises
Lnmber :.. !•
47,704 bnshels coal 4,T
5,600 pounds spikes 1
Oils :*^
Labor payroll $40,147.23
Subsistence 6,780.33
?2.r
46, '?-'
Miscellaneous material >
One-half value property purcba»ed 2,1'
Drugs 1;,
Traveling expenses
Telephone rent . . .
Miscellaneous
1
>PENDIX YY ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3777
'ork was begun October 5, 1892, and closed February 11, 1893, making —
iberof days * 129
t, Sundays and other days 27
Namber of working days 102
\ m I I
Iranlio Grader No, 1 worked days. . 57
Iraulic Grader No. 3 worked do. . . 28
Total 85
Laborers employed.
Month.
bAT, 1892 . .
miber, 1892
imber.1892
iary,1893..
Tijiry, 1893
Total....
General
work,
number
of men.
18,907
Hj-dranlio
grading,
nniuber of
men.
434
913
333
1,080
18,967 -r- 102 = 186 men per day on general work.
1,680 -£- 85 = 20 men per day on nydraulic graders.
An average of 206 men per day.
Labor statement.
Month.
^mber. 1892
.ber.1892...
tin ber, 1892
rtnber, 1892.
iary,1893 ..
mary, 1893 .
Total ....
General
work.
Houra.
4,180
19, 103
46,315
52, 709
50,269
11,405
183, 981
Hydraulic
grading.
Towing.
Hourt.
H<mr».
5.310
10,928
3,953
5,096
5,3C8
4,904
2,592
20,191
17,960
Total.
Soun.
4.180
24,413
63, 339
62.a'U)
55. 173
13,997
222.132
DUtribuiion of time.
Kind of work.
trCBs work
ing bank and reretment.
raulic grading
isini
slope
> of fleet:
iiiig atone
airing old work
Total,
Hours
applied.
111,352
43,882
28,520
14.034
18,706
5,195
7.443
222. 132
ay rolls as per abstracts sent in, not including subsistence, $38,206.48 -r- 222,132 =
I cents per hour. Pay rolls $38,206.48 and snbsistenoe $6,780.83 = $44,986.81.
,986.81 -T- 222,132 = 20.2 cents per hour.
ENG ©3 ^237
3778 R1?P0BT OP THE CHIEF OF ENGINEERS, U. 8. ARMY.
Labor per unit atatememt.
Mattress work
Paving bank and revetment.
Hydraulic icrading
Dreflfling slope
Loading stone
Honrs
applied.
120,480
48.451
26,520
14,034
5.105
Squarea
built.
16,057
5,292
Linear
feet
worked.
4.450
41,450
Cubic
j'artls
loaded.
1,K9
Kind of material.
Bniab oords..
Poles.. .• '«. ...do....
Stone (on 13.076 sqnarea sunk)....
Stone (on 2,430 squares lost)
Wire pounds. .
Wire strand do
Spikes do. . . .
Clevises do....
Mattress work, 15,606
squares
built.
Qaantlty.
Per
square.
11,019.8
$0.71
3,947.7
.13
8,201.7
.63
358.0
.23
90.827
5.86
66,432
4.28
5,600
.36
200
.013
600
.088
Shore conneoUon, 551
sqnarea built.
Quantity.
347.1
60.6
2,535
Per
square.
$0.«3
.11
4.60
Bank p^v
aquare«
Quantity.
16, 034. t
KOTB.— All time, as per time sheets, included in above statements of distribation and c «:
Material per linear foot of completed work.
Material.
Brush cords..
Polos do
Stone cubic yards..
Wire pounds..
Wire strand , do....
Spikes do
Staples i do
Total
quantity.
11,366.9
2,o«vH.;-
25,565
93.362
66.432
5,600
200
Labor per linear foot completed work.
For entire ivork, inclnding hydranlic grading, towing, etc., 222,132 -t-4,45(<-
honrs.
Note. — See ''Labor per unit statement" for classified work.
Suhaistence atatement.
Total cost of stores consumed ^"
Total cost of serving !
Total cost of subsistence served >
Nnmber of rations issued ,
Number of days' labor secured • 1
Daily cost per ration, raw
Daily cost per ration, served
Daily cost per ration for each day's labor secured
Note. — ^Two thousand nine hundred and twenty-five days' labor seoor^
party not subsisted is not included in the above statement.
.PPENDIX T Y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3779
Tabulated unit statement of cost.
Elndof work.
ttre«»work $1,519 $2,355
ing bank and revetment 1.855 5.837
id iug aud dreaaing slope 1.845 .353
kdiiiK stone .537
f rolls, etc., ftom Memphia office
igB, transportation, office expenses, etc
3-lialf value of property «
Unit coat.
Labor
and sub-
aistence.
Material.
Total.
$3,876
7.692
2.198
.537
Coat of completed work
it of repairs to old work :
Materials
Labor and subaistence . . .
Total ooet of repairs,
tire cost of work done . .
Entire coat
work done.
$62,386.93
40, 706. 06
9. 781. 10
1,051.98
3,658.47
968.88
2,104.87
120,528.29
1,966.48
1, 503. 91
3,470.39
123^998.68
SO linear feet work completed $120,528.29
dact cost of lost mat -. 8,428.40
112, 099. 89
^OTE.— Cost of towing, $9,815.19, distributed in above statement.
4, 450 = $27. 08 per linear foot.
4,450= 25. 19 per linear foot.
JAst of mateiiaU on hand at close of work,
ire, 3,360 pounds, at $2.49 $83.67
ire strand, 15,520 pounds, at $3.49 541. 65
ikes, 12,000 pounds, at $2.29 274.80
al, 3,000 pounds, at 9| cents 292.50
Total 1,192.62
:P0RT of MR. GBORQR C. THOMAS^ SUPERINTENDENT OF CONSTRUCTION, LOUll^IANA
BEND.
Greenville, Miss, February 16, 1893.
Sir: The plan of the work as ori^nally proposed was for a continuous lineof sub-
[ueons mats 900 feet wide, commencing at the foot of last season's work and extend-
^ downstream a distanee of 7,500 feet, with a shore connection of brush revetment
tending up the bank to an elevation of 3 feet above the water on a falling stream
kd to 5 leet above when the river was rising; this revetment and the slope above to
two-third stage, or to an elevation of 24 feet on the Lake Providence gauge, to be
vered with a stone paving 10 inches thick; bank to be graded to a slope of 1 on 4.
ns plan was strictly adhered to in the construction of Mats Kos. 1, 2, and 8, but
ider instructions slightly modified as to the remainder of the work, brush revet-
ent being restricted to the water line.
Work began September 3, 1892. and closed down on account of high water January
, 1893, with 5,835 linear feet or work completed during the season.
Clearing, — ^The bank along the proposed work was covered by a heavy growth of
mber; this was cleared back a distance of 200 feet from shore; work was done
r contract and same completed September 20, 1892. A total of 38 acres was cleared,
i a cost of $46.95 per acre.
A second contract was let on November 17 for the slashing of timber below this
aeon's work, to prevent its caving in and forming an obstniction to future work in
ay of snags. This timber was slashed and cufc into 20-foot lengths for a distance
' 3,400 feetjwidth of clearing, 200 feet; amount cleared, 15.6 acres, at $50 per acre.
Gradi'ng, — ^Hydraulic grading commenced on September 3, 1892, and was completed
1 December 15, 1892, total amount graded bein^ 7,000 feet. Grader No. 1 began
ork on September 3 with double crew and two lines of hose, one 2^ inches and one
inches; nozzles, 1 inch and If inch, respectively; pump pressure, 160 pounds; steam,
) poimds. Grader was continuously employed sixteen hours per day until October
when, owing to the danger attending its further progress by reason of snags, it
as transferred to Greenville Harbor, having been in service twenty-seven days,
3780 REPORT OF THE CHIEF OF ENGINEERS, U. B. ABMT.
oatting during that time 4,205 linear feet of slope, with an average of 156 k
day.
Grader No. 77, with a single crew ahd one line of ^H-inoh hose with l-incb :
hegan work on September 17, and was in service until the completion of th*- ^
December 15. A second line of 2iinch hose with five-eighth-uch nozzle w.
on November 20, and was continued for the remainder of the work. Grader
was in service sixty-nine working days, one-fifth of which time was lost on U'
of necessary repairs to machinery. It graded during the season 2,795 feet o* -
with an average of iO feet per day of eight hours. Pressure used was stea .
pounds; water, 150 pounds.
The bank (with the exception of 600 feet at the head of the work, which vi-
sand) was composed of '' gumbo," which cut rapidly and washed withoa:
of gullying, and but for its constant sloughing, which was mainly dae to tbf >
of water through the bank from a pond or basin behind the work, bat hm*
work would have been required to complete the slope. A large ditch for thr
age of this pond was opened on December 9, followed by a total disappear
sipe water along the slope, and no further sloughiug occurred. I am oonvio« <
had this ditch been opened at the beginning of the work the coat of slo}^
ing would have been materially lessen^, and for the future protection of ti:>
I would respectfully recommend a permanent system of drainage to preiFe
accumulation of water bohiud it, by digging ditches 4 feet wide on bott^iL.
slope of 4 feet to 1, the average length of which would be 350 feet, depth 5 i^
wooden culvert of logs to be constructed in bed of ditch, with opening of I-
feet, to prevent its being closed by deposit from overflow.
Mat construction. — Mattress construction began September 13, 1892, and wa*
pleted December 28, 1892; a total of six mate were built and sunk,varving ii:
£h>m 830 feet to 1,187 feet; average lap, 20 feet; plan of construction the saiiv
previous season. Everything was favorable for the rapid construction of thi-
up to October 14, brush and poles being obtainedwithin 2 miles of the wort^.
the su|>ply at all times equal to the demand, but for the remainder of the ^
material was obtained from Island No. 97, 40 miles below the work^ and forL
sufficient towing facilities delays were numerous and costly.
No trouble was experienced in siuking any of these mats, though, owio:: '
accumulation of drift against the mooring barges over Mat No. 6, it was •:
advisable to put on an extra set of mooring lines and to strengthen the mat :<
ting in a series of iive-oighth-inch wire cables, securely fastened to the m&t
ana extending down the mat a distance of 100 feet, with a round turn over ea
of poles forming the frame of the mat. This was doiH to prevent the t^aiir.:;
of the mat in the event of the drift coming under the mooring barges.
Below are given the numbers and dimensions of the mats construoted :
Mat No. 1 , 1,0K
Mat No. 2 l,Oi
Mat No. 3 J«>n
Mat No. 4 KV
Mat No. 5 1,1**:
Mat No. 6 biii-
Total linear feet.. 5,892
The amount of brush used per square was 0.73 of a cord; poles, 0.12: total
and poles, 0.85 of a cord. Stone used per square in ballasting and sinking w.i'
of a cubic yard. Cost complete, 5f3.739 per square.
Brush revetment was constructed as per instructions over Mats Nos. 1, 2. and
elevation of 5 feet above the stage of wat«r at which the mats wore built,
revetment consisted of a double line of brush laid crosswise between a top a-
tom fi-ame of poles securely wiied together every 8 feet. This plan was - .
changed as per instructions for Mat No. 3, the double course extending onlv •
water edge, with a single course for the remaining distance.
For Mats Nos. 4. 5, and 6 the revetment extended only to the water line, as dirt
A stone paving 10 inches thick was laid over the entire slope from low-wat^r 1
an elevation of 24 feet (Lake Providence gauge). This paving was olosely h
hand, strict attention being given to the filling in of all spaces to prevent J.<
fVom wave wash.
The stone was unloaded on slope by means of wheelbarrows and a steam pile >ir.
with "traveler," the comparative cost of which was: \
Pile-driver f : !
Wheelbarrows
PPENDIX Y Y — EEPORT OP MISSISSIPPI RIVER COMMISSION. 3781
)nring the lieavy rains toward the close of the work coDsiderahle gwllyinff was
I sod by the surface water aloug the slope at the head of the work, w*hich was
irly all sand. These were thoroughly cleared of all loose material, regraded, and
aved to a depth of 18 inches with small stone.
L total of 7,0/9 squares of shore work was built during the seasou, including bank
*ing and the construction and paving of brush revetment. Brush used per square
revetment was 0.85 cords; poles, 0.17 cords; total brush and poles, 1.02 cords,
ne used per square of paviug was 3.58 cubic yards. Total cost per square com-
te, $9<.887. The amount of brush, stone, and poles per linear foot of completed
rk was: Brush, 2.62 cords; poles, 0.45 cords; stone, 6.25 cubic yards. Tot^^ cost
• linear foot of completed work was $27.86,
faferial, — Brush and poles were delivered by contract, two-fifths of the amount fur-
hed being obtained 2 miles above the work, the remainder 40 miles below. The
ncipal amount of stone used was obtained by contract, shipped from North Ala-
na by rail, and delivered on barges at Greenville, Miss. Nine thousand eight hnn-
»d and forty-three cubic yards of stone were delivered on barges up White River,
ved to the work, and unloaded on the bank during high water. The cost of re-
ding this stone for use "was $0,384 per cubic yard. I would respectfully suggest
it in future where stone is to be unloaded on the bank at a high stage of water
bt it be deposited as nearly as possible in one body and as nearly the top of the
ak as safety from caving will admit, so as to avoid the extra expense or a long
eel and the constant shifting of runs. The percentage of the dili'erent items was
follows :
torial and snpplieA
vra^e
l)or
i»8i.-^t<'nce
«-«: aiid traveling expenses.
;>erintendenoe
TotAl
Total coat.
$106,708.79
12,171.59
35, 991. 49
8, 107, 71
619.^
2,530.00
166,200,18
-tm
Per cent.
64.22
7.32
21.64
4.92
.37
1.55
100.00
RepairSj old work, — Repairs to the amount of $3,713.36 were done on the last sea-
l's work, consisting principally of reballasting revetment at lower end of work'
svHtem of brush dikes, extending from the top of the revetuient to the main bank
w ordered constructed to prevent scouring behind the work, but owing to the con-
Lued high stage of water only two of these dikes were built. An itemized state-
'nt accompanies this report, giving the labor, subsistence, and material cost o5 each
I8S of work in detail.
[n conclusion, I beg leave to thank Messrs. W. M. Kellar, receiver of material, Mar-
1 Christensen, foreman, and J.W.Webb, commissary, for their valuable assistance
the management of the work.
The amonnt and value of material expended was as follows :
,952.3 cubic yards stone - $76,991.99
,:m.9 cords brush 14,5«7.81
122.5 cords poles ,. 3,933.75
7,760 pounds galvanized wire : 3,558.23
3 pounds wire strand (three-eighths inch) 24.43
,416 poumls wire strand (tive-eighths inch) 2, 728. 86
KX) pounds wire spikes 124. 81
pounds staples 8. 97
,294 feet lumber 276.25
,009 bushels coal 5,240.64
rnamite, powder, etc 276.25
160 gallons oils 302.17
$108, 054. 16
ibor pay roll 45,536.00
ibsistence. 9, 086. 96
54, 622. 96
iscellaneous material 345. 38
•ansportation 103. 90
earing bank 1,783.77
[•"ffs 175.55
ationery : 115. 65
ae half value of property 1, 067. 76
Total expended 166,269.13
3782 REPORT OF THE CHIEF OF ENGINEERS, U. S. ASMT.
Began work September 3, 1802; closed Janaary 14, 1^93.
Number of days
Lost Sundays and other days •
Number of working days
Hydraulic grader No. 1 worked day*
Hydraulic grader No. 77 worked .' dv..
Labor empolyed.
SepteinlM»r
October
November
December.
January . .
Total
Month.
General
work
(men).
8,S65
7,012
7.137
7.352
1,484
26,510
26, 540 -^ 105 s. 253 men per day.
967 -i- 96 = 10 men per day.
An average of 263 men per day.
Labor Mtaiemeni,
Month.
Hoars of labor.
Genera]
■work.
Hydraulic .r .
grading. ^
September.
October . . .
November.
Becerober .
January...
Total.
33,962
a4, «K)4
70,617
75.459
20,549
5.922
2,622
2,440
1,196
248,962
12,190
Total amount of pay rolls for labor, not including subsistence, $45,536.00 -«- 256,142 = 17.8 cet*
hour.
Distribution of time.
Kind of work.
fir*:
Mattress
Paving bank and revetment.
Loading stone
DressinK slope
Hydraulic grading
Care of fleet
Total
TotaL
I K^"
Material tteed per Mnit of mat,
[17,676 squares of mat built.]
Material.
Brush oords..
Poles do
Stone (ballasting) cubic yards . .
Stone (sinking) do
Wire, galvanized pounds. .
"Wire slrand, five-eighths inch do. . . .
Spikes, wire do. . . .
Staples do
2,603.5
2.120.0
4,S«5.8
6,701.9
99.229.0
62,416.0
4,900.0
m.0
'B^ENDlX Y Y — EEPORT OF MISSISSIPPI RIVEE COMMISSION. 3783
Material used per unit of reveivient.
Material.
'* - cords.
• do...
^ - cubic yards.
s , {^alvaniKed poands .
Total.
2,385.4
497.5
10,043.7
18,273.0
Per
square.
,17
3.5?
C.50
Matei'ial need per unit of hank paved.
[4,274 squares paved.]
Material.
© - cubic yards..
Per
square.
3.58
k graded linear feet.. 7,125
or required hours.. 12,800 =1.7 per lineaf foot.
»« d reused lin ear f eet . . 5, 835
or required. hours.. 27,680 =4. 75 per linear foot.
ie load ed cubic yards . . 9, 843. 1
ox: required Bours.. 18 604 =1.9 per cubic yard.
Labor and materialf per lineurfoot, c&mpleted toork.
Material,
lah cords.
es do...
ne cubic yards.
re, gal vani sed pounds .
re, strand (fiye-eighths inch)
kes, wire -
.plea
Labor.
idingbank hours..
in frork do
Total.
Per linear
foot.
15,288.0
2.62
2,617.5
.45
36,447.4
6.25
117,602
20.14
62,410
10.69
4,900
.84
300
.05
12,180
2.09
243,962
41.81
SubtisUnee.
tn\ amonat expended
tal cost of serving . . .
^, 086. 96
2, 246. 15
Total cost, served 11,382.11
imber of rations issued
itnbor of days* labor secured
I i 1 y cost per ration , served cents .
lily cost per ration, raw do. .
aly cost lor each day's labor, secured do. .
38,002
82,018
29.2
23.4
85.6
List <^ materiaU on hand.
, 884 poands wire strand (fiTe-eisbths inch), at ^.81 $571. 62
, 017 pounds wire strand, at $3.40. 314. 70
. 00.5 pounds galvanised wire (five-eighths inch), at $3.49 380. 58
,950 pounds galvanised wire, at $2.79 417.10
, 440 pounds ^vanized wire, $2.40 1,305.03
, 300 poands spikes, at $2.29 258.77
700 pounds staples, at$2.00 t 20.03
$3,268.73
3784 REPORT OP THE CHIEF OF ENGINEERS, U. 8, ABMT.
CBSDITS.
137 cords poles to Greenville Harbor $306.50
3, 358 cordH bruHb to same 328.01
300 cubic vard» stonu to narae 730.56
2,816bufthel«coalloDelta Point 374.S«
2, 100 bushels coal to survey party 2M.75
SubHUtcnce stoi os, siirvevparty 86. 27
Subsist ence (stores, Delta Point 105. 90
Bubsiatence stores, care of Heet 006. 33
One-half value of property purchased.'. 1,067. 75
Clearing bajik below this work 780. Zm)
Total oredita '
Tabulated unit statement of co$t, •
Kind of work.
M at t rcss work aqaarea .
Paving bank and revettnent do. . .
Loading stone
Gniding and dressing bank, linear feet
Clearing bank
Towing
Unit coat.
Labor
and aub-
aiatence.
91.452
l-«76
.874
1.003
Material.
$2,287
8.214
.01
.106
TotaL
' En-
o:
$3,739
9.887
LUl
Office expenditures
Transportation
Property, one-half value.
Total coat work done.
li
1€:
Cost of repairs to old work :
Cost of material
Labor and aabsistence . .
Total cost of repair work
Entire cost of season's work :.. I**'".
6,835 linear feet work completed: $162,555.97 -<- 5,835 linear feet = $27.86 per linear foot.
Very respectfully,
Gxo. C. Thomas..
Superintendent of Conetmi.
Mr. Arthur Hider,
IT. S. AaaUtant Engineer,
Appendix 5 B.
REPORT OF ASSISTANT ENGINEER H. ST. L. COPP^E ON 1\'0RK AT VICKSBriM
Sir:
ViCKSBURG, M188., April 30, i
Vichshurg Harbor. — At the time of anbrnitting the last annual report the *]>
Berndon^ of the Alabama Dredging and .Jetty Company, -was working in the ca!i .
the extension of the originnl contract of 1891 ( 11.9 cents). The contract was coiiij'
and the Anal estimate submitted July 31, 1892. As soon as the dr«dge -waa rt-n
from the canal careful cross sections throughout the entire harbor were sonndti
the fill and general change in form of slopes, etc., obtained, a report of whid
forwarded to oflBceat Meinpliis, together with detailed drawings, map sections.
Tlie fill in canal and basin from September, 1891, to August, 1&2, as estimates! r
the soundings, was 129,()04 cubic yards situ meaHurement, eqnal to 150,340 enbic >.
scow measurement. The dredging was carried on in such a manner as io obi.i-
cliannel depth to the zero plane of the gauge, but this was not realized pemiant
as the Hides of the cut slid in, reducing the level of the bottom to + 2 feet at
and later to an average in canal of -|- ^ feet on gauge, the basin being consider -
deeper.
Tlie theorj' of the subHidence of the sides of the excavation and cause ofexoo^
fill was submitted with my re])orfc, mentioned above, it being recommended
slopes bo cut and the dam at head of basin be completed in order to remedy t:
defects.
APPENDIX y y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3785
On July 22, 1892, 1 snbmitted to yofi, in accordance with instrnctioiis, a project for
ho further expenditure of $80,000 in the harbor. This project contemplated the use
f the ** Menge" dredge and a contractor's plant, the continued dredging of the canal
II d. basin, and deposit of dumpage on dam at head of basin, and the coustruoting
f a levee on said dam to level of De Soto Island.
Tlie new contract was let October 1, 1892, to the Alabama Dredffing and Jetty
/onipany at 16 cents per cubic yard in scows, the increase in priceoeing caused to
» ^eat extent by clause in specifications requiring dredges to keep channel open for
tavigation.
Work was commenced on this new contract January 30, 1893, your orders being to
ut to the — 5-foot plane, to dump no material on dam, and to cut perpendicularly,
naking no slopes. The work oi dredging is progressing satisfactorily up to the
iresent time, the material being placed in Lake Centennial, west of De Soto Island,
lit such points as will be benencial if the Yazoo project for improvement of harbor
B undertaken. An' approximate survey of the canal and basin was made March 15,
.893, and from the soundings it was estimated that a fill had taken place amounting
:o 120,062 cubic yards (in situ) since August, 1892. This fill includes all the area
within the limits of the top of changing bank on each side of excavation, and shows
hat there is a continuation of the increased accretion that has occurred in the last
;wo years. The only way to check this abnormal fill (as stated iii my former reports)
18 by building the dam at head of basin to cut off all inflowing currents that are
laden with sut from the main river.
Tlie dredging np to date in the harbor is as follows :
Excavation (scow measurement) : Cubic yards.
1888...... 324,941
. 1890 , 465,573
1891 331,204
1892 294,447
1893 (to April 30, inclusive) 156,918
In 1888 the price in situ was 18 cents (Alabama Dredging and Jetty Company).
In 1890 the price in scows was 10 and 12 cent« (Alabama Dredging and Jetty Com-
pany).
In 1891-92 the price in scows was 11.9 cents (Alabama Dredging and Jetty Com-
pany).
In 1893 the price in scows was 16 cents (Alabama Dredging and Jetty Company).
The 12 cents in 1890 was account long haul, which was never made. The plant
now employed by the contractor is the same as last year.
The original intention of working the **Menge" oredge after repairs were made
was abandoned, and she has been looked after and is held in reserve to use in ca«e
the contractor fails to carry out the present contract in accordance witb the specifi-
cations. With the exception of a new roof covering put on October, 1892, no repairs
have been made since last year's extensive overhauling of her.
Delta Fointf Louisiana. — Last year the continued caving of the bank above the Delta
wharf boat and the deterioration of the revetment below necessitated a more careful
8tudy of the changes in the river along the Delta Point reach. A survey was made,
and maps and cross sections of bank submitted. A comparison of the lines and sec-
tions of former years with the results of the survey showed that the change in the
Delta bank had been gradual and not very extensive since 1884. A deep nole had
been scoured out by the confined low-water current in the vicinity of the upper end
of revetted reach, threatening its stability. On January 18, 1893, taking advantage
of low water and availability of organized party that had just completed work
above Greenville, outfit was sent down to construct and sink a mattress in the deep
hole, it being deemed expedient to postpone the upper bank work till another low-
water season. A mattress 300 by 685 feet was made m the usual manner, but in sink-
ing was torn from its fastenings and floated to the bar just below the Vicksbnrg,
Shreveport and Pacific Railway transfer incline, where the sunken end lodged. The
mattress was cut in two, and the end remaining intact towed up in the eduy about
lialf a mile and sunk, it being impossible to get it to the desired point. A full report
of this was submitted in February. The cost of the work was as follows, including
towing from Greenville and return :
Subsistence $1,636.69
Wire spikes, cable, coal, etc., from Greenville 2, 871. 92
Repairs, brush, stone, hardware, coal, etc., purchased 4, 577. 11
Time list, labor account 3,896.70
12, 782. 42
Credit, material returned, deducted 2, 289. 91
Total cost of work 10,492.61
I
3786 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY. I
This ffivea cost per square of 100 square feet of $5.10, and per ruiuung foot of $lc
Material per square and per running foot was as follows:
[MattreM 800 by 685 feet]
Mftterial.
Wire cable poande
AVireNcW do..
Spikes do..
Jlmsh C
roles C
Stone cubic yards
Total
amoant.
15,525
9,635
i,70flr
1,219
282.8
1,060.57
Oulv part of the mattress was sunk, 374.1 cuhio yards of rock reoeired. :
included in this, being unloaded in a pile on bank for further use. The ootnr ^
returned to Greenville, Miss., and party disbanded about February 15, 1893.
From my report, submitted at close of this work, I quote as follows :
''The following modifications in the practice in mattress work are suggests!
me by the present disaster : In the first place, the necessity for reen forcing the d<
men timber with iron whore cable comes in contact with it, even ^when overi&rr
to preclude any possibility of shearing; also the advisability of building heads t>v.
200 feet across mat, so that in case of drift the mat can be cut and the lower j.
dropped downstream and sunk, or where it gets away it can be cat in 200- foot x.
tions with heads of sufficient stiffness to sink/'
As soon as the river drops to a medium low stage a careful examination and sou;
ings should be made at Delta Point, in view of the probable necessity of fhrtx
repairs nnd additions.
Yours, very respectfully,
H. 8t. L. Copp^x,
V, 8. AsHaiani Engwtff.
Capt. C. McD. TowNSEND,
Corpi of Engineerif U, 8, A.
Appendix 6 O.
COMPARISON OF LOW-WATER SOUNDINGS TAKEN TIIROUOH LAKE PROTIDKNCB KLKCl
1882-1891, INCLUSIVE.
Memphis, Tbnn., November 5, ISSi.
Sir : I have the honor to invite your attention to the accompanying tables deiirr
from the low-water surveys of Lake Providence Reach since 1882, and to certa:
deductions I make therefrom as to the effect of the works which have tbere Wi
constructed upon the low-water channel.
These tables contain the following data computed fronl the maps for every dec:i>
surveyed: First, the width at bank-full stage ; second, the low- water wridtb. tak'
at an arbitrary stage (minus 1.5 feet) ; third, the maximum depth on the sect •
at the same stage ; fourth, the mean depth ; fifth, area of the section — ^these eleniei.
being computed both with and without chutes. These soundings were taken Ib n<
years 1882, 1883, 1884, 1886, 1888, 1890, and 1891.
I have also made the following subdivisions of the reach, and computed tliemp« *
of the above data for the various sections : First, from Station 61 to 87, inclos:'
which is opposite and below the dikes which are in existence ; second, from Station
39 to 60, which includes the section of river in which dikes have been oon8trm tf^.
and destroyed.
The portion of the reach above has been divided into three seotions on accoimt ^
the imperfections of the records, the early surveys only extending to Station H
Between Stations 14 and 29 there is a further complication, due to the fact that
certain years soundings were only taken at the even stations. In making compar
sons, therefore, I have only selected, through this section, the even stations to deter
mine the mean shown on blue prints by a full line. The mean of all soondiBg^ >
shown by a broken line.
Tables showing these means are also appended, and they Vkte ako graphicali/
represented on the accompanying drawings.
PENOrX y Y — REPORT OP MISSISSIPPI RlVER COMMISSION. 3787
^'ill \ye noted from |;hefie tables that there has been, first, a general inore&se in
tt-l\\ll iwidth; second, a marked increase in the widths at a 1.5 stage to 1888, with
ex:cei>tion8 of Arom Stations 61 to 87, while in 1891 aJl low-water widths show a
iuution from those of 1890; third, the maximum depths have diminished (though
inatorially from Stations 40 to 87 until 1891): fourth, the menu depths have
iuislied^ except between Stations 61 and 87; fifth, that areas appear to have
-eased until lw8, and since then diminished.
\ otlier ivords, the large expenditure on Lake Providence Reach, and for levees
lie third district, has been aooompanied by a gradual increase in high and low
:er Tvidtlis, and a diminution of maximum and mean depths, except between Sta-
^B 61 aud 87, a distance of 26,000 feet, and the survey of 1891 gives grounds for
a-eheusion that further deterioration may there occur. The reduction in areas
kvoll as low-water widths in 1891 is also deserving of serious consideration, espe-
\\y ^wliere accompanied by a reduction of mean and maximum depths.
tuch injurious changes in the regimen of the river through this reach should be
.onipanied by a deterioration in the navigable ^channel. A direct comparison of
t vaxioTis crossings is impracticable on account of the extensive changes in their
3itiou dnring^the last ten years.
n tlie following table the lea «t depths on crossings reported since 1884 is given,
rived from the annual reports to 1890:
Tear.
34 .
^.
88.
B7.
98.
Least
Lake
depth on
Provi-
croes-
dence
iDga.
gauge.
Feet.
Feet
11
5.8
13
8.5
5.3
7
4.5
9
.9
Year.
1889
1800
1891
1892
Least
depth on
cross-
ings.
Feet.
8.5
11
7
6
Lake
Provi-
dence
gauge.
FMt.
2.25
8.6
10
1.2S
In investigating the causes of these changes of regimen, it has been noted that the
»8¥ilti8 appear to be independent of the stage of water at which the surveys were
lade. ( Hydrographs of Lake Providence are submitted for the various years with
lie dates of survey recorded upon them.) And that records of the rate of cav-
Qg in the vicinity of Elton, as reported by the Louisiana board of engineers, indi-
ate that in that section of the river caving has rapidly increased in recent years;
rom 1860 to 1882 being at the rate of 100 feet a year, and from 1882 to 1890 at the
ate of 262 feet per year, and from 1890 to 1891 over 600 feet per vear.
Observations nave been made of the intensity and direction of the river currents
luring hi^h and low water. Three stations were selected; one near the head of
each at Pilchers Point, a second at Wilsons Point, about the middle of the reach,
md the third at Shipland. The accompanying blue prints show the results of the
>bservations at Wilsons Point and Shipiand.
The thread of maximum velocity during floods did not coincide with that during
low water. At Louisiana Bend and Shipland the thread of maximum velocity dur-
ing floods was on bars outside of the low- water channel. A continual variation in
the locus of the maximum velocity at Wilsons Point during floods was also observed.
It is to be noted that on the crossings above Shipland in 1891 there was but 7 feet,
with the Like Providence gau^e reading 10 feet, and in 1892 7 feet, with the Lake
Prohridence gauge reading 7.5 ieet.
The observed mean velocities during floods at Wilsons Point have also been plotted
under hydrographs. There has been an increase in flood heights from 1882 to 1892 of
3.6 feet; the floods of 1890, 1891, and 1892 exceeding in height that of 1882.
The maximum and minimum gauge readings at Lake Providence Heach during the
period from 1882 to 1892 are as Mlows :
Bate.
High
water.
Low
water.
Date.
High
water.
Low
water.
1882
38.82
36.47
38.40
37.91
88.00
8.00
4.20
5.56
2.55
1.52
Ig88
38.10
29.40
41.00
41.1
41.9
5.50
1883
1889
2.80
1884
1890
8.50
1888
1 1891
0.6
1887
1892
3788 REPORT OF THE CHlES* OP ENGINEEftS, V. 8. AEHT.
The8« observations appear to indicate, first, that while the closing of ehut^
the diminidiing the widths of the river by means of permeable dikes will teiiri
rily improve its low-water channel, if the bank opposite be not protected
cavine, the channel will gradually remove from their sphere of action; ^.'
that ^le construction of levees in the third district has largely increased th**
acting dnring high stages, bat that it is very doubtful whether this increaitefi
is being applied through Lake Providence Reach in such a manner ms to pi<
work nseful in improving its low-water channel; that the force acting has>
increased during floods is shown, not only by the gauge heightci recorded, Ul
the measured maximum discharges past the latitude of Lake Providence, whi'
as follows :
Cubi
1882 l,f"
1890 1.2^^
1891 l.iH
1892 1,4a
The principal point-s of application of this increased force appear to be, fir$t
levees themselves, which it breaks wheu practicable; second, caving banks: tl
bars beyond the reach of low water; while in some places it is applied in deet
ing the low- water channel of the preceding year and increai^iug the amount of
that is necessary to be moved during the sncceeding low water.
That levees can be constructed that will better direct the flood flow ihrongh I
Providence Reach is possible; the advisability of such construction is que^t: -.^1
A levee is primarily and principally intended to protect land from overflow ; to <-
ize it for improving navigution would necessitate its location in the vicinity oi '.
currents to be controlled, and render it liable to be breached by caving bank-^
normal function of protecting property is too important to expose it to snch r*.
for the uncertain benefits to be derived from its mflnence on the navigable char
Levees will continue to be constructed, whether injurious or beneficial to nii\ :
tion, and it becomes, therefore, a question of vital importance to prevent the fi>^
acting during a flood stage from causing a farther deterioration of the navig*
channel at this locality.
Lake Providence Reach has been selected by the Commission for the applicatio'
its methods of river improvement. The country will reasonably expect, with •
liberal appropriations of the last Congress, some practically benedcial results in \
interests of navigation. Without a large portion of the appropriation wl.>
remains unallotted be applied to Lake Providence Reach, or there is some clia:.
in the physical conditions which have obtained during the last ten years, tb-
expectations can not be realized.
The deductions made above are only iuteuded to apply to the portion of* the ri.
surveye<l. Data is insuflicient to deduce a general law applicable to the w.
river. It is deemed probable that where the threads of maximum velocity coir.< ■
during high and low water stages, the construction of levees baa improved the i«<
water channel. I have, however, in vestigated the qnestion whether the iujuri-
effects noted in Lake Providence Roach might .not be due to a deepening of :.
river above, which was gradually extending downward and causing a depoaition
the reach.
It can be stated that from the limited records of the third district no evidt r
has been deduced that levees have improved the navigation at any locality betwe
White River and Warrenton.
Very respectfully, your obedient servant,
C. MCD. ToWNSRNDy
Captain of Enginetru
Gen. C. B. Comstock,
Colonel of Engineers^ U, 8. A.,
Frwident Mi9si$9ippi Biver Commi$$ionm
A.PPENDIX Y Y — ^REPORT OP MISSISSIPPI RIVER COMMISSION. 3789
irt^ey of NovembeTf 1888, — Sections of river from Mange 5 to IS, incluHve, reduced to
— 1.5 On Lake Providence gauge.
Main ohanneL
Chutes.
Channel and chutes.
Bange.
Width.
Mazi-
ihnm
depth.
Area.
Width.
Maxi-
mum
depth.
Area«
High-
wat<3r
width.
Width.
Area.
t »«»^»». .,,..,, ••*••••
3,630
2,440
2,320
2,310
3,660
2,400
1,850
2,110
7,790
44
43
43
36
44
65
61
61
45
56,400
58,100
57,400
54,000
76,400
64,700
56,800
66.5U0
128,600
4,850
4,460
8,9:K)
3,260
4.280
4,060
4,200
10,000
8,300
8,630
2,440
2,320
2,310
3,660
2,400
1,850
2,110
7,790
56,400
58,100
57,400
t -^»» «« ««••■•>•'•««••■••
f
\
54 000
1
76 400
»
.\. 1
64,700
I
1
56,800
»
66,500
I
128,600
Total
28,510
442
608,900
47,340
28.510
608,900
lean aT^ea
97,666
8.168
21.4
40.1
67,655
3,108
21.4
49.1
5,260
Iea.n viridtli............
I liah denth
feau maximum depth .
lean high-water width.
Purvey of November and December, 1800, — Sections of river from Mange 5 to IS, inclu-
Hve, reduced to —1,6 on Lake Providence gauge.
Range.
6
6
7
8
9
10
11
12
13
Total
t
Mean area
Mean width
Moan depth
Mean maximnm denth
Mean high-water wfdtli
Main channel.
Width.
8,320
4,140
3,820
3,600
3,900
3,500
3,340
3,050
2,830
Maxi-
mum
depth.
31,500
44
25
23
33
22
26
25
36
39
272
Area.
53,400
49,800
48,700
49,300
51,600
56,300
59,800
52,600
50,600
472,100
52,456
3,500
15.0
30.2
Chutes.
Width.
Maxi-
mum
depth.
Area.
Channel and chutes.
High-
water
Width.
width.
4,890
8,820
4,700
4,140
4.220
3,820
3,700
3,600
4,020
3.900
3,800
3,500
3,900
3,340
10,000
3,050
9,320
2,830
48,550
31,500
52,455
3,500
5,394
Area.
53,400
49,800
48,700
49,300
51,600
56,300
59,800
52,600
50,600
472,100
3790 REPORT OF THE CHIEF OF ENGINEERS, U. S. ABICT.
Surety of October and NovmbtTj 1891. — SocUonB of rivor from Ramge S io IS, tsu. i
reduced to — 1,5 on Lake FroMenee gauffe.
Range.
&
6
7
8
9
10
11 :
12
13
Total
HMnare*
>tea& width
Mean depth
Hean maximum dept h . .
Mean high- water width .
Hain channel.
Width.
1,900
2,350
2.700
2,8&0
3,550
2.850
2,800
2,890
2,600
24,490
Mazl-
mam
depth.
51
35
30
23
22
89
47
37
35
821
50.200
49,700
44,500
41,000
40,000
48,500
51,900
56.200
44.600
Chotea.
Width.
435,600
48,400
2,721
17.7
35.7
Haxi.
mam
depth.
Area.
Cbanofll and chsTs
High
^Titer
width.
5.04O
4.8SO
4.400
3,800
4,200
8,800
3,900
10,000
9,300
WidtJk.
1,000
2.7UC-
3.8SG
3,550
2.S50
a. SIX)
2.89U
2.600
49,290
aM,409
48.400
2,721
5,477
Surveji of September, 188S. — Even eectione of river from Range 14 to SS, inclum
dnoed to — 1,5 on Lake Providence gauge.
Kange.
14
16
18
20
22
24
26
28
Total
Mean area
Mean width
Mean depth
Mean maximum deuth
Mean high- water wiath
Main cliannel.
Maxi-
Width.
mum
depth.
4,100
55
2,100
74
1,600
102
1,680
85
1,600
64
2,000
62
3,150
27
1.700
82
17,930
501
Area.
120,200
88,500
75,000
71,200
66,800
65,100
51,500
28,400
Chntea.
Width.
630
Maxi-
mum
depth.
18
566,700
70.838
2,241
81.6
62.5
62.8
630
18
7,000
7,000
7.600
630
12.1
18
Channel and cfca'«->
High-
water
width.
4,200
4,270
4,100
4,670
5,900
3,990
3,900
4,620
35,650
'Width. J.
4,100
2,100
1.6UQ
1,«80
1,609
2,000
3,150
2,330
18,500
71.788
2.320
30.9
62.5
4,456
Survey of October, 1884, — Even eectione of river from Range 14 to t8, incluHipe, rt&^
to — 1,5 on Lake Providence gauge.
Range.
14
16
18
20
22
24
26
28
Total
Mean area
Mean width
Mean depth
Mean maximum depth .
Mean high- water width.
Main chanuei.
Width.
Maxi-
mum
depth
4,16or'
2,200
1,600
1,460
1,900
2.490
8,100
2,400
42
78
93
81
68
54
83
89
126,000
96,400
81,000
57.800
69,0(K)
74,300
76,700
43,600
19, 810
488
624,800
78,100
2,414
32.4
61
Chut^.
Width.
200
200
Maxi-
mum
depth.
20
1,200
20 I 1,200
1,200
200
6
20
CShannelaBd dnnu*
High-
water
width.
4,250
4,600
4,600
5.120
6,200
5,400
4,100
4,700
38,970
Width. iTr.
4,160 :.""
2, 200 •
1,600 •
1.40U /
1,900 '
2,490 'i
3. 100 T'
2,000 ^
10,510 6^
78,250
8,430
32.1
61.0
4,871
APPENDIX Y Y BEPOBT OF MISSISSIPPI RIVER COMMISSION. 3791
tn-vey of November ^ 1888, — Even seetionM of river from Bange 14 to B8, inoluHve, reduced
to ^1,5 on Lake Providence gauge.
Kaia channel.
Chntee.
Channel and ohutes.
Range.
Width.
Max!-
mam
depth.
Area.
Width.
Mazi.
mum
dei)th.
Axea.
Hieh.
water
width.
Width.
Area.
4
6,100
5,200
3,300
1,320
1,760
2,700
2,850
8,300
88
48
61
49
61
58
86
24
181,800
153,300
99,700
50,000
66,000
81,600
54,800
54,200
7,740
5,300
3,610
4,300
4,850
3.230
8,040
4,520
6,100
5,200
3,300
1,320
1,760
2,700
2,850
3,800
131,800
6
153,800
8
99,700
50
50,000
►2
, -
66,000
»4
1
81,600
M
.. 1
54,800
28
1
54,200
1
Total
26,530
880
691,400
1
87,490
26,530
69.1,400
1
\Cean area. .............
86,425
8,816
20.1
47.6
86,425
8,316
26.1
47.6
4,686
Mf^ft1l "wldtrh . - , T
Mean depth
Mean maximom depth .
Mean hiirli-water 'Width -
ALeanmsn wa«*rwiaMi
~
Survey of November, 1888. — Seeiicne of river from Range li to 28, inclusive, reduced to
— 1,5 on Lake Providence gauge.
14...
15...
16...
18...
W ...
21...
22 . .
23 ..
•24 . .
25..
26..
28..
Bange.
Total.
Mean area
Mean width
Mean depth
Mean maximum depth .
Mean high*water width .
Main channel.
Maxi-
Width.' mum
depth.
6,100
5,700
5.200
3,800
1,820
1.450
1,760
1.920
2,700
3,000
2,850
8,800
88,600
58
52
48
61
49
56
61
60
53
47
86
24
075
Area
131, 800
135,800
153,300
99,700
50,000
51,700
66,000
65,900
81,600
65,500
54,800
54,200
1,010,300
84,192
8,217
26.2
47.9
Ohntea.
Width.
Maxi-
mum
depth.
Channel and chntea.
High-
water
Width.
width.
#
7,740
6,100
6,450
5,700
5,300
5,200
3.610
8,300
4,300
1,320
4,300
1,450
4,850
1,760
8,300
1,920
8,230
2,700
3,620
8,000
8,940
2*850
4,520
8,300
55,160
88,600
131,800
135,800
153,300
99,700
60,000
51,700
66,000
65,900
81,600
65,500
54,800
54,200
1,010,800
84,102
8,217
26.2
47.9
4,597
3792 REPOKT OF THE CHIEF OF ENQINEBRS, U. S. ARMY.
Survey of Noremler and Deamhetf 1890,SeciUm» of river from Betnge 16 to 55, »«< I
reduced to —1.5 on Lake Providence gauge, I
Bange.
16
18
19
20
21
22
23
24
26
26.:
28
Total
Mean area
Mean width
Mean depth
Mean maximum depth
Mean high- water width
Main channel.
i Max-
Width. I imum
[depth.
1.760
51
4, MO
54
3.55U
44
2.560
57
1,74AJ
65
2,360
59
1,730
54
2,130
61
2. 50t)
51
3, 300
22
4,050
w
30,050 I 532
Area.
54,300
152,600
100.300
40.300
72,300
54,700
61,400
68.700
66,800
62,100
38,800
Chutes.
Mazl-
Wldth- ' mum
depth.
1,480
762,800
69,300
2,732
25.4
48.4
1,480
Area.
4,400
Chaamel and < fcr*
High,
water
width.
8,050
i.6M
3,610
3,850
3,280
3. 1«0
3.480
3,800
8,060
4,750
4,720
4,400
4,400
1,480
8
4
47,180
Width, i
S,240
4,350
3,550
2,S«C
1.740
2,36i*
1.7M
2.15»}
2,&>J0
3.3t<J
4,05U
31.530 •
»,700
2,986
24. a
48.4
4,287
Survey of Xovemher and December , 1890, — Even eeciione of river from Bange 26 f*
inclusive, reduced to — 1,6 on Lake Providence gauge.
Range.
16
18
20
22
24
26
28
Total
Mean area
Mean width
Mean depth
Mean maximum depth
Mean high-water width
Main channel.
Maxi-
Width.
mum
depth.
1,760
51
4. 350
54
2.560
57
2, ::go
59
2.150
61
3, 300
22
4,050
14
20,530
818
Area.
54,800
152, 6(0
40.300
54.700
68,700
52, 100
38,800
Chutes.
Width.
1,480
461,500
65,929
2,933
22.5
45.4
1,480
Maxi-
mum
depth.
4,400
Cbaonal and chaki
High-
water
width.
3.000
4,800
3,650
3,160
3,600
4,750
4,720
4,400
4.400
1,480
3.0
4.0
1
32,620
Width. lu".
8.249
4,350
2,560
2,360
2.150
3,30!)
4,0»
22,010
«■
APPENDIX YY — REPORT OF MISSISSIPPI RIVER COMMISSION. 3793
»"t?€>y of Ootoher and Novemhei', 1891. — Sections of river from Bange 15 to 28^ incltLeive^
reduced to — 1,5 on Lahe Providence gauge.
'
Main channol.
Chutes.
Channel and chutes.
KaDge.
Width.
Maxi-
mum
depth.
Area.
Maxl-
Width. ! mum
1 depth.
AreA.
High
wat6r
width.
Width.
Area.
2,460
2,100
3,520
3,400
2,000
1,500
1,400
1,860
1, 750
1,920
2,550
3,050
80
28
44
56
78
77
78
62
66
S4
29
16
49,000
37,600
73,300
92,100
86,300
68,500
59,800
72,000
65,200
62,000
42,500
38,800
8,050
5.000
. 4,210
3.900
3,500
2,400
2,400
3,850
3,090
3,620
4,000
4.890
2,460
4,060
3,520
3.400
2,000
1,500
1.460
1.860
1,750
1,920
2, 550
3,050
49,000
66,700
73,800
92,100
36,300
68.500
1,960 26
29,100
»
(
■
59.800
"
^ 72.900
05 200
> *...•««.••••••«••«•-••
02,000
t
42. 500
\
38,800
Total
27,570
618
748,000
1,960 1 26
1
29,100
49,510
29.530
777,100
[ t^an area
62,333
2,296
27.1
51.5
29,100
1,060
14.8
. 26
64,758
[fAzi widtli. .......... .
2,461
I €92111 dt^utli ..i
26.3
lenn inaximam depth .
Iea.li hich-water width.
51.5
4, 126
^uj-vey of October and November j 1891. — Even sections of river from Range 18 to ff8, inclu-
sive, reduced to — 1.5 on Lake Providence gauge.
Range.
8
:o
ii ///.... ..'..I....... '..
M
i8
Total
Mean area
Mean width
Mean dopl h
Mean maximum depth
Mean high- water width
Maxi-
Width.
mum
depth.
2.100
28
3,400
56
1,500
77
1,860
62
1.920
54
3,050
16
13,830
293
37,600
92, 100
68, 500
72,900
62,000
38,800
371,900
61,083
2,305
26.9
48.8
Chutes.
Width.
Maxi-
mum
depth.
Area.
1,960
26
29,100
—
""*••*"•
1,960
26
29,100
29,100
1.960
14.8
20
Channel and chutes.
High-
wator
width.
5,000
3,900
2,400
3,850
3,620
4,890
23.060
Width.
4,060
3,400
1,500
1,860
1.920
3,050
15,790
Area.
66,700
92,100
68,500
72,900
62,000
38,800
401,000
66,833
2,632
25.4
48.8
3,943
ENO 93 — ^238
3794 REPORT OP THE CHIEF OF ENGINEERfi, U. S. ARMY.
Survey of Septtfmher, 188S.^8ectio99 of river from Range SO toSP, inclumve^ redti
~i.J on Lake Providence gauge.
Kaoige.
30
31
32
83
34
35
36
37
38
39
Total
Mean area
Mean width
Mean depth
Mean maximum depth
Mean high- water width
Main channel.
. Maxi-
Width.! mum
depth.
1,700
36
1,300
37
1,300
41
1,450
33
1,730
20
1,500
27
1.800
17
2,730
35
1,420
86
2,000
85
16,980
322
Area.
33,900
20,500
25,100
30,000
29 000
18,600
19,600
43,600
32,200
46,400
804,900
30,490
1,098
17.9
32.2
Chntea.
Width.
700
640
900
1,130
1,400
940
1,680
Maxi-
mam
depth.
15
30
30
27
33
29
23
7,200
12,200
14,000
20,000
18,0C0
10,000
22,400
7,390
187 112,800
16,114
1,055
15.3
28.7
Channel and chuu
Higb-
water
width.
4,280
4,000
4,120
4,480
5,100
5,550
5,620
5,580
5.680
5,900
50,310
Widtb.
2,400
1,940
2,201)
2.5*SO
3.180
2.4,'0
3,480
2,730
1,420
2,000
34,370 41-
41,770
- 2,437
17.1
33.7
5.031
Survey of Ooioherj 18SS, — SeeHone of river eurvey from Bange SO toS9, inclueivey reductA
— 1,6 Lake Providence gauge.
Range.
Main channel.
Width
30
31
32
33
34
36
36
37
38
80
Total
Mean area
Mean width
Mean depth
Meaomaximum depth .
Mean high-water width
800
725
1,200
1,525
2,100
2,160
2,600
2,200
2,400
2,900
18^^610
Maxi-
mum
depth
42
39
44
39
52
87
42
28
20
17
8f0
Area.
20,800
22,800
88,600
30,000
35,600
31,500
47,400
87.500
86,100
36,000
336,300
83,630
1,861
18.1
3G.0
Chntee.
Width.
1.400
1,400
1,200
1,100
5.100
Maxi-
mum
depth.
32
29
22
15
Area.
22,500
22,100
15,000
10,000
98
09,600
17,400
1,275
13.7
21.5
Channel
chutes.
High
water
width.
4,200
3,790
4,100
4,490
5,100
5,600
5,630
5.650
5,700
5,980
50,240
Width- Ar
%200
2,125
2,400
2.625
2.100
2,160
2^600
2,20U
2.400
2,900
40,500
2,371
17.
36
6,024
tA,
i:
r.
23, 710 41 V
APPENDIX Y Y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3795
\trrey of October, 1884. — Secixonn o/Hverfrom Range SO to 39, inclusive^ reduced to — J,S
on Lake Providence gauge»
Main ohanneL
Chntea.
Channel and chutes.
Sange.
Width.
Maxi.
mam
depth.
Atea.
Width.
Maxi.
mam
depth.
Area.
High-
water
width.
Width.
Area.
>
2,550
1,450
1,550
1,750
1,550
1,540
1,710
2,050
3,040
2,400
42
43
52
41
88
89
81
36
59
88
88,000
39,000
40,000
38,200
35,100
31.100
22,800
44,500
66,700
42,400
350
840
1,150
900
1,090
690
1,320
1,550
10
2^
20
19
16
8
22
2,000
3,700
11,000
8,000
5,000
8,200
8,400
16,000
4,440
4,240
4,320
4,700
5,050
5,590
5,050
5,600
5,700
6,020
2,900
2,290
2,700
2.650
2,640
2,230
3,030
3,600
8,040
2,400
40,000
42,700
60,000
46,200
40,100
39.300
L
>
'i
4
5
6
31,200
1 •.••*«•«■••••«•••*■•••
60.500
8
66 700
9
42,400
Total
19,500
418
406,800
7,890
128
62,300
,61,400
27,480
409,100
klean area
40,68C
1,961
2C
41
\
)
1.8
.8
7.787
086
7.9
16
\
«
46,910
3,748
17.1
41.8
6,140
tf <^nxi widtb ............
•
Id^ean depth
Sklean maximuxri depth .
^ean hisrh- water width.
Survey of November, 1888, — Sections of river from Bange SO to S9, inclvsive, reduced to
— 1.5 on Lake Providence gauge.
30.
31.
32.
33.
34.
35.
36.
37.
3a.
30.
Range.
Total
Mean area
Mean width
Mean depth
Mean maximum depth. .
Meam high* water width
Main channeL
Width.
4,880
2.850
2,520
2,050
1,220
1,640
8,800
2,340
2,060
4,250
Maxl-
mnm
depth.
28,010
18
29
37
46
36
41
40
38
40
25
350
Area.
47,400
86,200
45,100
45.400
87.400
37,800
59.400
37,600
52,500
74,900
473,700
47,870
3,801
16.9
85
Chutes.
Width.
700
1,800
1,100
1,150
900
Maxi-
mum
depth.
20
19
18
14
23
5,650
94
Area.
8,800
11,000
12,700
9,400
10,400
52,800
10,460
1,130
9.3
18.8
Channel and chutes.
Hieh-
water
width.
4,880
4,760
5,400
6,430
6,940
7,050
6,450
5,820
5,550
6.850
59,130
Width.
4,880
3,050
4,320
3,150
2,370
2,540
3,800
2,340
2,060
4,250
83,660
52,600
3, 866
15.6
35.0
5,013
Area.
47,400
45,000
56,100
58.100
46.800
48.200
59,400
37,600
52,500
74.900
526, 000
3796 REPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMY.
Survey of November and December y 1890, — SectUma of river from Range SO to SO, ;«
give, reduced to --1.5 on Lake Providence gauge.
80
31
32
33
34
85
36
37
88
89
Bango.
Total.
Mean
Mean width
Meand/epth
Mean ni«xiintim depth .
Mean high water width
Main channel.
Maxi-
Width.
mum
width.
3,390
17
3,850
22
2,000
29
1,460
37
1.350
29
1,620
31
1.150
40
1.360
43
2,900
37
2,100
42
21,180
327
33,290
2,118
15.7
32.7
32,000
83,000
28,500
27.400
27,800
29,900
31,300
34,700
43,800
44,500
Chutes.
332,900
Maxi-
Width.! TDura
depth,
650
220
1,450
1,200
1,400
1,300
1,480
2,600
780
560
Area.
8
16
13
11
17
12
7
8
8
3
4,100
1.400
7,000
8,000
13,700
9,100
8,000
12,000
4,000
1,200
11,540
103
70,300
7, WO
1,154
6.1
10.3
Channel and cLutc-
High-
water
width.
4,840
4,790
5,320
6,320
7,20«»
7.700
6,900
6,000
5,600
6,080
60,950
Width. Ar,
3,940
4,070
3,430
2,660
2,750
2.930
2,630
3,960
3,6fiO
2.660
32,720
40,320
3,272
123
33.7
6,093
Survey of October and November^ 1891. — Sections of river from JRange SO to S9, iml
reduced to — 1.6 on Lake Providence gauge.
30
31
32
33
35
36
37
38
39
Kange.
Total.
Mean area
Mean width
Mean depth
Mean maximum depth.
Mean high-wat«r width,
Main channel.
Width.
2,540
1,600
l.fjSO
1,550
1,500
1,210
1,160
1,280
1,500
1,420
15, 310
Maxi-
mum
depth.
18
29
29
34
35
30
36
29
29
20
295
Area.
30,000
24,000
25.800
27. 000
21, UOO
17.000
23, 200
27,000
27.300
23,400
248, 900
24,890
1,531
16.3
29.5
Chutes.
Width
Maxi-
mum
depth.
300
220
800
1,600
800
1,300
860
1,600
400
640
7
7
15
4
6
11
12
11
9
3.5
8,520
85.5
Area.
1.200
2,000
8,000
4.000
2,800
7.400
6,800
8,000
2,400
1,000
4,360
852
5.1
8.55
Channel and cliu'r<?
Hlirh-
water
width.
4,800
4,720
5,360
6,360
7,200
7,950
7,140
6,520
6,060
6,400
43, 600 62, 200
Widti. A--
2,840
i,m
2,350
3,150
2.300
2,510
2,020
2,8^
1.W0
2,060
23,830
29.250
2.383
123
29.6
6,2ao
APPENDIX Y Y— REPORT OF MISSISSIPPI RIVER COMMISSION. 3797
survey of October, 1892. — Seciitms of river from Range 40 to 60 f incluHvCy redticed to
— 1.6 on Lake Providence gauge.
0.
1 .
^ <
3 .
4
5 ,
*•
8
,0
.0
»l
>2
)3
>4
'>5
iO
i7
'>8
■>o
30
Range.
Total.
Mean area
Moan width
Mean depth
Maximum depth
Maxiranm high-water
width
Main channel.
Maxi-
Width.
mam
depth.
2,740
20
2,200
27
2,170
18
2.270
25
1,080
24
2,&80
54
2,790
43
2,»70
30
3,130
22
2,800
25
2,680
20
2,100
27
2,130
27
1,920
29
2,030
31
2,100
27
1,650
32
2,380
35
2,750
89
8,040
27
3,080
23
61,990
605
Area.
81,
26,
81,
34,
81.
53,
52.
62,
48.
38.
87.
80,
36,
37,
33,
32,
25,
89.
43,
43,
47,
050
850
200
050
200
550
200
500
200
2.50
500
150
900
350
450
250
650
450
200
950
850
804,750
Chatcs.
Width.
38,821
2,476
15.5
28.8
1,820
Maxi-
mum
depth.
87
1,320
87
Area.
31,200
31,200
81,200
1,320
23.6
87
Channel and chutee.
High-
water
width.
6,050
6,400
7,050
7.300
4,380
3,250
3,570
4,100
4,500
5,200
6,130
7.550
7,880
9.180
8,350
7.000
6,000
5,000
4,630
4,550
4,780
122,940
Area.
31, 050
26,850
31, 200
34,050
62.400
53,550
52,200
62,500
46.200
88, 260
87,500
80,150
86,900
37,300
33, 450
32,250
35,650
89,460
43,200
48,960
47.850
845,900
Width.
40,281
2,639
15.9
29.4
5,864
2,740
2,200
2, 170
2,270
3,300
2,580
2,790
2,970
3,130
2,800
2,680
2,100
2,130
1,920
2,030
2,100
1,660
2,380
2,760
8,040
8,680
63,810
Survey of Septemher, 1883. — Sections of nver from Range 40 to 60, inclusive, reduced to
— 1.5 on Lake Providence gauge.
Range.
40
41
42
43
44
45
46
47
48
49
50
51
52
.53 *.-.
54
.55
56
.57
58
59
60...
Total
Mean area
Mean width
Mean depth
Mean maximnm depth
Mean high-water width
Main channel.
Maxi-
Width.
mum
depth.
2,200
30
2.320
31
2,640
32
2,940
36
4,200
35
2,050
63
2,160
45
2,560'
37
3,050
25
3,450
20
3,030
16
2,580
20
2.210
18
1,250
89
1,600
41
1,710
47
1,570
38
1,980
51
2,480
48
2,750
40
8,350
28
52,080
740
Area.
45,
47,
49,
52,
70,
55,
60,
60,
51.
26,
26,
25,
24,
29,
48,
45.
40,
58.
61,
67,
60,
200
200
900
000
000
500
500
400
700
400
000
000
500
400
500
600
000
200
200
200
800
47,890
2,480
19.1
86.2
Chutes.
Width.
995,200
450
Maxi-
mum
depth.
Area.
2,000
450
2,000
2,000
450
4.4
7
Channel and chutes.
High-
water
width.
6,140
6,400
7,050
7,180
4,440
3,310
3,510
3,940
4,430
5,200
6,290
7,500
8,000
9,160
8,150
7,150
5,700
6,100
4,620
4.450
4.805
122,526
Area.
47,200
47.200
49,900
52,000
70,000
65.500
60,600
60,400
51,700
26,400
26,000
25,000
24,500
29,400
48,600
45,600
40,000
68,200
61,200
67,200
50,800
997,209
Width.
47,486
2,601
19
35.2
6,834
2,650
2,320
2,640
2,940
4,200
2,050
2,160
2,560
3,050
3,450
3,030
2,680
2,210
1,250
1.600
1,710
1,570
1,080
2,480
2,750
3.850
62,680
3798 REPORT OF THE CmEF OP ENGINEERS, U. S. ARMY.
Survey of October , 1884. — Sections of river from Range 40 to 60, tnc/«*frf, rrda
— 1.5 on Lake Providence gauge.
Range.
40
41
42
43
44
46
46
47
48
49
50
61
52
53
54
55
66
57
68
69
60
Total
Mean area
Mean widlh
Mean depth
Mean maximum depth .
Mean high-water width
Main channel.
Maxi-
Width.
mum
depth.
1,220
40
1,260
49
1,950
49
2,350
36
8.990
26
8,320
55
3.400
47
3,700
45
2.880
43
1,430
60
2.110
39
2,730
45
2.900
47
2.800
29
2,440
37
2,180
22
2.1»00
32
1,780
24
1,280
45
1,380
56
1,780
46
48,880
862
Area.
38,
47,
56,
66,
70.
58,
55,
49,
40,
47,
46,
37,
42,
85.
31,
28,
3:i,
29,
20,
44.
60.
000
000
400
900
200
200
•100
500
500
000
000
200
000
300
200
300
900
800
400
700
000
Chntes.
Width.
Mud-
mnm
depth.
Area.
350
640
600
5
6
6
936,900 1,590
16
Cluuuiel and elL3!
:•*.
High
water
width.
2,^
2.400
2, COO
6,400
44.614
2,328
19.2
41
2,133
630
4
5.8
6,180
«.380
7,120
7.110
4.360
3,440
3,500
4,000
4,580
5,300
6,250
7.500
8,730
0,200
8,340
7,050
5,090
5,030
4.720
4,050
4,790
Ana
124,170
38.00}
47,010
56.4iJ0
56.900
70, -l^'
55.40>l
49.500
40,9tHJ
47. OCit
46,000
37,200
42,006
35. .%0
30,300
36,301)
31.800
29.400
4t7«i
00,000
Oi3,300 y
44,919
2,403
18.7
41
5,913
Survey of December y lS86y and January, 1887. — Sections of river from Banged i^
inclusice, reduced to — 1.5 on Lake Pi'ovidence gauge.
llange.
40
41
42
43
44
45
46
47
48
49
50
61
52
53
64
55
56
67
58
59
60
Main channel.
Width.
Total.
Mean area
Mean width
Mean depth
Mean maxim am depth .
Mean high- water width .
3,770
2.610
2. 395
1,800
1.780
1,810
3,640
3,585
8,920
3,410
2,560
620
1,680
2,675
1,790
1,720
2,510
2,610
2,900
3,110
2,930
Maxi-
mnm
depth.
53,825
17
31
66
47
45
37
29
20
39
42
64
48
30
24
49
87
23
20
22
25
33
Area.
718
62,250
88,400
40,650
35.550
45, 750
45.460
48,000
45,450
87,200
42,000
40,200
28,500
27,300
42,000
51,750
40,650
37,800
85,700
39,450
35,400
37,500
866,950
40,807
2,563
15.9
84.2
Chutes.
Width.
380
400
160
670
1,610
Maxi-
mnm
depth
6
13
6
10
84
Area.
2,100
3,000
1,200
6,250
11.550
2,887
402
7.2
8.6
Channel and chaw
High.
water
width.
6,180
6,560
7,300
7,000
4,370
3,500
8,550
3,820
4,500
6.440
6,520
7,530
8,380
0,250
8,520
7,130
6,800
6,130
4,750
4,680
4,900
\r-J
124.810
03.25(1
38,400
40,650
35,550
47,850
48,450
49,200
45,450
37.200
42,000
40,200
83,750
27,300
42,000
61,750
40,650
87.800
35,700
39,430
85 410
37,500
868,500
.V'
41,857
S,6S8
• 15.7
34.3
5,943
APPENDIX Y Y — ^BEPOBT OP MISSISSIPPI RIVER COMMISSION. 3799
^urrep of November , 1888, — Sections of river from Range 4.0 to 60, inclu8iv€f reduced to
— 1»6 on Lake Providence gauge.
Bange.
JO
tl
12
13
14
15 .V...
16
17
18
10
W
il
'>2
•>3
>4
'>5
•>«
•>7
')8
59
JO
Total
kTeanarea
^lean width
Ucan depth
Sletok maxiunm depth
tf ean high- water width
Hain dhaimel.
Chutes.
Channel and chutes.
Width.
Maxi-
mum
depth.
Area.
Width.
Maxi-
mum
depth.
Area.
High-
water
width.
Area.
Width.
4,380
3,100
2,450
2,150
2,200
2,150
2,300
3,180
4,320
4,660
6,730
3,700
2,540
1,350
2,100
2,200
2.000
2.150
2,160
2,100
3,380
20
38
46
47
43
42
37
32
26
21
17
83
47
87
27
88
88
54
47
40
81
60,100
51,600
54.100
56,300
54,300
57,500
53,400
63,500
60,000
58,300
61,706
6,280
6,820
7, 340
7,080
4,d00
3,550
3,550
4,100
4,750
5,320
6,450
7,940
8,700
9,050
8,520
7,200
5,780
5,120
4,700
4.600
4,960
60,100
51,000
54,100
56,300
54,300
57,500
53.400
63.600
60,000
58,300
61,700
50,800
48,800
85,500
62,000
52,600
49,400
58,200
62,400
53,000
64,400
4,830
^
8,100
2,450
2,150
2,200
2,150
.......i. .......
2,300
t
3,180
*!
4,820
4,650
5,730
50,800
45,200
27,700
43,400
48,200
49.400
69,200
62,400
63,000
54,400
8,700
i,i66
1,050
1,300
1,850
16
13
10
8
4,600
7,800
8,600
4,400
8,640
2,400
8,400
8,660
2,900
2,150
2,160
2,100
8,380
1
61,140
765
1,123,500
4,800
47
25,400
126,110
1,148,900
65,040
53,600
2,911
18.4
36.4
6,350
1,200
5.
IL
8
54,709
3,140
17.4
36.4
6,005
Survey of November, 1890,—SecHon of river from Range 40 to 60, inelueive, reduced to
— 1,S on Lake Providence gauge.
10
11
12
la
iff
17
18,
■>o,
il
i2,
>3
Hi
■ m
►.■> ,
iC
■>7.
W.
>0.
K).
Baage.
Total.
^feanarea
dean width
klean depth
kf ean maximum depth . .
dean high- water width.
Main channel.
Width.
2,620
2,150
2,700
8,160
3,300
8,700
8,800
2,890
2.400
2,000
2,060
2,080
2,150
2,760
2,700
2,150
1,650
3,700
2,100
1,690
1,960
58,720
Maxi-
mum
depth.
83
61
86
82
46
47
44
87
84
80
28
22
14
26
28
22
16
48
60
60
61
760
44,790
2,666
17.5
86.2
Chutes.
IWidth.
62,400
52,900
52,400
52,500
78,200
67,300
68,700
62,600
57,100
86,500
88,600
29,300
24,700
80,800
23,400
24,700
15,200
68,600
44,800
82.100
42,800
040,600
460
600
460
750
700
700
aio
820
750
660
1,200
400
900
400
1,180
1,160
Maxi-
mum
depth.
12,020
8
7
5
6
14
11
8
12
16
22
14
43
6
17
10
Area.
600
1,500
1,400
1,400
5,800
2,400
4,800
6.600
8,000
6,000
6,800
2,000
25,000
1,000
7,400
8,400
Channel and chutes.
202 89, 100
1
5,560
751
7.4
12.6
High-
water
width.
6,220
6,700
7,600
6,950
4,600
8,700
3,800
4,300
4,700
5,500
6,550
7,890
8.890
0,500
9,220
7,500
6,010
6,150
4,960
4,750
4.940
Area.
129,880 1,029,700
Width.
53,000
54,400
53,800
62,500
73,200
67,300
68,700
64,000
62,900
38 900
48,400
85,900
82.700
86,800
80,200
26,700 ,
40,200 I
60,600
62,200
40,500
42,800
48,088
8,130
15.7
37.6
6,159
8,070
2,760
3,150
3,160
3,300
3,700
3,800
3,640
3.190
2,700
2,880
2,900
2,900
3,410
3,900
2.650
2,640
4.100
8,280
2,760
1,900
65,740
3800 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
Survey of 1891, — !<eciion9 of river from Sange 40 to 60 d^clutive, redmixd t§ -
Lake Providence gauge.
Range.
40
41
42
ill
44
45
4(i
47
48
49
50
51
52
53
54
55
56
57
58
59
6U
Total.
Mean aroa
Moan width
Mean depth
Mean maximum depth .
Mean higli- water width
Main channel.
Maxi
Width.
mum
depth.
1,600
26
2.160
29
8,520
19
2,900
29-
3,000
25
3,330
80
8,120
42
2,250
40
1,810
89
1.650
41
1,840
42
2.280
26
2,550
23
2,700
16
2,880
15
4,000
17
1,460
22
1,300
22
l,40'l
24
1.200
22
1,610
24
Area.
30,400
30,000
32,400
38,200
43,200
59,400
62,400
53.600
45.800
45,000
40,030
4i>,400
40,000
30.800
22. GOO
29,800
17,600
14,800
13,200
13.000
23,200
Chutes.
Width.
Maxi.
) mum
depth.
660
600
600
3
8
8
Ares.
Cliaimel and rr.
Higb-
irater
width.
800
1,000
800
48,000 578
732,400
84,876
2,286
15.8
27.3
820
500
1,600
1,600
1,680
2,380
10,860
25
27
18
20
17
12
128
10,600
7.4O0
18.200
12,600
ao,ooo
15,800
82,200
9,133
1,151
7.9
14 2
6,300
6.830
7.430
T.oao
4,730
a, 710
8,880
4,35*
4,750
6.580
6,500
7,040
9.000
9,000
0,280
7,800
6.140
6,320
5,150
4,750
4,960
Area.
131,000
31. ?«
31, t«.
33. 2 f
3i^, 2""'
4:i,>;
59. 4f»
53 ^*^
45, t">'
^m
40. *•!
46. AC'j
40, At
30. Ji »3
22,&-»
40.4C*'
25, 0«'
28 (**
25,t->'
33, (XX^
88,(l0i
814,601
38.790
2,::*
140
27.9
6,238
Survey of October, 18S2, — Sections of Hirer from Range 61 to 87, Ui<^u9%ee, reduced'*^
on Lake Providence gauge.
Xlonge.
61
62
63
64
65
06
67
68
a»
70
71
72
73
74
75
70
77
78
79
80
81
82
83
84
85
80
87
Total.
Moan arcia %
M^'ian width
Mean depth
Max imiim depth ,
Maximum hlghwater
-width ,
Main channel.
Maxi-
Width.
mum
depth.
3,100
46
2,770
58
1,170
54
1,100
65
1, 280
61
1.480
57
2,220
56
2,450
28
2. 050
16
4,300
15
3, 0'JO
16
1,080
20
1,300
61
870
48
780
44
1,660
87
1,880
29
1,740
82
1,050
26
1,360
18
1,830
16
2,800
61
2,310
48
1.500
74
2,200
47
2,420
38
5,100
16
Area.
52, 350
45.000
41,700
38,400
45,600
52,950
59,100
42,000
31.200
33,750
30,300
14,850
9,750
9,600
8,250
12,450
12,450
22,500
22,200
21,750
16,800
50,400
89,900
29,850
51,150
43,950
45,300
55,750
1,077
883,500
82,722
2,065
15.8
89.9
Chutes.
Width.
340
500
800
660
900
800
430
1,030
1,530
1,800
1,830
1,120
1,380
1,200
1.440
1,700
1,720
19,070
Maxi-
mum
depth.
25
16
25
26
ao
16
27
16
16
18
19
15
16
47
59
69
51
471
Area.
6,700
6,460
4,050
11,700
10,850
2rl00
6,160
28,950
42,000
34,800
84,660
16,000
17,460
22,050
33,000
57,150
87,800
330,860
19,432
1,122
17.8
27.7
Cbaniusl and cL~'
w»er
nidth.
6,020
6.210
6,280
4,020
4,950
6,100
6,450
0,080
7,600
8,290
8,000
7; 090
7,220
7.810
6,760
6,420
6,060
4,930
4.550
4,750
6,260
6.400
6,710
4,780
6,000
6,100
6,850
Area.
157,450
52,350
45.001'
47,4(«
44.850
49.650
64,650
69.450
42.0UO
31,260
35.^
86.45C'
43,800
21,75fl
84.400
42,900
38,450
29.9(W
45. ISO
65,200
78. 900
51000
50,400
39,900
39.850
61.150
A95(]
45.300
1,213,850
li-;
44.960
3,771
18.2
4il
5.831
APPENDIX y Y — REPORT OF MISSISSIPPI RIVER COMMISSION, 3801
Su rrcy of September , 188S, — SeoiUms of river fr<m Range 61 to 87 f incltuive, reduced to — /.5
on Lake Providence gauge.
Main ohasuel.
Chutes.
Channel and chnteii.
Range.
Maxi-
Width, mum
: depth.
Area.
Width.
Maxi-
mum
depth.
Area.
High-
water
width.
Area.
Width.
61
8,830 ; 27
2,680 ! 39
2,300 ' 47
2,250 59
40,000
86,200
51, 200
47,200
69,100
47,500
49,500
49,600
41,800
81,500
24.000
30,000
61,400
41,000
46,800
40,000
35,850
40,200,
45,600
20.000
16, 800
14,000
45,600
40.000
50,000
47,000
50,000
5,030
5,480
5,300
5,000
5,050
5,150
6,460
6,110
7.620
8.400
7,800
7,150
7,250
7,500
6,020
6,100
5.910
6,000
4,400
4,800
6,570
5,320
5,150
4,760
4,760
6,100
5,350
40,000
36,200
51,200
52,600
69,900
49,800
56,000
56,600
42,200
81,500
27,800
35,400
51,400
41,000
46,800
40,000
35,850
40,200
45,600
52,000
41,800
36,700
45,600
40,000
50,000
47,000
60,000
3,330
62
2,680
6:j
2,300
61
460
560
700
680
650
300
19
23
8
17
15
2
5,400
10,800
2,300
5,500
7,000
400
2,710
65
2,110
1.810
53
52
2,700
66
2,510
67
1,600 45
1,660 1 46
2,200 1 80
2,200 22
2,740 16
4,000 13
3,400 50
2.660 ' 20
2. 360 ' 38
2,200 ' 33
2,200 i 85
960 ' 33
2,480
68
2,810
69
2,500
70
2,200
71 ,.
320
750
19
14
8,800
5,400
8,060
72
4,750
73
8,400
74
2,660
75
2,360
76
2,200
77
2,200
78
,
950.
79
1,500
1,560
1,500
2,110
3,160
1,560
1,650
1,580
1,880
23
20
15
12
51
64
60
57
49
1,500
80
850
1,010
960
57
39
39
32,000
25,00(r
22,700
2,410
2,510
82
8,070
8,160
84
1,650
1.650
86
1,580
1,880
60,340
1,017
1,061,850
7,270
252
120,300
167.440
1,212,150
66,610
M^ean area .............
40,436
2,197
18.4
87.7
10,936
661
16.6
22.9
44,894
2,467
Mf^an flenth , r .
18.3
MeaD maximam depth .
Mean Aigh-Trater width .
41.1
6.821
3802 EEPOKT OF THE CHIEF OF ENGINEERS, U. 8. ARMY.
Surveff of Ooi<>her, 1884, — Sections of river from Range 61 to 87, inelneive, reducti (
on take Providenee gauge.
BsBCie.
61
62
68
64
66
66
67
68
60
76
Tl
T2
73
74
75
76
77
78
79
80
81
82
83
84
P5
86
67
Total
Mean area
Mean width .,
Hean depth
Mean maximum depth
Mean high-water width
Kain ehannel.
Maxi-
Width.' room
depth.
2,
3,
3.
2,
2.
I,
1,
1,
1.
2,
2,
2.
2.
3,
3,
3.
2.
1,
1.
2,
2,
2,
2.
4,
3,
1,
1.
600
090
100
280
060
780 I
840 I
390 !
750 i
050
400
400
840
200
650
460
490
800
220
000
500
780
760
000
700
880
640
66,500
86
19
62
56
51
50
49
53
41
86
25
29
26
18
28
20
49
49
54
M
21
23
17
52
49
55
58
1,025
53,800
'40,500
43,400
26,000
33,000
42,000
40,600
48,800
43,000
44.800
38,400
40.800
35.000
23,600
26.000
56,800
48,600
37,700
86,000
36,000
36,900
84,400
28,400
85,700
83.400
40,000
52,000
1, 052. 100
88,966
2,468
15.8
87.9
Chntea.
Width
150
500
650
700
350
850
840
700
400
420
BOO
850
400
500
840
700
10,100
Maxi.
mmn
depth.
6
24
13
12
8
6
•0
17
17
6
5
4
8
27
40
1,900
6,400
6,000
5,600
1,400
1,800
18,500
10.600
16.000
3,100
4.00O
8,000
3,800
1,400
2,800
8,000
1.400
06.800
5,
664
9.58
16.6
Channel and ft
HIieV
water
width.
6,166
5,210
6,400
5,000
5,060
5.140
5,550
6,060
7,660
S.040
8.020
7,150
7,460
7,560
6,000
6,400
6,100
4,900
4,560
4.800
5,490
5,550
5.190
4.600
5,220
5,780
6,160
166.866
Area.
53. 3(^
40, 5u
43.40C
27.2a
41 W
48, &f'
4«.?A'
45. av
44.:.f»
44.XIJI
as,**'
4o.aoo
53.50^
34,201'
42.00C
SB. MO
5S,ftfl
40, 7W
31.600
39,4(K
39.700
42. *»
28,900
35.700
33, 4A'
46,000
52,000
1,148,4«
42,531
2,837
149
38. T
6,91«
APPENDIX Y Y — REPOfiT OP MISSISSIPPI RIVBE COMMISSION. 3803
UaiB oliuiti«l.
Chntu.
Chuuet ud ohataa.
Range.
Width.
Mul-
^.
™
Mui.
.».
wldlh.
Are*.
wiath.
s,ooa
S.MO
8.U0
!,S«
3, MO
iItso
\,m
Hi
2, £00
3,1M)
3,000
a, MO
s.oto
3.MU
IB
1
I
1
M
M
11
22
42
IS
2«
13
31 9M
Is
u^g«o
si3S0
H'too
as! 850
II
W.KD
38,700
30, goo
6.100
\«0
S.100
8,190
e.MO
b;4oo
3
T,K»
T.OOO
S.5U
0.100
6,400
i.m
11
li
s:mo
T.OOO
31,360
S:!S
11
43,800
M^OOO
wisoo
iTiaM
42. BOO
33,000
39, TOO
31,360
Z8,700
34.060
ss
li
30,000
3.000
3,600
2.040
a;o«o
2,200
100
J
UO
l.MO
K
IS
MO
1,«»
31120
IB
230
3S0
4M
12
3
«!050
s,wo
two
MM
MO
aso
eao
MO
130
4, 640
120
6S0
TOO
U
s:4so
iuo
3.000
3804 REfOBT OF THE CHIEF OF ENGINEERS, U- fi. ARMY
Survey of Novmnbm'f 1888, — Section* of Httr from Range SI to 87, inetunrt, rfi-.
— 1,5 on Jjiake Providence gauge.
61
62
63
64
65
66
67
68
69
70
72
73
74
75
76
77
78
79
70
81
82
88
84
85
86
87
Range.
Total.
Main channel.
Widtb.
Mean area
Mean widtb
Mean a^pth
Mean maximam depth .
Mean high- water width
8,740
3,750
8,600
800
1,150
1,480
1,620
1,910
1.700
2.800
71 1 2,000
2.150
2,400
8,100
2,120
8,400
4,000
8,750
4,400
2,250
2,200
4,450
3,200
2,250
1,560
1,900
3,140
70,270
mnm
depth.
26
39
52
67
67
62
66
46
88
38
37
41
38
42
45
23
17
23
21
19
26
30
82
85
88
88
31
996
Area.
58.400
60,200
45,100
81,000
61,400
67,300
64,400
60,400
48,100
64,800
46,300
68,400
55,700
60,700
40,100
57,700
63,000
44.100
38,000
22,0(to
23,000
44,000
40,000
42,900
38,800
42,000
47,000
1.266,600
46,870
2,608
18
86.9
Chntea.
Width.
1,600
Mazi-
mum
depth.
800
250
500
300
400
2,000
900
500
600
7,250
10
10
3
13
7
25
7
16
22
7
120
4,080
725
6.6
12
6,200
1,200
1,000
3,600
1,200
6,600
8,400
ClumnelaDd
Hlich-
width.
6,000
6,800
800
40,800
6,
5,
6.
5,
6,
6s
5.
«.
7.
8,
8,
8,
8,
8.
7,
•»
«,
6,
6,
5.
6,
«,
«,
5,
6,
7.
180
500
450
800
«50
960
750
040
490
000
OGO
240
900
460
800
530
840
600
380
860
620
140
900
090
400
Area.
5&40i>
50, >'
45.
i»'
51. 41'
57. '^*.
54, 4C*
S0,4(^<
48, 1 *
64. &s-
4«,-3'."
58,iC«:
55. 7K
60,7*
41.3-.*'
58,:i.»j
56, »i!
45.>i>:
45,300
30, «i^
2S.«.^
44,t'C»:
45,006
48,7'*''
39,100
47,60£
178,760 tl,306,»'
f-
48,381
3.671
14.8
37
6,547
PPENDIX Y T — REPORT OP MISSISSIPPI RIVER COMMISSION. 3805
rvey of ^Tovemher, 1890.— Sections of river from Bange 61 to 87, inclu9ive, reduced to
— 1,6 on Lake Providence Gauge,
Main ohanuel.
Chates.
Channel and ohates.
Range.
Width.
Maxi-
mum
depth
/Lxea.
Width.
Maxi.
mum
depth.
Area.
HiKh.
water
width.
Area.
Width.
1,700
2,380
3.000
;j.3C0
3, 050
36
25
21
19
45
46
39
60
58
43
45
42
45
57
50
41
28
29
21
25
34
38
83
28
27
25
32
42,400
46,900
46,400
40,500
45,800
48,200
48,000
88.200
52,800
53,30a
54,800
56,000
58,600
71f600
65.500
52,500
54,300
32,100
45,500
29.200
43.000
40,800
44,200
45,400
44,200
44,100
41,800
•
•
6,110
5,400
5,580
5.200
5,810
5,480
6.080
6,610
8,000
9,110
9,250
9.150
9.410
8,950
8,050
6,900
6,400
5,650
5,440
6,720
6,700
7.100
7,180
6,900
6.500
6,350
7.000
42,400
46,900
46,400
46,500
45,S00
48,200
48,000
38,200
52,800
53.300
64,800
56,900
58,600
71,600
66,000
52,500
68,700
84,500
49,900
32,800
43,000
40,800
46,200
46,800
62,600
48,500
41,300
1,700
2,380
3,000
8,800
3,050
2,860
2,200
600
1,810
2,020
2,080
2,110
2,010
2,420
3,120
8,580
5,880
4.100
4,780
4,800
3,050
2,600
2,600
2,750
3,350
3,300
2,240
1
1
1
2,360
2,200
600
1,810
2.020
2,080
2,110
2.010
2,420
2,900
3,580
5.300
3,700
4,380
3,500
3,050
2,600
2,200
2,450
2,450
2,400
2,240
1
1 ,,
f
>
1
1
»
J
I
3 ,
220
10
1,400
5
7
580
400
400
1,300
11
16
24
4
4,400
2,400
4,400
3,600
8
.•
1
2
400
300
900
900
7
3
13
7
1,000
400
8,400
4,400
4
e
71,790
982
1,292,500
6,400
05
30,400
184,530 ^1,822.900
77,190
(Aeanarea........
47,870
2,659
18
3013
3,377
600
5.6
10.5
48,096
2 859
!^cazi depth
17 1
Skfean mtuclmnm depth..
Mean hich- water width .
36.5
3806 REPORT OP THE CaiBF OP ENOINBEBS, D. 8. ASHY. :
K.toa
JT.MO
41. 400
tt.MS
11 3.»l
17, awl iii,*8ii i.«i,>-v
Appendix 5 D.
COST OF UNITKD STiTlta L
Colt of levtet in the Third Datr
AltKAKBAfi, AND LOll^U^
MISSISSIPPI.
irout
K„..,,.™.
Bnllt b;—
Cubic yml.
Cort.iwW
-i
J,«1.T7*
I1.M1J
i3,ia»
11, win
HIgb iraUr proteirllDO ud
Ult 26SI to 2700.
From SlBtlon 2800 to 2000 ..
IMS
tm
J.S.U<iTlgh»&Ca...
W.L.With™
j's-urTighoTci;:;
BM,1B7
MkM3
M.UT
65. M«
}»^
CBlfi^hPdlBl
t£
C.F.IteGJri.*ci-..
TlmotbySulllvwi
3,iA13>
m.m»
_
PENDIX Y Y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3807
oj levees in the Third IHstrict, hiili and enlarged by the United States, from X88i to
May SI, 189S — Continaed.
AKKAlfSAS.
lit.
•92
•92
Name of levM.
Levee ooaBtmGtion
High- water protection aod
engineering ezx>eusee.
Panwer Forest
Lower Leland
Middle Place Loop
Lakeport Crerasse
Brooks Mill Creyasse
Upper Leland
Lona
Panther Forest (Station
1635 to station 1742).
Pastona
Lakeport
Expended, high- water pro-
tection ana engineering
expenses. Hay 81, 1892, to
May 81,1888.
Total to May 81, 1893.
Boilt by-
Arnold 8c Co
Sterling Fort
J.S.McTighe&Oo...
James S. ^ak
Stripling i* Wright'.! '.
Snlllvan &. Lewis
Isaac M. Werthington ,
C.F.DeGaris..
Jolin C. Hodgo.
Cnbio yards.
8,098,606
172,4:^5
10,982.5
75,984.1
6,941.5
64,896.7
95,382.2
337,229.2
826.003.8
28, 186. 8
85,493.7
Cost, includ-
ing extra
work.
Location on
inch to mile
map.
$660,148.87
139,819.08
56,266.92
2,196.50
18, 080. 18
1,093.28
V| S44. oS
19,076.44
47,802.24
67,957.78
6,483.85
20,411.62
61, 412. 60
4,301,490
1, 109, 707. 70
R. 451.
fi. 485.
R. 430.
R. 496.
R. 606.
R. 409.
R.408.*
R. 462-453.
R« 466.
R. 467.
'$5, 311. 35 additional retained and unpaid May 31, 1893.
LOUISIANA.
-'92 - .
-02..
Levee constrnctidn
Higb-water protection and
engineering expens«*s.
(MilUkens Bend to Cabin
Teele) Station to 31.
Station 31 to 164
Station 161 to junction with
levee, below Cabin Teele.
Expended, high-water pro-
tection ana engineering
ex^nses. May 31, 1802, to
May 31, 1893.
Total te May 31, 1893
M. V. Henry
do
F. L. Maxwell.
1,994,557.8
73, 118
309,996.5
77,099.7
2,454,774
$443,016.27
12i»,278.67
13,892.42
60,449.70
11,364.49
12,928.86
661,930.80
[B.681toR.
584.
Appendix 6 B.
TEMKNT, SUBMITTED BY MR. ARTHUR HIDER, UNITED STATES ASSISTANT ENGINEER,
F COST OF REPAIRS TO PLANT, THIRD DISTRICT, IMPROVING MISSISSIPPI RIVER, MAY
, 1892, TO APRIL 80, 1893.
[Boats marked (*) have been dooked, twoity-tbree In nnmber.]
amer Oseeola*, General repairs; new cylinder timbers, new sides and
ew frames wbere necessary; new beams and new deck forward of
ngine; repairs to cabin, same painted; two sheets put in boilers, new
reoching, machinery oYorbauled, new furnaces, and ordinary repairs
uring the season $5, 135. 31
amer Meter, New heaters, shafts welded, wheel rebuilt, new packing
n engines, furnaces rebuilt, new fire pump, and painting and ordinary
epairs during the season 859. 61
amer Vidalia.* General repairs: new sides and new frames where neces-
ary; stem repaired, new rudders, new deck and beams forward of
ngines, new boiler deck outside of cabin, new crank pins, new bed plates
nd fastenings for cylinders, new breeching, three new sheets put in
toilers, new fire pump, machinery overhauled, painting and ordinary
epairs during the season 6, 272. 31
amer Parker (tug). Ordinary repairs; two new head sheets put in boil-
rs, Jiew breeching and ordinary repairs to hull and machinery during
he season 939.23
3808 REPORT OP THE CHIEF OP ENOmEERS, U. 8. ARMY.
Steamer Etkeridge. General repairs; new deck forward of eagincs, repain
to guards, boiler deck, painting, new battery of boilers, new engine luid
dynamo, new breeching and fire pump, maciiinery overhauled, and ordi-
nary repairs during the season *»■
Steamer I'edeti^.* General repairs; new sides, stem and stem, newbeanu
and deck forward of engines, new guards, new crank pins, new packing;
for cylinders, machinery repaired, pipe work in hold renewed, aud
ordinary repairs during the season
Grader No. 1. Ordinary repairs; machinery overhauled, new roof over
after cabin, painting, and minor repairs daring the season
Grader No. 3.* General repairs, i«ides'and rakes rebuilt, new deck beams
and deck, new roof over after cabin, machinery overhauled and repaired,
new sta^k, pninting, and ordmary repairs during the season
Grader No. 77. Ordinary repairs; new steatti and water pipes, new coil in
heater, new suction and siphon pipe, two auxiliary Hooker pumps set
up, and minor repairs made during the season
Quarter boat No. 16. Ordinary repairs during season
Quarter boat No. 17. Same '.
Quarter boat No. 19. Same
Quarter boat No. 38.* General repairs; new gunwales and rakes, new floor
timbers where neeessarv, and ordinary repairs during the season
Headquarters boat No. 31. General repairs to guards, deck, au<l cabin,
calking above light water, and repairs to water pipes and boiler, and
minor repairs during season
Quarter boat No. 34. General repairs to cabin to make ready for service.
(Cabin now transferred to barge No. 87)
Quarter boat No. 33. Ordinary repairs to kitchen outfit. (Cabin now traus-
ferred to Barge No. 86)
Quarter boat No. 156.* General repairs; new gunwales, rakes, deck beams,
and deck. Cabin of old quarter boat No. 22 transferred and fitted np
inside. Kitchen outfit repaired -
Quarter boat No. 157. General repairs to hull. Cabin of old quarter boat No.
21 transferred and fitted up inside, and kitchen outfit repaired
Quarter boat No. 155.* General repairs to hull. Cabin of old quarter boat
No. 35 transferred and fitted up inside. Kitchen outfit repaire<l '^
Quarter boat No. 159.* General repairs; new gunwales, rakes, deck beams,
floor timber, and bulkheads. Cabin of quarter boat No. 24 transferred and
fitted up inside. Kitchen outfit repaired 'l^
Quarter boat No. 88.* Genenil repairs, nflw gunwales, rakes, deck beams
and deck. Cabin of old quarter boat No. ^ transferred and fitted np in-
side. Kitclien outfit repaired -•'
Qnarter boat No. 154.* General repairs. New bottom giinwales and rakes.
Cabin of old quarter boat No. 37 transferred and fitted up inside. Kitchen
outfit repaired * 1'
Quarter boat No. 36. Ordinary repairs made to cooking ranges and minor
repairs to cabin. Cabiii now transferred onto barge No. 158
Quarter boat No. 142 (the Cheater) minor repairs
Qnarter boat No. 86. General repairs to hull, etc. Cabin of old qnarter boat
No. 33 transferred and fitted up inside. Kitchen ontfit repaired '
Qnarter boat No. 87.* General repairs to hull. Cabin of old <}narter boat
No. 34 transferred and fitted up inside. Kitchen outfit repaired "
Quarter boat No. 158.* Cabin of quarter boat No. 36 moved on barge No.
158, now in dock having new bottom gunwales and rakes put in '^
Carpenter shop No. 78.* (General repairs to hull j new guards, deck calked;
old shop transferred and new shop fitted up with separate engine, boiler,
and wood-working machinery l**
Machine shop No. 2^.* General repairs to hull, new guards, calking, oM
shop and machinery transferred. Shop fitted up with separate engine
and boiler. Machinery set in place 1"
Property boat No. 85.* General repairs. Boat sunk in storm ; boat raised;
new bottom, gunwales, and rakes ; decks calked and cabin repaired
Pile-driver, No. 31. Ordinary repairs; new stack, new flues put in boiler,
furnace rebuilt -.
Pile-driver No. 32. Ordinary repairs ; new pump set up, new fines pot in
boiUT, furnace rebuilt
Pile-driver No. 33. Ordinary repairs during the season
Pile-driver No. 49. Ordinary repairs during the season
Pile-driver No. 34. Ordinary repairs; new fines put in boilers; furnace
rebuilt
Pile-driver No. 5-4. Ordinary repairs ; boilers and hoisting engine set up.
new flues put in boiler, and furnace rebuilt
X'
APPENDIX Y Y REPORT OF MISSISSIPPI RIVER COMMISSION. 3809
Vfodel barge Apache. Ordinary repairs during the season, including calJc-
ing above light water $111. 99
Vfode] barge Cheyenne, Same 91.85
hfodel barge Chinook, Same , 142.48
VCodel barge Commanohe, Same 151.12
Vf odel barge Maricopa,* Same. . Also break in hull repaired " 218. 66
model barge Mohave, General repairs; new deck, new frames, and calking
above light water 485.59
tf odel barge Piute, Ordinary repairs during the season, including calking
above light water 47.00
Vfodel h&Tge 8ho8li<me, Same 68.82
Viodel barge Uintah.* General repairs; new frames, stems, side plank, deck
calked, hew kevils, and hitts 2, 458. 66
^at boat No. 24. Ordinary repairs to put in service, including calking
abo^e light water 188.73
Vf at boat No. 31.' Same 131.23
yiat boat No. 3(i Same 127.53
!kf at boat No. 82. Same 117.69
VIatboatNo.33. Same 128.01
Vlat boat No. 184. Same 20.09
Dump scow No. 1. Same 76.69
Dump scow No. 2. Same 105.52
Ooal boat No, 139. Repairs to bottom :. 115. 93
Fuel barge "E." Minor repairs. 7. 43
Fuel barge "A." Same 8.86
Fuel barge "F." Same 8.07
Barge No. 79.* General repairs, new gunwales, rakes, deck beams, and deck 1, 774. 93
Barge No. 80. Ordinary repairs 11. 13
BargeNo.82. Same 29.83
BargeNo.83. Same 18.11
Barge No. 84. General repairs, new gunwales, rakes, deck beams, and deck . 1, 735. 02
Barge Np.86. Ordinary repairs 19.77
Barge No 87.* General repairs, new gunwales, rakes, deck beams, and deck 1, 817. 20
?argeNo. 106. Ordinary repairs ^ 22.14
3argeNo.l08. Same 9.68
Barge No. 111. Same 21.23
Barge No. 110. Same c 10.80
Barge No. 135. Same 25.65
Barge No. 136. Same 74.15
Barge Ng. 137. Same 82.07
Barge No. 138. Same 63.26
Barge No. 530.* General repairs, new gunwales, bulkheads, rakes, and deck 1, 267. 34
Barge No. 534. Ordinary repairs .♦ 39. 24
Barge No. 535. Same 57.79
3argeNo. 539. Same 30.94
Barge No. 540. Same 37.01
3argeNo. 541. Same .• 54.41
5argeNo. 542. Same 28.90
3arge No.*543.* Same 95.66
JargeNo. 545. Same 177.28
Barge No. 546, Same T .' 71.41
3argeNo. 547. Same 147.78
Jarg^No. 548. Same 51.38
5argeNo. 549. Same .• 161.30
5arge No. 550. Same 31.26
3arge No. 45. Same 14. 58
5argeNo.l69. Same 3.30
}argeNo.204. Same 63.78
3argeNo.225. Same 66.15
JargeNo.644. Same 17.63
rug dock. New stem dock built -- 256. 18
}arge No. 230. Ordinary repairs 34. 34
JargeNo.205. Same 125.56
JargeNo.212. Same •. 24.08
JargeNo.201. Same 33.10
5argeNo.207. Same 31.23
JargeNo.216. Same 14.46
JargeNo.217. Same 83.03
$argeNo.219. Same 60.94
)argeNo.214. Same 22.97
ENG 93 ^239
3810 BEPOBT OF THB CHIEF OF ENGINEERS, U. S. ARMT. I
Barge No. 220. Suae ...
Barge No. 210. Same -
Barge No. 226. Same
Warehouse No. 2. Moving part of old niacfaiae shop on bank and blocking
it up above high water for uae as a shed
Total.
&j.
Approximate value of plant belonging to the United Statee and uaad tgnnt ike Tkvi
iricty Mieeieeippi River, Mag SI, 189S.
CIms of property.
SUamboati^ eU.
Xtherldge
OeceoU
Tidalia
Tedette
Meter
StMun tac Purker
Matt^eMlioata
Headquarter, boat
Quarter boats with outfit .
Store boat
Hydraulic gradem
Hydraulic gradere (email)
Bargee, model
Square bargea
Pieoea.
1
1
1
1
1
1
6
1
12
1
2
1
10
00
Approxi* !
mate
raloe.
Claaa of property.
$•,000
7,000
C,000
4,000
8,000
4.000
6,000
1,500
7.200
500
1«,000
1,000
15,000
85,000
BteambomU, «ee.— Contbraed,
Machine shop with outfit
FlfMtine dock
Camel dock
Piled-riTers and machinery . .
Small acow
Yawla
Skiffa
Toola and appliances
Office furniture, safe, etc
Dnmpaeawa
Surveying instmmeDts
Predge bMit Menge —
Total ralae
I
I
lAet of oivtltaa engineorn employed on work of river and harJHfr improveiment in tier
Capt C, MoD. TotDneend, Corpe of Engineere, from June J, 1B9£, to Mag SI. :
inclueive, under the river and harbor aete approved Auguet 11, 1S88, Sq^tember i:-. :.
March S, 1891, and July IS, 189S,
Name and residence.
Time
em*
ployed.
Compen-
sation
month.
W here cmi^oyed.
i ' ' —
Work on wkieh eopbf >i
^Montht.
•
Arthur Hider, Greenville,
Miss.
12
$250
Greenville, Mias
fArkaosaa City, Ark . .
Care and repaixB tofibc^
▼etmeht at Loatsaaci ~
La.. Aahbrook ^'e^ k. I_-
and Greenville. Misa
Conatmction and prot«<t:\.
X. C. TolUoger, Greenville,
12
175
)
lereea in Arkanaas.
Miaa.
iBenoitMiss
Construction andproterti :
levees in MioalasxppL
DrDdgine in ViekalKUf H<
H. St L. Copp6e, Vicks-
12
176
Vicksbnrg, Miss
bnre.Miss.
John J. Hoopea, Arkansaa
bor.
12
150
Arkansaa City, Ark . .
Constraotion andproteeci:
City, Ark.
fBenoit. Miss
levees in Arkanaaa.
Constructl<in and profef^Lti.:
levees in Miaeiaaippi.
J. B. Tan Meter, Bosedale,
12
150
Miss.
j Arkanaas City.- Ark ..
Constmction and proickrii :
levees in Arkanaaa.
"W. 8. Brown, Lake Provi-
12
150
Millikens Bend. La.;
Construction and pro4%s-ti -
dence, La.
Lake Providence, La.
■
leveea in Louisiana.
AbBtract of proposals for levee work in Lower Yazoo levee dieiriot, reoeitfed and opene-i
Capt. C, McD. Townsend, Corps of Engineers, October 5, 189t,
No.
1
5
6
«
9
31
16
17
Name of bidder.
Station
21A8 to 2380
Sterling Fort
Wm.R.Harvey
John G. SeBSions
Johnson, McLaughlin Sc Sullivan.
P.F.Lamb
C.F.DeGaris Sl Co
J. S. MoTigbe & Co
BuUivan Sc Lewis
Cents.
24
25
25
27*
21
22
22
Station
2380 to 2480.
Cents.
30
27*
24
22
Station
2480 to 2550.
Station
12550 to 2838.
Csnts.
82
m
23
22
St:*
12651 t.j
Cents.
37
m
241
22
Cea*
I^PENDIX Y T — ^R^PORT OP MISSISSIPPI EIVER COMMISSION. 3811
thstraet of propdMolf far levee work in Lower Taxoo levee dieiriet, etc, — Continned.
TSame of blddw.
I
i
S
I
1
B
7
5
e
Sterlinc JTort
"Win.I^. With«n
Oreea CUy
'Win. IL H*rT6y
John Ct.SMsiona
Johnaon, MoLaughlin A Sullivan..
CF.ItoGarte&Co
J.S.MoTi«he&Oo
Solllvan &Lewi«
M.V. Henry
C.A. Winter
Station
2700 to 2800.
Oente.
22
21
22
22
Riverside,
Station
2800 to 2900.
Cents.
25
20
22
27*
21
22
25
Land Side,
Station
2800 to 2900.
Station
29O0 to 2962.
Cmte.
24
24
Cents,
30
22
22
194
21
22
24|
Catflsh
Point
Levee.
CerUe.
49
24
27*
23
21
24
33
hatraoi of proposate for levee work in Upper Teneas levee diairiet, received and opened
Ojf Capt. C. McD, Townsend, Corps of Engineers, October 6, 1892,
7o.
Name of bidder.
1
4
7
8
9
10
11
13
16
17
18
20
23
25
27
28
29
SterlingJFort
BrneatHyner
Jefhriea & Dameron
Johnson, MoLaughlin Sc Sullivan.
P. F. Lamb
Scott ft Boasell
BeGaria & Arnold ■
JohnMcGuire
J.S.MoXigbe&Co
SoUivan ft Lewia
WhitehiUCo
Stripling ft Wright
A. A. Arnold ft Co
M.V.Henry
LM.Worthington
Jaa.S.Peak
Isaac Henry ft Go
Closing crevasses.
Panther
Porest
(R.431).
Oente.
59
34
39
37
84
32|
46
Lower
Leland
<B.i84).
CmU.
*20
24
22
20
Lakeport
(B.496).
Cents.
20
22
23
80
16
16i
25
Brooks
Mill
(R.506).
Cents,
19J
25
224
171
19
25
18
24|
24
m\
20
Closing
crevasses
and en*
larging
Upper
Leland
(R.460).
Cents.
21
28
24}
21*
20
81
23
Baising
and en-
larging
Middle
Place
Loop
(R.430).
Cents.
88
27
24
25
35
* Contract a-warded.
Ahelre^ of propoaals for levee work in Upper Tensas District received and opened by Capt,
C, McD, Townsend, Corps of Engineers, October 5, 1892,
Ka
Same of bidder.
1
2
4
6
7
8
10
12
14
16
17
19
20
22
38
25
27
Sterling Port
W.L. withers
XmestHyner
William R. Harvey
Jslfrles ft Dameron
Johnson, McLanghlin ft
SaUiran
Soottt ft Bnaaell
Hartnett ft O'Brien
O.B. Crittenden
J.&lfoTigheftOo
Sullivan ft Lewis
Carlton ft Brya«
Striding ft Wright
Ed.C.lunney
A A. Arnold ft Co
li.y.Henry
LlLWortmagUm
iMasEeny ft Go
Baiaing and enlarging Pan-
ther Forest l^vee.
Station
1535 to
1599n
lB.449i).
Cents.
40
27
80
22
1^
21
2J»
20
Station
1599 to
1648
(B. 450).
Cents.
43
29
87
29*
23|
44
22
Station
1681 to
1742
(B.451).
Cents.
28
29
87
24
29*
224
45
21
Constmcting Lnna Levee.
Section 1
(B.468).
CenU.
20
21
20
171
20
23
151
21|
18
19i
22
16*
19
Section 2
(B.468).
Cents.
20
19
18
21*
I®*
20
23
16|
19i
18
17*
22
16
19
Section 3
(K.468).
Cents.
20
21
20
18
21*
19*
20
23
19|
i
19*
22
16
22
Section 4
(B.468).
Cents.
22
20
18
21»
^
18J
23
16
21
3810 BKPOBT OF THE CHIEF OF ENGINEERS, U. S. ABMY.
Barge No. 220. Same
Barge No. 210. Same
Barge No. 226. Same
Warehouse No. 2. Moving part of old machine shop on bank and blocking
U up above high water for use as a shed
Total 6^.1
Appr&ximat€ vulue of plant heJonging to the United States and used upon Ae Tk.
irictf Misaisiippi Hiver, May SI, 1893.
CIms of property.
SttamboaU^ «te.
Btheridge
Osceola
VldidU
Vedette
Meter
Steun tuff Parker
Hattre8»lK>ata ,
Headqnarter.boat
Quarter boats with oatfit
Store boat
Hydraulic graders
Hydraolio traders (small)
Barges, model
Square barges
Approxi-
Pieces.
mate
▼alue.
1
$•,000
1
7,000
1
6,000
1
4.000
1
8,000
1
4,000
ft
6,000
1
1,500
12
7,200
1
500
2
16,000
1
1,000
10
15,000
90
85,000
SteambooU^ cte.— Contintifld,
Maebise shop with outfit
FloRting dock
Camel (£}ck
Piled.riTers and machinery . .
Small scow
Yawls
Skitt
Tools and applisnoes
Office farniturs, safe, etc
Dump soews
Surveying instruments ... —
Dredge bMit Henge
Total value
I
li
li
s
1
5t
2
i
.1 z.
List of oivilum engineers employed on tporl; of river and liarhoT impro^^ememt m dv
Capt C, MoD, Townsend, Corps of En^neers, from Jnne I, 189gy io MwfSi.
inclusive, under ike river and harbor acts approved August 11, 18S8, September :
March S, 1891, and July IS, 189S.
Name and residence.
Arthur Eider, Greenville,
Hiss.
B. C. Tollinger, GreenviEe,
Miss.
H. St. L. Copp6e, Ticks-
burg, Miss.
John J. Hoopes, Arkansas
City, Ark.
J. D. Yan Meter, Kosedale,
Miss.
W. S. Brown, Lake Provi-
dence, La.
Time
em-
ployed.
Monthi.
12
12
12
12
12
12
Compen-
sation
pw
month.
$250
175
175
150
150
150
Where employed.
Greenville, Miss
Arkansas City, Ark ..
Benoit,Miss
Vicksburg, Miss
Arkansfts City, Ark . .
rBenait,Mi8s
Arkansas City, Ark ..
1
Millikens Bend, La.;
Lake Providence, La.
Work OIL which emp'.
Care and repairs topbc'
Tet^keht at Louins!^-
La., Aahbrook >Vi -
and Greenville. Ilu»
Constnictioii andiawtp;
levees in Arkanca*.
Constraetioa andpretn:;
levees in MisussippL
Dredging in Yioksbxirx -
bor.
ConstmolioB and pnftert
levees in Arkanstt-
Constraetioa and priHa'>^
levees In Missunippi
ConstmetioB and p^ot^ t
levees in Arkaatai-
Constraction and profrr^. -
levees bi X^onlsisDa
Abstract of proposals for levee work in Lower Tazoo levee distnet, received andop<9*
Capt. C. McD. Townsend, Corps of Engineers, October S, 1892,
No.
1
5
6
«
31
16
17
Name of bidder.
Sterling Fort ,
Wm.R.Barvey
John G. Sessions
Johnson, McLaughlin & Sullivan.
P.F.Lamb
C.F.DeGaris Si, Co
J. S. MoTighe & Co
BuUivan &Lewis
Station
2148 to 2380.
Centt.
24
25
25
27*
21
22
22
Station
2380 to 2480.
Station
2480 to 2550
Ststien H-'
12550 to 2638. 26U:
CfenU,
80
27*
24
22
Cents.
32
27*
23
22
Cenis.
37
Of^
27*
23
PPENDIX YT — ^RPPORT OF MISSISSIPPI ElVER COMMISSION. 3811
ihsiraci of prop69aU for levee work in Lower Yazoo levee disirici, eto. — ^Continned.
If am« of blddw.
StetUng Fort
Wm. !«. With«n
GroeaCUy
Wm.ILHarTey ".
John G. SMaiona
Johnson, MoLauglilln A Sullivan..
C.F.DoG«rit4bCo
J.S.McTigbe&Oo
SallWnn &Lewi«
H-Y.Honry
C.iL Winter
Station
2700 to 2800.
Oentt.
22
21
22
23
Klverside,
Station
2800 to 2900.
Cents.
25
20
22
21
22
25
Land Side,
Station
2800 to 2900.
CenU,
24
'274"
24
Station
2900 to 2962.
Cent8.
30
22
22
21
22
24
Catfish
Point
Levee.
Centt.
49
24
27^
23
21
24
33
retract of proposaU for levee work in Upper Tensas levee district, received and opened
by Capt, C, McD. Townscnd, Corps of Engineers, October 6, 189B,
Ktme of bidder.
SterlingjFort
Ernest Byner
Jefhries & Duneron
Johnson, HoLaughlin k. Sullivan.
P.F.Lamb
Soott 4& BOBMll
DeG aria 4& Arnold
JohnHcGuire
J.S.McXigheACo
SaUivan tt Lewis
WhitehillCo
Stripling & Wright
A. X Arnold 4& Co
M.V. Henrj..:
L M. Worthington
Jss.S.Peak
laaao Henry A Co
Closing crevasses.
Panther
Porest
(R.4ai}.
Oente.
59
34
39
87
84
32|
46
Lower
Leland
(R.484).
OenU.
*20
24
'22"
20
Lskeport
(B.406).
Owtt.
20
22
23
ii'
80
16
16|
25
Brooks
Mill
(R.506).
Cmtf.
19J
25
22i
17i
19
25
18
24t
24
13li
20
Closing
orevasses
and en-
larging
Upper
Leland
(R.469).
Cents.
21
28
24}
20
81
23
Raising
and en-
larging
Middle
Place
Loop
(R.4a0).
O0UM.
88
27
24
25
85
* Contract awarded.
hstraet of proposals for levee work in Upper Tensas District received and opened by Capt.
C. McD, Townsend, Corps of Engineers, October 5, 1892.
o.
1
3
4
5
7
8
10
L2
L4
16
17
19
20
22
13
25
27
Kaow of bidder.
Sterling Fort
W.L. withers
Ernest Hyner
William K. Harvey
Jeffries ic Dameron
Johnson, MoLaoghlin it
Snllivan
Scottt & Bnssell
Hartnett St, O'Brien
O.B. Crittenden
J.&McTighe&Co
SnlUvaa A Lewis
Carlton & Bi
StripUnc A Wri]
Ed.C.luainey
A A. Arnold 4t Co
M.y. Henry
LMWortfaiagtou.
lisssHeniyfGo.
Raising and enlarging Pan-
ther Forest I^vee.
Station
1535 to
1599n
iR.449i).
Cente.
40
27
80
22
21*
29i
21
20
Station
1599 to
1648
(R. 450).
Cents,
43
29
87
29i
23f
44
22
Station
1681 to
1742
(R.451).
CsmU,
69
28
29
87
24
29|
22|
45
21
Constnicting Lnna Levee.
Section 1
(R.468).
CsnU,
20
21
20
21J
171
20
23
l^
21|
18
19i
22
16»
19
Section 2
(R.468).
Section 3
(R.468).
Cents.
20
19
18
211
i?*
20
23
191
18
17i
19i
22
16
19
Cents.
20
21
20
18
20
23
15|
i9i
19J
22
16
22
Section 4
(R.468).
Cents.
22
20
18
21*
28
18J
23
16
21
3812 BBPORT OF THE CHIEF OF ENGIKEEESy U. S. ARMT.
AMract ofprcpotaUfor Imfee work in Middle Tenwoi i>rM IH$trM, received and §ft
• oy Capt, C. McD, Town$end, Corp9 of EugiMer^y October 5,
Ko.
7
8
15
10
17
n
24
25
80
81
Kame of bf iftlor.
JeffrlM & Dameron
Johnson, McLaughlin &, Sullivan •
John SooU & Son
J. S. McTigh« & Co
SulllTan &Lewia
F.L.MaxweU
J. C> HodgB.
M.V. Henry
W.O.Flynn
Dan. L. Hebron
Hllliken Bend to Cabin Teel^
Btaidon
Oto31
(R.581J.
OmUt.
22
22|
24
29
Statton
81 to82
(S.S82).
denU.
?*
24
29
18
23J
22
eStol«4
(S.568>.
24
24
24
2*
22
23
1-.
C^-
Abstract of proposah for leree work in Upper Tensa$ Dtsiriety reoeiifed and
C, McD, TowH9end, Corps of Engineers^ November S4, I89B.
hy
Ko.
1
3
4
7
8
10
11
Jeffiriea & Dameron .
C.F.lk'tiaris
Kilpatrirk & Storer
J.C. Hoc1i*v«
Z. T. Carfwrti & Co . .
Isaac Henry
Timothy Sullivan...
Name of bidder.
PaatoriA I Lak^
(R.406). r (E,
CSriU*.
24
24
Cf
Abstract of proposals for levee work in Lower Tazoo Levee District, received andepe»e^
Capt. C MoD. Townsendf Corps of Engineers, November 24, 1S92,
Ko.
3
6
6
7
9
10
11
Kiiuie of bidder.
C.r.DeGaris
W.E.Ringo
C. A. Winter
J. C. H«>dge
W.L. Withers....
Isaac Henry
Timothy Sullivan
840«fa
Cr%n
PPENDIX Y Y — ^REPORT OP MISSISSIPPI RIVER COMMISSION. 3813
Uract of proposals far hvee work in Lower Yazoo Levee Dietriot, received and opened hy
Capi. C. MoD. Townaend, Corps of Engineers^ January 16, 1893,
Kama of bidder.
JefiVies Sl DamoTon
R.T.Mardn
John G. Sesaiona
Starlins db Smith Co
MGTighe& Co
P.F.Xarab
Kobert Johnson
T.J.Bogae
W.L.Kinebrew
Thomau Worthiugton & J. C.
NuU
John Sc Thomas O' Hears
W. L. Wilhera & Co
T.C.FeMfnaon
Harvev & McGiiire
WorthilnKton, Nntt & Elkoa..
Merritt WilUsims
Foley Sl McDouell
McLiaoghlin Bros
Tim SuUivan
J. A. Dcaton Sc Co
StansIIl & Clay
Arnold, De Garis & Co
J.B. Lewia..../.
Connor St hemt«v
Homan,MoFadden Sl Caasidy.
Above Greenville.
Station
Oto
250.
Ctntt.
20
2»
19
22
22^
27
224
22
20^
20
21i
23^
22^A
27
19f
25
2U
21A
Station
450 to
680.
Cents.
19
21
20
2S
20|
20
32
18*
20
lOi
24
22flflr
25
21|
25
19
20/«
Station
808 to
900.
Centt.
23
20|
lOi
20
23
18^
28
28
171
22
27
18
22i%
25
241
19
i»A
Station
0(K)to
1000.
CenU.
35
39i
24
29
31
28
23
40
19
30
29|
21
Station
1000 to
12J0.
Cents.
25
25
18
27
21
27
2^
18i
22
19
25^A
21,%
24ft
22A
'Station
1200 to
1300.
Cents.
20
20
22|
20
18i%
19
20
17i
20
18
22
23
1«
"A
Station
1300 to
1423.
Cents.
24
20
214
21
24
20
27|
17i
19
24
18
22^A
22^
18|
21A
Belowr
Green-
ville—
Leota.
Cents.
184
17*'
23
18
184
l*iWr
17
l«iMi
16i
16
istraot of proposals for levee work in Upper Tensas Levee Districtf received and opened
by Capt. C. McD* Townsend, Corps of Engineers, January 16, 1893.
i
5
7
B
1
;t
4
b
9
r>
s
,>
7
8
2
3
4
5
6
•0
.1
>a
A
Name of bidder.
C. A. Winter
Jetfrioa & Daroeron
Juo. G. Soaalona
J5<1. D. Mantle
Starling & Smith Co
McTUhe&Co
P.F.Lamb
(). B. Crittenden
Chan. T. Worthiugton
T.J.Bogae
W. L. Killebrew
Jaa. H. Cary
John & Thomas O'Hearu
W. L. Withern & Co
Stripling & Wright
Will. H. Warner
Hartnett & O' Brien
McI^Aughlin Bros
M.V.lfenry
Hebron, Hebron &, Back.
J. A. Deaton &; Co
Aniold, De Garia & Co. . .
Kil|>atrick & St<»rer
Manning & Gibson
Kmest Hyner
J.B. Lewia
Carlton & Bryan
John C. Hodge
WhitobillCo
BenTalley
Opoa-
aam
Fork,
Station
374 to
414.
CenU.
BeU*
view,
Station
95 to
127.
Cents.
35
*21
244
27
23
194
20
19
18,!%
19AV
25
214
33
24f
24f
21
32
24
27
17
19
22
15|
17
22
18i
184
24
Paa-
iorla,
Station
127 to
104.
Cents.
27
36
33}
28
27
27
83|
40
35
23
20}
34
40
30
Dn-
laney
Loop,
Station
624 to
000.
Leland,
Station
600 to
790.
CenU.
17
23
21|
27
'21'
19tWi
23
19|
184
21
20
174
33
ISiWi
16§
20
23}
21
19
CenU.
23J
24
314
224
25
27
21
23
284
80
334
Van-
close,
Station
832 to
862.
CenU.
31
87
32
43
20}
21
21}
22
20
274
234
424
37
88
30
34
33
36
50
27
48
a4
34
42
89
85
Sunny*
aide to
Lake>
port,
Station
1116 to
1216.
19
21
194
40
19
27*
1:3
J?**
23}
Comtnct mado*
3814 SEPOBT OF THE CBIEF OF nfflSSEBS, U. & AfiXT.
Y«.
1
3
4
7
t
u
u
u
u
1«
8
24
2S
»
8
as
42
43
44
4S
44
48
SI
C
14
14
1§
04
u
IT
Zl
i*i
a
17
17
i*r»
14
M*
I
f
IS
19
14
21
IS
IH
a* '
22
U
94
19
34
14
C A
Jri^rjt» h, Lnxi^^m
J^if.Ti G. Si««.'#C« -.-.
M/. IlZtt^ A Cm
p. F lja->
O E Cr.t-en.l-^
M.<'*Aet M TrS*
f:t*rie» 1 W #nc:£;t4A
Rf^Mtn Jo*i&*M*
T- ■/. fc-^jr.*
W.LK. .^-r*w
Jsm««M.^. ...u
J'.ta A*^ TV '*-fc» • » {l«arm. .
W L W::ftijr« 1. « o
S«ni». a« 4c W-i^tt
HVAit 4 O Lr^c
J*ii«« » P'-ak 12
B'-cfT'ja. H-on/:: 4. Back IH
M'LA--h..s I4ro« 17
Tm -^uI-.ta* lif
If V.Hen-r 27 27 33 Zl
He4rr« h^-rr. B 4 B-Jck ' Sj -•
J. A r>^a»*>o 4 To l>j 144 2* %% It) 14^
Arrx^it I^'AX.* 4 Co 15| 1»| ' 21^ l^t > 14|
K .jAXn<k 4 "^'T^-r • U^Vt ' UJ^fc
M&r.c.'-.c 4 ii.'**i.n ,
ErB^»'H:.n«r 15,V. l':\% 1V.\ 14^1 l^M
J B. LewM U. -IS 23 . 144 ! l44
D-iwrtat 4 rH.lT 14?, '
Jof.n C H'^Z*' - 19J 22| , 23| I 2q
Wt«i!»-h 11 <-</aii«aiiy ...| ]#
3
I 1?
\ 1%
17
14
13
14
15
r
2»
U
IH
151
15
m
15
13
17
?
If
14
14
17
M»
1«*
15*
H I Ben XftJej.
I
I
n
If
1«
U^ U|
Contract avarAed.
Abstract of propo/MU ftjr I free work in Middle Ten
Capt, C. McD, Tfjtciuend, Corpe of EnfimeerB^
26,IS9S,
opet
ti
3fo
Same of bklder.
I.
TiOaTista
Upper Middle
1
2
4 !
4
7 .
12
14
15|
16 I
17 I
20 ;
21 I
23 I
24
35
30
37
39
40
42
44
46
48
49
§1
j
C.A.Whit«?r '
J^^ffriM &. Damfron
John G. S*-«i*ion« !
Siarline 4 .>niith Co ,
Mr'l ,:h*- 4: Co
K^>b^rt Jol.nnon ;
W. L. K.i>:»rew '
R/ib^^rt Nw hoi* •II-..-. J.
JaJi. M. S'il.i»au •
Albert >. Colrhorp I.
F. L.Maxw^U I
KHmui-d T. Whit« !
Wm.J. M«<'iinlv
W.L. W:t}.<?P» k Co
M^Lan^t.l.n Bro«
Tiiu S-^lIiran
M- V. H#-iiry
John Scott 4 9ifm
J. A. I>aloii 4 Co
Arnold, LMiaria 4 0j
Manuinz & Gib«»on
J. B. Lewia
Dnnoran ic Daily
J. St*-in Sl Co ---
John C. Hodge
OniCi;
15
IS
18H
21
i"4
19
IH
171
28
18
IH
16
15
14,'.\
IVA
l«i
IH
15
16
24
204
19
24
18 jV,
19
23
23
22^,
1»|
XTp]
17
23
21^
►17
19
22
181
IJAIW
17
«14
21
«l
LeTW-
Cr.i
191
17A^
19
s»
91
l»A
.3
:*t
Contnet awardti.
?PENDlX t Y — ^BEPO&T OB* litSBISSIPPI KitER COMMISSION. 381 5
tract of propoaaU fitr atone received and opened hy Capt. C. MeD. Townsend, Corpe of
Mgineere, February 9, 189S.
Name of bidder.
Judge C. MnRgrove. .
Jas. A. Oeaton St, Co.
Alfred H. Jalian Sl Co. . .
Joseph Evans
J. B. 6l W. L. KiUebrev.
W. £. Hnnt ic F. C. Bmiii.
Carey &.Shippey
Fred Hanger
J. W. Worthington & Co. . .
Jno. E. Sc Thos. P. O'Hean. .
EdwaidHelv
J. S. MoTighe & J. C. Mcln-
tyre.
Alexander Hontgomeiy . . .
Green B. Greer Sl John
Atkins.
DeGaris ft Arnold
Homan, HcPadden St. Cas-
sidy.
Mandah Y. Henry
Place of delivery.
Greenville, Miss
do
Arkansas City, Ark
Little Bed Kiver, Arkansas
Greenville, Miss \
White Biver, Arkansas ; Little Bed Biver, Arkansas. .
Greenville, Hiss
HontingtOD, Miss
Little 'S&A. Biver, Arkansas *
Tasoo Biver, Mississippi
Greenville, Miss
do , f
Arkansas City, Ark
Little Bed Biver, Arkansas
Greenville, Miss i
......do
Little Bed Biver, Arkansas
do
Greenville, Miss
White Biver and trihutarlos, Arkansas
Between Wliite Biver nud Louisiana Bend
Between Louisiana Bend and Warrontou, Miss
Little Bed Biver, Arkansas.
Greenville, Miss
Little Bed Biver, Arkansas.
Arkansas City, Ark
Greenville, Miss —
do
Arkansas City, Ark.
do
Memphis, Tenn
Price per
onbio yard.
$1.79 A
L80
L90
1.80
2.19
a. 21
.54
*1. 48fl|
L58A
1.54A
1.66
1.85
1.51
.71
L67i
1.721
1.83|
.6]}
.78
1.88
.824
L94
2.19
.47
.57
.74
1.74
.73
2.28
L87
L83
L97,
L93'
2.17
* Accepted and contract made.
)8iract of proposaU for two quarter hoate, four mat barges, fifteen brush barges, yellow
pine and oak lumber, received and opened by Capt, C. McD, Townsend, Corps of En-
gineersj March 10, 1893,
).
Name of bidder.
Per
qnartor
boat.
Per
mat
barge.
Per
brush
barge.
PerM
feet,
yellow
pino.
Bemarks.
I
WicEel Bros
$3,175
8,200
3,250
2»970
J $28
I 33
2
M. A Sweenv Co
$4,400
5,650
$4,980
5,.350
i
Ed. J. Howaid
i
S.M.Flesher
Becommended for acceptance for
15 barges.
Bough lumber, recommended for
5
Woodward & Wight Co.,
limited.
acceptance. Decking, recom*
mended for acceptance.
No bid received for oak Inmber.
3816 : KPOBT OF THE CHEEP OF £NGIN££BS, U. S. ABMY.
^ APPBKDIX 6.
Rkport ot Capt. John Millib, Corps or Enoikebrs, t}pon Ofkbaho^cs l\ i
Fourth District.
United States Ekginekr Office,
New Orleans, La,, Jum L I
Sir: Ihayethe honor to submit the following report upon works in ci.i.v
this office for the year ending May 31, 1893:
The office has charge of the Fourth district, Mississippi RiTer, for the ex»
of works in accordance with the approved plans, specifications, and Teeou:!.-
tions of the Mississippi River Commission. The district extends from Wan-
7i miles below Vicksburg, to ^e Head of the Passes, about 13 miles from thr
of Mexico, and comprises 484 mil^ of the river.
The works under the Commission iuclnde improvements of the harbor of y^'
and Vidalia, Mississippi, and Louisiana; channel improvements at the jmir::
the Mississippi, Ked, and Atchafalaya rivers near Tnmball Island, Lohib
improvement of the harbor of New Orleans; the construction, repair and n.
nance of a portion of the levee system of the district; the aialntenance oi ct.^
gauges; and certain surveys^ observations, and otherispeoial work.
HARBOR or NATCHXZ AND YIDAUA.
The rapid caving of the bank in Giles Bend above Natchez has narrowed the
cent neck so that there is danger that the river eventually will break throu::
high water and form a permanent cut-off. Should such cut-off take pUcf
apprehended that the river may change its course below by rapid erosion ml
west bank, accompanied by fkccretion on the east bank. This would resalr i: '
destruction of a pcvtion or all of the town of Vidaliaand in injury to the ^^
£ront and landings at Natchez. The object of the contemplated works is to i
and if possible prevent the formation or the threatened cut-off across Cowpen :
By tne river and harbor act of July 13, lSd2, an appropriation of $80,000 wa^r. .
for this work.
On August 5 the Commission adopted the following resolution: "That in
opinion of the Commission the amount appropriated for the harbor at Katrhf :
V idalia, Mississippi and Louisiana, is too small to justify beginning work ai
place and thev accordingly recommend that the fhnds be held in reserve nntiir
shall be very largely increased by future appropriations."
On November 17, the following resolution was passed by the CommlBsion:
** That it be recommended to the Secretary of War that the special appropriji
for improving harbors of Natchez and V idaiia, or so much thereof as may be ur '
sary, be expended in constructing a levee along the axis of Cowpen Point''
Upon recept of notice of approval of the above recommendation, preparatior^ ■
the necessary surveys were made and the tirst survey was made in February, y- '
direction of Assistant Engineer Douglas. A preliminary line was located, bat*
survey developed many features of the locality which, owing to the dense niil
growth on the neck, were previously unknown, and indicated that a more econoii:
fine might be found. Aaditional lines were therefore surveyed in April. A v.
location was adopted as the result of these surveys, and report and project for '
strocting the levee will be submitted before the next meeting of the Commissii^u
If the necessary right of way can be secured the levee will be built dormg*"
coming season.
Money statement.
Amount appropriated by act approved July 13, 1892 ^' ^J*
May 31, 1893, amount expended during fiscal year X^- '
June 1, 1893, balance unexpended 78, o<^
Amount that can be profitably expended in fiscal year ending J une 30, 1895 250, (^^'
Submitted in compliance with requirements of sections 2 of river and
harbor acts of 1866 and 1867 and of sundry civil act of March 8, 1893.
APPENDIX Y V-— REPORT OF MISSISSIPPI RIVER COMMISSION. 3817
Assistant Engineer H. S. Douglas reports as follows upon the surreys made under
is direction:
Natchez, Miss., May SI, 189S.
Str: At date of last report no work was in progress and no funds were available.
'iie caving of the river banks in the concave bends had pros^ressed at a ranid rate
iid the high water of 1892 had developed a tendency to cut channels across the neck
f laud above Natchez.
The improvement desired consists principally ip the maintenance of existing con*
itions in the river fronts of the cities of Natchez and Vidalia. These conditions
re seriously threatened by rapid caving of the river banks m Giles and Marengo
ends and a prospective ont-oif through the narrow strip of land between Giles and
*owpen benas on the east bank of tbe Mississippi River immediately above Natchez.
The river and harbor act approved July 13, 1892^ appropriated the sum of $80,000
r>r the commencement of the work in accordance with the plans of the Mississippi
tiver Commission.
The estimated cost of the necessary plant required for the work of bank protec-
iou revetment was $65,000, leaving too small a sum available to justify the begin-
ning of actual construction of this portion of the work.
It was considered that the most immediate danger to the harbors, and one that
vonld be irreparable, was the threatened cut-off through the neck of land between
riles and Cowpen bends. The land forming the neck is not high and at a stage of
>8 feet on the Natchez gauge the river begins to run across through small channels
>f recent formation. At extreme high water there is a depth of 10 feet through
hese channels. The fall across the neck^ during high stages of the river is over 3
eet, causing a very rapid current with a decided t-endencv to scour where the land
B free from standing timber, underbrush, and accumulated driftwood.
The approved project contemplated the construction of a spur levee, commencing
kt the line of bluffs or high land and extending out on a line generally parallel to
lie axis of the point sufficiently far to prevent the flow of the water across the neck
Luring flood stages of the river. It has been decided to undertake the building of
Lis levee.
The work of the last season has consisted in making careful surveys of the point
o determine the best location for the proposed spur levee consistent with economy
»f construction and reasonable permanence. The topography *of the point is very
ugged, being made up of a few narrow cleared ridges separated by wide sloughs
overed with a dense growth of timber and underbrush. This entailed the running
*f a great many lines, as each one developed some new feature and suggested another
ine that might be better, the result of all being to give a very thorough knowledge
»f the locality. The surveys developed among other things that what may be termed
he effective width of the neck is much less than heretofore supposed, as the lower
dde is only a flat mud bar which would be of no value in preventing a cut-off. The
^'idth of high land which constitutes the effective width is onl^y about 2,800 feet.
Dne of the fines crossed a former channel or old river bed, which is about 2,000 feet
N ide apd would require a levee about 26 feet high where the line crossed. The traverse
>f the bank line, or the upper side of the neck, compared with that made in 1891
ihowed that caving was progressing at the rate of about 150 feet per year, the max-
mnm recession of the bank from February, 1891, to January, 1893, being 325 feet.
Eighteen pits were dug at different points on the neck to determine the character of
mderlaying strata, "nieso pits were generally about 6 feet deep, at which depth in
nost cases water prevented going deeper. The information obtained. was that the
'oundation of the levee would generally be on very recent river deposit, and that
^reat care would have to be exercised in preparing the base.
Fifteen and one-half miles of alternative lines for a levee have been sun'^eyed, 9
niles of bank line traversed to ascertain extent and amount of caving, and 6 miles
)f meander lines ran to locate topography. The field work has been platted and
3areful estimates of cubical contents of levees on different lines made.
At the dose of this report no material change had taken place in the condition of
affairs, except the unnsuallv rapid caving of the river bank in the Marengo Bend,
Tv^hich has opened the river rally into Lake Concordia.
Very respectfully, your obedient servant,
H. S. Douglas,
ABiiitani Engineer*
Capt. John Millis,
dnps ofEngtMtn, U. 8, A.
3818 EEPORT OP THE CHIEF OF ENGINEERS, tJ. s/aRMY.
JTmcnON OF THB KlSSIfiSIPPI, RKD, AND ATCHAFALATA filVXSS, KKAB TTKSr .
ISLAND, LOUISIANA.
A detailed defloriptidn of the difficnlties in this Tioinit^ whick the improTeiL-
are designed to rectify will be found in the laat annnaf report. In general >
these difficulties consist in the filling up of Old River, which is the only na^ i.
entrance from the Mississippi to the Red and Atchaftftlaya riTore and their ::
taries, so that low- water navigation is impeded and at times entirely ohetnictf<
This filling up is attributable in part to the deposit of sediment dnringp high «^
caused by irregular variations in the strength and direction of the enirent hi
River, and in part to the caving in or sliding down of tlie soft hanl£B mdimcait u .
channel during low water.
The complete system of works contemplated with a view to eorrectin^ these :
cnlties comprises the following objects :
To check the enlargement of the Aichafklaya and limit its oatlet eapadrr
system of low relief dams or sills located near the head of this oatlet xiTCir asti
below the point where the Bayou des Glaises comes in.
To separate the Red fh>m the Atchafalaya during low water and np to mi'l •-
by means of a low dam at the west end of Turn bull Island, which tor all «' .
below the crest of the dam would deflect the Red around the upper side ot Tan>
Island through upper Old River.
To complete the separation by cutting a canal across Carrs Point and ohatri} *
the lower end of upper Old River, thus making the Red a tributary and the At
falaya an outlet, separated from each other at medium and low sta^^es; whik \
conditions at high stages are not to be materially modified.
The ^lan also contemplates maintaining low-water navigation throng^h lowfr
River, if practicable, by dredging or otherwise, until the above system of wi»rk>
completed.
The entire Red and Atchafalaya system, whose only outlet is now thron^n
channels which these works are designed to improve and maintain, comprised a t-
length of about 4,300 miles of navigable river in those stages during which t
are at present no difficulties in lower Old River. In low water, when snch di±
ties are experienced, the narigable portion of the Red and Atchafalaya systcn
about 345 miles for a^foot draft and 132 miles for a 5-foot draft.
At the date of the last annual report the following work had been done :
Two sill dams near the head of the Atchafalaya, with the shore pzotection &:
necting levees and wing levees, had been completed.
The sill or foot mattress and shore protection work of the Red River dam ':
been finished and the dam constructed temporarily at a height of 3 feet abo^ e *
sero of Barbres gauge with a view to increasing the effect of scour in upper < ' .
River during the falling stage of the river after the high watw of 1891. The • ~
was partly cut down again to afford a navigable channel over it for the low-^.-
season of 1891, leaving it at a height of about 5 feet abore the zero of Barl : -
gauge for a width of 450 feet. No further work has been done on the dam.
The site of the Carrs Point Canal had been surveyed and the timber eat alon«r t.
center Une.
Some dredging had been done in upper Old River and the usual work of bulM ..
temporary spur dikes and of dredging, with a view to maintaining low- water ns'
gation through lower Old River, had oeen done each low- water season.
A telegraph line connecting the Gfovemment depot at Barbres Landing with ^^*-
Melville, La., on the Texas & Pacific Railvray, the nearest telegraph station. i^>-
been constructed.
Bids for building or leasing a dredging plant for this work were invited hy adn'
tisement of June 1, 1892, under geuerS specifications prescribing the conditr<
which the plant was to fulfill, but leaving the detail of the plant to be propoe^ed i
the bidders. Bids were opened on August 1. Only one bid was received^ that
the San Francisco Bridge Company, of San Francisco, Cal., who proposed to l^o:
pump dredge for $98,000. The bid was considered too high, and rejected.
A^ertisements for a dredging plant designed specially for securing and mainU::
ing a low-water channel through lower Old River were issued on November 30, 1> .
and opened on January 30^ 1893. The bid of the Bucyrus Steam Shovel and Dre^l.
Company, of Bucyrus, Ohio, who proposed to build a pump dredge for $69,500, ^
accepted. Contract was entered into and construction of the £edge has bef^i
It is to be delivered August 1, 1893. Th^ hull of the dredse is to be of wood. aK -
95 feet long by 27 feet beam. The house will be double decked, the lower deok heii .
occupied by dredging and propelling machinery, boilers, workshop, eto., and t
upper deck affording accommodations for the crew. The propelling power will e.>:
sist of a stern wheel with a pair of driving engines, usual steamboat type. Ih
dredge will have pilot house and regular steering gear.
The dredging apparatus proper is to consist of a centrifugal pump with 15>iB<'
suction and dischargei driven by compound condensing engines and si^pUed t%
APPENDIX Y Y — REPORT OP MiSSISSIlPPI RIVER COMMISSION. 381d
beam firom two horizontal cylindrical boilers with cormgatod internal fomace fines,
'be suction pipe is supported on an ^^A'' frame pivoted at the bow of the hnll, which
nab lea the oredffe to work on 30 feet of water. At the end of the A frame is a conical
ast-Bteel cutter head for loosening the material. This cutter head is supported on
abaft and revolved by independent engines mounted on the forward deck through
specially designed bevel gear. The discharge is to be through steel pipe supported
n pou toons, or when working in low water through a length of pipe supported direct
rom the hull. The dredge is to have a practical capacity of 300 cubic yards of soft
:iud per hour. Work during the past year was confined to dredging in lower Old
liver.
The dredge Pah- Ute, belonging to the plant, a Hay ward bucket dredge, belouffing
o Wood, Bodley & Co., of Baton Rouge, and a clam-shell bucket dredge, the JUem-
Ion, vrith. tug and scows, belonging to Rittenhouse, Moore & Co., of Mobile, Ala.,
vere employed.
Dredging tiegan on September 5 and was continued until October 1, when the
;vater became so low that it was necessary to suspend operations and remove the
Iredge.
The steamer J. E, Trudeau passed through Lower Old River on September 30, but
tiad difficulty in getting through. From that date until early in November, when a
Light- draft boat passed through, navigation was entirely suspended, and more or
Less difficulty was experienced until November 19, when navigation was practically
restored by a rise of water and a current through the channel which removed the
sand depoaits. The dredge Pah- Ute worked on the clay lumps between Ash Cabin
and Dead Tree from December 4 to December 19.
The gauge at the head of TumbuU Island being no longer of any practical use was
discontinued on September 10.
The levee on the Simmesport side between the sill dams in the Atchafalaya River
was repaired and partly rebuilt, and repairs were made to the telephone line con-
necting the Government depot at Barbres Landing with Melville.
The usual observations to determine the low-water discharge of the Atchafalaya
at SimmesiN>rt were made during October. The minimum discharge found was
12,506.25 cubic feet per second on October 16, 1892. Observations are now in prog-
ress to determine the high-water discharge.
Abstraoi of propoBals received in response to advertisement dated June 1, 1892, opened at
New Orleans, La., August 1, 1892, by First Lieut John Millis, Corps of Engineers, for
building or leasing a dredging plant for use at the works of improvement at the junction of
the Mississippi, Red, and Atchafalaya rivers, near TumbuU island, Louisiana.
So.
Name and address of bidder.
Building.
Leasing.
Total.
1
San Francisco Bridse Co.. New York Citv *.
$89,000
No bid.
(80.000
Amoant aTftiUble ftrom act of September 19, 1890 $85,000
Amount avaiUble from act of July 13,1892 80,000
Total 165,000
RsMABKS.— Becommendation was made that the above bid be rejected and that new advertisement
be issued.
Abstract of proposals received in response to advertisement dated November S9, 189S,
opened at New Orleans, La., January 2, 1393, by CapU John Millis, Corps of Engi-
neers, for building or leasing a dredging plant for use at the works of itMsrovement
at the junction of the Mississippi, Bed, and Atchafalaya rivers, near Tumkull Island, La.
Ho.
Kame and address of bidder.
Building.
Leasing.
Total.
I
2
Buoyrns Steam Shovel and Dredge Co., Bncyms, Ohio
SanTrancisco Bridce Co.. San Francisco. Cal
$69,500
87,000
No bid.
No bid.
$69,500
87,000
»
H.S.Brown. Qaincy. HL*
* Informal letter— no bid.
Jannary 25, 1893, balance available $150,878.85
Amoant covered by this abstract 69,600.00
Balanoe 81,873.86
SmiSKSi-Bld No. I is the lowest reoeived, and the bidders, being responsible, la reoomme&ded for
aoosptsDioOb
8820 REPORT OF THE CHIEF OF BNGIKEER8, IT. S, ARMY.
Money statement.
Jonel, 1892, balance anexpended - ♦^.*"
Amount appropriated by act approved July 13, 18J)2 *?A"
16?**
May 31, 1893, amount expended during fiscal year to date ^'.v
May 31, 1893, balance unexpended 13!*.
May 31, 1893, amount covered by uncompleted contracts &\'*'
May 31, 1893, balance available To.
Aroountthatcanbeprofitablyexpcnded in fiscal yeareudinKJttneSO, 18^5 350,»»'
Submitted in compliance with requireiuents of sections 2 of liv-er and
harbor acts of 1866 and 18G7 and of sundry civil act of March 3, 181»3.
NEW ORLEANS HARBOR.
The harbor of New Orleans consists of a total length of about 13 miles of tb* *
sissippi River and comprises four bends and four eomparati vel^ straight reachf^ r
2 to 3 miles in length. At two of the bends the river changes ite direction soiseT.
over 90 degrees, and the mean radius of curvature is about one and one-half i .
the river's width. The other two bends are less abrupt. The average -width U r « -
bank lines at mid-stage is about 2,200 feet. At high water the average widtb t-
determined by the levees which are not in all cases immediately on the ban^-
somewhat greater. The maximum depth at low water Taries on difierent £«-
from 70 to 160 feet, and the maximum difference between low and extreme high ^^^
is about 19 feet. As the city is about 104 miles inland by the riTer from the G".
Mexico, the effects of the tides are very slight and quite irregular, varying wit
stage of the river and the direction and force of the wind. The mean enrrent -»-
from 5.6 feet per second in high stages to a scarcely pereeptible current at eits'
low water. The river usually reaches its maximum stage between Maroh 1 aaii .
30 and its minimum stage between September 1 and November 30, and the vam*
in height are never abrupt.
The entrance to the harbor from seaward through South Pass affords a prac
depth of over 25 feet, the depth of the other Passes or months of the river not i"^
sufficient for deep-draft sea-going vessels. From the head of the Passes t*.
throughout the harbor, the channel depth and width are ample, and in most port!
of the river navigable depths exist close inshore. For a considerable portion ui '
river front on both shores, continuous wharves exist, and there are detiushed wbs'
and landings at more or less frequent intervals over a greater part of the entire «^
front of the harbor.
The entire country in the vicinity of New Orleans is of recent aUavial ibrmatioi: .
disturbedby any subsequent geological changes, anditis consequently low and fiat
ing highest at the river banks, and having a gentle and regular slope away fr<a.i
river. Borings made in this locality show alternate layers of sand and clay in ^i'
ing thickness, to a great depth. During flood stages the river reaches ia height i
or 7 feet above the highest natural level in the city, and the levees, which ai« es^
tial for the prevention of overflow, are as a rule necessarily built close to the \
line in order to meet the requirements of Ihe various interests along the river m-
The nse of regular docks or slips and piers in theharbor is generafly impractiei
owing to the variations in the height of the water, the unstable nature of the k.:
the swift current at high stages, and the tendency to deposit large quantities oi ^
when the current is interfered with. Vessels are usually n^de fast alongside of *:
continuous wharves, and since there are no good anchorage g^uiids, particularK
high water, owin^ to the current, the great depth and nature of the bottom, tiiei :
ditions generally m the harbor are such as to require an unusual development
water front to accommodate a given amount of shipping.
Although the condition of the river and its banks in this vicinity is one of er^.
parative stability when contrasted with the extraordinary changes which often tx<
u certain portions of the Mississippi above the mouth of Red Biver, the dsiL*.
which results from even slight changes of the river in a port like that of Kew Orl««i^
becomes serious.
In general the action of the river is to erode and out away and oanse caving ti
sliding down of the banks on the concave shore and for some distttnce below, red-
ing in the destruction of wharves, levees, streets, and sometimea of sheds and W-
APPENDIX Y T — ^EEPORT OF MISSISSIPPI RIVER COMMISSION. 3821
n^8. When this aotion occnrs on one bank a deposit of sediment ihtid consequent
»hoaling and damage to the wdter front on the opposite shore nsnally takes place
ilso. In certain localities caving of the bank has taken place in the straight reaches,
ind even on a convex shore. In such cases the action is attributable partly to the
.veight of larse masses of sediment deposited under wharves during hign water,
vhichy when aeprired by the fall of the river of the support which the water afforded
luring flood stages, causes large portions of the bank to cratk off and slide down.
)ince caving on a straight or concave shore is not general and is irregular, the above
theory as to the cause is not entirely satis^ctory, and it must be largely influenced
>y some local cause.
Caving usually ti^es place only during falling and low stages of the river, but the
erosion which is believed to be its main cause is undoubtedly most active during
lood stages, and it seems to be well established that with the completion of the
evee system there is a tendency of the river to enlarge its section and acquire the
ncreased discharge capacity demanded of it.
In localities exposed to rapid erosion, where the bank is not protected, the danger
>f a breach in the levee during high water and an overflow into the city now neoessi-
bates building the levees at considerable distance from the bank line at such places.
The genenu object of the works of improvement in New Orleans Harbor is to check
sknd if possible to prevent the detrimental action of the river as above described, and
to maintain the river banks in a condition of permanency.
Under the approved project the work now in progress to accomplish these objects
consists in the construction of submerged inclined spur dikes along the caving banks,
which extend out normally to the bai& line, and which have heretofore been placed
3.t intervals of from 500 to 1,600 feet.
In addition to these dikes continuous bank revetment has been constructed in the
intervals where the destrnctivof forces have proved very active. This revetment has
%n average width of about 400 feet and extends £rom low- water line out to deep
sv-ater, covering the entire bank slope. In building this revetment mattresses made of
9^11 loyr brush Ibid poles and fastened with sawed timber and wire are first con-
itructed in sections of convenient size and about 2 feet thick. These sections are
;hen fastened together, forming a large mattress, which has a width of 130 to 150
'e<$t and a length equal to the width of the revetment. This mattress is floated to
:)o8ition between lines of barges secured by mooring lines, and is sunk by loading it
jvith rock evenly^ distributed over its surface. After it is sunk additional rock is
it^posited upon it. The spur dikes are built of successive layers of mattresses of
liminishing width, oonstnicted in a manner similar to that above described, except
>hat they are made two to three times as thick, and the willows are so laid as to
eave square ''pockets " to receive and retain the rock. These mattresses or " cribs "
ire BO designed that the top of the completed dike has a width of about^lB feet and
fc slope in uie direction of the length of the dike of about 3 base to 1 i>erpendicular.
Various side slopes have been given to the dikes, from 1 base to 1 perpendicular to
i base to 1 perpendicular, the latter slope being now preferred. When the intervals
lave not befsn continuously revetted the dike rests on a foot mattress about 150 feet
wide. In places in the harbor where the water front is required for docks the crest
>f the dike at the shore end is kept below the draft of vessels ; at other localities the
2Test has been carried up to low- water line and continued up to the main levee by a
ipur levee built of earth and paved with rock.
llie design is to begin sinking the mattresses during the end of the low-water
leason, but this has not always l>een practicable, and some of the work has been
placed in comparatively high stages.
The effect which the conttnuous revetment is intended to produce is to cover the
entire bank slope directly after the caving for the season has ceased and when the
l)iink has presumably a form best adapted to stability and to protect it from further
erosion. The dikes are designed to arrest caving by checking the velocity of the
3urrent and inducing a deposit and to support the bank. Spur dikes without imme-
liate revetment- have been successful in some of the straight reaches and on concave
sanks of large radius, but in the abrupt bends the dikes alone are only locally effec-
sive.
At the date of the last Aiyiual Report the following work had been completed in
general accordance with the project as above outlined. A continuous mattress 400
oet in length had been placed Just above the caving bank in the CarroUton Bend.
I'^ive spur dikes had been built in the CarroUton Bend, two in the Greenville Bend,
kix in the Gouldsboro Bend^ and eight in the third district reach.
All the above work remains in place and has proved successful, with the following
exceptions : In the third district reach the caving was arrested and a general accre-
tion took place along that portion of the bank covered by the four lower dikes built
n 1889, except that a small cave has occurred between Dikes 3 and 4. Along that
>ortion covered by the four upper dikes no further caving took place at the heads of
ihe dikes, but caving continued in the intervals between Dikes 1 and 2, 2 and 8, and
3822 REPORT OP THE CHIEF OF ENGINEERS, U. fi. AJOMY.
•
below 6. Theie has been no noticeable accretion. In tbia locality the i?i*'-
between dikea are evidently too great, and intermediate dikes should be buiJ: -
intervals protected with continuoos revetments.
In the Gonldsboro Bend a small cave has occurred between I>ikes 3 an^l -.
otherwise the bank line has remained unchanged.
In the Garrollton Bend the five dikes all remained nndistorbed and the ban'-
at their head was maintained, but caving between the dikes continu€»d, and ii '^
evident that the radius of curvature of this bend is such that spar dikes alei-
not effective unless built with such shozt intervals as to render the woxlc exn^.
expensive.
Destructive caving has also taken place along the water front betireea Canr
and Exposition Wharf, at Eighth street, at the Soraparu Market^ in the bend .
below the French Market, and at Algiers Point. No protection work has been *'.>.
these localities by the United States, but the city of New Orleans haa eonstmrtr>
work and wooden bulkheads with a view to arresting the caving near the Ft
Market, at Algiers Point, and in the intervals between the third £strict ^oi '^
This work has been partially successful.
By the act of July 13, 1892, $80,000 was appropriated for continuing the v *
improvement in New Orleans, and a project was submitted on June 16, ISHQ. i:*
expenditure of this sum in constructing continuous bank revetment in the mx*r
between the completed dikes in the Garrollton Bend at Sonthport and the pn:.
of additional barges for carrying on the work. This project naving been apv'
advertisements were issued for six decked barges, but as the bids exc€»eded tb
mate contract was entered into for four only. The barges have been complete*- .
delivered.
Contract was made with R. M. White, of New Orleans, for supplying the ir"
for the work, but as the delivery was too slow to meet the requirements a q .^
boat with force of men was sent to Profit Island and cutting of willows bv _
labor began on September 22, 1892. Mr. White supplied 1,1^.09 i^rds of ^ .:
and 54.06 cords of poles. The force at Profit Island i^rnished 3,690 cords of li
and 72 cords of poles. Rock was obtained partly by contract with J. W. Wi>rt.
ton & Co., of Birmingham, Ala., who shipped it by rail firom their qnarrit^ i
Birmingham and delivered it on board barges in the harbor for $2.50 per ton.
supplied 3,749.26 tons of limestone rock of excellent quality. Nine hnndrv-^
ninety-seven and ninety-seven one hundredths tons were obtained by open-i£ '
Eurcbase of ships' ballast, delivered on board barges in the harbor at $1 j^i
umber was supplied by the Brakenridge Lumber Company, Limited, and H. ^Vr^
Lumber Company, and wire nails by Woodward, Wignt & Co., Limited, under
tracts.
Owing tp the late date at which the appropriation became available and the .
in the delivery of willows, sinking of the mattresses did not begin nntil Jane:**
1893. The river had then reached a comparatively high stage. The swift etr
and eddies in the bend and the large amount of drift running made a consiti''
portion of the operations of sinking difiScult, but all the work was successfully p
without loss. One small section of mattress broke away, but it was recovertt. .
replaced with no material damage to plant. The work was finely finieli^.
March 9, 1893, and its successfbl completion, under the difficulties w^hirb «
encountered, reflect great credit on the assistant engineer in charge, Mr. Wil •
Garvin.
Six hundred and fifty-two thousand and twenty square feet of revetmeaat »
constructed at a field cost of $0.08919 per square foot. The cost of similar work
season was $0.09604 per square foot.
During July, August, and September a survey was made by Assistant Engis^
Garvin and Mott of the river front from Southport to the Exposition Wharf.
This survey was made on account of recent serious caving which had neoesM*^^
building new levees and the sacrifice of much valuable property, and it is a^t
pated that the protection work may be eventually extended do im* from Southp
Money statement.
Balance unexpended June 1, 1892 .' H,'^
Amount appropriated by act approved July 13, 1892 80; i^^
84. 7t>
May 31, 1893, amount expended during fiscal year ' 84,7^'
( Amount that can be profitably expended in fiscal year ending June'SO, 1895 300^ OOk'
< Submitted in compliance with requirements of sections 2 of river and
( harbor acts of 186$ and 1867 and of sundry civil act of Haroh 3^ 1S9$.
APPENDIX Y Y — ^REPORT OF MISSISSIPPI EIVEB COMMISSION. 3823
bstract ofpropoMls received in response to advertisement dated October 1.1892, opened
at New Orleans^ La., October IIS, 1892, by Capt, John MilUs, Corps of kngineers, for
furnishing rock for New Orleans Harbor work.
'o.
Name and address of bidder.
3, 500 tons
of 2,000
pounds.
Total.
1
'^oodwsrd. Wiirbt St, Co.. Limited, l^ew Orleans. La
Per ton.
$3.15
8.24
8.50
$11,025
11,340
12.250
I
8
The Birmingham MLnhig and Manuracturing Co., Birmingham, Ala ^ . . .
Onnnincr O^ravel snd Pavipi? Co.. Vickshnrif. Mi^s .-r--r. ............
Lmount ATaHahle $51,206
Lmoimt coTered by this abstract 11,025
Balance -... 40,180
BxMABKS.— Becommended that ail of the above bids be rejected and that new advertisement be
ssaed.
Abstract of proposals received in response to advertisement by poster, dated November S,
1892, opened at New Orleans, La,, November 15, 1892, by Capt, John Millis, Corps of
Engineers, for furnishing S,600 tons of rock.
No.
1
2
2
3
3
4
5
5
6
5
5
5
Nome and address of bidder.
Frederiolc H. Cabot, Ghite Gitv, Ala ,
W. L. Killebrew, Greenville, Miss. (Item No. IX
W. L. Killebrew, Greenyllle, Miss. Utem No. 2)
Woodward, Wight Sl Co., Limited, ^ew Orleans, La. (Item No. 1)
Woodwanl, Wight & Co., Limited, New Orloan.i, La. (Item No. 2)
Ganning Gravel and Paving Co., Yloksburg, Miss
J. W. Worthington &, Co., Birmingham, Ala. (Item No. 1)
J. W. Worthington & Co., Birmingham, Ala. (Item No. 2)
J. W. Worthington & Co., Birmingham, Ala. (Item No. 3)
J. W. Worthington 4b Co., Birmingham, Ala. (Item No. 4)
J. W. Worthington Sl Co., Birmingham, Ala. (Item No. 5)
J. W. Worthington Sl Co., Birmingham, Ala. (Item No. 6)
3.500
tons.
Per ton.
$2.(0
L84ft
2.70
8.10
2.75
2.09
2.00
2.15
2.50
2.25
2.50
2.75
Total.
$9,205.00
0,471.50
0,450.00
10,850.00
9,625.00
10,466.00
7,000.00
7,525.00
8, 750. 00
7,875.00
8,750.50
9,625.00
Amount available $51,205
Covered by this abstract , 8,750
Bahinee 42,455
Kemabxs.— Bid No. 5, items Nos. 8 and 5, as may be selected, is recommended for acceptance; it is
the lowest and most advantageous bid received and considered reasonable.
Abstrcuit of proposals received in response to advertisement dated October 1, 1892, opened
at New Orleans, La., October 12, 1892, by Capt. John Millis, Corps of Engineers, for
furnishing willow brush and poles for New Orleans Harbor works.
No.
Name and address of bidder.
BobertlC. White,New Orleans, La
G. W. Beagan, Bed Biver Landing, La
G. M. Long, Delta, La
Woodward, Wight Sl Co., limited, New Or-
leans, La
Tobias Nagel, M. D., New Orleans, La
On United States
barges at
willow grounds.
4,500
cords
willow
brush.
Peroord.
$1.38
1.65
1.70
2.00
2.15
400 cords
willow
poles.
Per cord.
$3.00
L90
2.17
8.00
8.25
On contractors'
barges at Expo-
aiflon Whaif.
4,500
cords
willow
brush.
Per eord.
No bid..
No bid..
No bid..
No bid..
No bid..
400 cords
willow
poles.
Per eord.
No bid..
No bid-
No bid..
No bid..
No bid..
TotoL
$7,410
8,185
8,518
10,200
10,075
Amount available $58, 615
Amount ooTored by this abstract 7,410
Balance 61,205
BXKABXS.— Bid of Bobert H. White is the lowest and is recommended for aooeptano9*
3824 REPORT OF THE CHEEP OF ENGINEERS, U. 8. ARMY.
AhBttiUii of propoaaU reeeiwd in reip<mse io adverti$ement daied Ookfber JS, l^'i
at New Orleans J La. f November 15, 189$, hj Capi, John M%Hi9, Corp$ o/fx^ivn
oonstructing six decked bargee.
Na
1
9
8
4
6
Kame and address of bidder.
Carbolineum l^ood Proseiriog «nd HannfMtBring Co.,
limited. New Orleans, La
Pelican Saw Mill and lianufactoring Co., Kew Orleana,
La
Fourchy &. fonrohy, Kew Orleans, La
Chiifitian Telson, sr.. New Orleans, La
Huntington and St. Louis Towboat Co., Cincinnati, Ohio.
Bids received.
$8,534.48 9mbh.
$3,287 each for 2
For the 6 barges
t3. 850 each for 2
Kct urn blanks ; can not bid
Amount araflable
Amount covered bv Ibis abstract.
Balance.
Rbmabks.— Proposals of Pelican Saw Mill and MannfWstnrin* Co. and Christian Trim. ^'
for two harsea, being the lowest responsible bidders, are recommended for aoreptaoos. It »'
mended that the building of the remaining two barges be deferred for the pc^eseat.
Assistant Engineer Garvin reports M follows :
Nkw Oblkans^ La., May ^l :
Sir: I have the honor to submit the following report on the works of which '
been in local charge from May 18, 1892, to May 31, 1893:
The condition of the works on the former date was as follows: The plvt
been moved to lay ing-up quarters at Exposition Wharf and the necestjArr r^
work to boats and barges was in progress. The repair work was oarried oo c>v
onsly except for a few weeks, when the services of the master carpenter were i^.
to assist in sinking the mattress work in Southport.
The first barges were sent to the willow grounds on September 10. In th^ c
of September and October the old mattress ways or float were repaired v^
incline ways set up and an additional set of mattress ways built. They wen*'.
same dimensions as the old ways, capable of holding a section of mattress 106
in length by any required width.
Five barges of willows were received in October, and mattress oonstmctiQc '
commenced on the 21st.
The past season's work in the Southport Bend consist-ed of baUding ten man:
to cover the entire space between Spur Dikes Nos. 3 to 3^, 3^ to 4, 4 to 4|, and b
tance of 150 feet below No. 4^.
In addition to the large mattresses for the above work, eight small mattiesBes^
built and sunk — one at the head of Spur Dike No. 4, two on the head of Spu-'
No. 4i, and five in the pocket cave between Spur Dikes Nos. 4 and 4^. The <.' '
sions were as follows:- Three mattresses 120 by 400 by 2.15 feet eacb, covenn:
space from Spur Dike No. 3 to 3}, making a total of 444,000 square £^t,d01).<^*'.
feet; three mattresses, 140 by 400 by 2.15 feet, covering the space from Spnr P'
to 4, making a total of 168,000 square feet, 361,200 cubic feet; three mattre^'''
by 400 by 2.15 feet each, covering the space from Spur Dike No. 4 to 4i, lu^^ -
total of 166.000 square feet, 335,400 cubic feet; one mattress 105 by 150 by 2.V> '■
below Spur Dike No. 4i, a total of 60,000 square feet, 129,000 cnbio feet; one '
tress 105 by 150 by 2.15 feet, and one 60 by 105 by 3 feet on the head of Spar 1
No. 4i, as shown on plan, making a total of 22,050 square feet, 52,762.5 cable i^\
One mattress 105 by 150 by 2.15 feet, and four mattresses 60 by 105 by^^ ^
each, in the cave between Spur Dikes Nos. 4 and 4^^, as shown on ]daii> ib^^-
total of 40,950 square feet, 109,462.5 cubic feet.
One mattress on head of Spur Dike No. 4; it was built to fit the angle fbroif^'
center jline of spur dike and bank. The dimensions were : width, 70 feet} l^o^;
lower side, 200 feet; lengthy upper side, 172 feet; area, 61,020 aquaie feet, 1^-
cubic feet.
APPENDIX Y Y — ^BEPORT OP MISSISSIPPI RIVEE COMMISSION. 3825
The quantity and valne of material was as follows :
,749 tons rock, at $2.50 per ton $9,373.12
97.97 tons root, at$l per ton 997.97
0,000 feet, B. M., 3 by 6 lumber, at $12 per M.: 120.00
.320 feet, B. M., 3 by 6 lumber, at $11 per M 36.54
6,442 feet, B. M., 3 by 6 lumber, at $10.45 perM 694.32
.464 feet, B. M.^lumber^ at$10perM : 94.64
88,745feet, B. M.,2by41umber, at$9.95perM 1,878.01
pounds 9-inch steel wire nails, at 3 cents per ponnd 1. 50
,450 pounds steel wire nails. 6-incb, at 2^ cents 30. 45
50 ponnds 3i-inch steel wire nails, at 2.45 cents 11. 02
,900 poinds 9-inoli steel wire nails, at 2^ cents 172. 50
3,400 pounds 6-inch steel wire nails, at 1.95 cents 261. 30
,600 pounds 3i-inch steel wire nails, at 2.4 cents 38. 40
,961 pounds No. 10 wire, at 2.45 cents p*r pound 170, 54
,825 cords wUlow brush, at $2.36 per cord 11,387.00
39 cords willow brush, at $1.9425 per cord 1, 435. 50
,135.09 cords willow brush, at $1.38 per cord : . 1, 570. 56
4.06 cords willow poles, at $3 per cord 162. 18
jabor, superintendence, etc ^. . 18, 585. 80
?ng8, witn crew, fuel, material, etc 6, 649. 95
Provisions, with ice and fuel, for cooking 5, 487. 75
Total., 58,159.05
Jubio feet of mattress work 1, 428, 618
square feet of mattress work : . . 652, 020
^ounds of rock per square foot to sink 14. 56
yost per square foot in place $0. 08919
The first mattress was completed November 6, and the first was sunk January 6,
wo months after completion. The delay was caused by all the barges being engaged
n transporting willows and rock.
The last large mattress was completed on December 31, 1892, and the last large
aattress was sunk February 2,1893. They were sunk in the following order:
between Spur Dikes 4 and 4^ from January 6 to 13; mattress below Spur Dike 4^
unk on Janna|:y 17; mattress between Spurs 3^ and 4 sunk from January 21 to 26;
aattress between Spur Dikes 3 and 3^ sunk from January 29 to February 2 ; mattress
m head of Spur Dike 4 sunk February 6 — the construction of this mattress was com-
kloted on January 20; mattress 105 by 150 feet was sunk on head of Spur Dike 4^
February 16, and mattress 105 by 60 feet on March 7.
The small mattresses in cave between Spurs 4 and 4^ were sunk from February 25
.0 March 9.
The ooustrnction of the mattresses were the same as those previously sunk in the
iouthport Bend, with the exception of the lower frame, which was built of 3 by 6
nch lumber to give greater strength to resist the strain of the downstream lower-
ng lines. No iron rods were used for strengthening the mattress, as they were
brmerly; the top line of poles were all securely nailed and wired, and an additional
ine placed near each toggle-pin, which gives all required strength and are cheaper
ban rods.
During the rise in December considerable difficulty was' experienced in keeping
ihe completed mattresses moored to the bank, owing to the large quantity of drift-
wood accumulating against them, and considerable washing was done to keep them
ioatiug imtil barges were available for sinking. During tne sinking of the large
nattresses the river was falling, no drift was running, and the weather was
avorable for the work. The smaller mattresses were sunk during a rising river,
ivith large qaantities of driftwood running, and considerable difficulty was experi-
mced in handling the mattresses and placing the barges in position, owing to the
rosfl-onrrents and large accumulation of driftwood in the eddy between Spur Dikes
t and 4^.
The cost per square foot for mattress work was $0.00685 less than for the previous
reason ; 3,749.25 tons of rock used was brought by rail from Alabama and loaded on
he United States barges at New Orleans, the contract price being $2.50 per ton,
lelivered on barges.
Nine hundred and ninety-seven and ninety-seven oue-hundredths tons of rock was
)urGbased from different sailing vessels in the harbor, at $1 i>er ton, loaded on the
Jnited States barges. A total of 1,143.91 tons was purchased in the harbor, of which
133.94 tons was unloaded on the bank at Southport.
One thousand one hundred and thirty -five and nine one-hundredths cords of brush
ind 54.06 cords of poles were cut by contract below New Orleans, and 4|325 cords
BNQ 93 ^240
3826 REPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMY.
of brush was ont by the United States employ^ at the willow gronndB at P:
Island; 799 cords was ou hand at Sbutbport.
On completion of work at Southport the plant was moved to laying op quar
at the Exposition wharf, all lines, toQls, and other property cleaned a&d stasr
the warehouses.
Bepain.— The tng Getieral dmstoekyrhB entirely rebnilt and remodeled: tIa
was, labor on repairs, $3,476.83; material, $1,383.90; pay of crew, $337.35; furl -
repairs to machinery, |298.»t. Total, $5,56*9.98. Previously reported, la><.:
repairs, $1,657.54; material, $603.32; making a total of $7,890.84 for repairs. I
includes new house, new capstan, and propeller.
The tng was employed during the month of September on levees, under clu^;
Assistant Engineer Douglas.
The cost of running the tug while onder my charge, from October!, 1892, Ui A
1, 1893, was: Material, $166.99; pay of crew, $1,459.96; fiiel, $777.10; rep« :•
machinery, $627.15 ; of this amount $2,401.04, or all excepting the repairs to maclij: '
was charged to mattress construction.
TugTilda was employed on levees until June, when she was tied op at £i -
tion Wharf until September. During this time she was docked and the noil j^ i
and minor repairs to house and machinery; the cost was, labor for repairs, i^*
materia], $172.17; pay of crew, $300.50; fuel, $^2; a total of $1,114.99 iar rtui
The cost of running the tug during mattress construction w^as: Labor on rer
$71.75; material, $461.64; pay of crew, $1,617.42; fuel, $1,166.85; repairs to marhi.u
$529.54; of this amount $3,245.91, or all except labor on repaira and repairs
machinery, was charged to mattress construction.
The repairs on steamer Oen. Newton were done under my supervision, and con*:^^
of extensive repair to deck forward and aft, new quart-era for deck crew, n^ak
changes in cabin, putting down new steam capstan, repairs to machinery, new brtr
ing and smokestacks and new woodwork of wheel, and minor repairs to cabin, c^^
fenders, railing, nosing, and machinery at different times from date of last re{ic:'
March 31, 1893. The cost was, for labor, $1,632.24 ; material, $1,242.99; a totjL
$2,875.23 for repairs.
Launch No. 5 was engaged with earvey party dorinff month of September, and ~ t
used on works for supplying steam to engine on aeok, and for xwimping bar?
From December 3 to 12 she was engaged on levees with Assistant £n^tneer ^^
Hardee, and from January 6 to 24, 1893, on levees with Assistant Kn^ineer ^.
Price. The launch was docked and huU cleaned and painted in Jnly and Anz '^
1892. The cost while iiuder my supervision was, pay of orew, $244.S^; fneL $7.' .
repairs, $240.63; a totiil cost ot $560.32.
Launch Jiubjf, The following repairs were made under my supervision in tlie bh '
of June : New tubes were put in boiler, casing around furnace repaired and fun...
rebuilt, pump repaired, new flooring put down in kitchen and fire room. Cost ^t-
Material, $68.30 ; labor, $80.27 ; repairs to machinery, tubes, etc., $165.25. In the » >i *
of October, 1892, the launch was put in dock^ the hull tarred, calked, and paint -v.
entire new rake planking of oak lumber put in, new woodworic in wheel, the w(vr
work on roof repaired, and new canvas put on roof, new breeching for. smokests'-,
some new brasses, and rudder repaired. Cost was: Material, $55.^; labor, $^ '^
a total of $688.28 for repairs.
Launch Alaska had extensive repairs to boiler and machinery; has been dock^
twice and hull scraped and painted and new stem bearing put in, new fender strtj.
puc on ; the house has been repaired and someminor repairs nave been made to ko.^-
The launch was engaged with Assistant Engineer W. J. Hardee on levees fifty-^i:
days.
The principal service rendered in the harbor was towing small barges with mA\r
rial from Canal street to works. The cost was: Pay of crew, ^275.27 ; inel,$72/«
labor on repairs, $281.77; rei^airs to machinery, $431.50; a total cost of $1,061.04.
Barge No. 5^ Repairs consisted of entire new sides, rakes, head Uocks, deck b^aitr
and deck. After completion of the new work the oarge was tamed over and '^
bottom calked. The cost was: Material, $450.99 ; labor, $2,366.43; a total of $2,817.4.
Barge No. 4 : Repairs Consisted of entire new sides* rakes, head blocks, deck brw*.
and deck. After completion of the new work the barge was tnmed over and tr
bottom calked and repaired. The cost was: Material $64&93; labor, ^l,54a46:
total of $2,189.39.
Barges Nos. 9. 11, 12, and 14 were tnmed over, the bottoms calked and repaired. Th"
cost was: Material, $302.19; labor, $1,342,49; making a total of $1,644.68.
Quarter boat Beta : Repairs consisted of new hull and minor repaira to house. ^^
cost was: Material. $204.54; labor, $599. 12; total, $803.66.
Quarter boat Alpha : Repairs consisted of new hnll and minor r^aira to house. Tk
oostwas: Material, $304.95; labor, $648.57 ; total, $953.52.
Quarter boat New Orleans : Minor repairs to house. The coat was : HatsriaL |8&.I^
and labor, $93.13; total, $175.25.
APPENDIX Y Y — REPORT OP MISSISSIPPI RIVER COMMISSION. 3827
Qaarter boat Gamma, minor repairs to windows and head blocks. The cost was,
^faterial, $5.66; labor, $106.75; new cooking range, $104.20; total/ $216.61.
Dredge Pak-Ute. — Repairs consisted of new deck and deck beams, new topsldes;
opairs to center black head, new braces nnder deck, and bucket crane and braces
or same, new coal bunkers, new canvas roof, and other minor repairs to house. The
epair was done during July and August, 1892, and the cost was: Material, $660.72;
abor, $1,572.76: total, $2,233.48. The dredge worked in Old River during the low-
vater season or 1892 and was rtftumed to New Orleans in February, 1893. The buck-
ets and crane have been taken off the 'spud, post Arames repaired and braced, the
eiider streak repaired, deck house strengthened, cylinder timbers put down, and
^all engine ilustened in place. The cost was: Material, $29.73; labor, $482.36; total,
5512.09.
Barge "B. — Head blocks and deck were repaired. The cost was, for labor, $108.15.
Skins : Minor repairs were made to the different skiffs. The cost was : Material,
{^5.70; labor, 40.35; tcjtal, 46,05.
Dock barge was turned over and bottom repaired and calked. Two pieces of
e^harf timber 12 inches square amd 75 feet long was bolted on bottom to give addi-
liional stiffness and strength to the bottom. The cost was: Material, $38.75; labor,
M86 00; total, $224.75.
Barge C*. — House was built on this barge to serve as quarters for engineers and
inspectors on levees below New Orleans. The cost was: Material, $39.41; labor,
^203.94.
The lumber used in building house was material left from levees, and no charge
las been made for lumber.
Barge A, — This barge has been fitted up with pile-driver engine and all complete;
i^lie cost was: Material, $4.80; labor, $113.01 ; total, $117.81.
Care of plant: There has been expended for material, $1,160.17, and for labor,
|?2,970, a total of $3,130.17.
Neto plant. — Four new barges of the standard size have been eonstrficted ; two
contracted for by the Pelican Sawmill and Manufacturing Company, built at their
1)111 on the New Basin Canal which cost $3,287 each, and two contracted for by
I^hristian Telsou, built at the head of Louisiana avenue cost $3,650 each. The first
jarge was completed and delivered March 4, and the last completed and delivered on
Vpril 27, 1893. The total cost of the four barges was $13,874. The cost for inspec-
lon was $445.
Sin^et/8, — Survey has been made of the Carroll ton Bend extending from Spur
Dike 3,Carrollton Bend, down to and including the exposition wharf. This survey
n eludes the old and new levees, streets, and ])rinch>al buildings; each section of
iouiiding was carried out until the deepest portion of the river bottom was passe<l.
riie field work was done by Mr. G. Ed. Mott, during the month of July and August,
1892, with falling river.
Survey was also made during the months of January, February, and March, 1893,
)ver the spur dikes in the Carrollton Bend and the mattresses sunk during the past
)ea«on three lines of soundings were taken over each dike and mattress. The held
svork on these surveys cost $6i39.26.
Value of to(fls lost during season's work, $24.50; value of manilla and wire rope
lost during the season's work, $192.44. *
Yery respectfully, your obedient servant,
Wm. Garvin,
Aaaistunt JSuffineer,
Capt. John Millis,
Corps of Engineers, U. S, J,
•
LEVEES.
The levee work of the fourth district having largely increased during the past
rear a redivision of the district into sections or sub-levee districts was suggested
ind approved by the commission at its meeting in August last. This subdivision
8 designed to afford greater convenience in makiug allotments, in executing the
work of construction' and repair, in maintaining the levees during high water, and
jO secure greater economy and efficiency in general administration of levee affairs,
A'hich have now become one of the most important parts of the work in chtLrge of
-.his district. The first seaaou's experience under the new arrangement has been
lighly satisfactory.
The subdivisions now adopted are as follows :
The Lower Tensas Levee district^ right bank, which extends from the upper limits
>f the fourth district, opposite Warrenton, to the mouth of Red River, and com-
prises 157i miles of the Mississippi River. In this district the levee system is con-
tinuous f^om the upper end down to a point 5 miles below Fairview Landing, a
Length of 130^ miles of the river, leaving about 26 milea of river on this baw
i
3828 REPORT OF THE CHIEF OF ENGnnSERS^ U. & ARMT.
i'^
tinier eed. For this distance the lands along tfae west bank are, therefbre, bgv
ject to overflow from the Mississippi, and they are also exposed to back wat^
the lower Red, which is nnleveed.
Th^ Atchafalaya Levee distrieif right bank, which extends from the month >!
River to the head of Bay on Lafourche, a distance of 122 miles by river. Tbr
system in this district is continaons.
The Barataria Levee dietrictf right bank, which extends fVom New Orleans t
head of the passes, 102.5 miles, llie levee system is practically continnoDs di
the Jump, an opening through the bank of the main river about 10 miles abo^-.
head of the Passes. In the lower parts of the district, however, the strip of
vated land is narrow and the variations in the height of the river become con
tively slight and the levees are small affairs. The total length of river cover^^
levees ]»91.5 miles.
The Lafourche Levee dietriet, right bank, which extends from the head of I
Lafourche to New Orleans. The distance by river is 71 miles, and the levee «>
is continuous.
The Pontcknrtrain Levee dietrict, left bank, which extends from New Orleai^
Baton Rouge. It comprises 123.5 miles of the river, and the levees are contin
The Lake Borgne Levee district , left bank, which extends from New Orleans t
head of the Passes, 102.5 miles. The levee system only extends at present to :
Jackson, covering 82 miles of the river, and the same remarks oonceming tbe i
portion of the Barataria Levee district apply to Corresponding parts of tht 1.
Borgne Levee district.
Between Warrenton and Baton Rouge the river follows the general dtreeti
the bluff line on the left bank, being at no point at any great distance from the
land. NuDierons detached private ^vees exist along this portion of the river, ?^
are more or less efficient, and which are designed solely for the local purpose or;
tecting the cultivated bottom lands between the river and the blnffs from oTeri:
Certain surveys having been directed by the commission between Warrentos
Natchez on the left bank, the name Big Blaek Levee district has been adopti-^i
convenience to designate this locality. Ko work has been done in this di^tTi• '
the Federal Government.
Ass iHtants have been assigned to the local charge of levee districts, as follows
Assistant Engineer H. S. Douglas to the charge of the lower Teuaas andBi;' I
Levee districts, in addition to his duties in charge of the work of improveuii.
the harbor of Natchez and Vidalia, and of certain gauges.
Assistant Engineer W. J. Hardee to the charge of the Atchafalaya, Lafoarcbr <
Pontchartrain Levee districts.
Assistant Engineer W. G. Price to the charge of the Barataria and Lake I^* .
Levee districts until February 16, 1893. Since that date Sorveyor John Smyi
been in temporary charge of these districts.
Up to the date of the last annual report levee construction and extensive repaid '.
been done by the Federal Government in the fourth district at the foUowingi^j:!
points :
Kame of levee and levee district.
Lower Ten»a» Levee district,
Bedford
Point PleMont*
Do*
Hardtimea to W iUon
Ships Bayou to Hardtiiuos
Do
E verirreen •. '
Hard scrabble
fiardscrabblc and Bonduraiit
Kempe
Do
Do
Do
Gibsons
Lake Conconlia
Do
Ferriday
Do
Perriday Break
Amanldia ^...
Hendersons
Greens to Fairview
Deer Park
Do
<— W>»l llIM ■■■■» »» .. - -
*2f ewlj sU ihxowji out hj aeir Stfttc tovoai
R.
R.
R.
B.
R.
R.
R.
R.
R.
R.
R.
R.
R.
R.
R.
R.
R.
R.
R.
R.
R.
R.
<3i.e
631.0
6310
63^0
6S7.0
6S.0
•40,0
65^.0
m.0
659.0
m.o
684.0
6M.0,
e»io
713.0
720.0
7a. 5
72i5
APPENDIX Y Y — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3829
Name of levee and levee district.
AUhafalaiya Levte ditlriet.
^Vtcbafalaya to Bed Birer^
llojr Point to Baooonrci*
ItaocoarciCreTaaae*
^lorgansa*
St-cwarte'*
^ina
Highland Extension
Highland
Darroza.....
Mayflower— Union
Fortville
^Evergreen
l>ixnM>7ne " ?.
Pontckartrain Leve« district.
Shannon '
Martinea
Gay to Hollywood
Woodstock
Hermitage
Grenada to Meant OUvo
Soathwood Extension
Do
Ashland to Lin wood
IMcharry
Irrine
Union '
LUly
College Point to St Michael
Tessier— Bourgeois
Terre Hanto to Hope
Comland
Destrahan
Frellson to Alnedia
Southport
Miles
Bank.
below
Cairo.
Year.
B.
765.0
1883
B.
767.0
1883
B.
775.0
1883
B.
789.0
1887
B,
79L0
1883
B.
800.5
1891
B.
815.6
1802
B.
815.7
1891
B.
824.0
1891
B.
853.0
1892
B.
856.0
1892
B.
857.0
1891
B.
865.0
1892
L.
837.0
1891
L.
842.0
1891
L.
845.0
1891
L.
847 5
1891
L.
850.0
1891
L.
856.6
1891
. L.
875.5
\ 1892
L.
875.6
1891
L.
878.0
1891
L.
882.0
1801
L.
802.5
1891
L.
883.5
1891
L.
000.6
1891
L.
003.5
1890
L.
000.6
1802
L.
010.6
1801
L.
922.0
1891
L.
989.0
1891
L.
042.5
1891
li.
955.6
1892
" Afterwards extensively enlarged by State and partly abandoned, so identity of United States work
no longer preserved.
The foregoing does not include work of minor repairs nor work done to assist in
protecting and maintaining the levees during high water.
Proteetion work had been general throughout a greater portion of the district.
From the appropriation of July 13, 1892, a total of $655,000 was allotted for levee
work in the fourth district. This was distributed among the several levee aistricts
and reserves made for high- water protection, as shown in the accompanying money
statements.
The localities at which the funds were to be applied were determined by the
approved recommendation of the board of oi&cers on building and repairing levees,
whose recommendation was submitted on Auj^ust 29, 1892, after a tour of inspection
of the entire liver from Memphis down to as far below New Orleans as contemplated
work extended, and after consultation with numerous State and levee officials and
with interested citizens.
The details of levee work completed up to the present date under the allotmentd
from the appropriations of July 13, 1892, and balance on hand are given in condenses
form in the following tables:
3830 REPORT OF TSnC CHIEF OF ENGINEERS, U. S. ABMt,
Fourth dUtrict lev«$, 1S9S-'9S.
LOWSB TENSAS LBTBS DISTRICT.
Name and levee.
Miles
below
Cairo and
bank.
Hardacrabble.lowerj (MO. 4 K.
Bondnraat:
Graaamere to Wic-
cema.
Wiccema to j 608
Fletohor.
.Tletcber to Minorca 090
MlnoToa to Minors .
Morville..
Pisb Pond
6a.5 R.
ee? R.
R.
R.
R.
702
710
732
Contzaetor.
JLmi^b
of line.
•'•**• above
J.S.MoTlgbe&Co
Manning & Gtbaon. {
McLaaghlin Brde . . j
F9«L
5,348
3,417
28,400
R.
R.
Rvtberford ft Oal-
gam.
Albert Henry GO-
lespie.
Manning & Gibson
William O. Flynn
ftCo.
I
Manning ft Gibeon . j 28, 813
18.300
17,776
6,200
^385
iKt liver
oov.
ered.
4,660
2,550
5,600
4,500
12,000
14.000
4,800
4.000
higb
water
of 1892.
FuiL
2ft
Orown.
21
2|
2»
8
8
8
8
8
8 t
8
8
•lope. te..
3 to 1
:i
8 to 1 ..
S to 1 .{
3 to 1 ?
S to 1
3 to 1
1 H
3 to 1 :•
3 to 1 i:c
Name of levee.
Least
net
flU.
Hardscrabble, lower
R<Hidurant
Grassmere to "Wicceroa
Wiccema to Fletcher. . .
Fletcher to Minorca
Minorca to Minora
Morville
Fish Pond-
Ftet.
1.4
3.5
2.2
L2
3.7
1.8
2.3
5.4
Great-I Aver-
est net
flU.
age net
Fe€t,
FuL
17.8
11.4
13.8
6.5
8.1
6.0
10.2
7.2
12.6
7.0
9.0
6.5
9.7
6.9
12.1
8.7
Embankment.
Cnbic
yards.
80.79L88
23,736.12
108,205.45
125,996.46
117,789.84
86,244.40
28,040.86
60,921.07
per
cubic
yard.
26
17ft
IfM
15A
Filled excavatioB. TOe dr.
Cnbio
yard*.
3,881.86
Xone.
206.03
6,172.71
1,877.00
684.72
661.66
789.69
Price j
cubic
yard.
yard*. I
+
13
15^1
1^
*.
Name of loveo.
Hardscrabble, lower. . .
hondurant
Graaamere to "Wicoema
Wiccema to Fletcher. .
Fletcher to Minorca. . .
M inorca to Minors
Morville
Fish Pond
Mnck
ditch.
IAn.ft.
4, SOU
None.
194
2,880
3,050
1,244
1,400
None.
Date of con-
tract.
Got. 31,1802
do
Nov. 0,1892
Nov. 7,1892
Nov. 14.1892
do
Oct. 31.1802
do
Contract
time for
completion.
Mar. 1,1803
Feb. 15,1893
do
. . . .do
Mar. 1,1893
....do
Feb. 16,189^
Mar. 1,1893
Extension
granted to—
Mav 1,1883
None.
Jane 30, 1893
Apr. 16, 1893
June 1.1803
June 80, 1898
None.
May 1,1893
Work oom-
meneed.
Nov. 8.189S
Nov. 14, 1892
Nov. S.18BB
. . . .do .......
WoTi . ■
pl«-i:
Apr.S
Dee- 5
3i<
»,1A-
Nov.14.1892
Nov. 15, 1893 f
Nov. 3. 1802 I Dec.?:
Feb. 15.1888 May S
Name of levee.
Hardscrabble, lower . . .
Bondurant
(xrassmere to Wiccema
Wiccema to Fletcher . .
Fletcher to Minorca . . .
Min oroa to Minors . . . .
Morville
Fish Pond
Embankment, dis-
tance t^m center of
levee to river bank.
Min.
Feet.
1,500
1,300
2,200
12.000
6,000
8,000
1,200
3,800
Max.
Feet.
2,450
1,800
16,000
20,000
12,000
8,000
1,400
3,600
Mean.
Feet.
1,975
1,560
16.000
16,000
9.000
4,600
1,300
3,450
Nature of river bank.
Caving ,
Caving rapidly
Permanent on lake bank.
.do
.do
.do
Caving
Caving rapidly
Rcmnrks.
New.
New.
Bnla^emeni. 1:^*:
not completeil.
New and einlarg«^- -
New and 6nl«rp-x -
Tllinsiiote<Hnp ' >
New and enlarp!£.-r
Tiling notcompls'.-
New.
New. Une to be e;
tended.
APPENDIX Y Y — ^REPORT OF MISBISSIPW EIYEB COMMISSIOK. 3831
Fourth distriet levee9, /5ftf-^P5— Continued.
ATCHAFALAYA AND LAFOITBCHE LBVXE DISTRICT.
X ame of levee.
A-teha/dlaya dii-
triet,
Barroza, npper
BalToza, middle. . . .
Belair
Sllza
Medora
Fortvillo, lower. . . .
Lo/ourohe dittricL
Buena Viita-Min-
nie.
Janioatown
St. Jnmea Cimrch..
St. Jaines eatate...
Home Place
Lone Star
Davis
Miles
below
Cairo and
Bank.
823
823
828
842
852
S.
Contraotor.
Lenctl
line.
T^«.^K Grade
^"«*^ of levee
of axis
of
river
covered
Andrews Bros. Con*
struction Co.
R. : John Scott &, Son
B.
B.
B.
85S R.
Timothy W. Soott .
^.J.Bentley &Co.
Sterling Fort « ,
Ovide Laconr.
890
897
R.
R.
901 R.
002.5 R.
006.5 R.
941. 6 R.
948 R.
James M. SnUivan
Jamee N. Ogden . . .
W.O.FIynn
James M. Sullivan .
Homan, MoFadden
& Cassidy.
P.J.Coflfaian
John £. Louqae.
F9et.
4,407
2,400
2,251
2,600
3,442
2,055
4,370
above
high
water
of 1892.
Feet.
2,875
1.920
8,550
2,780
2,075
1,080
3,540
1,400 1,260
8,462
1,925
3,482
4,415
1,900
a. 690
1,375
3,380
4,030
1,660
Feet.
2i
2i
2i
2*
2i
2|
2*
^
2i
24
2*
Section.
Crown.
Feet.
8
8
8
8
8
8
8
8
«
8
8
8
8
River
slope.
3 tol
3 tol
3 tol
3 tol
3 tol
3 tol
3 tol
3 tol
aiMl
24tol
3 tol
3 tol
3 tol
3 tol
3 tol
Land
slope.
2ft. 4, &
Otol
2ft, 4, &
6 tol
2ft & 4
tol
2ft & 4
tol
2ft to 1
6c 2|
& 4
tol
2ft & 4
tol
2i & 4
tol
2ft & 4
tol
24 to 1
2ft to 1
2ft & 4
i
tol
2ft & 4
to 1
2ft & 4
tol
Name of levee.
A tcha/aktya dutriet.
Bnrroza, npnor
Jiarroza,mludie
Bt>lair
Kliza ,...
Medora
Kortville, lower
Lt^fourehe dialriet.
I^uena Vista-Minnie ...
J aiiiefttown
Sr . J ames Church
St. Jsmes estate
Iloine Place ■
Lone Star
Davis
s
Lcaet
Great-
Aver-
net
est net
age ned
fiU.
All.
till.
Feet.
Feet.
Feet.
1.4
18.6
15.8
16.0
1
.6
19.1
12
12.4
18.8
11.6
11.8
.8
13.1
12.1
.8
11.6
1L8
.5
13.7
11.4
.9
2.5
10.9
10.5
10.2
0.3
3.2
.9
10.8
18.4
9.4
11.6
2.3
12
10.1
2.8
14.6
13
EmbankmeHt.
Cubic
yards.
137.287.84
106, 719. 57
42,851.91
47,737.36
66,826.99
86,850.99
79,909.47
18. 345. 26
06. 748. 55
15,133.01
63,663.78
60,921.53
42,666.26
Price
per
cubic
yard.
Cent*.
27,
no,
391
18
20
20|
in
20
21
Filled excava-
tion.
Cnbio
yards.'
2,886.10
1,177.68
2U8.01
353.72
1,332.28
1,244.09
2,363.19
1,208
&, 121. 69
672. 62
1, 443. 74
2,641.21
926.25
Price
per
cubic
vard.
Cente.
27ft
16
10
18
20
20ft
19ft
17
18ft
18
14
21
Tile drains.
Price
Linear; per
yards, linear
yard.
1,561
832i
1, 027ft
712
1,675|
406j
2,889
Cente.
65
30
l,lJ8f
],5»9ft I
711ft
50
29
50
40
40
5U
ao
30
6U
3832 REPOET OP THB CHIEF OF EKGINEERS, U. 8. AKMT,
Fourth duiriet Ucem, tS9S-^9S—Cimtmned.
ATCH^PAJJLYA AND LAFOUBCftK UEVSE DISTBICT-Oiiitfiiiied.
Nam« of levM.
Ateha/alay dutriet.
Barroia, upper. .
Barroza, middle.
Belair
Elisft
Iff edora
FortTille, lower.
Mnck
Ditch.
Lin. ft
1,500
Jxf/ottrche dittriet.
BnenA ViBto-Minnie .
Jamestown
St. Jauies Chnreli
Mt. James ratute
Homo Place
Lone Star
Davis
Date of
oontraot.
650
:iOO
1,620
150
Not. 7,18»2
....do
....do
Feb. 20.1803
Nov. 7.1892
Nov. 4,1892
OoL 31,1802
Nov. 7,1802
Oct. 31,1802
— do
Nov. 7,1892
Nov. 5,1802
...do
Contract time
for
oompletion.
Kar. 1,1803
....do
Feb.
Apr.
Feb.
— do
1,1893
1,1803
1,1893
Feb. 1,1803
Deo. 15,1892
Mar. 1,1893
Deo. 15, 1892
Feb. 1,1893
Feb. 15,1893
Feb. 1,1893
ExtenPion
granted to —
Apr. 16, 1893
Apr. 15,1893
1,1893
Apr. 7,1893
Feb. 10, 1893
Apr. 20, 1893
Dec 31.1892
Apr. 15, 1893
Jan. 5,1893
Kar. 15, 1893
Apr. 1,1808
Work
I
W.'.
Norv. 4,I89S>AFr
Not. 23, 1892 : .\p7
NoiT. 21.1882 Ftb
Feb. 10,1003 Apr
Nov. i,iaoelAi.r
Mow. a.ia9s FcD.
Not. 1, 189S | Apr .
Not. 10, im2 I Ittt
Oct. 21,1892 ; Ap- '
Not. 2,]Sa2 Ju -
do ,
Not. 20. 1292 1 Avr -«
Hot. 2, 1SB2 I )br '
I
Name of levee.
Ateh<(falaya diHrict.
Barroxa, apper ,
Barroza, middle
Belair
Kliza
Me<lora
Fortvllle, lower
Lafourche dutriet.
Bnena Viata-Minnie
JanioRtown
St. James Church
St. Jam«8 estate
Home Place
Lono Star ,
Davis
Eiiibanlnnent, dlstanoe
fh>m center of levee to
river bank.
Min. Max.
Fwt.
1,000
1.150
470
400
550
450
350
160
140
240
590
160
340
FMt
1,430
1,490
1,330
670
900
550
580
400
350
300
800
400
530
Mean.
1,215
1.320
1,060
485
000
500
480
330
270
250
700
250
435
Nature of rlTcr Inak.
Caving bank at lower
Cavinv rapidly.
Washing bank.
Washinff and cavinip.
Caving, fh»m appeanuaoe of bu^
Caving slowly.
Caving bank.
Caving b^k near upper end.
Washbig bank.
• Do.
Caving rapidly.
Permanent Inuik.
Do.
rONTClIARTRAlN LBVBB DISTRICT.
Name of lovce.
MilcH be-
low (!airo
and bauk
Lopes ....
Bnrtville
Towles
Billinifs
JoliHuut
Oak lev to St.
(iabriol.
Dicbarry, lower . . .
BuniHide
Union, upper
I'nion, lower
Tippecanoe ,
Pevtnvin
WhiteHall
Tesaior ..,
Hope
Trudeau
844. 5 L.
847 L.
H51 L.
K52. 3 L.
858. 8 L.
862 L.
Contractor.
883
K91
893
893
804
L.
L.
L.
L.
L.
894. 5 L.
8»5 L.
C.S.Jones
Homan. ^f cFadden \
Sc CnHsidy. >
K. W. Hanlon & Co .
— do
C. 8. Jones
Homan, McFadden ?
&, Cassidy. y
fJamee M. Sullivan ..
Israel R. Bobblti . . .
P. J. Coffnian
Jeffries &. Dameron.
Isnu'l R. llobbitt . . .
Jeffries ic Dameron. .
McLaughlin Bros. . .
009. 5 L. Jefft-ics Sc Dameron.
Length
of line.
916. 5 L.
049 L.
P.J.Cuflmau
do
Feet.
1,767
4,727
1,839
8,345
1,496
4,211
4,826
3,520
1.578
784
8,080
1,010
590
4,154
4,700
3.576
Length
of axis
of river
oov-
ered.
Feet.
1,085
8,610
1,210
3,500
1,865
8,340
5,456
2,850
1,580
790
3,140
985
1,040
3,910
8,600
Grade
of loTee
above
high
water
of 1892.
21
Secti<m.
Grown,
Feet.
S
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
Rivrr
atope.
2tol
3tol
3tol
Still
2tol
3toI
3 tol
2tol
3tol
atoi
Stol
Stol
Stol
Stol
Stol
Stol
I
APPENDIX y Y — REPOET OP MISSISSIPPI RIVER COMMISSION. 3833
Fourth district UveeSy i5PJP-'5J— -Continued.
POKTCHABTKAIN LEVEE DISTBICT— Continned.
Name of leree.
<oi>es
&urtviUe
?owlea
lUUnga
olisant
>akley to St. Gabriel
>icharry, lover
^umside
Jnion, upper
Jnion, lower
rippecanoe
Peytavin ;..
White HaU
resaler
Elope
rru<1eau
Ii«ABt
net fill
Feet.
1.4
1.5
0.8
0.8
2.7
0.1
0.8
0.3
0.5
LI
0.5
0.9
0.7
L5
2.5
0.7
Great-
est net
fill.
Feet.
10.3
U
0.8
10.5
1L2
12.3
13.1
ILO
9.-8
9.6
7.7
8.1
12.5
12.1
14.2
Aver-
aire net
m.
Feet
10
13.2
9.5
0.8
10.1
10.8
10.6
8.8
8.9
8«5
8.2
7.2
7
12
0.6
ILO
Embankment.
Cnbio
yards.
22,184.30
109,535.44
15,866.B2
89.490.21
20, 090. 18
66, 681. 00
76, 824. 33
40,025.52
15,770.65
7,582.29
28,356.47
7, 191. 66
4,889.15
76,963.56
67,394.11
Price
per
cubic
yard.
Oentt.
18 A
21
19
22
22
19
20
21|
2lf
18iW,
Filled excaTa- I
tion
.
Price
Cubic.
per
yarda.
cubic
yard.
Oent».
114.77
1«A
1,630.47
16
352.04
16
374. 19
15
236.07
18 A
2,623.21
15
1,658.86
19
1,587.20
12
1,460.08
20
96L08
20
289.41
16
629.86
20
207.48
2H
1,286.20
18
2,248
18
14
Tile drains.
Linear
Price
per
yards.' linear
yard.
Cents.
l,657f
L46lf
1,6211
1,294
571
274i
350^
1,3561
LWlJ
29
27
50
30
^30
80
SO
30
35
80
Name of levee.
Lopez
Bartville
Towles
BilllDgs
Jolisaut
Oakley to St. Gabriel
Dichar>-, lower ».
Bamside
Union, upper
Union, lower
Tippecanoe
Povtavin
White Hall
Tessier
Hope
Trudeaa
MnclL
ditcb.
Lin.ft,
726
175'
200
800
Date of
contract.
Dec.
Nov.
Jan.
Jan.
Dec.
Nov.
Oct.
Nov.
Oct.
Oct.
Nov.
Oct.
Nov.
Nov.
Nov.
Nov.
7,1802
7, 1892
9,1893
9,1893
7,1892
7,1892
31, 1892
7,1892
29,1802
29.1892
8,1892
29,1802
14,1892
7,1892
5.1802
5,1892
Contract
time for
completion.
Mar.
Mar.
Mar.
Mar.
Mar.
Mar.
Feb,
Feb.
Dec
Deo.
Jan.
Doc.
Mar.
Fob.
Feb.
Feb.
1,1898
1,1893
1, 1893
1,1893
1,1893
1,1803
15,1893
15, 1893
15. 1892
1,1892
1,1893
1,1892
1,1803
15,1803
1,1803
15. 1893
Extension
gnuited
Mar. 9,1803
Mar. 80, 1893
Mar. 8,1893
Mar. 14, 1893
Mar. 15,1893
Mar. 15, 1898
Jan. 12,1893
Feb. 4,1893
Jan. 14,1893
Mar. 15, 1893
Mar. 1,1893
Work
commenced.
Dec
Oct.
Jan.
Jan.
Dec.
Nov.
Oct.
Dec
Nov.
Nov.
Oct.
Oct.
Nov.
Dec.
Nov.
Nov.
9,1892
81. 1892
23. 1893
6,1893
8, 1892
i4, 1892
91, 1892
5,1892
1,1892
18,1892
27, 1892
31,1892
9, 1892
5,1802
2, 1892
5,1892
Work
completed.
Mar.
Mar.
Mar.
Mar.
Mar.
Feb.
Mar.
Feb.
Jan.
Jan.
Jan.
Jan.
Jan.
Mar.
Apr.
9,1898
14,1893
8,1893
14,1883
15, 1893
13,1893
10,1893
13, 1893
11,1803
11,1893
1,1803
14> 1893
14,1893
10, 1893
10.1893
Name of levee
Lopez
Burtville
Towles .*
Billings
Jolifcont
Oakley to St Gabriel
Dicharry, lower
Bumside
Union, upper
Union, lower
Tippecanoe
Peytavin J
White HaU
Tesaier
Hope
Tmdean*
Embankment, distance
from center of levee
to river bank.
Min.
Max.
Mean.
Feet.
Feet.
Feet.
220
340
310
340
850
600
210
270
240
330
400
350
130
360
230
330
460
400
600
860
660
180
310
245
120
210
180
130
200
160
130
230
170
170
230
190
350
550
450
880
530
450
240
960
600
240
430
830
Nature of river bank.
WashfuK bank.
Slonghiog and caving.
No references as to nature of bank.
Do.
Caving below low end of levoe.
Slonghiug and caving^
Caving bank.
Waabing bank.
Do.
Do.
Do.
Do.
Bank making sand bar.
Small eaves near lower end and crevasse
in old levee.
Caving rapidlv.
Washing ban^.
* Work 46 per cent completed when contract expired, February 15, 1893; contractor defaulted.
aiHghtn-hooM
BlMtlhtsrhouH
tsnilon.
ChalmeUe Cen
»CTT.
Daboulial
Pec«ii Grove —
Story, upper
Onnga Grove, i
Onuige Grora.1
It
'*."7Mi":iiWii'
Vhalnella Cenebir;. .
Orugc OroT«, iawer . .
S, IXD-J ) Feb, t, IMS
. 4U Nov. 13, )S
SIC Kov. R. IS
APPENDIX Y y — ^REPORT OP MSSISSIPPI RIVER COMMISSION. 3835
Fowth di$tr%ct levees, 1S9S-^ OS—Contmned,
LAKE BORGNE pBVEB DISTRICT— Continued.
Name of oontraotors.
Revctuien(^
Date of con-
tract.
"Work com-
menced.
Xame of levee.
•
Linear
feet.
Price
per
linear
foot.
Work com-
pleted.
^lau;3:^terhotiBe
»lauglit«rhouae £x-
teusion.
Rx>v —
Martin & Delaney . .
716
784
1,143
682.6
877
678.75
Cents.
50
Jan. 12, 1883
Jan. 25,1893
Feb. 11, 1893
5MartJn & Delaney. >
>W.L. Delanev S
5 Martin &, DeUuey ./
^W.L. Delaney <
\Martin & Delaney .1
J W. L. Delaney S
Loais Loaqae
50
60
65
60
5 Jan. 12, 1893^
7 Feb. 16, 18935
5 Jan. 12,1893^
^Feb. 16, 1893S
5 Jan. 12, 181^3 (
^Feb. 16,18935
Jan. 12,1893
Mar. 10, 1893
Mar. 13, 1803
Feb. 22, 1803
F6b. 15,1803
Mar. 29, 1893
BonKano ............
Mar. 28, 1898
Mar. 4.1893
Mar. 4,1893
Chalinette Ceme-
tery.
'T>el>oiialiel
l^ecan Orove ........
Si orv. aT>i>ar ........
1
Storv. lower
Honoae. .............
(Caernarvon .........
1
Orange Grove,
npper.
Orange Grove,
lower.
1....
•
•
-
Name of levee.
Embankment dis-
tance iVom center
of levee to river
bank.
Katnre of river
bank.
Remarks.
Mini-'MaTi-
mum. j mum.
1
iMean.
Slaoglttcr House
SlaojE^bter House exten-
sion.
Roy A.
lioiizano .................
Feet.
25
Feet.
-, 90
Feet.
50
Washing bank.
....do .........*.
Enlargement; open space to bank line ;
straight reacA; levee runs along
edge of street.
Enlargement; straight reach; open
space to river bank.
Do.
60
90
30
55
185
120
160
130
120
110
. 100
110
235
160
400
170
70
100
80
80
200
140
250
140
....do
do
Do.
Chalmette Cemetery
Dfibounhel ........ .......
Washing bank
with one
large slough
near lower
end of line
which ap-
proa oh es
oerme of levee
Caving bank...
Washing bank.
....do
New and enlargement ; straight reach ;
open space to river bonk.
New: breaob of about 125 feet tn old
PfiAan G rov6. ..•.•••«••••
levee had occurred before new levee
was built.
New and enlargement; concave bank
of slight bend ; enlargement portion
of this levee is protected by willows;
new portion by old levee left stand-
ing.
Enlargement; straight reach; this
levee is protected m>m wave wash by
willows.
New and enlargement: straight reach ;
• this levee is protected trom wave wash
by willows.
New ; concave reach ; open space to river
bank; levee is somewhat protected
from wave wash by high batture.
Bids refected considered too high. See
Levee, 1883-'94.
New; straight reach Just below deep
bend ; new levee protected from wave
wash by old levee still standing ; wil-
lows on battuxe opposite upper por-
tion of levee.
NeW; straight reach, Just below deep
bend; new levee protected Arom wave
wash by old levee still standinfi ; wil-
lows on batture opposite upper por-
tion of levee.
Storv. nnner . ............
Storv lower .............
. ...do ..........
Renoae ...................
do
Caernarvon
.... do ..........
Orange Qrove, upper —
Orange Grove, lower
i80
«
120
420
130
300
125
....do
....do ..........
* Supplemental articles of agreement.
3836 REPORT OF THE CHIEF OF ENGINEERS, U. 8. ABKY.
Fourth diBtrict levees, ]89g-^9S—Coniwied.
BARATAKIA LSVXB DI8TBICT.
Name of l^vee.
Magnolia
Fort St. Leon, up<
}ier.
Fort St. Leon, low-
er.
Bflle Cliasae Cre-
vasse.
Belle Chaase to
C'unceaslon.
Concord
Oak Point...
Live Oak....
Happy Point
Miles
below
Cairo and
Bank.
980.5 R.
981.6 R.
982.5 K.
983 B.
985 R.
987 R.
988.5 R.
991. 5 R.
994 R.
Coutraotor.
Robert McXamara
James K. 0|[de& . .
....do
. .. .do
do
do
....do
Lenstb
ofUne.
Length
of axis
of river
eov-
ered.
Grade
of levee
above
Wgli
water
of 1892.
m
Feet.
6,577
FeeL
4.875
Fe^
2ft
1,854
1,800
2ft
918
900
2ft
742
708
4
9,875
9,000
2ft
2,5U
2.137
1,244
2,350
2,000
1,200
•1*
t2ft>
965
1,400
^t^^
8
8
a
8
8
8
8
8
Rav«-
slope
\
tel.
SlDl.
3tol. -
2aDd4 :
to 1.
3 and 4 V
to 1
4ana3
iol
3tol.
3(ol.
2aBd4
lol. r
Stol... ^
t Enlargement.
|fi«w.
Name of levee.
Least
netmi.
Mairnolia
Fort St. LiM>o, 111) per
Fort St. Leon, lowor
Belle Chassc Crt* vimne
Belle Ctia«HO to Cuncession
Concord
Oak Point
Live Oak
Happy Point
FmU
2,5
6.7
3.0
2.5
.7
7.0
5.8
6.0
1.0
Great- Aver
ent net age net
flU. filL
FmL
5.8
8.1
7.4
11.7
8.9
8.9
6.4
8.5
8.0
6.0
6.7
6.0
7.6
6.2
8.5
6.0
8.2
7.6
Smbankment.
Cnbio
yards.
28,734.13
11.978.13
6,095.88
4,035.48
61,646.77
25,046.44
11,314.20
7,587.01
8,672.94
Price
per
cnbio
yard.
Omtt.
25
20
22
28
22
2u
22
22
23
FiDed excavA-
tjon.
Price
CnUe
p<ir
yards.
eakic
yard.
OmtB.
2.980.57
20
1.335.57
20
84L91
* 22
834.96
20
2,704.20
22
1.658.19
20
1, 316. 37
22
581.01
22
1.027.20
28
Xile .L-.
yar^
i,«5|
688}
2^
271
|3,4Mi
326{
500
Kame of levee.
Magnolia
Fort St. Leon, npper. . . .
Fort St. Leon, lower . . . ,
Belle Chasse Crovasae. .
Belle Cbasse to Conces-
sion
Concord
Oak Point
Live Oak
Happy Point
Muck
ditch.
Linear
feet,
4,700
1,854
183
1,057
2,544
•A 137
844
975
Date of con-
tract.
Nov. 2,1892
Kov. 14, 1892
l^ov. 2,1892
Nov. 14, 1892
Nov. 2,1892
Nov. 14. 1892
Nov. 2,1892
Nov. 2,1892
Nov. 14, 1892
Contract time
for comple-
tion.
Feb. 1,1693
Mar. 1,1893
Mar. 1,1893
Feb. 1,1893
Feb. 1,1893
Mar. 1,1893
Mar. 1,1893
Feb. 15,1893
Mar. 1,1893
Extension
granted to—
Feb. 20,V893
Feb. 20,1803
Apr. 21, 1893
Mar. 10, 1893
Work
menoed.
Nov. U, 1882
Nov. 18, 1882
Not. 2.1802
Dec* IS. 1802
Nov. 26. 1882
Dec 22,1898
Nov. 25. 1888
Jan. 3, 1883
Deo. 12,1882
plet-*:
F<*.r
Dec2^
Dec 34
Jan. S. ■'
FA*' •
Apr.r
Mar.h
Feb. K •
FebuI4-*-
AJPPENDK Y Y — REPOBT OP MISSISSIPPI RIVER COMMISSION. 3837
Fimrih district levees, ISB^-'OS —Continued,
BAJtATARIA LEVEE DISTBIGT-Continued.
«
Name of contraotars.
Revetment.
Bate of
oontract.
Work com-
menced.
Kame of leveb.
Linear
feet.
Price
per
linear
feet.
Work com-
pleted.
' W . R. ThomiMoii. . . .
Cents.
63
74i
Jan. 21,1803
Feb. 23, 1893
IWTAfmollR ....T-
Carbolineuin Wood
Preservinf; &. Man-
ufacturiutf Co.,Llin-
[ited. ■
4,239
Mar. 3,1893
Mar. 24, 1883
T*ort St J!!<eoii, upper,
^^ort 8t.L«eoD, lower.
'
BelleC hasseCrevaAeo
Delle ChfiMetoCon-
( W. R. ThomiMon
Jan. 21.1893
Feb. 23, 1893
Feb. 7,1893
Mar. 24, 1893
ceesion.
Ooncord ............
^0. H. Parsonti
8,174
.65
Oak Point
«
Ijive Oak
W.R. Thompson
83&
65
Annulled
reb.22,189d
Jan.21,1893
•
Commenced
by United
StaUN) Feb.
24,1893.
Mar. 4,1893
Haoov Point
Name of IcToe.
Embankment, dis-
tance flrom center
of levee to river
bank.
Magnolia
Fort St. Leon, npper.
Fort St. Leon, lower .
Belle Chasse Crevasse.
Belle Chasse to Conoession
Mini-
mam.
Maxi-
mum.
Ftet.
Concord
Oak Pohit
Live Oak
Happy Point
230
75
310
320
Mean
Feet.
230
250
340
380
Feet.
Nature of river
bank.
230
230
325
350
Washing bank ;
sand bar seem-
ingly formingin
front.
Slight cave dur-
ing winter, but
nothing more
than usual wave
wash.
Washing bank,
but (iaving in
bend above.
Washing bank. .
Slight cave near
lower end of
line.
..do
Washing bank . . .
Remarks.
Enlargement; concave rearh ; bank
sligntly caving near lower end of
line; batture opposite upper por-
tion grown up with willows.
New; straight reach; open space to
river.
New; concave reach; open space to
river.
New and enlargement; straight
reach Just below deep bend ; bat-
ture densely 'grown up with wil-
lows.
New and enlargement; upper por-
tion protecteaArom wave wash by
old une; flrom 57 to 64 of lower
section protocted by willows; bat-
ture opposite all other points Is
open to new bank.
Straight reach ; old levee from 30 to
40 leet iVom bank ; new levee runs
through cane and pea field; open
space to river; new.
New; straight reach ; slight cavein
bank at lower end of line from 20
to 60 feet fh>m new bask; new
levee through pea field; open
space to new bank.
New and enlargement; washing
bank; open space to river; new
levee runs through field; upper
section, enlargement, is about 90
feet from river bank, and bank
shows some tendency to cave ; bat-
ture Is slightly grown with wil-
lows.
New and enlargement; new levee
runs through field and garden;
open space to river bank.
* Grade made less than 2| feet above high water, 1892, through error.
3838 REPOBT OF THE CHIEF OF ENGINEERS, V. 8. AHMY.
Fourth di9triot lereet, /^^-'d^-r^ontinned.
SUMMARY.
Levee districts.
Low«r
Tensas.
Atchafa-
laya.
Lafoarche.
Pontchar-
train.
j
Bantam. .;
1
Eftrthwork cubic yards . .
Kinbankment linear feet . .
Axis of river oov-
ered do
Drain tilea do
Kevetment do
582.349.55
109,217
55,500
7,29^
None.
445,477.14
17,154
15,780
12,398
None.
888.554.46
25,803
23.985
!3,5d7
None.
508.506.40
44,005
42.451
30.8041
None.
107,180.91 >
25.454
24.828 ! It'
27,157 r
12,411 4
GRAND SUMMARY.
Earth wo rk cubic rards . . 1 ? * .'
Bmbanknient llnearfeet.. >
Axis of river CO vort<l do :>
Drain tiles do Iih,
Bevetinent ? do it
In accordance with the approved recommendation of the CommiasioB, il.
authority of the act of July IB, 1892, that contracts be entered into for lev«^
to be paid for from the appropriation for the fiseal year endi]i£[ June 30, I^.'
tiseroentB were issued ana a number of contracts were entered into in anticipat.^
an appropriation to cover the allotments made for the coming fiscal year. I
appropriation was made in the sundry civil act of March 3, 1893.
Contracts have been made for the following levees, the contnu^ts providic^' ^
the works are to be completed by June 30, 1^4:
Name of levee.
Bank and
luilrs be-
low Cairo.
Lover Tentnt IjevetdiHriei:
Kiflo Point
Atehafalaya Levee dittriet:
St. Francis Church
Belle Vale
Missouri
Dubboine Upper
Bello Grove
Celeste
Mount Salem
Babin
Jx^fourche Leree dittriet:
Melancon- Loinanvillo . . .
Jamestown Lower
St. Kmma
Mairnolia
White Rose
Providence
Fla^town
Speranaa
Ashton
Pcntchartrain Levee dittriet :
Shsnnon Ix>wer
Maryland
Rescue
South i^^ood Upper
Belle Helene
700 R.
7W
R.
825. 5 R.
840
R.
865
R.
870
R.
871. 5 R.
872
R.
879
R.
898
904
Oil
918
932
930.
9H7
940
837
872
874
874.
879
R.
R.
R.
R.
R.
R.
5R.
R.
R.
L.
L.
L.
7L.
L.
Name of levee.
I' f on(«ftarfr«in Levee ^Utriei:
Honraaa
Hester
St. Elmo
Poohe
Terre Haute
Prospect
Baratarta Lerm dUtrirt :
MsgnoUa. new and enUtfgeuient.
Fort St Leon, middle
Kearney ,
St. Anne, enlartremeot
OakviUe
Belle Cbasse
Dobard
Star
Ironton
Oakland
Lake Borgne Letee diatriei :
Battle Ground, new and enlarge-
ment
Irving
Caernarvon
Orange Grore
EnfflUh Turn
St. Clair
Monl>lai8ir
If.'
9s
APPENDIX Y y — ^REPORT OF MISSISSIPPI EIVBR COMMISSION. 3839
Ffmrth district levees, 189S''$4.
LOWER TENSAS, ATCHAFALAYA, AND LAFOUBCHE LEVEE DISTRICTS.
I^veedlstHotand wf,^'!!:
{iiiid bau k.
name of levee.
I-
I^ower Tensae dis-
trict:
Rifle Point ! 700 R.
Atchnlalaya dis- i
trict : !
B«lleVale ; 825.5 R.
I
Misaourl \ M> R.
Ce]ecit«..: 872 R.
Mount Salem . . 87*^ R.
Lafourche diHtrict :
WbiteRose 918 R.
Flagtown ; 936.5 R.
Spcranza — ...j 937 R.
Contractor.
J.S.McTig1ie&Co..
W.J.Bontley & Co.
J no. Scott &, Son
W. L. Killebrew
W. L. KiUebrcw
Jeffries & Damon . . .
Andrews Broa. Con-
struction Co.
Andrews Bros. Con-
strnction Co.
fliengtb
e..„ of axis
of of river
line. c^y-
erod.
FeH.
16,974
8, 184
4,574
2.88S
2,100
1,623
1,953
2,245
F€4t
16,500
1,760
Grade
of levee
above
liiffh
water of Crown.
1892. I
Section.
Feet,
2|
2|
2*
2|
FetL
8
8
8
River Land
slope, j slope.
3 to 1
8 to 1
3 to 1
8
8
3 to 1
3 to 1
8
8
3 to 1
8 to 1
8
3 to 1
2| t4> 1
2h and
Itol.
2| and
I to I. •
2i to 1
2^ to 1
^u>^
2i to 1
2| and
4tol.
I^evee district Hnd name of leree.
Lower Tennas district:
Klfle Point
A tohafaluva district :
lielleVale
Missoorl
Celeste
Monut Salem
Lafiiiiirbc dlittrict:
WliiteRoso
Flagtown
Spcrauaa
I^east
net All.
Great-
Aver-
est net
fill.
age net
fill.
Feet.
Feet.
Feet.
2.7
7.2
4.8
0.4
12.8
12.3
0.8
W.2
12.8
7.5
10.5
9.9
0.8
10.8
9.8
0.7
13.3
9.5
8.2
0.0
7.3
0.3
i;s.5
10.5
Embankment.
Filled excava-
tions.
Cubic
yards.
68,000
71,524.85
08,816.24
36, 527. 20
24,944.71
19. 248. 04
15,415.06
83,064.40
Muck
ditch.
Lin.ft,
None.
68
Levee district and name of levee.
Date of con-
tract.
Feb. 6^1893
Contract
time for com-
pletion.
Lower Tensas district :
Rifle Point
Atchafalaya district :
Belle Vsle Feb. 6,1893
Missouri ! Feb. 20,1893
Celeste J Feb. 11,1893 '.
Mount Salem i do |.
Lafourche district: I {
WhiteRosc I Feb. 7,1893 1
Flagtown '''^ '
Speransa .'
June 30, 1894
..do
..do
..do
..do
.do
.do
.do
.do
.do
Work com-
menced.
Work com-
pleted.
Apr. 10, 1893
Apr. 7,1893
Mar. 21, 1803
Mar. 22, 1898
Apr. 14, 1803
Apr. 8, 1893
Apr. 27, 1893
Apr. 26, 1883.
Levee district and name
of levoe.
Lower Tensas district ;
Rifle Point
Atchafalaya district:
Belle Vale
Miasoori
Celeste
Mount Salem . . .
IiSfourche district :
White Rose
Flaf^wn
Speranza
Embankment, dis-
tance from center of
levee to river bank.
Min.
Max.
Mean.
Feet.
Feet.
Feet.
2,200
8,000
5,500
300
400
500
750
400
600
360
340
650
440
450
895
270
810
160
390
410
240
330
360
Nature of river
bank.
Not stated —
Caving bank . .
Caving and
sloughing.
Caving bank . .
— do
Slouching bank
Washing bank.
...do
^."■••^^^
^^
Remarks.
New and enlargement.
On May 31 35 per cent comple^.
On May 31 83 per cent completed.
On May 81 43 per cent completed.
On May 31 81 per cent completed.
On May 31 70 per cent completed.
Work suspended May 3, 1803;
20 per cent completed.
3840 BEPOBT OP THE CHIEF OP ENGINEERS, U. 8. ABMY.
Fourth dUtriet lecte$, 139S-'$4-Conidiined,
PONTCHABTRAIN LSVJSE DISTRICT.
Leree dUtriot
and DAme of
levee.
Maryland.
Keecne ...
Hester..
St Elmo
Poche
Terre Hanie.
Hle«
bjlow
C'Hiruand
bank.
872
L.
874
L.
008. 5 L.
910
L.
911
L.
921
L.
Contractor.
Alex. Eltringham
do
S. D. Moody & Co., Urn-
it4Ml.
do
JeflHea 6l Dameron.
H.C.Brown
Length
of line.
JWe.
4,670
1,457
»,4m
1,812
3.521
4,347
Grade
Length' of leree'
of axis I above
of river hirh
ooveredl water
! of 1892.
Swu
Crown.
K;r.r
Feet,
Feet. \ F«i.
2| 8 3w.
8,375
2,710
21
8 3U.
S 310.
s ■ S t" '
8 J 3 It. ■
Levee dirtriot and name of
levoe.
T^ ♦ Great- Aver
netfiU. <»J5«* *^«*
Maryland...
Reecae
Hester
St. Elmo
Poche
Terre Haute
FeeL
2.7
1.0
.6
4.0
L3
1
Feet
10
18.7
14.4
18.1
8.8
9.8
FMt,
9.6
13.1
U.8
8.4
9.1
Embankment.
Cubio
yards.
68.649.19
Price
per
cubic
yard.
122,826,60
81,764.77
24, 126. M
47.236.23
OtnU.
in
15
Filled exosTS-
tions.
Cnblo
yards.
Pnc«
per
cnbw
yanl.1
!»•
175.91
1,350.96
232.36
1W.71
263.61
CntL
l9
10
Levee district and name of levee, time for com. ^ ^wk
pletioiu commenced.
Maryland —
Rescue
Hester
St Elmo
Poche
Terre Haute.
Juno 30, 1894
....do
.do
.do
.do
.do
May 11,1893
— do
May 23, 1896
Feb. 16,1893
Mar. 17, 1803
May 9,1893
Work*
completed.
Apr. 13, 1898
— do
Bmbui^-
I)i8taitf«*fh«'
leree lo riTf
Mini- Un
390
450
510
640
150
210
9
J"
T'
r,
if
Levee district and name
of levee.
Maryland —
Rescue
Hosier
St KImo
Poche
Terre Haute.
Nature of river bank.
Sloughing bank ; no cavings. Work 2 per cent completed H*y 3!. '*
Caving bank Work 20 per cent completed lil*y\ '
do : Work 1 per cent oompIetedMsy 31 >^
Caving rapidlv
Washing Donk.
Sloping bank ..
Work 18 per cent completed U>J •
APPENDIX Y Y — ^BEPOBT OP MISSISSIPPI BIVER COMMISSION. 3841
Summary for levees built under allotment far fiecal year ending June SO, 1893.
ATthwork placed to Jane 1, 1893 (approximate) cnbio yards. .
mbankment completed linear feet. .
xis of river covered '. do
Levee district.
Atcbafal-
aya.*
U»,920
Lafourobe.
42,635
1.953
1,760
Pontobar-
tridn.
72.166
4,333
5,986
*TSo levees completed.
GRAIH) SUMMARY.
arthirork placed to Jime 1, 1893 (approximate) cnbic yards . . 234, 721
mbankment completed (approximate) , linear feet.. 6,286
xis of river covend do 7,745
Upon the recommendation of this office, submitted March 8, 1893, adyertisementB
>r further work under the appropriation for the fiaoad year 1894 have been post-
oned until after June 30, 1893.
In addition to the foregoing work of construction numerous minor repairs to the
)vee have heen made in the way of restoring embankments ii^jured by wave wash
nd the action of rains, repairing weak places, stopping leaks, clearing of weeds, etc.
Levee construction and repairs by the State and the local levee district or^aniza-
ions have been very active during the year in all parts of the fourth district,
xcept in the Lower Tensas Levee district (fifth Louisiana Levee district), where
omparatively little work excepting that under direction of this office has been
one.
Lfgregate yardage In levees on
HiasiiBsippi Blver, June 30, 1802.
.dded by United States to May 1,
1893
cdded by othera to May 1, 1893. . .
Sum
<oei by caving or abandonment,
Jane 30, 1802, to May 1, 1893 . . . .
'^ffP^P^te remaining May
f5^
Levee district.
Lovrer
Tensas.
9.882,000
622,350
40,000
9,954,350
149,800
9,805.060
Atchafal-
aya.
9,292,000
445,500
650,000
10,387,500
884,500
10,003,000
Lafourche.
8,752,000
393,554
636.350
4,780,904
456,000
4,824,904
Pontchar-
train.
6^079,700
503,500
305,600
6,888,800
409,600
6,479,200
Lake
Borgue.
1,370,500
168,200
363,500
1.902.200
219,800
1,682,400
Bara-
taria.
1,226,300
167,200
138.400
1,531,900
79,500
1,452,400
Percentage of length of exieting levee syetem built to date by the United States,
Per cent.
x>wer Tensas Levee distriot 47
Ltohafalaya Levee distrlet S
:4ifourche Levee district 6|
?ontchartrain Levee district 18
Sarataria Levee district 5|
iiake Borgne Levee district '. 8|
Percentage of total length of existing levee system, fourth district, baUt by the United States ... 1^
The following report on high water of 1892 was submitted May 4, 1893 :
United States Engineer Office,
New Orleans, La,, May 4, 189$,
Snt: I have the honor to submit the following special report on the flood of 1892,
in compliance with the Commission's resolution of if ovember 17, 1892 :
In general terms the flood of 1892 in the fourth district, as compared with the
Treat floodfl of previous years, was characterized as follows :
It was unusually late in the season and of prolonged duration, the river maintain^.
BWG 93 ^241
3842 EEPOBT OP TBOB CHIEP OP BNGINEEKS, U. S- ARMY.
iuff a very high and approximately imifonii stage thronghoiit the entire hkic'
May and June. The water reached a height areraging about five- tenths of .
below the highest preTlously recorded staife (flood of iBdO) in the npper pan >-
district from Warrenton to Ked River Landing.
At Red River Landing the highest stage was abont the same flu» the hi^bt^*
yiously recorded, that of 1890. Below that point the actual heights reaclwd exe^
all previous records by from 1 foot to l^feet, though the maximum heights ^
moaified at many of the gauge stations by large crevasses.
The weather conditions during the flood were generally £avor»ble, as ihert c
few storms or long periods of hi^h winds. The flood was attributable to nne^t.
heavy and prolonged rainfall, which was general and nearly sininl taneous thrLioL
the great basins claimed by the main river and its tributary system.
In the organization for applying the funds available for protecting^ and maii:
ing the levees Assistant Eugineer Douglas was placed in immediate charge oi i
portion of the district from Warrenton to Rea River Landing, with suti*-:
Natchez, and Assistant Engineer W. J. Hardee was assigned to the immediate rhi-.
of the portion of the district below Red River Landing. All the steamboatfi. r^
quarter boats, barges, and other plant of the district available wrere utilize*
protection work, and in addition the tug Laurel, chartered for the punose. :
emploved. Such inspectors and other employ^ necessary were engaiged a> >
tioned as their services required, under direction of the assistant en|nneer in I >
ohai'ge. The general plan of operations contemplated, first, holding all le-rea ^«^
by the United States, so as to relieve the local authorities of the expense of :i
care; second, rendering such assistance on State levees, by use of floatii^ plant «
distribution of materiiu, as was practicable with funds available.
As a general rule all labor and a greater portion of the material required to 1
State levees were supplied by the State ana local authorities, and these autfeori. -
supervised the important work of closing crevasses.
The results may be briefly summarized as follows:
No break occurred in the entire line of levees from Warrenton to Red River L^
ing, and this was the first serioas flood during which the levees were euccesaj'..
held in that portion of the district. The greatest trouble was experienced or
Lake Concordia levees, extending from opposite Natchez to Bullitts Bayou. & >
tance of about 17 miles.
Below Red River Landing a total of twenty -five breaks occurred of a more*ir i
serious nature, but all of them except five were successfully closed before an v gr
amount of damage was done.
The Belmont and Sarpy breaks in the Ponchartrain Levee distriet deyeloped ■'
disastrous crevasses. The Anchor crevasse, alio in this district, did eomparari^^'
little damage.
The injury resulting from the Story and Villere crevasse, on the left bank !•?'
New Orleans, though serious, was only local, except that the New Orlevie as.~
Southern Railroad was interrupted.
Particular attention is invited to Assistant Engineer Hardee's report on the is**
ods successfully adopted for closing crevasses and to the sketch herewith, ^r
before in the history of levee work in this district has there been such a large ae^^
nre of success in closing breaks as in the flood of 1892.
As to the difi&oulty experienced in holding the levees, it was principally d'K
low grade, exposure of the levee to wave wash, or concealed defects in tbe emlui:!*-
ment, usually attributed to crayfish or muskrat holes. There was very little trt n
from sloughing of the embankment alone, or from mere deficiency of section, am. t
only one case was a levee ruptured by the caving of the bai^ Low-grade ]»^f**
were easily held, though of course at considerable expense, by layers eraacks ti >
with earth, or by driving stakes along the crown, placing boards against them >
edge, and backing them with earth. In case of very low levees two parallel lii
of boards were put up on the crown and the space between filled with earth. 1
some cases the levees were raised as much as 3 feet by this method. Ko br**-'
occurred from overtopping of the levee.
Where levees were exposed to wave wash they were maintained by protect -:
them with wooden revetment, or with sacks filled with earth and laid sloni: :'-
slope near the water surface. With proper attention no break need oecur £r?i
wave wash.
The greatest source of danger, however, and the one that nrodnoed nearly all '\ -
breaks, was the existence of holes or vacant spaces in and tnrough the levee m^
its base, as indicated by serious leaks. The method usually resorted to in these c»^-
was to throw earth, either loose or in sacks, on the river slope of the levee oppo-it-
where a dangerous leak might be found. This was sometimes effective, but not nr:
formly so^ as the record of breaks shows.
The principal points of interest, in connection with holding or protecting tbe
APPENDIX Y T — ^REPOBT OP MISSISSIPPI RIVER COMMISSION. 3843
leveea during the flood seasoii, which were developed or conflrmed by the experi-
ence dnrins tne flood of 1892 are briefly as follows :
Daring flood seasons a complete and eflective organization to patrol and watch
the leyees is of great imiK>rtancey and the most careful vigilance should be exercised
during the time of danger.
A Bnfiicient provision of floating plant, consisting of barges for material, quarter
boats for workmen, and steam tugs or tow boats, is a most valuable auxiliary, and
indeed is absolutely necessary to give any chance of success in an attempt to close
'breaks after they occur. In such cases other means of communication and of trans-
porting material are liable to be absolutely cut ofif, and everything must be moved
by water.
£inbankment8 of comparatively small section, if firm and free from holes and
leaks, can be safely held even if deficient in height, and levees of standard section
bave a larger factor of safety and are less endangered by wave wash or sloughing
than is usuaUy supposed.
It is highly important to devise some more eflective method of holding a levee
'which developes weakness from holes or serious leakage near tiie base than nas been
heretofore generaUy applied.
The loss and damage resulting from seepage^ or general leakage through or under
a levee frequently becomes serious even if no break occurs. Finally, it may be
observed, that with the completion of the levee system the problem of holding the
levees below Red River Landing and providing for the safe and free passage of the
water of a flood to the Gulf will perhaps become more serious than nas heretofore
been supposed, and I believe that the indications are that this problem will demand
most careful consideration in the near future.
I deem it proper to add the following copy of a resolution passed by the senate
and house of representatives of the State of Louisiana:
^'Whereas the flood water in the Mississippi River along the Louisiana front from ^
combination of unprecedented causes has reached a higher elevation than ever
known^ and that the levee system in its present incomplete condition, with the
exception of a few places which gave way from local causes, has been on the whole
made to withstand the said flood ; and
** Whereas the success thus far attained has been largelv due to the timely aid
given by the United States through the allotments made by the Mississippi River
Commission :
'' Ee§olf>edf That the thanks of the people of this State be extended to the United
States Government for the liberal appropriations made, and also to Engineers Capt.
Curtis Mc D. Townsend and Lieut. John Millls, and their corps of civil assistants, £.
C. Tollinger, W. S. Brown, U. S. Douglas, and W. J. Hardee, for their individual
efforts and energy in rendering timely aid and assistance to the State and local
authorities.
** I, George Spencer, assistant secretary of state of the State of Louisiana, do
hereby certify that the above and foregoing is a true and correct copy of a resolution
passed in the senate and house of representatives of the State of Louisiana at the
regular session of the general assembly for the year 1892.'^
** Given under my signature and the seal of the State of Louisana at the city of
Baton Rouge, this 26th day of March, 1892.
[8BAL.] " GbO. SpENCBR,
^^Aasietant Secretary of State."
I do not consider any further comment necessary as to the manner m which the
employes under this office discharged the laborious and exacting duties which the
flood season reqmred, except to say that all, including those whose services were
not of a character to bring them prominently to the notice of the public, are deserv-
ing of equal commendation.
Annexed hereto are the reports of Assistant Engineers H. S. Douglas and W. J.
Hardee.
Very respectfully, your obedient servant,
John Millib,
Captain of £ngineere.
Col. C. B. COMSTOCK.
Corps of JSngineere, U, S, A,,
FreMent Mis9i$nppi Mter CommiBsion.
REPORT OF MB. H. S. DOUOTJIS, ASSISTANT BNGINBER.
Natchez, Miss., June SO, 1899,
Sir: I have the honor to submit the following report on protection of levees, Tei^-
saa Basiu, fourth district, for the year ending Jun^ 30^ 1892 :
On April 14, 1892, the river had risen to the danger line at Yicksburg (41,0 feet)
i«»' «
3844 REPOET OP THE CHIEF OF ENGINEERS, U. S. ABMT.
and reports of heavy rains and rising tributaries indicated a flood of nnnaoal ln^jr
in the Mississippi River.
Reasonable precantion suggested that preparations for levee protection woil
this district should be at onoe undertaken, and they were. Ob May 1, ISS:!, _
United States quarter boat Delta and barge with outfit of materiaJ neoessarv v
levee protection work arrived at Natchez, Miss., in tow of steamer Nemt^ti. T.
United States quarter boat Gamma and barge with material and tools aniv<*d .
Natchez on May 6, 1892.
Some work had been done on Henderson levee (713 R) and Lake Coacordia 1"- ^
(693 R) prior to the arrival of the quarter boats, but the most active and ener:?-
steps were at once taken to protect and save the entire line if poesible with .l
means at hand.
The quarter boat Delta and barge with the necessary raatenal, tools, etc.. and v
organized force of trained employes on board, was transferred from levee to It'^
as the emergency demanded, and rendered very efficient service.
The quarter boat Gamma was held at Natchez as an emergency boat aTailabk ^
case of disaster, which fortunately did not occur.
As rapidly as possible an efficient corps of inspectors, composed of employ^ rl
had had previous experience on levees in this district, was orgaoized. l^'-
inspectors A7ere stationed at such points as seemed to be the most advantai;* >.-
Altnough the responsible duty of guarding and patrolling the line of leveexi ^a.^
accordance with the resolution of the Mississippi River Commission, left to the ]«>
authorities, the territory from Point Pleasant (622.2 R) to Fairview (726.6 B), a i^-
tance of about 106 miles, was almost daily inspected by a representative of 'h
United States.
The duties of these inspectors were to investigate all places reported to be dan::-:
qus when considered necessary to inform the assistant eugineer in local eh^r^: *
employ the requisite force on United States levees and have such work doiM* as ws^
requii^dd to secure dangerous or weak plac^, and to attend to the uanal rouM-
work of making reports, keeping time of forc^, and having pay rolls signed.
Considerinp^ results, the plan and organization would appear to have reache«l i
point approximating perfection, for I have the pleasure of reportiug that after *-
unexpected flood of unusunl height and duration not a single break now exists in a-
Une of levees, Tensas Basin, fourth district, a line 135 miles long of the highest, nk>:
dangerous and inaccessible levees on the Mississippi River.
Wnen the exigencies of the service permitted, tiie assistant in local charge t^;^
provided with a Government boat. At other times he was authorized to rhartrr:
but under either condition prompt response was made to all calls of assistance .r.
holding the line of levees.
I consider it proper to state that the residents in threateued localities havo inr^
riably rendered willing and efficient assistance service, and to them as well a^ ^
the employes of the United States the credit of maintaining the line of leveee i«( ilni-
I give a brief statement of protection work done and the causes thereof, taking tb-
levees in detail from the heaa of the district to Fairview, the end of the lower ](n«:
Bedford Levee ( U. S. 606 B.), — No protection work was necessary. At this levee li*
embankment had been reinforced by ''banquettes,'' and no weakness was shown.
From Bedford to Eardiimee- Wileon (Stats levees), — ^No work of consequenoe wu
necessary and no material was furnished by the United States.
Hardtimee-Wilion Levee {U,S.6S1 B), — This levee gave no trouble. It is a higt-
grade levee and was not a cause of anxiety at any time.
Hardtimee Levee ( U, S. 6SS R,), — The base of the large dike across the foot of l^U
St. Joseph became very soft and threatened to slouch. A force was put to work :•
repair the weakness. As the country in the vicinity was submerged, ecu'th had b>
be boated on a barge from abandoned levees to secure the levee across the Inkr.
This made the work expensive, but by May 30 all weak places had been permaneuily
repaired. No further work was necessary during the flood.
Evergreen Levee ( U. S. 6S7 R.). — ^No work was necessary.
Hardscrahhle Levee ( U, S, 639 R,), — The original levee withstood the flood, and iht
water did not come against the new levee of 1891-'92. But little work was Tequired
A few low places had to be raised to prevent the water flowing over, but beyoc«i
this no weakness was developed.
Bondurant Levee ( U. 8, and State 643 £.).— But little of the original United States
levee remains, owing to destruction by caving banks. No protection work w»
necessary.
From Bondurant to Kempe {all State leveee), — But little work was required, and this
portion of the line was cared for by the local authorities.
Old Kempe Levee ( U. S. 6S7 R,)» — ^At the upper end of this embankment several saod
boils or crayfish holes caused apprehension. They were checked by a liberal use ef
sacks. The levee at the threatened point is about 22 feet high.
Ifew Kemp€ Levee, upper, middle, and lower eeoiione ( U. S. 659 M.), — ^ThislsTee wm
APPENDIX Y Y — REPOHT OF MISSISSIPPI MVER COMMISSlOK. 3846
-<soinpIeted this yeftr. When the river rose and came against the new embankment,
'which was composed principally of sand, several incipient slonghs occurred. They
"were thoroughly and permanently repaired, by reinforcing the embankment on the
Tiver side with earth at the threatened points.
JPVom Kempe to Oibtona Landing Levee (all State work), — ^I)o protection work was
necessary the ^eater portion of the line having been raised and enlarged by the
local an&oritiee since the flood of 1890.
GibewM Landing Levee {U,8. 68S, 6 B,), — This new high-grade levee required but
little work. There were some indications of a slough at the upper end,i^ut this
weakness was promptly repaired. The great dike across Lake St. John, the largest
piece of levee in the district gave no signs of weakness.
Frcm Qih9(m9 Landing Levee to Lake Concordia (all State leveee), — Of low grade, con-
siderable work was necessary. Material was furnished by the United States and
labor by local authorities.
Lake Concordia Levee (U. S. 69S B,), — This is the worst United States levee in the
* district. It is of low grade, riddled with crayfish holes, composed of poor material,
and exposed to wave wash. It was only held during the flood by the most extra-
ordinary exertions. At times night work was necessary. Five incipient crevasses
occnrred and were dosed. During storms the waves of the lake rolled over the top
of the levee for about 5 miles to such a decrree that the lands were overflowed and
a railroad track partially submerged. In holding this levee, which is about 19 miles
long, more material and money was used than on aU the other United States levees
in uiis district.
Lake Concordia to Amauldia (All State leveee). — Some work to prevent wave wash
and prevent overflow in front of the town of Yidalia was done, the United States
fnmishinff material and labor being paid for by local authorities.
Amauldia Levee ( U» 8, 709 B,). — ^No work was necessary.
Amauldia to Hendenon (all State levees), — Some work was done by the local authori-
ties. At the highest stage of the river there were several low places that were seri-
ously threatened.
Hendenon Levee ( U, S. 71S B,), — At an early date of the flood this levee commenced
to slough on the upper wing. Prompt action was taken and the weak points
effectufJly repaired and strengthened.
From Henderson to Greens to Fairview (all State lereesY — This is a stretch of low-
ffrade levees, and but for protection work done would have been overtopped by the
flood. Considerable work was necessary; the United States furnishing material and
the local authorities paying for the labor.
Greens to Fairvieio including <is loop Deer Park Lereee ( U, S, 725 ??.). — With the excep-
tion of the Deer Park loop this is a low grade levee and would have been overtopped
by the flood but for work done. Protection work was necessary at several places on
account of lack of height or incipient sloughs.
The material used for protection work has been confined to sacks of which 26,000
have been used, distributed as follows:
Sacks.
Hardscrabble 1,000
Kempe • 3,000
Kempe to Lake Concordia 3, 000 *
Lake Concordia 15, 000
Lake Concordia to Amauldia 500
Henderson 1,000
Hendersons to Greens to Fairview 1, 000
Greens to Fairview including Deer Park 1,500
Total 26,000
The river reached to danger line (41 feet) at Yicksburg, April 14, 1892, and on June
30, 1892 is 46.6 above it, a period of seventy-seven days. On May 10, 1892 the flood
reached 48.4 on the Vioksburg Gauge, only seven-tenths below the high-water mark
of 1890. It continued without variation at this stage until June 4, 1892» a period of
twenty-four days. At Natchez, on June 26, the gauge read 48.10 feet, ouly 0.5 foot
below 1890, and the river reached and remained above the 48-foot stage m>m June
21 to 29, inclusive, a period of nine days.
Considering the duration and height of the flood of 1892, the strain on the levees
has been almost unprecedented, but not a single break now exists in the 135 miles
of levees compriaing the Tensas Basin, fourth district.
The foregoing data is, I believe, sufficient to indicate what has been accomplished
in the line of protection of work on levees under my local charge.
Very respectfully, your obedient servant,
^ H. S. Doxjouis,
Assistant Engineer.
lieut. John Millis,
Corps of Engineers, U, S, A»
3846 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARIfT.
BKPOBT OF MB. W. J. HABDEX, ASSISTANT XlfGnneBS.
Baton Rouob, IaA., JtOf IS, im.
Sir: I baye the honor to submit the following report npon protection of \rm
below Ee<l River for the flood period of 1^2 :
When the usnal period of high water was reached the rirer was well witiiii I
banks and there were no indications that an extreme flood would be experifi: H
Towar<% the end of April the river commenced rising, a&d steadily incr«aNc i
elevation antil maximum heights were reached at respective localities ss iDdics'^i
in the following table:
Locality.
Bed Rtvcr Landing.
BayoaSara
Baton Rouge
Plaquemine
Bonaldaonville
Cdllese Point
Carrollton
Fort Jackaon
Distance
between.
MOet.
34.7
88.5
20.5
32.2
17.8
5S
82.2
ISSOi
Date.
Apr. 23
Apr. 11
Apr. tl
Apr. SI
Mar. 16
Mar. 17
48.80
41. 2S
as. 75
31.30
Jane 27
28.30
IS. IS
Jane 13
Jane 13
JaB6 IS
June IS
Scadinie.
48. IT
/-C
33.40
30.15
29i4«
17.31
' 1
i
Frequent inspections were ina<le of the United States levees. They wen in eio!-
lent condition and did not require the presence of anything like orgauixed forceip
look after them. During the latter days of the flood, as a result of the water biTii;
stood BO long against them, some became saturated and showed a di^Mitioc k
slough. To correct this a small drainage ditch was excavated in the rear of til >:
tions of the Gay to Hollywood, Woodstock. Hermitage^ Ashland to Lin wood, Biclunr
and Tessier section of Tessier Bourgeois levees. In addition to this ditching i*
only other work found to be necessary was the construction of about 1.500 feei^.'
rough plank revetment backed with earth laden sacks at the Kay flower UDioDl/^!^
to check the wave washing of the front slope of that levee at an exposed point
Prior to 1890 there was in existence 16.4 miles of levee south of Red River wh i
was all the levee that had been wholly or in part built by the United States up '*
t]yi.t date on that portion of the river and which length formed a portion of tlieUv'*
system. After the flood of 1890 the State and local authorities adopted for t>
standard of future levee building a section designed to have an elevation fron i
feet to 3 feet above the high water of that year, and an S-foot crown with side s^«
of 3 to 1 on both sides.
The Atchafalaya Basin Levee Board, a local organization in puranance of seeKn.
plan ado]>tud bv it, enlarged 13.4 miles of levee originally bnilt bythe United St«i<^
to conforni to the new standard. The Stewarts Crevasse Levee (791.5 feet), measa:
iug 0.6 miles was abandoned by construction of a new line.
All levees built by the United States since 1890 were likewise bnilt to the oe«
standard. To the fact that these levees were so small well above the high water • '
1892 and had so wide a crown and base is due the nmall amount expended to care fr
them and not to any particular excellence of couHtruction or individual merit ^
sessed by them as compared with lines built by other parties.
There were 37.6 miles of levee built wholly or in part by the United States hth^
Red River, and the small amount of $897, which includes labor and material, «^^'
that was necessary to expend to maintain and keep in good condition that len^'i
line during the recent flood.
The flame can be said relatively of all the levees built since 1890 by both SUtft^
local authorities. There was an occasional increase of expenditure for protectic-
made necessary at localities where the work was new and exposed, at whidi pl<<^
board or sack revetments were constructed. Where the levees were not of standsr.
section immense sums were expended to maintain t^em. Much of Uie larfi^ anono:
of money expended was used in raising the low lines of levees. Owing to theonpi*;
oedented height reached by the flood the water would have overtopped^msay Bii)«^«^
the levees on both banks but for such raising. Long lengths of levee were froo^'-
to 1.5 feet lower than the extreme flood elevation and had to be raised to keep ^
water ft-om running over the tops. The general plan to secure this sasnlt was »c«oid-
plished by driving perpendicular pieces, usually 2by 4 inches, into tike topef thelcTtf
at intervals of about 5 feet. To these pieces inch planks were nailed In bsriiM^
position to form a wall to serve the double purpose of breaking the wavw ft^^ *t
retain in position the sacks of earth placed behind it. The extent of the ** wslluil
and " sacking '' was determined by tne height to which tibe work had tobebrQii;«|
In some places where as much as 2 feet of raising was necessary, a line of " ^^
ing" wsa also erected in the rear, forming a box as it were to hold sacks sad etfta*
APPENDIX Y t — REPORT' OP MISSISSIPPI RiVEE COMMISSION. 5847
Work of this character having to be executed at all hours of night and day as well
SLS in all kinds of weather, was necessarily expensive. To show the expensiveness
of this work may be cited the case of the Bnrtville Levee (847.3 L), which was too
low and of insufficient section, and though less than 1^500 feet long, something like
$7,200 was expended in strengthening and holding it.
There are no means of obtaining actual cost of the protection work on the 601
miles, which includes both banks below Red River, as the work was done by and
iihrongb so many agencies. From observation and careful consideration of the sub-
ject 1 should estimate $190,000 to be a conservative approximation of the cost of the
protection work proper. ^ This estimate does not include the amounts expended in
closing crevasses.
The assistance rendered the local authorities by the United States was confined
to delivery of lumber, sacks and nails, and the service of boats in towing materials
and labor.
The following tabular statement shows the amounts of material expended, locali-
ties, purpose, eio. :
Locality.
Red River Landing*...
Nina*
Burtvill©
Mayflower-Union*
Asccnftion
lionnitage
!Now Hope
Dologny
TesBier
Anchor
Viller©
Corinnp
Pecan Grove
Sakonholm
Kepose
M erri 1 1
Bank
Poydraa
Caernarvon
Belle Cliasse
Seanwlnlo
<-oneeHsion
Lilly
Aiifoiata
Ce4lnr Grove
Oakville
Star
Bayhi
La Kuisite
Mon^ecoar
Myrtle Grove
St. Sophie
Wo«)dPark
H arlem
West Point-a-la-Hache
Kiceland
Jane Butler
Texaa Settlement
instance
below
Cairo.
1.
1,
1,
1,
1,
1,
1,
1,
MUet.
766
800. 5
847.3
853
882.5
886.5
897
906.5
909.7
929.6
972
972.5
974
974.6
976
976.5
977
977.5
978.5
963.5
984
985.2
986
989
989.5
990
994.2
997
996
999
001
002
002.2
003
012
016
017.5
030
R.
R.
L.
R.
R.
L.
R.
R.
L.
L.
L.
L.
L.
L.
L.
L.
L.
L.
L.
R.
L.
R.
R.
R.
R.
R.
R.
R.
a
L.
R.
R.
R.
R.
R.
R.
R.
R.
Lumber.
Ft., B. If.
30,000
4,360
30,500
26,100
21,232
54.651
20,000
25,000
11, 015
6.479
6,479
1,006
6,051
1,000
8,056
16, 181
6,009
11,813
2,000
7,386
1,000
16,198
13,082
'30*284
Sacks.
Ao.
600
200
3,500
2,450
5,000
3,000
2,500
10,600
300
1,750
1,000
5,000
1,000
2,000
2.000
3,000
2,500
100
1.000
1,000
1,000
1,000
1,000
5,000
1,000
1,000
3,000
1,000
How used.
Bnlkhead to check alonghing
Checking wave wash.
Do.
Bo.
Closing crevasses.
Do.
Do.
Do.
Do. '.
Cribs to hold end.
Stopping crayfish leaks.
Do.
Raising and stopping leaks.
Do.
Stopping crayfish leaks.
Do.
Do.
Do.
Do.
Closing crevasse.
Stopping crayfish leaks.
Stopping wave wash and leaks.
Stopping leaks.
Raising and stopping leaks.
Raising.
Stopping leaks and wave wash.
Stopping wave wash.
Stopping leaks.
Do.
Do.
Do.
Stopping leaks and wave wash.
Do.
Stopping leaks and closing crevassa
Stopping leaks.
Do.
Do.
Do.
* United States levees.
In addition to the United States boats the tn^ Laurel was chartered. The boats
-were used in making inspections, moving materials, towinff barges, etc. They ren-
dered particularly efficient and valnable assistance at the crevasses where they
moved men and material. The principal service was where they moved loaded sacks
from where thejr were iilled to tne point at the crevasse from which they were trans-
ferred to the cnb work.
The service of the boats was as follows :
Days.
U.S. steamer General Netoton 17
U. S. steamer i2ttdy 13
U.S. tug TtMa 51
Tug Xflnrel (chartered) : 50|
Five United States decked barges 35
Despite the large expenditure of money and the unremitting and indefatigable
efforts of the locallevee organiasations, assisted by the riparian owners and residents,
disaster could not be averted and a number of breaks occurred, the details of which
will be found in the following tabular statement:
3848 BEPOBT OF THE CHIEF OF ENGIKEEBS, U. S. ARMY.
I
ft
8
iS
S
00
I*.
PiB Q O
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Unknown
Cr^flsh fa
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Old rice fli
Crayfish fa
Aa
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'^'^fiC4ff<o(^^Mi-(gQ*HooeQ^'^F«Aoo fc«r« o •^ ^ e
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(4iJQ;pj)4)4KJi4pi$i4)4i4Kqi4pi{p$i4>4>4pj>4 nii-J *4»^hJ
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I
APPENDIX Y Y — REPORT OP MISSISSIPPI RIVER COMMISSION. 3849
At Belmont a large force amply supplied with material started to work within a
*ew hoars after its occnrrence to try and close the crevasse. The break occurred at
i p.m. The batture or space between the levee and the river bank was about 100
eet wide. By daylight a deep channel had washed through this batture. The ends
>f the levee washed rapidly, and in a few hours receded to the points where the
ine of crib work had been started. The break was considered hopelessly a crevasse
md abandoned.
It was not considered impossible but impracticable to close the Anchor Crevasse.
The levee is located in the midst of a thick growth of willows and about 700 feet
>ack from the river bank. Though of sand the levee showed no disposition to wash
-apidly, owing to the effect produced by the willows on both sides of it. Those on
«he river side served to check the flow, while those on the land side caught the dis-
charging waters and banked them up, thus decreasing the slope of the throat of the
crevasse, and so reducing the draft as to destroy much of its erosive force, resulting
n slow enlargement of the break.
The major portion of the discharge sought an easy and but little obstructed pas-
sage to Lake Pontchartrain, 5 miles distant through the channels created and
eit by the Bonnet Carre Crevasse of 1874. In consequence of this the water did
lot spread north of the crevasse at all, and only to a small extent below, snbmerg-
ng but about one-half the plantation adjoining it and barely touching the rear edge
>f the cultivated land on the next place below.
The tracks of both the Louisville, New Orleans and Texas Railroad and the Illinois
C^entral Railroad are well removed from the break, neither being nearer than 2 miles,
knd both were but slightly affected by the break.
The interests affected were too small to justify the expenditure necessary to close
^e crevasse, which would have amounted to a large sum on account of the location
)f the break and the inaccessibility of earth .with which to iill sacks. It was con-
ddered advisable, however, to build a crib sx^ur extending at an angle of about 60^
Tom the levee on both sides of the crevasse to protect the ends from washing. The
LJnited States oontributed to ^his work. The railroad authorities at a later date
>uilt a strong line of cribbing all the way around the break on the front side. The
billows were then cut and allowed to float against the cribbing, making a '' drift
am.'' This not only controlled the further enlargement of the orevasee but served
;o decrease the discharge fully 90 per cent.
At Sarpy a large force promptly started the work of closing, which was feasible,
>ut at a cost probably of sometning like $30,000. Work was continued and good
>rogress was made up to the time Belmont Crevasse was declared abandoned. The
'ailroads then withdrew their forces and assistance, and the crevasse was abandoned
'or want of money to do the work.
Of the thirty-five crevasses four were above New Orleans on the right bank and
^ere all closed. Below New Orleans there were three on the right bank, all of
ivhich were closed. Five were on the left bank above New Orleans, of which two
^ere closed. On the left bank below New Orleans, twenty-six, of which twenty-
bur were dosed.
The actual loss of levee by crevasses was 5,457 feet. At the breaks which were
slosed 2,016 feet of levee was washed away, having a value of less than $5,000. To
itop the flow of water through that length of opening about $103,625 was expended.
Creviuse eloHn^, — ^Never before in the history of levees and crevasses was so much
mccess achieved in closing breaks as during the flood of 1892. •
Below New Orleans the levees are small and usually built of stiff clay, the soil of
;he country being of that general character. There is at all points a wide space of
jatture between the levee and the river bank, generally covered by a thick growth
)f willows. The battures are annually elevated by deposit from the river, and it is
>ften times the case that a levee will be 7 feet high on the land side and less than 3
feet high on the river side. To a combination of these facts is due the absence of
arge crevasses in this section of the river and the promptness and small cost attend-
ing the closing of them. Though many of these breaks, where allowed to run for
iveeks, they never enlarge beyond the size acquired within a few hours after occur-
rence, owing to the general stability of the earth comprising the levee and surround-
ns ground.
Above New Orleans, however, the conditions are rather the opposite. There the
evees are large, the battures narrow and low, and both the levees and banks are com-
306ed of unstable material.
During the flood of 1892 larger crevasses were closed than ever known before under
h rising river and more adverse circumstances than had ever been encountered previ-
>iisly on similar work.
It is impossible to close any crevasse where the ends wash away and the break
.videns rapidly or the batture scours fast. As a general thing such does not follow
n less than sixty to seventy-five hours after the break occurs, so that success, even
^here labor and material is forthcoming, is certainly dependent on expedition.
3850 REPORT OP THE CHIEF OF ENGINEERS, U. S. ARMY.
To the interest manifested by the recently created leree boards and r&i -
and the assistance rendered by them in promptly responding to the call of iht
ers is dne the principal success of the crevasse closing.
The ajppended drawings, showing location, side, front, and ground eltv^v
serve to illnstrate the general plan employed in closing the crevasses.
The plan has been studied out and tne drawings are presented as an ideal pIxL
fulfilling all the requiremeuts.
Very tew of the cribs were constructed in strict accordance with it, owinz t<< . I
of organization and confusion attending the constructioD, working at niglit ▼ :
out sufficient light, inexperienced labor, absence of exact-size timbers, and a 1. j
knowledge of the strength required, and a desire to make sure of same. .
At some localities there was a remnant of old levee in front of and parallel > |
line in which was the break. The plan at such places was to dose the crt^vii^
three distinct lines, utilizing the remnant of old levee as one and. connectini; i' .
new levee with lines of cribbing above and below the break.
The general plan was as shown on diagram, and consisted of a circular Ik'
crib work around the break on the river side.
The ideal plan is to construct the cribs of a width ran^^g from 4 to 5 f€«! >-
when completed to have three times as much base as there is aepth of vater ^\
the cribbing. The principle of the cribs is to form compartments in w!i. .
deposit the sacks and is essential to retain the sacks exactly where desired,
very lightest cribbing that will accomplish this purpose should be construct' '.
the strength of the cribbing figures to but a small extent after it is filled ^
sacks, the mass of sacks anording the necessary lateral strength hy virtue < :
own weight. There is, on the contrary, great objection to driviog aav more tr
into the batture than is absolutely necessary, for the reason that emch piece dr
breaks and loosens up the soil, thereby disturbing and causing it to vrash, en
maintenance of which so largely depends, the success of closing the crevasse^
The correct method of sacking the cribs seems never to have been properly u:
stood heretofore, but was developed at the Tessier Crevasse and operated sao -
fully at the subsequent breaks.
As soon as an obstruction is offered to the passage of water through a eri
when some sacks are thrown into it, there is immediately produced a nuniaton-
aract or overfall of water £rom out of it into the next crib behind. Tbu; .^
destructive agency and must be controlled.* It is accomplished by starting a *
levee on each side and sacking the rear or inside crib auout 1 foot hi^h uoti!
two forces meet. The overfall produced by this line of sacking will be harmlf'^ '
it will strike the ground well in the rear of the foot of the timbers and any er •
there will not weaken the cribbing. When the rear line has been sack^ al
way across, the forces are put in tne adjoining crib and it filled abont 1 foot h .
than the first. The overfall in this crib will be caught by the sacks in tbe
behind it, and falling on the sacks, which it can not disturb, there will be no cn^
and consequently no weakening of the crib work. This process is carried ob c
tinuously until the front crib is reached.
If the 'height of that ''stop" is lower than the surface of the "vater, faC '
into tbe first crib and sack it and bring up each of the other cribs a little hisbr^
turn until the front crib is brought up above water and it has been entirely sLtt:
This method does |^ot close the water off entirely at the ends first, and as tliej .
brought together forcing the flow through a narrow channel and producing ?
scour as to destroy and wash out the cribbing. It on the contrary reidaoes that :• '
to a minimum, besides building base in proportion as the pressure increases.
When the sacking has been completed there is more or less leaka^^ throagi<
To cut this off entirely a line of sheet piling, composed of 1-inch by 12-inch bcu
is driven perpendicularly or at slight inclination with a hand maol Abont 12 <•
inches in the ground about 6 or 10 feet (according to height) in f^ont of tbe ^^
biug. This is tied to the cribbing with lateral bracing» It is filled irith earth ^'
tamped and called a ** mud box/'
Very respectfully, your obedient servont,
W. J. Haadrk,
AgaUtani JEngiuw
Lieut. John Millis,
Corps of Engineers, U. S, A.
LOCATION OF LKVEES, GRADES, AND 8BCTI0K8.
The general question of tbe most judicious location for the new levees in ihk '•
trict. particularly in the case of those below the mouth of Red Siver, has Itr*
perplexing one, and the proper grades and sections to be adopted pr esen t proM''
scarcely less simple than the matter of location.. Any attempt at a tbeoretical siu'
PPENDIX Y Y — ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3851
>f these questiona involves snoh a multiplicity of conditione, many of whieh are
table and indeterminate, as to lead to great complications and to result in no
nite conclusions of general or practical value.
deduce theoretically the most judicious and economical location for a levee
lid involve consideration of the following conditions: The present cost of the
7 ^work^ the probable cost at the time it might become necessary to renew it; the
ent of immediate damage to private property; the value of products of land
rificed ; the probable liie of the new levee, which is determined by present caving
bank and probable rate in fiiture; the exposure of the levee to the destructive
ion of Trave wash and of crayfish; and in many cases numerous other conditions
inliar to the locality. When to the above are aaded the objections and prejudices
property holders and questions of policy which not infrequently have to be con-
ered, it will be understood that theory or fixed rules are of very little assistance
determining the location of a levee,bnt that the problem is one to be solved mainly
tact and judj^ment, based on experience and a full knowledge and careful study
all the conditions in each individual case.
rhe grades to which the new levees are to be built is a matter of great importance,
t only as affecting their stability during high water, but as determining tne length
embankment that can be built with a given amount of money, as will appear
len it is remembered that the cost per unit of length increases approximately as
e square of the height. No absolute standard or grade has yet been adopted in
ia district, either by this office or by the State engineers, but it has been custom-
y heretofore to build to a grade of &om 2^ to 3 feet above the highest previously
1 own water, though in certain special cases a higher grade has oeen adopted in
ate work. Since the i' highest previously known water 'Ms subject to change
tth each season's flood and appears to be constantly increasing as the levees are
ade more nearly perfect, this is at best a variable and uncertain standard.
By the time the allotments for levee work under the appropriation of July 13, 1892,
lally becomes available it was urgently necessary to get a large amount of work
ider way at the earliest practicable date, in order to close crevasses, strengthen
eak places, raise deficient levees ta a height which the flood of 1892 showed would
) necessary, and apply the entire amount available so as to get the benefit of it
iring the succe€»ding flood season.
In order to comply with the instructions of the Commission it was also necessary
) advertise and enter into contract for a considerable portion of the work under
le allotment for tlie fiscal year 1894. The work consisted of a large number of small
^tached pieces of levee, scattered over the ^preater portion of the entire district,
id it was necessary to adopt some grade which would at least approximate to the
^quirements, but which haa to be determine^ in the absence of detailed informa-
on and without sufficient time to attempt a careful analysis and study of the sub-
let, in order to get the work under contract without delay.
The considerations which determined the grades adopted may be briefly stated as
>llows : In the flood of 1892 the entire levee system of the lower Tensas District
ras successfully held without crevasses for the first time. The same was true of the
'azoo Basin levees on the left bank above, while there were several breaks in the
Ipper and Middle Tensas Basin districts on the right bank, the water from which
lowed down the Tensas Basin, and could not reenter the Mississippi above the
Qouth of the Red^
The relative flood heights in the Lower Tensas Basin in 1892 might therefore be
airly assumed as normal. The absolute height which the water attained at Yicks-
>urg was 0.7 foot less than the highest recorded in the great flood of 1890, but since
here were several crevasses in the Yazoo Basin system this year, the water from
v^hich returned to the Mississippi in the vicinity of Yicksburg; the actual height
'eached may have been greater than would have been the case if the Yazoo Basin
evees had held as they did in 1892, and it was considered that the weak condition
)f the levees in the Upper and Lower Tensas districts on the right bank might
reaRouably be depended upon to restrict the height at Yicksburg in succeeding
^reat floods for a number of years.
At the mouth of Red River the flood height in 1892 was the saitie as in 1890, and
below that point the heights reached in 1892 exceeded all previous records. The
Qood heights below the Red were, however, modified by two large crevasses, the
Belmont and Prospect, but these were in the lower portion of that section of the
river between Baton Rouge and New Orleans, where the total annual variation in
the height of the river is less, and where the absolute increase in flood height in
future may consequently be expected to be less than in the upper portions. Below
New Orleans numerous small crevasses took place in 1892^0 that the actual height
reached most have been generally less than the normal. While the total variation
aud the increase in flood heights to be expected with the completion of the levees ii
still less below New Orleans than in the lower portion of the La Fourche and Pont-
chartrain districts, and the net height of the levees is less, the greater exposure of
3852 RfePOBT OF THE CHIEF OF ENQINEERS, U- 8. ARMT.
the lower river to storms and the freqaent passing of large ocean steAina^
the embankments more liable to iigary by wave wash, and a somewhAt gn^
tive excess in height above the flood level of the river is deelrable, even vi-
are protected with revetments.
The State authorities have in general adopted a net grade of 3 feet aS
highest known wat<er, but their system of inspection and requirements n* t
grades to provide for shrinkage are necessarily somewhat lees rigid than i^ j
ble in the case of work done by the Federal Government.
There are several objections to adopting at this time a very high gr.L-
length of levee that can be built with a given sum rapidly diminiahea with xl.
in height, and there is manifestly no advantage in bailding oomparativ^
detached pieces of levee of great length so long as so large a proxK>rtion «f ::
system is in such a condition that it must give way long before the water a-
a height to tax the new work to anything Tike its full resisting po'w^. £ir-
shows that a sound and properly constructed levee with good width of crov:
succossfully held by temporary work in case of emergency against a flood 2
more above its crown, though of course such a deficiency of grade is not tv .
sidered safe. On the other hand it may be said that for levees on a penaaacr
tion it is less expensive to build'them at once to the maximum ffrade that v^!!
ably be necessary than to stop short at that grade and raise and. enlarge thf l
wards. This would be true if the cost of levee work was to remain a eonsUL-
tity, but it is a constantly decreasing one and likely to continue so lor some *
come.
As a practical approximation to the conditions above outlined, a net end
feet above the flooitof 1892 was adopted for the work of last season in all yt-'i'j
of the district. This grade makes the work done by this office at least e« . i
strength and efficiency to the larger part of the State levees, and it em ■ '
greatest length of levee to be built with funds available that is contiist«^: • I
safety. It is believed that for a long time to come the new levees built t I
irra<le will have an excess of grade and a very large excess of strength aofi • i
ance over the major portion of the levee system^ and that when the time cc-:'-
providing some means for definitely limiting the flood height of the lower r '
will be found that the policy of adopting moderate grades at this time v.-
inconsisteut with efficiency and economy.
As to the form of cross section for levees a great variety has heen used is -
ous years in this district, but at the beginning of last seaon's work the seerin-
had been generally adopted, both by the State engineers and hy this officr . I
crown width of 8 feet and side slopes of 3 base to 1 perpendicular. For leveee h
a net height of over 10 feet the land slope was often made less steep than 3 to '
in manv cases a banquette, with horizontal top 20 feet wide or more, was be
the land side as a reonforcement, but all slopes were made continuoos.
With a view to a reduction in cost and an increase in efficiency the sal>j^' '
revised at the beginning of last season's work, and the sections adopted for \h -
trict are described as follows :
Where levee not exposed to serious wave wash and where permanent ie\-ct
are not required :
Far average net height of 5 feet or les$. — ^Normal section : Crown width, 6 feet '
slope, 3 to 1 ; land slope, 2 to 1.
Where conditions are less favorable than average: Make land slope less steep.
8 to 1 ; crown width and river slope same as normal.
Where conditions are more favorable than average : Diminish crown widtL
4 feet; river and land slopes same as normal.
For average net height$ from 6 to 10 feet. — Normal section : Crown width, 8 feet :
slope, 3 to 1 ; land slope, 2\ to 1.
Where conditions are less favorable than average: Make land slope lees stc^f- .
3i to 1 ; crown width and river slope same as normal.
Where conditions are more favorable than average: Diminish crown widtL it'
height less than 8 feet ; river and land slopes same as normal.
For average net height of 10 to 15 feet. — Normal section: Crown width, 8 fwt; r
slope, 3 to 1; land slope, 4 to 1 up to 5 feet below orown, then 2^, to 1 np to rn><r
Where conditions are other than a fair average special instructions will be >:
For average heights from 15 to 20 feet, — Normal section : Crown width, 8 feft: r
slope, 3 to 1 ; land slope, 6 to 1 up to 14 feet below crown, then 4 to 1 to 7 feet v
crown, then 21 to 1 up to crown.
Wliere conditions are other than a fair average special instructions will be g -
For average net heights exceeding 20 feet, — Instructions will be given.
Where levee is exposed to serious wave wash and material is snob as to req.
permanent revetments :
For average net heights from 6 to lOfeet.—'SoTmal section: Crown width, 8 h
-AJPPENDIX T T — ^REPOBT OF MISSISSIPPI RIVER COMMISSION. 3853
L ver slox>e, 4 to 1 np to 4 feet below crown, then 2 to 1 up to crown, the upper slope
o "be protected by board revetment; land slope, 2^ to 1.
'Where average net height is less than 5 or more than 10 feet and where conditions
kX-e other than fair average special instrnctions will be given.
Tlie material found in levee work in the fourth district consists of clay or ^'bnck-
iliot" and fine sand, varying in proportions. Pore sand or earth consisting of a very
n.r^e proportion of sand is not often met with in this district, but clay with a very
ioiall portion of sand occurs not infrequently. Well-deiined layers of sand and clay
Bkre rare.
Besides withstanding the direct pressure of the water during high river the levee
eunbankment must resist the deteriorating influences of the weather and fulfill a
variety of other conditions. These conditions impose upon it a form dud dimension
^wliicb give it a large excess of stability when considered merely as a wall or barrier
e:x.po8ea to the side pressure of the water and prevented from overtui-ning by its
own weight and from yielding laterally by friction on its own foundation, so that
a.n analysis of these forces is of no value in discussing the subject of section. As a
matter of practical experience the causes of a levee yiehling or failing are as follows:
The embankment sloughs or slides down,caused by penetration of water and a soft-
ening and increase in weight of the material so that the particles become disasso-
ciated and the material flows or '' sloughs" under the action of gravity.
Holes and leaks through or luider the embankment may become enlarged by the
ecour of water flowing through in high water, so that finally the levee breaks. Such
boles are due to defective foundations or to crayfish or other burrowing animal.
The embankment may be washed by the action of the waves in high water and
breached at the top, thus starting a flow which enlarges the opening and develops a
crevasse.
Sandy material is liable to be washed and cut by the action of rain. This in some
cases has resulted in such injuries as to call for special devices to prevent it.
Of the above, sloughing and weakness due to the leaks are the most serious and
difficult to remcidy in nigh water.
In considering the slopes to be adopted, long experience has shown that a 3 base
to 1 perpendicular is practicably stable for the river side of the levee. Although
this slope is more liable to become soft than the land slope, it has the support of
the water to assist in sustaining it and the river side of a levee built on this slope
rarely if ever sloughs even on high embankments. On some accounts a broken or
hollow slope would be advantageous for the river side, but these advantages are off-
set by the greater liability to wave wash during high stages, if the upper part of
this slope were made steeper than the lower.
A uniform slope of 3 to 1 has therefore been adopted for the river side of all levees
not revetted.
For the land side, in the case of levees of small height, a somewhat steeper slope
has been found to be permissible, and this slope is made, under favorable conditions,
as steep as 2 to I, with a view to as ^eat economy as is consistent with strength.
With greater heights, however, there is an increased tendency to slough on the land
side due to the longer periods during which the water is liable to be against the
lower part of the levee, the greater pressure and increased tendency to become soft
at the base of the rear slope, and the increased weight of earth above. A broken
slope has therefore been adopted for the land side of high levees, which is compara-
tively steen towards the top and very flat at the base. It approximates to the form
which the land side of a sloughing levee assumes. All these slopes are of an inclina-
tion which resists the eroding action of rain wash with fairly good material and per-
mits the growth of grass.
Assuming that the distance to which water penetrates into the embankment is
proportional to the pressure and depth below the surface, a levee section might be
designed by starting with a snfiSoient width of base to resist the pressure at that
point and to permit side slopes not steeper than experience has shown to be neces-
sary, and to give the section a triangular shape with a height equal to the flood
height of the river. This would give a thickness of earth everywhere proportional
to the depth and pressure, but would manifestly be impracticable without a certain
excess in height above the highest water to be expected, to insure a proper degree
of safety.
Bat even such excess in height would not be long maintained in case of a levee
with a triangular section and a sharp crest.
The crest must, therefore, be given a considerable width and made horizontal or
nearly bo, in order that the original grade of the levee may be not materially reduced
by the action of the elements, to enable the levee to resist the wave action, and to
five room to work and place and handle material in case of needed repairs during
igh water. If, however, with a flat crown of considerable width the rear slope is
made continuous to the base, the ratio of thickness to water pressure is no longer
cozutant throughout the height, and the embankment has an excess of strength and
A Jk
3854 REPORT OF THE CHIEF OF ENQIKEEBS, U. & ARMY.
thickneBB towards its top^ while sadi excess shoald be tow»rd8 tbe boiio^
exists at all.
For low levees which have a large excess of strength at all poiota of thee ^
this is hardly a material consideration, and difficolties in constmctian r
unadvisable to attempt an approximation to the theoretical section. Le^ft-
feet in height, or less, are therefore given a regular slope on the land side.
somewhat steeper than the river slope, and a width of crown vairying v.
height, but not exceeding 8 feet.
levees of more than 10 feet in height have the broken slope aboTo de»
which is designed to give a section of more nearly uniform atren^^ and p&'
resist sloughing, with greater economy of material than that heretoibre uaca
The width of crown for all heights is limited to 8 feet. This ia aofficient '-
necessary facilities for protection work and to resist ordinary wrave w^aah.
low levees, where earth and other material can be placed, on the crown l.
ground surface, a less width is allowable. For high levees the strengtl
embankment is neither uniformly nor econcmiically increased by an inerea^ or
width alone.
In that part of the district below New Orleans the country is genenHy ■
and open, and the river is exposed to winds and storms. Larf^e ocean sir^i^
also f{t»quently pass, and the levees are muoh exposed to the destrnctive ^'.
waves. They are usually low embankments, rarely as much as 10 feet high,
tion has been adopted for these levees having an 8-foot crown, a Uuid elope c
1, and a broken slope on the river side. This slope is made qalt« flat, 4 to i.
the foot of the revetment. Where the slope is entirely protected fnun wa'>-
made 2 to 1, or as steep as may be expected to stand under the ordinary aetkis <
elements.
LBVRK RXYETMENT.
The revetments so far constructed by this office have been built of a iair ^
of cypress lumber. Posts and connecting rails are first placed to ibnn a ^
and backing for the revetment. The planks are then driven close, edgr r< -
along the front of the levee at the top of the lower slone. The planks are r *
inclination towards the levee and are driven down to tne natural ground. Ti*
are sawed even with the top of the levee, side pieces spik^ on to secure tk
and braces fastened from the top of the completed revetment to stakes dri--
the crown of the levee.
This form of revetment seems to be effective, but the exposed portion of i>'
slope having been reached by the rising water before the grass could cotcj r
been in most cases partly washed away. It may be found necessary to sal'
slope much flatter l£an 4 to 1 or to omit it altogether.
HUE DRAINS FOB LEVERS.
The detrimental effect of seepage water or water which somm or filters tk-'
the body of the levee in high water often becomes serious. The land slope i^'.
ground in the rear is kept soft and wet, increasing the danger of sloaghiufr.* *
M'e rendered impassable, and in several cases large areas of cultivated laric
been covered with seepage water, resulting in greivt loss. Since a levee fall' >
of serving its purpose, in so far as it fails to keep the water'of the river off tbt -
adjacent, a remedy for the difficulty becomes a proper subject for InveatigaL
connection with levee building. The trouble from this cause is moet amoos '
lower part of the district where the land is generally cultivated and the roa^i-
numerous. Plantation ditches and facilities for drainage are also more frtK-
than above.
Heretofore open ditches have frequently been cut along the base of tiiielevee« bor '-
rapidly fill up and have to be frequently cleaned out. They are also ineff«<irT'
account ofwant of accuracy in grades, and with a slight fall that is usually a^a. ->
they have proved very unsatisfactory. It is therefore decided to try tile drains, tr^
a number of levees built during the past. year a line of 6-inoh tile drains wen :
just at or near the base of the land slope and from 1 to 3 feet below the scr-
The greatest care was required in excavating and grading the bottom of the «.;
and placing and covering the tiles in order to secure good work and accqrir^
grades. Tne tiles were ubually carried across the road in the rear of levee and •
lets placed connecting with the existing drains of the adjacent plantations or ^
available sloughs. Thus far the results have been highly sati^actory, and «'-
these tiles have been placed the land slope and ground at the levee and the r
have been kept dry and hard, while in many cases tne new levee built withoatdn:!:
have shown tne usual effects of seepage water.
AJPPENDIX Y Y — ^REPORT OF MISSISSIPPI RIVBR COMMISSION. 3855
Other new featnres which have been introduced into leyee oonstrnction during the
ast year are as follows :
Greater care has l>een exercised in requiring the excavations in the borrow pits to
e so made and connected by cuts that they may be effectually drained towards the
ver iu low water, with a^yiew to diminishiug the crayfish evil. In several cases
lo wing^ of new levees or portions connecting the main'^line with existing embank-
lent have been built with a reduced grade and section.
In the history of levee building outho lower river it is found, that a new work, in
iie majority of cases, consists of a main line or ''curtain'' running parallel to the
iver and two ''wings'' connecting the main line with the existing levee above and
elow.
The onrtain has, of course, the longest life, for in the course of time with continued
acessioD of bank line, the wings are abandoned long before the main line ceases to
e useful.
It is therefore allowable to economize on the wings and give to them a less factor
f safety than to the curtain.
Locations in the lower portion of the river have not always been made with a view
o leaving the old levee undisturbed to act as a breakwater for the new work as was
ireviously the custom, but in many instances the old levee has been entirely lemoved
.ud used to build the new levee, and the sacrifice of private property has been thus
educed.
In raising and enlarging existing levees it has heretofore been the practice to break
ip the surface of the old levee and then to bring it to the required height and sec-
'ion by adding earth without further disturbance of the old embankment. This
)ractice has been modified by requiring the old levee to be cut down and spread out
o the full width of base for the new work bringing the work to a level surface, and
hen completing it by adding fresh earth to the top. The object is to discover and
emedy defects in the old embankment and to avoid unequal settling and cracking
>f the embankment.
The cutting of muck or base ditches within the base of the levee has been largely
liscontinued.
EXPERIMENTAL MACHINE FOR LEVEE BUILDING.
The Commission having authorized experiments with a view to developing mechan-
cal appliances for levee work, as outlined in a report from this office of August 29,
L892, a high speed engine transferred by Cant. Roessler, in charge of the first aud sec-
>nd districts, nas been set up on the dredge ooat Pah- Vie, connected with main boiler
md placed in running order. The dredge will be used as a floating power station
from which to operate the earth-handling apparatus. A portion of the material to
construct the latter has been procured, but progress has been delated by the great
pressure of other work and by present flood. The experiments will be resum^ as
soon as the water subsides.
In conclusion, I think it can be said that there has been a material advance in the
methods of levee construction during the past year, and that the results have been
generally satisfactory.
Money statement.
LBYEES, TENSAS BASIN.
June 1, 1892, balance unexpended $11, 672. 02
May 31, 1893, amount expended during fiscal year 11, 672. 02
PROTECTION OF LEVEES, TENSAS BASIN.
Jnne 1, 1892, balance unexpended 8, 103. 17
May 31, 1893, amount expended during fiscal year 8, 103. 17
LEVEES, RIGHT BANK, BELOW RED RIVER.
June 1, 1892« balance unexpended - 2, 061. 94
May 31, 1893, amount expended during fiscal year 2,061.9i
3856 REPORT OP THE CHIEF OP ENGINEERS, U. S. ARMY.
PROTECTION OF LBVKK8, RIOHT BANK^ BELOW RSD RIVKS.
June 1, 1892, balance unexpended --.- $8 *'
May 31, 1893, amount expended during fiscal year (, t**
LEVBKS,LEFT BANK, BELOW RED RIVEB.
June 1, 1892, balance unexpelided
May 31, 1893, amount exx>ended during fiscal year
PROTECTION OF LEVEES, LEFT BANK, BELOW S£D RIVSR.
Junel, 1892, balance unexpended 4.-
May 31, 1893, amount expended during fiscal year 4,4-
LOWER TEN8AS LEVEE DISTRICT.
Amount allotted from act approved Jnly 13, 1892 $150. ■>*
May 31, 1893, amount expended during fiscal year:
Construction and repairs of levees .- $190, 900. 24
Protection of levees 2,415.33
133. ^
May 81, 1893, balance unexpended - V^,^
May 31, 1893, amount covered by uncompleted contracts 15.;.
July 1, 1893, balance available L.-
'Amount tbat can be profitably expended in fiscal year ending JaneSC,
1895 137,««-
Submitted in compliance with requirements of sections 2 of river and
harbor acts of 1866 and 1867 and of sundry civil act of March 3, 1893.
ATCHAFALAYA LBVKE DISTRICT.
Amount allotted from act approved July 13, 1892 $155, •>».
May 31, 1893, amount expended during flHcal year:
For construction and repairs of levees $126, 809. 59
For protection of levees 707. 12
For levee machine 366.5)6
t27,*v
June 1, 1893, balance available 27,11'
Amount that can be profit-ably expended in fiscal year ending June 30,
1895 152, CW
Submitted in compliance with requirements of sections 2 of river and
harbor acts of 1866 and 1867 and of sundry civil act of March 8, 1893.
LAFOURCHE LEVEE DISTRICT.
Amount allotted from act approved July 13, 1892 $90, OiT. •
May 31, 1893, amount expended during fiscal year:
For construction and repairs of levees $74, 681. 62
For protection of levees 425.02
75,106>
May 81, 1893, balance unexpended 14.89^x5"
May 31, 1893, amount covered by incomplete contracts 10, 72&. ^
May 31, 1893, balance available 4,167.n
'Amount that can be profitably expended in fiscal year ending June
30,1895 90,(!CO.f
Submitted in compliance with requirements of sections 2 of river and
harbor acta of 1866 and 1867 and of sundry civil act of March 3, 1893.
APPENDIX Y Y ^REPORT OF MISSISSIPPI RIVER COMMISSION. 3857
PONTCHARTRAIN LEVEK DISTRICT.
inoimt allotted fJom act ap^rotfid July 18, 1892 $150, OX). 00
Lsiy 31, 1893, amount expended during fiscal year:
" For construction and repairs of levees $131, 226. 73
For protection of levees -• 944. 70
132, 171. 43
[ay 31, 1893, balance unexpended 17,828.57
[ ay 31, 1893, amount covered by uncompleted contracts 12, 991. 49
layei, 1893, balance avaUable 4,837.08
r Amount tbat can be profitably expended in fiscal year endiug June
I 30,1895 150,000.00
Submitted in compliance with requirements of sections 'I of river and
haxbor acts of 1866 and 1867 and of sundry civil act of March 3, 1893.
LAKS BORGNE LEVEE DISTRICT.
I
^.mount allotted from act approved Jnly 13, 1892 $50, 000. 00
riay 31, 1893, amount expended during fiscal year:
For construction and repairs of levees 49, 704. 81
^f ay 31, 1893, balance unexpended 295. 19
fune 1,1893, balance available 295.19
f Amount that can be profitably expended in fiscal year ending June
30, 1895 , 50,000.00
I Submitted in compliance with requirements of sectious 2 of river and
harbor acts of 1866 and 1867 an4 of sundry civil act of March 3, 1893.
BARATARIA LKVEB DISTRICT.
Lmount allotted from act approved July 13, 1892 $60,OOO.JOO
kiay 31, 1893> amount expended during fiscal year:
For construction and repair of levees r $56,794.95
For protection of levees 771.21
57,566.16
^iay 3, 1893; balanoe unexpended 2,433.84
Funel, 1893, balance available 2,433.84
f Amount that can be profitably expended in fiscal year ending June
I 30,1895 60,000.00
] Submitted in compliance with requirements of sections 2 of river and
I harbor acts of 1866 and 1867 and of sundry civil act of March 3, 1893.
BNO 93 242
3858 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMT.
United States Exgixeer Officf,
Jifew Orleans, La., October Jo. .
A. — Abstract of propoaaU received in reeponee to odveriMemeMt dated Septem^ber zi
opened this day by Capt. John MilliSf Corps of Engineers, far the
in fourth district, improving Mississippi Biver, viz:
a^
No.
Name and address of bidder.
1
3
4
7
8
10
11
12
13
U
Thos. O'Mallny. Baton Koufre, La
W.J. Rmitlev & Co., Giwn's Store, La..
lioniAii. McFadden '& Cassidy, Baton
Kongo, La . ,
J. A. M« IMghe & Co., Memphis, Tenn .
Scott & UiiH8('Il. Meiiiphia. Tenn
W. O. Fl villi &. Co., Baton Kouge, La
J allies 2C. Ogdeu, Baton Roup>. La
Jeflries & Dauieron. Stovall,Mi8a
Jno. Scott Sc Son, St Louis.Mo
Andrews Bros. Constrnction Co., Baton
Kotige, La
J. M. Sullivan, Memphis, Tenn
Laftwirehe Igvee itigtfffct
Buen* Vista— Minnie.
Cents.
32
29
23
23(1
22
25
231
25
17
17
20
20
12
30
*10|
I
1
Ots,
50 $25,704.50
90
85
40
80
80
25
90
•50
23,885.60
18,884.64
18,247.91
17,558.20
19.856.90
18,588.99
16,467.52
15,935.04
St. J
etc:
m'S
•OS
62
a
5 s
Oents.
35
21i
1».7
28
21
*17
23. 9&!
90
22.49
I"
15
211
17
^17
18
20
13
M
214
Ots.
$^'
27
90
35
^40
90
30
90
50 : ^.
No.
1
3
4
5
6
7
8
11
13
14
Name and address of bidder.
Thos. O'Malley, Baton Bouge, La
W.J. Bentlcv & Co., Green's Store, La ..
Honian, Mcl^'addon & Casaidy, Batou
Rougf\ La
P. J. ( .'offinan, Burnsido P. O., La ,
J. A. McTigbe 6c Co., Memphis, Tenn
Scott & Bussell, Memphis, Tenn
W. O. Flynn & Co , Baton Rouge, La ... ,
l*.Hamau.Kew Orleans, La
Jefifries &. Damerun, Stovall. Miss
Jno. Scott &. Son, St. Loui;*, Mo
J. M. Sullivan, Memphis, Tenn
Lafourche levee district.
8t James estcteu
e «
Otnts.
25
21
*24.9
20
2U
*184
5i
M
CO
I
CtS.
25
17
26
20
12
'18^
■
cu.
90
35
37
80
25
*50
Si
o
H
Po&tehsrtraia Iftf-
diatxirt.
» krrn
$4,637.40
3,69L34
8,514.20
8,708.64
3,354.82
81
20
29
23
23
*19
21
18
25
17
17
20
12
*19
27
30
90
35
40
r •■
It ■
7-« s^'
30
25
*30
IT.--
^\ ■
15?'
Amount available
Amount covered by this abstract
Balance
Lafonrdie PontiJ
le^ee tnic
district.
984,000.00
40,030.18
ii9*
$144 ■
43,969.83
115.*"
Bkmarks. — All proposals marked thus (*) being lowest and bidders responsible, are reoonunesdni i
acceptance, except tile drains for Tippecanoe levee, wMch are leoommeuded Ibr n^jeotioB.
APPENDIX Y Y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3859
A, — Abtttwit ofpr^poBaU received in response to adtwtiBement, etc, — Continued.
2
5
6
II
12
^o.
1
2
5
6
7
11
12
14
Namfi and Addresn of bidder:
I. R. Bobbitt Baton Rooffe, La
P. J. Coffuiioi, Bummde F. O., La
J. A. McTifflie & Co., Memnh's Teim ..
Jeffries St. Dameron. Stovali, XUda
Jno. Scott & Son, Sc. Louis, Mo
Pontchartrain levee district.
UuioQ, upper.
o .
OentM.
21
*22
29
22
23
I
I
^39
I
ou.
16
*20
25
20
12
(Hi,
57
*30
00
80
25
I
UnioOf lower.
^1
II
I
$2,585.88
2,567.50
3,647.10
2,567.50
2,606.81
Cents.
22
25
22
23
I-
moo
SI
oef.
16
25
20
12
Cft*.
57
90
30
25
I
a
o
H
$2,050.10
2,406.90
1,985.40
2,04S.86
Name and address of bidder.
Pontcbartrain levee district.
Tippecanoe.
CO «
■*»'2
a a
«t S3
a
Tfaos. O'Malley, Baton Rouse, La
I. R. Bobbitt, Baton Rouge, La
P. J. Col&nan, Bnmside P. O., La
J. A. McTl)(bo ic Co.fMemphiSf Teun.
Scott & llnssell. Memphis, Tenn ,
Jeffries & Dameron, Stovali, Miss
Juo. Scott 6c Son, St. Louis, Mo
J . M. Sullivan, Memphis, Tenn ,
OenU.
*19
28
26
22
22
20
OU,
*16
20
25
17
19
12
20
Cte.
*57
30
90
35
30
25
50
I
§
3
o
H
Peytavin.
OD *
♦^•^
s >•
Bo
II
a
P4
$6,713.81
7.414.90
9,338.45
7. 440. 30
6,697.40
7,293.25
6, 99L 50
Csnte.
26
23
26
I-
8 >>
^3
I.
•>4 >k
00 .9
^0
Fr
cu.
17
25
•20
22
*20
12
CU.
60
90
♦30
25
•
9
%
o
3
O
$2,080.00
2, 127. 20
2.509.50
1, 775. 60
1, 893. 36
Remabks. — ^AU proposals marked thus (*) being lowest and bidders responsible, are recommended for
icceptance, except tils drains for Tippecv^oe levee, which are recommended for n^jeotloiL
3860 REPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMT.
UmrxD Btatss Enginbkr Oma
Ktw Orleans, La., Odoheri:,:
B« — Abitract of proposalM received In remonee to odverHoemmt dated Sfpm
1892, opened ikit day by Capt, Jolin MuH8, Corpo of Mngineen, fmr cm^
lereef in fourth district, Mississippi Sirer.
No.
1
6
18
14.
15
17
Vo.
1
2
4
5
9
11
12
18
14
U
16
17
Kline And addrete of bidder.
JeffHee dt Demoron, StoraU, HIsa . . . ,
SalUvaa dt Johnoon, Kemphis. Teaa
John Scott it Son, St. LoaU. Mo ,
Jamet ▲. Andrews. Beton Kongo, Le
Timothy W. Soott, Memphis. Tenn . .
J. S. McTighe Sl Co., Memphis, Tenn
AtohnlUnya leree district
ig
I
Cts.
tt
Ml
28
•271
42
42
S
•«g
I
<3U,
25
•01
36
•27*
25
26
I
It
I
1
BBnt)u.&}a
li
^«:S
1 :-iii,
Be JojeS
^^
OKi.
90 m,406.0C
60 31,224.60
20 28,414.00
•66 88,242.60
40 42.585l00
40 42.586.00
'
*>>
55 -'.i
I
Ots.
86
81
CU.Cti
28 3?f>
SI I s -
45 C
Kerne end eddieee of bidder.
Atehefeleya kTeediittkt
Beleir.
§
r
Cts.
Jeflriee4tI)eBBeiOB,8toTa]LMtae ; 28
Sterling Fort|GreenTille, Miss !
LR.Bobbitt, Baton Bouge.Le * 22
Ireraon Q. Batohelor, Smitbland. Le I 24. 86
8
ft
§
I
Ols.
20
Sullivan A. Johnson, Memphis, Teun.
Jae.K. Ogden, Baton Rouge, La
Noble w:irish,Carlyle, 111
OTideLaoour,Raooourci,La ,
John Soott A Son, St. Louie, Mo
Jamee A. Andrews, Baton Bonge, La
Timollqr W. Soott, Memphie, Tenn
Homan, McFadden it Caasidy, Baton
Bouse, La
J. S. McTighe &, Co., Memphis, Tenn
2U
38
21
24
*19|
2H
35
16
24.06
2U
15
16
24
no
18
25
I
3
$8,888.00
A8S4.40
10,187.20
6,726.85
13,8»4.70
8,51S.50
8,734.40
9,74L60
8,007.76
8.728.70
14.107.50
liedon.
^1
g
ti
ri?
Ots.
24
20
22*
24
84
21
24
87
30
30
Cti. I
30 >
50 '
22i
50
19
20
16
21
10
35
50
25
30
55
35
M'I'KXDIX Y r — RICPORT OF MISSISSIPPI HIVER COMMISSION. 38fil
8. — AhtUract ofpropotaU rtctivei in rupom^ to adKtrtxKfuent, tie. — Continued.
NkmeaDdtddrew
OfbiddBT,
Ponlcbartnln Istbo
dhtrirt
Jn«.»wn.
TCMiW.
Hop..
jl
1
J5
a
1!
i
1
1
1
1
1
1
t
1
1
i
II
1!
ii
1
40
U
1
1
1
i Jeffrlu & D»iii-
erou. Stoyall.
W. 0. ■FlViin&
Co.. Baton
OU.
Oli,
ou
■2l|
24
OH
•M
IB
Ote.
•30
KS.U1.M
ai.ii7.M
21, Bit. H
31,SW.iO
OH.
•20
1B|
31*
2S
C«..
IS
|12,gU.S8
Tei;n......rT:.!n
BUo'DRoiige.LiiJ JS
' P. Unrnu.^BW '
21
M 6,*TI.1)0
SB. 4,Mt.7«
•*o[*,aj7.io
» «.Bi».n
M 4,T».4a
» 4, 7j4.ee
14,2U.8<
ie,*SS.7B
l4''^''S|d^-|'*
13
■18.45
20
•3S
'■B/„.,gS":.|,«
IS
w
20
„
.»,«4.»
12,107.78
5LLoai*.Mo...
J. 8. HoTtghe A
Co., Memphis.
T*iin
21
£8.1
IS
as
29
J 19.M0.42
« 29. SOT. M
23t
80
18.7
2S
»
1M13.24
M
»
MTILTO
1«, 162.7}
RBuaES,— FnpoHl* mu-kod tlin* (■) ImIbi tli* lovi
84,450.10
t and bidden reapoiulbla, are iwMmuiMadod
3862 REPORT OP THE CHIEF OF ENGINEERS, U. S. ^RMY.
UmTBD Statrs Enginkrk OrncT
A'«if OrleafUf La,j October l;, .
C. — Jhfiraci of propo$aU reeeired in retponu to adveriUememi d^ted Sepimhnt^
optned thi9 day by Copt. John MUlit^ Corpt of Engineers, for ike oon$^<ii<n o
iff fourth district, improving Mieeieeippi Biter.
No.
1
4
&
6
11
16
AtchaftkyUya levee district
Name and addreas of bidder.
JeffViea Sc Dmnieron, Storall. Miaa
J. S. M<'Ti;;he & Co., Memphis. Teim.
Scott A Ktuisel. Memphis, Teen
Jolin Scott St Son, St. Louis, Mo
Sullivan & JohnHOD, Memphis, Tenn.
W. J. Bentley Sc Co., Green Store, La.
Hiekey, npper.
-I
B
a
-I
I
Cts. i €U.
28 I 18
45 I 25
30
^37
16
25
*25
1
55
I
I
3
o
H
|85,4<P.OO
1 57,<»0.00
ao
45
♦43
87, MA. 00
40.065.00
S4,430.00
Hickej, kfT^;
g>.
I
t
Ill
Of.
28
38
35
SH
27|
24
18 30t5
If
16
55
25
251 45
351 45
i. >
No.
1
2
4
5
6
8
9
10
11
12
14
Name and address of bidder.
JeffHes & Dameron, Stovall, Miss
JamcR N. Ocdeo, Baton Rouge, La
J. 8. McTiphf & Co . Memphis, Tenn. . .
S<-ott it. Kusnel. Memphis, Tenn ,
John Scott & Son, St. Louis. Mo
I. R. Bobbitt, Baton Kouge. La
Ovide Laooiir, Kacootiroe. La
P.J. CofiTinan, Bnrnside, La
Sullivan &. Johnson, Memphis. Ten*. . .,
Andrews Bros. Construction Co., Baton
Kouge. La
Homan, McFadden A Cassidy, Baton
Rouge, La
▲tohafayla loTee distriot. i LafoorebeterKdi?-
Furtville, lower.
OtM.
28
204
25
21
s
I >*
•So
!
ou.
25
15
16
16
'20^
25 25
81
21
8.
I
Ots.
55
85
80
40
45
50
HomePlt£«.
S
8-
i>.
6S
MO
V
P4
5.a
•eg i^
I
$10,328.25
7,606.95
0,O5L68
7.721.68
7,496.46
9,208.25
7,820.33
OU. CU.
22 '18
19.70',1».W
28
22
125
ii'
20f
20^
17
15
35
55
lU i*'
30 U4
35
45
55
11-'
APPENDIX T Y — EEPOBT OP MISSISSIPPI BIVER COMMISSION. 381
C- — Ahthval o/propotaU received in retfonte to oAvtrHiemeitt, ete. — Continued.
Name ud kddnaa of
I JeAiM ft Dvseron,
1 StoTaU.Uls>
Janwa N. Ugden, Batao
3 P. Harau, Kcw Or-
' J. S.
John Scoll U Ekm, Bt!
Louis, Uo
Noble W. Irish, C«-
Ij-le-lll
I. K. BcbblK, Baton
RDUA«,La ^.
P. J. Coffinan, Bum-
aWs,L«....
Snlllian £ JofanKm.
Uemphla. Taim
.._. -■M>Co.,Ba«OB
Rones. Li
W. O, Fllbn a.
Baton Koun, L
Qoitian. UoFailileji a i
Casaldy. Baton lEoiige,
si 5
15{«S.a2LU 211
,803.33 IS]
2S, 801. U' 10
U,T«Z.2a
»,3W.cia
ig to lack otrnnd*.
Atohafb-
dlatiict.
Pontchar.
tniin levsft
diatrist.
|5g, 100.65
»3S,«6J.T2
1S,»1.20
tst«».io
1S.1M.00
!«,7M.«
41.TH.19
3864 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
United States Engineer Office.
New Orleans, La., Oct€fher IS, ;
D. — Abstract of proposaU received in retponse to adreriiaement dated Octobtr l.
and opened th\9 day by Capt. John Millia, Corp9 of Engineers, for comsirmrtia^
in fourth diatrictf Miieissippi Biver.
No.
1
2
3
4
5
e
7
8
10
11
12
Naine and addreat of
bidder.
a
Hanlon Sc Dowdell,
Legonlor, La
August lis P. Martin,
Waterproof, La
J. S. McTighe Sc Co.,
MeiitpbiA, Tonn
J. M. t^ullivan, Mem-
pbiBfTeun
John J. Quinn and
Nat P. Philips, Red
River Landing, La.,
and Merricks, La
Rather ford &, Dalgam,
Natchez, Miss
W. O. Flynn &Co.,Ba-
ton Rouge, La
Ernest Hyner, Green-
ville, Miss
Manning &. Gibson,
Natchez. Miss
Ignatz Frledler, Vida-
dalia, La
James S. Fleming and
Samuel H. Landin,
jr., Natches, Miss —
William Cnrry, St.
Joseph, La
Lower Tenaaa Leyee dlatrici.
Hardscrabble,
lower.
Si
cu.
89
*25
45
28
Cts.
Total ooflt
of levee.
35
*25
45
ID
$35,726.50
22,947.60
41,806.50
25, 540. 10
Bondorant.
Total eoat
of levee.
I
OenU.
21
22
16
2L5
*15.W
17
$5,084.33 23
5, 274.061 22
MtHrrilla.
8
r
Total coat
of levee
Centt.
18
3,836.68 15}
6,154.19
171
17
4,076.41
r 1
5j
S oi^ -5 loin-
's -S r» ^
I fi\
15,400
1 00^
21
6,600.00 23
6,600.00 33
4,725.00
18
18-7
CU.'
IB fST":
22 i 24.*^
t
25 3t:&
I
IB 28.41
16 i 21 Ul
6,325.00 21% I 21|
6.100
'.ool
8,82L30n4.94
16
18
4,482.00
4,600.00
5,400.0(^,
16|
18
20
i5i 1- K
18 m,iL
» 1 22. '>.
Amonnt available «
Amount covered by this abstract
Lavo-I
Sa.^ Lr' '
disin..
$116 •»
Balance ] §7^5^!
Rbmarks.— Proposala marked thus (*) being the lowest, and biddara reapovudble.
for aoceptanca.
APFE.NUIX Y Y — REPORT OF MISSISSIPPI RIVKR COMMISSIOIT. 3865
' Uhitbd Statbb Enhinrer Officr,
Jftw OrUant, La., October 17, 1S9S.
K. — Abtirant of propoiali re^^vtd in reiponie to odiwf i(«m«n I dated October S, t89t,
and opened fnla dai/ by Capl. John ItilHt, Corpi of En'gineerM, for atntlruetio* of Uveet
in fourth district, Ximtimippi Birtr.
REHABsa.— Bv telcEnm of October IB, ISSl, to tlu Chlof of EniilDe
lion of »Ubld>, being log hlsh.
., rcconmeiidcd njM-
3866 bepobt of the chief op enoineers, u. s. abxy.
UmTED BrfATES Enoikker Ornx
Nev OrUan*. La., Mote .'.t. . -
F. — 4t»traet »f prepoialt rttetvtd in rttpentt to oAwrtiarauml dated Orifhr;
ojMMd Mi( Aiy hf C«pl. JMa'Ar<(Ii(, Oirptof SnfinMn,/ar tkt aimttrvs^iir
iit/ourtk dUlrioi, impronitg MitiUtipfi Sivtr.
BMiUiia Laves dlstrtcL
Nub* uid iddreH of bl
Bobert MoNumuiL NevOrlrui,
i. UcTigbe'^ Co.','ii«np)>l*i
>iRg llie loH«t, and tb« bidden rcaptMlU^ >"
APPENDIX y y — REPORT OF MlSSISSIPfl RIVER COMMISSION. 3867
— Abalraelo/propoiaUree«i«e4inre«p0nutif odverlitttitBHlitattd Ootohtr 4, lS9i, opened
\kia dag bf ('apt. John Hillit, Corpt of Engineer*, for the eoiietruetA(m of Uvea in the
fourth disinci, improving Mitiisiippi Jfttw.
L* FourcliH Larae dlatrlct.
I iH
rohn R. LoaqQeiCBrrcill-
rnii, Sctiii 'i. Suii. s'(
Lout*,Uo
[. S. UcTigha ft Co..
Henpliia,^rvBn
[. N. Oirdiin, naton
N'ame uid addrsM of biddeT.
ohn B. LouqiM, Cirrotlton. Li.
'.J. CnffiMn, Bnrnildo, L«
■m. Scott & Sun, 8L Lnal*, Ho .
. S. MoTlghe It Vo., UvDiphls,
JMb aitiry, Camllton. Lk...
I?,
mi
10. Ml. Sr, 31
S.TtiS.II2'31.K
it'l
I ll
13, MO. 1221
14.S3T.282*
[lO,Slt.«>
15, new
La FonrdK IrfVM diatrlot. PoDlcturBaln LsToe dlatrlcb
^4 i '1
|5
CK. Ota. CtM.
LaFonnhB
diiJiot.
Fontohar-
balD Lavaa
dutrict.
32.9W.B7
a.na.T»
KduxKS.— PropoaaJs nurkdd tbna * (Lous EUr, Davis, and Trodeaa levee*) are racommeDded fn
■ccaptaooe, lieiDi the loweat aod tba bidden HepeuBlMe. All propoeal* far PniTldanoe and lalilleld
leTaei an i^oonuueaded for n|J«eUan« OTlng to maudlGi^ucf of fund*-
3868 BEroBT oc ran (;iii;;f of enginebrs, u. s. abht.
R. — ^(■frocl of propotalt ree^vti i»' rmpoiff* to advertit»me»t tteM OrMa .
openai tliU dag ftj Capt. John ifUlit, Cotbi of Enginttn, for the f- — ' — '' -
in fourth ditlriet, inproriKg MUninippi Kirn'.
lilildor.
L«k« BorgM hane dMziei.
SlunehttrHoDM.
B«7- 1 Bniiu
N..
S-i Total
Sg tar-.
iFii
Total
m
,
'HSJ^ "^
«*. lOi
1
OM.
l..,.j.„.
2
Rob«ri UcNrnDaim.
NewOrleM.t.L....
80 »
iq
■„.»
44
»l. 980.82
8,MB.M
•W.»T-^J' '
Lak* BoTgnfi ]>T«e dUtrist
ii IE
Amoant aTalUblB
AmonnloDTeiedb; thiaabitrut
BlKUUEi.— Propouli narked Urns (•) being Om lowMt nuired and Mm»Wared
k.iaj — _ iui_ _ BomuiiBudod ftw aoceplanco.
APPENDIX Y T EEPOBT OF MISSISSIPPI RITER COMMISSION. 38G9
n fourth dUtrict, improving MUiUtippi Siver.
Nmh ud iddnuw of bidder.
Lake Borgii« leiM OlttHot.
So.
r 1= r
3
1
ii-
Total coat
of levee.
cu.
22i
a.. , cu.
a..
1 ' '
lano
Kama ud addrcat of blddtr.
LikeBoigne
tatrlct.
Story, lower, new and eu-
law'n.6Df
Kopo«.-
No.
i
1.
r
^ :•
!i
it
IS-
it
II
ToUlooet
cu.
cu.
0*t.
Of.
ct,.
cw.
1 1
fti-as!
An
An
"isa
HiiUBIS-— Piopmal bir Feaao Grove leTee la bbe eolj bid noelTed. Itlaconild
ad the bidder reepoiulble, and Is leoooimeaded for aooeptanoe. Authority to rtadvertlH Btory,
oi — I i n ■ v.. 1 letred from tli* Dapartment by telegram dated
Story lower, and Sepou Utcw hi
3870 REPORT OF THPf CHIKP OF ENGINEERS, IT- S. ARMY.
United Svates Engineer Officf.,
\ew Orleans, La., October t4, .
J. — Ahilraci of propoBaU received in resp&nte to advertisement dated
opened this dajf by CapU John MiHi$, Corps of Engineers, for the
tfi fourth district, improving Mississippi ttiver.
i -• ■»
No.
1
2
3
4
5
6
7
8
9
10
Hsme and Mldreas of bidder.
McLanehliii Brotbers, Hempbbi, Tenn.
Ernest Hyner, Gi-een ville, Miss
JeflricB & Dameron, Stovall. Mias
Noble W. Irish. Cifc-lylo, lU
John Scott Sc Son, St. Louis, Mo
Manning & Gibaon, Natchez, Miaa
Hanlon &. Dowdell. Legouier, La . . .^«~ .
Ausustas P. Martin, W at«rproof. I.>a. . .
Rutlirrlurd &. Dalgarn, Katehes. M iss . .
C. F. De Garia &. Co., Memphia. Tenn. . .
Lower
En*
bank-
nient,
83.000
ovUo
yaida.
OetUs.
T4
18A
20
21i
17
W^
l»i
18*
Base
ditchei^
etc,
7,400
onbic
yarda. j
r
Cents.
*i«
li
18
16
21t
IS
in
Til*
IraiBa
91.000
IT —
40
as
45
30
38
42
in
38
f1^ -
2i . '
3e. >
22. ->
1?. "
i: 1.-
lS,"b-
Amount available, Abstract D . . .
Amount covered by thla abstract.
1-:
Balance
U. K
4a, 4^
Remarks.— No. 8, Afignstns P. Martin, doea not bid on tile draina. Proposal nufcrked thvs {'• V«~
tbe loweat received, and conaidered raaaonable and bidder rawponaibto, i» raooBiBa«D.ded foirarece^t.
APPENDIX T Y — REPORT OF MISSISSIPPI ElVER COMMISSION. 3871
Z. — Abitrttel of propoialt rtoeired in retponit to advtrlUemtnt dated October 14, 189t,
opened thu dag ig Capl. John MUU», Corpi of Engineer*, /or Ma oonMlruetum of levee*
in fourth dittriot, improving MiiaitMippi Biver.
lower TeniMW h»
'Mdiatrict
Like Borgne Imee dtalrict.
WleceiaXoF
letober.
Oem^von.
No.
51
Cto.
'""80
1
Total »rt
S
ErDMtHyiier.GTeanvllla.Ulu . .
Cti.
fj.
1
at.
'is
«I.
;:::::::::::
TV. dyijun 4 Co., II.WI. Rouge,
as
18. <s
17i
18.)
11.71
n.«
18
18
n
"i
18.9
1"
1»
•
30
3i,«a.!»
as, 828.14
2\,2K.n
2S,7M.M
»Tea.7s
».«•«, Bl
24. 180. 82
».0«,60
M.119.80
jKmu (;atteji,RiK»oiircl.Idi
AngBstui P. Murllo, Waterproof,
a
e
C. F. De Ouli A Co.. Memphln,
1
10
Rnlhertora A IMgaro, Smlt*-
1
11
SalllYiur jniirion i Moiiiigh;
HanloD & Dovdell. LacDiiIer. Id.
1*
1TMU Mri addnu of bidder.
L»lio Borgne love* dl.lriot.
0«ngo Grove
upper.
So
1
^1
Total ooit
of levee.
11
H!3
i
1^
1
1
ToWowt
of levM.
«..
cu.
».'
ou.
■3
•20
•44
'
P. J. Rail];, ITew Oriaoiu. L>. . . .
•°i'-
«tT,00S.t8
tmS;
Lower T™.
iSiSir
Arnnni.1 «.H.Mb AW>»t.3»fT
l»48,W4.Ta
"S'SS
An
».TM.08 11,288.47
^U propowl* marked thai '(Wlocama to Pletcber. Orange Orove. upper and lomr
Ipvcea) beiog loweat, *Dd bidder* responatble. u« recomaiendod (or acceptanoe. Propoaal Ho. 4, of
P.U.Harnan.forCaeniarTonlevee.rooaninandedfoTrajacIiiiDibliltaobigli. Ho. 8, Aagnitu P. ICu-
ttD, did not bid on tile dnlw.
3872 HKPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
United Statks Engixekr Office,
yew OrleauMj La., Sovetnbcr S, 2c ^.
L. — Ahfitraet of proponnls re^^ired in renpon^t to adrrrtinemfnt dated fk'tobfr If^, /»
opened thin (hnj Jnj dipt. John Milling Corp* of Engineer$, for the confitru4^ti4>n of -a
tH fourth dibtriclj improciug Minniiuippi liiver.
Lower Tensaa leree district.
Fletcher to Minorca, Dew and
enlargement.
I
Xo. • Name and address of bidder.
il
II
B
I
- i
I
1
2
3
4
6
7
8
9
10
11
12
14
15
16
John Srott A Son, St. I»n!e, Mo .
A. I'. M artin, W.itvrpnx**'. I^
Jauif'it (ottin. N\w Orlrans. I>a .
G. W. KeagiUi, Kcd Kivtr l<«uid-
inj:. La . ..
M ail II i 11(2 A- < ribbon. Vatclifz. Mintt
UiiiiiD Ai IMiiUi|ii«, Mtrrick, La. . . .
Iianlou A: iKiwdrll, L«-;;uni*T. La.
In eriiou (i. li.itrlit-lor, Siiiitliltuid,
La
C. F. T>e Garie tc Co., Meiuphis,
Tciin
AllHTt llvury (iilleApie, Vidalia,
La
MrLan^'hlin Bros., Memphis,
'IVnn
J. L. KIIlg^bury, Rt^l River Land-
injr. L'l
N«.l)l.' W. IriMh. CarlN \i\ 111
KiitlKTfunl 6c D.il^itru, Nat<'hez,
Mihs
Kilpatrlck Sc Storer, CoUius, La. .
Of J. I Ct:
IM i 16
K»i : ir>|
18 1-Ji
17.44 20
\h :ii\ IS
ir.j 16
17 9
I
16i , 16
I6J I 16
"a
30
30
32
40
25
:iO
20
25
36
Total cost
of levee.
Minorca to Minors, mew tr.
enlargeaaent.
8 .
^- S ■ TotAl c'-t
c >» of levee.
B 5
$17. 308. 00
16,'i51 50
17, 237. 00
17. 752. 00
14.92M. IK)
16. IiH.iW
15. 442. UO
15. 578. 00
16, 80L 00
otM. ! cu. , ct*.
I
18 ;
1
16
30
$18, 3KL X
17.49
1
IS* !
i
32
17. 6C^ h
17.75
19
17.75
16|
36 ,
30
18 .--"-. •
19. r.o »'
1
1
16
16
I
35 i 16,038.00
16| { 16 . 33
[*1A :*13. 50 *59
16.99' 16.99 35
IGf , 15
*15,*, '*15A
15 I 13
35
*20
35
16, 2«0. 00
I4.r»3:{. 20
15,0(>4.00
17
15|
26J
15
ISA I l«i*o
16 13
16 ■
34 ,
25
35 '•
17. il2 .K
14,714 yg
17,S7S.«
17.05: X'
16, 7*7 DC
16. «T !<
16, SOI III)
No.
1
11
18
Name and address of bidder.
Pontrb art rain
levee district.
Wliitehall.
n
P 4
£
I Total cost
of levee.
Barataria levee district.
Happy Point, new and
largement.
o
n
o
"Is
•=1
« S
^ o
S
I
.2 O
9
o
o
IE?
3
3 1 j^
H
John Srott dlt Son, St. Louis, Mo
Mt'Liiuglilin Bros., MeiDphis, Tonn
James N. Ogden, Baton Rouge, La. .
Ct*. I
22 I
*21J 1
Ot$.
$770. 00
752. 50
*23
CU.
»23
Ct*.
^30
Total cost
of levee.
$2,214.00
/
Lower Ten-
8n.s levee
district.
Amount available, A bstrarts K, G, an«l M t$24, 704. 08
Amount reserved for other needed repairs to levees not I
now foreseen I 20,000.00
Pontohar-
traiu levee
district.
Barataria
levee dis-
trict.
:$26,72d.l5 I §$15,685.04
Total available
Amount covered by this abntruct
44.704.08
29, 247. 20
26, 728. 15
752.50
Balance
15. 456. 88
25, 975. 66
16.685.04
2, 214. 00
13,471.04
Remarks.— All proposals marked thus (*), being the lowest and the bidder responsible, are recom.
mended for acceptance.
t Abstract K. \ Abstract G. i Abstraot M.
APPENDIX y Y — REPORT OP MISSISSIPPI RIVKR COMMISSION. 3873
M. — Ahatract of propomh reeeived in response to advertisement dated October 20, ISOSj
opened this datf by Capt, John MilUSf Corps of Engineers, for the construction of levees
in fourth district, improving Missistfij)})* liiver.
l^o.
Name and address
of bidder.
1 I James K. Ogden, Baton
Koiige, La
Richard Klelly, Chicago,
nj
Barataria levee district.
Fort St. Iqon, upper.
B
B
M
e
a
o
Ct8.
*20
21*
s
esi
S
<7f». Cte.
*20 1*30
r
21*1 44
Total
cost of
levee.
$3,042.80
3,342.97
Fort St. Leon, middle
enlargement.
s
J
Ott.
22
22*
ii
©C
J .2
ti 3
-a »
I*
I*'
s .
PI 00
20
20
30
44
Total
cost of
levee.
15,473.20
5,743.94
Belle Chasse crevasse,
new and enlargement.
CO
fl ee
I-
OS :!
^ o
s
S3
5^^
y . ..-<
-^
« eS
o >,
•s a
■a
©so
*23
*20
si
Total
cost of
levee.
Ot*.
*30 $1, 233. 10
Barataria levee district.
Concord.
Oakville, new and enlarge-
ment.
s
^j.
■
S
I
d
*•
I-S
a
^■2
.^4
No.
Name and address of bidder.
c3 OO
1
§S«
*s
1-f g
_ «8
-55
£ OB
si
Total cost
P
'5^ -A
Total cost
So
5 ^
^d
B >>
of levee.
So
-S^g
§>•
of levee.
«1
^1
9§
idrai
ear
a
ss
•3
a
a*'
w
H
PQ«
H
»
cq
H
(»•.
ou.
(7t#.
(»•.
C««.
0(«.
1
Jamee N. Ogden, Baton Bouge, La.
•20
*20
*30
$6,323.20
19
19
30
$6,954.20
3
John Oleary, New Orleans, La
Thomas C. Dennis, Jesuits Bend,
22
22
35
6,972.72
4
La
21*
21*
39
6,855.49
23*
23*
89
8,630.54
A mount available (abstract F) . . .
Amount covered by this abstract
Balance
Barataria
levee district.
$25,433.64
10,899.27
14,534.37
Bemabks.— Proposals marked thus (*), being the lowest and bidders responsible, are recommended
for acceptance. FropoHalH for Fort St. Leon, Middle, and Oakville levees are not recommended for
acceptance, owing to insuflicioncy of funds. Amount of work on least important levees to be limited
so as to enable more important work, induding revetment, to be completed.
ENG 93 ^243
3874 REPORT OF THE CHIEF OP ENGINEERS, U- S. ARMY.
Unitkd States Kn'Cjiwkkr Office.
yew OrleaM, La., Xovemher J, 1^- •..
N ^AUtraci of proposals received in response to advertisement ^^^^ffjfl fH
opeXistrhfcapi. John Millis, Corps of Engineers, for the construcUon ofi^^
fourth district, Mississippi Biver,
So.
Name and a^dresH
of bidder.
Lake Bor^e levee district.
Story, upper enlarge-
ment.
8
o
«
Story, lower new, and en-
larj^meni.
Total
e -^ , O JS . * rr I COUt of
M <B " ■mm
Total ooBt
s
H
1
2
So -s^-: 'J^; of levee
§ 3 -,
s
9
iS" iS
I
Repose.
CI
ee
o
8
I
'^-c^.^ri/'-'.baaa^il n.m.eo3^b:3r«^1Si; »>*»^a. 5^«, k
Joliu Cleary, New
Orleaus, La
*^ >a»
1
•S5 3 1*
1 Lak? B-^-.
•leve* d'<
Amount available, Abstract K...
Amount covered by this abstract
3 r.".
Balance
I
Ift ?.*
REMARKS-Proposals marked thn« rh ^^^X^^^^'^r^^^^.^^^^^nd^^^^
acceptance. Proposala for Story, upper and lower lerees, are recommended for rejecUon, tKiL,
liigLu
United Statbs Enginiskr Offick,
Kew Orleans, La., Xovember 5, 1^ -
O —Abstract of proposals received in response to advertisement dated October 7.1-
opened thiH da^by Capt.Jokn ifitlis, Corps of Engineers, for the constrncfi^n 0/ 'r •
in fourth dUtrict, improving Mississippi Uircr,
Ko.
Is ame and address of bidder.
1
a
Patrick lIuniHii, New Orleana
C. S. JonHft, New Orleans
John Clearv, New Orleans
Amount available^ Abstract N . ..
Amount covered Ijy this Hbstract.
Balance
Lake Borgne levee diatxiet, leit b>s.l
Caernarvon. «
Kmbank- a^^^ i TU«
30. OUO c u- , ®!.„UiVr ' '^^ linear | of kx -
bic yards.! ^.^^l \ yards.
Cents. I
28 I
2&49 I
25
Cents,
26.49
25
CenU,
59
41)
35
1 Lake K -r.-
leveedisi!
$10. 3».'.
1«\ ^■'* /.
Rrmarkb.— The proposal of John Cleary (No, 3) is the lowest received, but is not recwsm^mlt^l *
acceptance under allotment now available on account of insutficlent funds to do this '*ork, wwi :-
at Story Upper and Story Lower levees, which is regarded as of more uuportonoe.
APPENDIX Y y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3875
United States Engineer Office,
New OrleanSy La., November Xo, 189:2.
P. — Ahstraci of proposal % received in response to advertisement dated Norembcr 6, ISOSy
opened this day by Capi. John Millis, Corps of Engineei'Syfor the construction of levels
in fonrth diHtrivt, imjjroviug Mississippi liivir.
Kame and address of bidder.
, 9
Xake Borgne levee district.
Story, upper, enlargement.
Story, lower, new, and en-
largement.
So.
MZ
ditcbes, etc.,
cubic yards.
•ains, 433 lin-
r yards.
. Total
cost
of levee.
mbankment,
32,520 cubic yards.
is
•1
So
Is
Total
coat
of levee.
■
m b
5,000
ase <
1,000
iledi
ea
Base
3,390
a
m
A
H
Cents.
H
Cents.
Cent*.
CentM.
Cents.
Cents.
1
Columbus S. Jones, New Orleans, La .
29. U^ 20.44
40
$1,939.00 29.441 29.44
4«,$ll, 191. 11
2
Boberl MrNaniara, NowOrleans, La . .
24.5 24.5
40 1. 643. 20,*a0 !*20
*40' 11,U53.20
3
Tbomas O'Malley, Baton Rouge, La..
28.5 1 50
25; 2.U33.25 28^
50
25 11,350.20
4
Noble W. Irish, Carlvio, IT!
31.5 17
28 I Xmi.*24 3U
17
28 11,253.54
5
S. D. Moody & Co., limited. New Or-
[
-«
1
leans, La
*24.7
*17
*40
1, 578, 20
31
21
40, 11,412.30
r
Amount available, Abstract N . . .
Amount covered by this abstract
Lake Borjg^ie
levoe district,
I left bank.
$10, 896. 92
8, 462. 67
Balance
IK 434. 25
Keharkb.— Proposals marked thus (*) being the lowest, and the bidders re8x>oni»ible, are rocom-
mendeft for acceptance. It is proposed to limit the amount of work on Story Lower Levee to bring
the total cost of levee work in the Lake Borgne district under the limits of the funds available. The
lowest bidder, Mr. Robert MoNamara, has gnren his written consent to this.
United States Enginekk Office,
Neio Orleans f La. f November 19, 1892,
Q. — Abstract of proposals received in reponse to advertisement dated November 11, 1892,
opened this day by Capt. John Millis, Corps of Engineers, for the construction of levees
in fourth district, improving Mississippi River.
Kame and address of bidder.
Fonchartrain levee district.
^T
Lopez.
Jolisaint.
>iO.
Embank-
ment,
17,000 cu-
bic yards.
Total cost
of levee.
Embank-
ment,
20,000 cu-
bic yards.
Total cost
levee of.
1
Columbus S. tTcmes. New Orleans, La
Cents.
~ 18.30
20
$3, in. 00
3,400.00
CenU.
18.80
21
$3,660.00
4, 200. 00
2
Homan, McFadden &, Cassidy, Baton Rouge, La
*
Pontchar-
train levee
district.
Am(
Am<
9iint available. Abstract L
$25, 975. 65
Mint covered bv this abstract ....--
6, 771. 00
Balance
19, 204. 65
Remarks. — Proirasal of Columbus S. Jones (No. 1) being the lowest received and considered reason*
able, and bidder responsible, is recommended for acceptance. Bid No. 2 was received at 12 m., aftef
tho time set for opening.
3876 BEPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMT.
Ukitbd States Esginkem Officr.
2ftw Orleans, La., Deoemher 29, 1
> '■
R. — Ah$tract of proposals received ttt response to adeertisem^^t dated
opened this day by Capt. John MiUis, Corps of Engineers, for ike
in the fourth district, iviproving Mississippi Kiter,
2C\ :■
ofh
Name and address of bidder.
PontohartnOn Iotoc distxiot.
Towles.
-WfllS^^
No.
Km«
bank-
ment,
18,000
oubio
yards.
Bass
ditohes,
etc..80
cnbio
yards.
Total cost
of levee.
baak-
meot,
87,700
cubic
yards.
dltcbea^
Ate lOD
cubic
yards.
of lertt
1
2
3
Colnmbuft S. Jones, New Orieans, La. .
Andrews Bros., Baton Bouee, La
£. W. Hanlon Sc Co., New Orleans, La .
Omft.
22.40
23
M0.05
Cents,
10
18
•16
$3,68100
3,002.80
8,204.00
2L40
20
*19.90
1
Osistt.
10
»
•15
7ri •
, 7 52. .
1
Postrbs
Amoant arailable, Abstract Q j df^j^p
Amount oovered by this abstract 1 » tsij
Balance
I
«,rii
Bbmakks.— Proposala marked thns (*) being lowest and the bidder responsible, are
for acceptance.
APPENDIX Y Y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3877
Unitkd States Exoinebr Office,
Neio Orleans, La,f Dtoember 19, 189S,
No. 1. — Ahitract of proposals received in response to advertisement dated November S8y
JS92, opened this day by Capt. John Millis, Corps of Engineers, for the oanstruotion of
levees in fourth district, improving Mississippi Siver,
No.
1
2
3
4
6
7
8
9
10
11
12
13
15
16
17
18
19
20
21
22
23
24
Name a&d addrtu of bidder.
S. D. Moody &, Co., Limited,
New OrleoiiA, La
John Scott & Son, St. Loaia,
Ho
Lower Tenaaa
levee diatrict.
Bifle Point, new
and enlargement.
M cB
'I
II
s
Ots.
16.74
16
17.4
25
16.75
15*
20
16.75
W. J. Bentley & Co., New
Orleans, La
Horoan, iicFadden & Caa-
aidy. Baton Ronge, La
E. w . Hanlon & Co., New
Orleana, La
Robeit Johnaon, Memphia,
Tenn ,
Katherford & Dalgam, Nat-
chez, Miaa
laaao Henry, MUUkeos Bend,
La
Alexander Eltringham, Nat-
chez, Miaa
Samuel L. Janiea, Jr., Baton
Bonee, La
W. F. Barbour Sc Co., Lacy
P.O., La
Jamee N. Ogden, Btfton
lioago. La ,
Albert H. Gilleapie, Vidalia,
La
J. S. McTighe A Co., Mem-
_phiii. Tenn ;*15.9I •15.94
W. L. Rillebrew, Greenyille,
Miss 16.9
P. J. Coffaian & Co., Baton
Boase, La
Bmeet Eyner, Greenville,
Mlaa .J
James A. Andrews & Co.,
Baton Rooge^ La
JeiMes Sc Dameron, Hester,
La
}
19.90
1^
=3|
Ots.
Manning St Gibson, Natohes,
Miaa
Green, Boeers & Co., New
Orleans, La
Bogne & Co., Benlah, Miss . .
21
1«*
16
16.9
16
16|
s
I
I
H
$5,934.00
6^167.50
8, 860. 00
5,946.25
7,045.00
5, 65a 70
5,999.50
7.430.00
6.857.50
Atohafalaya levee district.
Belle Tale.
•Si
a
cu.
21i
16.99
20
23.8
19J
19
16.99
5231
mi
JA o
^§
IS
pq
Ots.
20
16.99
13*
15
20
m
17
20
18i
18*
23
18
18.24
181
20
20
2L71
16.99
(»)
(t)
20
18*
18|
18
18
18.24
18|
20
10
17
^
I
$15,738.00
12,434.08
12,252.20
14, 628. 50
17,412.00
14,272.05
Bebecca.
II
18,002.80
12,4.'U.98
17,387.50
16,607.50
14,638.00
CU.
22
*18. 74
17*
20*
20
19
28*
19
13,510.15 20*
13,540.15 19.9
16,824.20
13,174.20 18
13,349.86 21|
18,723.12 20
14,638.00
21
14.619.00
15,880.00
22}
21.71
I-
&
Ct9.
20
*16. 74
14
18
20
18
25*
19
21
20*
19.9
18
21|
20
13*
17
8
I
$20,434.20
15,563.34
16,235.94
19,034.78
18,594.20
17,654.78
26,467.60
17,684.40
19,523.91
19,050.05
18,501.28
16,734.78
20,221.19
18,594.20
20,716.08
20,188.27
tNobld.
;iS78 REPORT OP THE CHIEF OF ENGINEERS, U. S. ARMY.
No. 1. — Abstract of proposah reaived in responst to adrertigemenf, eic^ — Cotit
Atchafalaya levee
diatnci.
Barataria.
Iftiuonri.
Fort St. Leon
midcUe.
No. N a iiin and addreu of bidder. 2
1
2
3
4
6
7
9
10
11
12
13
16
17
IH
19
20
21
23
24
25
S. p. Mo<h1> dc Co.. Limittf^.
Now OrlcniiH. La
John Si^-ott die Sod. St. Louis,
Mo
W.J. IJentloy & Co., New
Orlpflns. La'
Hon) All. M<-FAddeii & Ca«-
Hitiv. Ituton Koagt* La
E. \V. Hanlon Ac Co., New
()rl«*aiiM. La
Jtohert JuhnnoD, Memphifi,
T«»nn
Ikhai' Henry. Millikous B«nd,
La
Alexander EltrLDgbam, Nat-
ChfZ, XiJH.H
Samuel L. Jjinies, Jr., Baton
Ii«m:re. La
W . ¥. liarlwuir Sl Co., Lnt-v
P.O.. r.a '..
JanieN N. O/rden, Baton
Kfniuo. La
J. S. Mc'lijrhp &, Co., Mem-
iiliia, Tenii
W . L. Ki Hebrew. Greenville,
M ij*H
P. J. Ciifl'inan & Co., Baton
Koujie. La
Krni'sl Hyner, Grwnvillr.
Miss ....*
JaineH A. AndreMH &. Co..
Hilton IJcnipje, La
Jeririrs A- Damerou, Henter,
La
(Jreiiie, Ro<;»'r8 & Co., New
()• l«'.ms I. a
Boiin' \ < n.. 1^4-nlali. .Mi^.^ .
Philip J. Keill.. .\rv. ():?iin.^.
La
-1
h
■
S
>
;8
If-
is
u
•a o
IS
o
1
1
pd
»
H
Ct9.
rt9.
■i
21
20
$21,924.80
s
,s • '
flC . , t"P
'*' • I
B S £
2* 1-S.S I
H 3:
2
30
<^.
M6.99;M6.9», 17.74LM
I
171
21
I
I ^
19
17
'27i
19
22
14
18
25
19
15
254
19
17.999.96
21,916.32
29,226.00
19,840.56
17.748.60 19S
28.708.12 20|
19,840.56
(t) > 22,880.00
^■
o
I
«- C
S5 J^
Bo* : S-§
OU.
JS , J
Ote. ' etc
1^ $5,273.25 19|
304 5.473.50 184
!*aO iM7 i 6,100.00 22
191 »*i-*'
184 « ■-'.
22.94
20.9
27
18
22.94 23,964.86 22 22 ; 5, 874. 00 21. »«
20.9 I 21,824.62 27
18 I 28,156.32....
18 1 18,796.321....
27
7, 209. 00 -17. •
I
17.04 17.94 18,733.67
21,929.04
21
21
23
114 I
21.
71
17
I
I '
23,967.701204 194 6,346.75 100
22.650.48 : ^
22| ] 22| I 6,074.25; 22
21.04 7 4.
« «
*!•?
17.9 J "-
19
t No bid.
APPENDIX Y Y — -REPORT OF MISSISSIPPI RIVER COMMISSION. 3879
No. 1. — Abstract of proposals received in response to advertisenietity etc. — Continued.
Barataria levee diHtrict.
Star.
I
Irouton.
No. Xame and address of bidder.
a
«
B
I
s
«
I
a
o
5
9
10
13
IG
17
23
n. B. Turcan. JeHUits Bend,
La
Isaac Heury.Millikeue Bend,
La
Alexander Eltringham,
Natx^hex, Miss
James N. Ogden, Baton
Roaee, La
J. S.McTifrbe & Co.. Mem-
phis, Tenn
W. L.KIllebrew, Greenville,
Miss 22.9' 22.9
Green, Koi^ore ifc Co., New ,
j Orleans, La 211
25 ; Philip J. KeiUy, Now Or-
leans, La | 22
Cts.
21
*19J
22|
20
23
too
A'
9
O
"3
CO
a
21
I
*105 I
20 '
20
23
Cts.
$5,040.00
pqw
C««.
>
o
s
-a
s 2.
Oakland.
11
<7<*.
Ott.
4,740.00 *19i "lOJ $1,075.00 MOJ *19i
o
s
o
H
$1, 224. 50
10}
22
6,203.75 ■
i
4,800.00 25
I
5,520.00 ; 24|
25
24*
2,500.00
2,450.00
5, 496. 00
4, 995. 00
5,280.00
25.9 25.9; 2,500.00
20|
23
19|
23
2, 027. 50
2,300.00
24
25
24
25
25. 9! 25. 9
I
20
22
19*
22
1, 488. 00
1,550.00
1, 005. 80
1, 229. 50
1, 301. 00
No.
Name and address of bidder.
9
14
10
17
3
25
Isaac Henry, M illikeiis Bend, La
Patrick Harnan, New OvIohhk, La
J. S. McTlghe & Co., Meinphia, Tenn. .
W. L. Killebrew, Green vjlle. Miss
Green, Bogers & Co.. New Orleans, La
Philip J. Keilly, New Orleans, La
Lake Borgne levee distiict.
Caernarvon.
« (3
Si's
Oentt.
*19i
24.9
25
25
25
24*
Fcji- a
r ^
9 C <i
Oentt.
10|
24.9
25
25
20
24*
n
o
$6,468.25
8,142.30
8, 175. 00
8, 175. 00
8, 140. 00
8. Oil. 50
Rbmabkb.— All proposals marked tlins (*) being tbe lowest and bidders responsible, are recom-
mended for acceptance. *
Allotment from appropriation
year ending Jnne 30, 1894
to be made for fiscal
Iiower Ten'
sas levee
distriot.
'$123,800.00
Amount covered by this abstract . . « 5, 658. 70
Balance lf8,UL30
Atchafa-
lava levee
district.
$136,800.00
45. 557. 18
91,242.82
Barataria
levee dis-
triot.
$54,000.00
19, 082. 50
84,917.50
Lake
Borgne
levee dis-
triot.
$45,000.00
6.468.25
38,541.75
3880 RKrOET OF THE CHIEF OF EXOINEERS, V. S. .4RMT.
No. 3. — Jbitraet of fropo*alt ifuMved {* rttpome to advertiaemcnf ttatJfd Xvrtmbf
ISSt, openr4 IhU duf bjf Capt. Jolin UUli*, Corpt of Etigitaer*, for tie ix '
Itvett in/owrii dUlrict, improving MiMtistippi River.
Warn* ud aadreM of M
RDl^e^fo^
Uuning * GlbsoD, NM«hei,
W. L. Ki'liabriiiF.'Gn'iniTllVoV
Miu
BdnMmilP.WIiilc-NaTOrleanti,
I*
Bonmn, MeFulilcii ft CtaaUj.
Baton Knneu. La
laraol K. Uobbitl, Baton Rouue,
La
Uano^T.Heury.BlnBlngham,
IbaK, U'Uallf J. Bntnn RuQEC,
J. a. M^T1gh;"ici'."Memphii"
OvLdsLaimir.'KiwVourerp'o."
S. U. O'CoDuuli. Nei
P.O., La
S.W.Itcagan.KedRlT
Teia
H. Itgriw, BaloD Konjn. La
Jamu.Jr., Baton Roiigs.
Juo. Scott & Son, Baton Roup
B. W. HanloD * Co,. New Or-
Alei. KLtriDgham^ NatfbAx,
I & Co.. BntQD
W. F. Bnrbonr i, Co., Lonj P. O.
Uc LaiighlVn 'Bros. ', MsmphK '
Qrwne, RogenJt'Ca.'.ilB>rOV-'
lMnB.La..
W.L. Withara.Ti^'—'- "'—
S. D. Moodc &Co.,
Booge, La ...
lv.D.L«:b*,J
oiled. Nan
3o.'. 'Baton'
itchartntn Ibtm diatarle^
IS, 003. DO, l«.2S
ii.otn.oo is.» I
''*
i6.» ».ifrB.iai7.»i7.» t
1S.8 8,794.75 17.8 fl".* ' t
20 ll.iiM.Ool I '..
14.340.00 IS^ I
18, 702. M 22 I
IS.OfiO.Oo' 17|
lB,»i«.5G ]>.«£
lt,M
1«,4TII.75
IS. 816. 25
BS8.30
>,M2.5()I8 15
I B.6O0.Oal^W14
11,155.00 22 '33
10 B.a;2.5o...
iT.Bs'e.waia-.
tO.«U.7S'lBLB 4S.t vr
>,*4LUU
B,T4a.KML«
a, 13a. sails
•e 8,S»8fljl5.a5^»M
!y..
J.,...
APPENDIX Y Y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3881
IS'o. 2. — Abstract of proposals received in responee to cutveriisement, etc, — Continued.
^€>.
Name end address of bidder.
Pontcliartraln levee district.
Soathwerd, upper.
1
2
3
4
5
6
7
8
10
11
12
13
14
15
16
17
18
10
20
21
22
23
24
25
2e
27
Kniherford & Dalgarn, Nat-
chot, Mi.ss
Manning 6c Gibson, Nat<;boz,
Miss
W. L. killebrew, Greenville,
Miss
Bdmond P. White, New Or-
leans La
Hottian, McFadden A Cassidy,
Baton Booffe.La
Israel B. £obbitt,| Baton
Ronre, La
Manoan V. Henry, Birming-
ham, Ala
Tbos. O'Malloy. Baton Bouge,
La
J. S. McTighe & Co., Memphis,
Tenn
Ovide Laooux, Baoconrol P. O.,
La
W. H. O'Connell, New Texas
P.O., La
G. W. Reagan, Bed River Land-
ing. La
Jas. N. Ogden, Baton Boage,
La
S. L. James, Jr., Baton Rouge,
La
Bo
MS
17.9
18
17.9
So
Cts.
16
18
17.9
Total
cost of
levee.
CtM.
$5,904.15*16.40
Belle Helene.
a a
3
19.6
181
16
23
194
10.99
H. C. Brown. New Orleans, La. .
Jno. Soott Sl Son, Baton Rouge,
La
E. W. Hanlon St, Co., New Or-
leans, La
Alex. Eltringham, Natchez,
Miss
P. J. Coifman & Co., Baton
Konge, La
Jeffiries Sl Daroeron, Hester, La.
W. F. Barbour & Co., Lucy
P.O.. La
McLaughlin Bros., Memphis,
Tenn
Greene, Rogers A Co., New
Orleans, La
TV. L. Withers, Victoria, Miss . .
& D. Moody St Co., limited.
New Orleans, La
Jas. H. Andrews ft.' Co., Baton
Bouse, La
Bdw. D. Leohe, IslaadP. O., La.
17.9
21
16.09
15.90
*15.43
21
18
17
10
17i
19.99
17.95
18.24
16
10
14
22
19i
10
17.9
21
16.99
10
*14
18
18
17
16
10
16
17.95
18.24
5,040.00
5, 907. OO
22.9
6,429.75 36
6,099.75'....
6,277.00 27
7,260.00
6,435.00
6,58L72
5,d07.00
6, 930. 00
5,606.70
5,238.15
6,089.75
6, 925. 50
5, 040. 00
6,610.00
6,264.00
5,845.88
6,589.21
5,923.51
6,010.20
22
28
22
33
22
16.93
29.75
22
ia7
23
224
25|
3_s
»4
1^
eta.
♦15
Total
cost of
levee.
Houmas.
a
B
a
a
I
o
.a
d
o
$8,730.25
CtM.
17.901
22.9,12,720.95 leg
18*
19,143.75
25
27
22
14, 378. 85
11, 716. 10
28 14,911.40
22 11,716.10
33 '17,574.15
23 ll,716ulO
16.75
154
22
«
.a
9
i
u
.a
o
n
Cts.
16
Total
cost of
levee.
161
$5,575.56
5, 103. 43
15 5, 759. 00
15 5,217.40
13
22
16.09 16.99
17.74 10
164
10.0
16
20
10
15^ 0,011.78
20 15.818.50
22 11.716.10
18.7 0.058.68
I
20 112,241.00
10 '11,060.50
16 13,688.30
16
10.0
16
20
10
*15. 43*14
19.75 17
16
16
10
184
16
194
19
184
10
14
16.95 16.95
4,826.58
6,856.62
5,295.10
5, 516. 00
5,139.90
6,202.03
4, 986. 50
6,233.20
6,021.64
174
"4
4,806.54
6, 150. 72
4.086.56
6,021.54
6,766.71
4,076.60
5,000.74
5,282.64
5, 376. 13
Allotment from appropriations to be made for fiscal year ending June 30, 1804
Amount covered Dy this abstract
Balanoe
Pontchar-
train levee
district.
$135,000.00
46,054.80
80,046.14
Buf ABK8.~A11 proposals marked thus (*) being the lowest, and bidders responsible, are reoomBMBded
for aooepte&oet
;>^2 K-M«»:;T OK THE CHILI- tjK E.Nt^I.NtEf^S, U. S- A5:MV
L'smi* S7ATF"i Fv»':>»' i: "^n- f.
M ' . ■ r • « ii^ 1.,*^^ AA T t*.c
Jar. -«r«»w:
.V**
'^ut* wxA i^.^r^^ fit • rfSil^r.
M r
< • —
- Z M ^
— X =
1 W F r,.' . r J. * " f-'- I-t
2 J^* A A; 'r»* A <'.* lii'^ii llnrizr
I-» 21
a U^»/ M. n" M . .. r-" »'^ '1 f A H*t
4 'A I, K . •••. * I tr»» 'I »•:•• 1^ '^
5 M I *-.fc' ' lir ■* M- . .• i-n-. . . l»i
C J»:-'.. \ i»^:. •••:•»:. .i - »-r I j . I.'.
7 J "* ^^ ! J*" * < «■ >'• "••* r. :.n . 17
>i I- \% If •' .•'!. & r«> >. . < m« 'D- la 10.9
I^ ITi
10 < \} \f-4^i\ A. 'o. Iiri I'M. N»« Or
i#.»li« I-* ■ 14 !H
11 If.i .41 M l-julii*!* A. #'^*-f:\ Haton ■
ko .^r- L» • 1*4
12 A ♦•X \. ':.'::' it V ■» * • / Mi-* U. •jr>
I. II...1*-]-* ■ i- i:i'«' .'-. i^ 'U
14 J«« >*"_«* 't. lJt»«»r! I: -T„*^ I.a IT. 9
1.'* Ib«M<i ^i tii«-v I'miI'^u ti>' i^*-,I^i ll*f
O 'J
10 M
1<
!•►. 9
i:.
1 a
u
10
14.94
i:»i
ij
Mo
17.9
r* vjf . ^- T- •#
«g.T^ % I&74
11 V2 •»
IM -»-.i a-
V C* -•
|.t .._ «•
»» _ »• » • •
9 >4. ^
».0fl7 >j
8, 346. W
8.41- •>•
7 »»»' '<«»
7 TJ •••
10. 7«>*. tiU
17 74
Km
'.*•. 9
-'1
17
17 95
16.94
!«
1'., 24
•U '.*'
1«V 9
IV,
i»
•' 9
12
10
I>. »4
K.J
^
AIlotin«-iit fnitii ai i»ro|iri»l i'»r •*» Iw nia*l#* f«»r fl^»l year eDiling Jiiiw 'l«l. 1*»94.
A tnoiiut »o**-i«-U i>y iJii'»atF»^trail — .
A-- t"
Balao(-«'
I
67 v.
KrMARK'.— All propoHali* markrd thuM (*> bt-ing lowf«t, mad bidder respoiuiMe, «re rec<<mmei:'ici f :
APPENDIX Y y — REPOET OF MISSISSIPPI RIVER COMMISSION. 3883
Unitkd States Enginerr Office,
Netc Orleans, La,, January 6, 1893.
^o. 4. — AMraet of propomla recehed in response to (idvertisefMnt dated December 15,
I^sffj, opened thi8 day oy Capt. John Millis, Corps of JCnyineers, for the oanstruotion of
ler(*e9 in fourth district, improcing Mississippi River,
PoDtchaxtrain Levee district.
Hester.
>^ u. Kfimo and address of bidder.
B.2
5 3
•A
s
8
00
■ .r •
1 : S. D. Moody & Co. limited. I Cta. Cta
! Xow Orleans, La '*15| i*15*
2 ' J.K.()eaeii.IlatoiiKoa)ce.La.J 15. 99 15. dO
3 I Kobt Jo1iDBOD.Meinnbis,Teim. 18 18
4 ; MoLaughliu Bros., Memphis,
Total cost
of leyee.
St. Elmo.
n s
5
S
is
Cts. Ots.
$20,360.80*1.01 *15}
5
6
9
8
9
10
11
12
13
14
15
18| !l3
16. 90 15
20 20
m
Tenn i 16|
W. J. Boutley & Co., New Or-
leans. La '16.7 16
Greouo, Kogers Sc Co., New
Orleans, La
Israel K. Bobbitt Bumslde, La.
E. P. White, New Orleans. La . .
Andraws Bros. Constructiun
Co., Baton Kouj^e, La
Honian, McFadden Sc Caesidy,
Baton Rouge, La
A. P. Martin, Waterproof, La. . .
Ovide Lacour, New Orleans,
La..,
Sterling Fort, Greenville, Miss.
W. H. O'ConneU, New Texas,
I La
15 S. L. James, jr.. Baton Koiige,
La
16 Jeffries & Dameron, Hester,
La
V. Haman, New Orleans, La . . .
Chas. T. Worthington, Leota,
^l^g \
E. W. Hanlon & Co.VNew Or-'
leans. La
17
18
19
19.8
20
21
14
18
20
15
26^ 26^
in
15}
16.88
16}
15
15
21,004.46; 16.99
23,614.80: 17
21,987.75' 16|
2l,922.50; 16u7
24, 254. 30' 18
22,18:1.50; 17.40' 15
26.272.00 18
16.99
17
15
15
13
Total
cost of
levee.
15,709.06
6, 158. 54
«, 162. 16
5,977.20
6,049.20
Poohe.
S
lA
go
5 °
3
I
.-|i Total
2 >»; cost of
5 .2 levee.
;3
Gts. Ctn
16
17
10
161
22
25,21L65
25.993.80
26, 272. 00
27,534.00
34,810.40
17.3
19
10.95
18
15
17.3
19
16
6,512.24;i6
6, 301. 20, 15^
22,002.80
20,682.75
22, 160. 45
16
244
16
20
16. 40 16
6,524.64
7, 147. 20
6, 270. 90
6, 887. 12
7. 219. 20
16
,17
.19
15
16
11
15
16
14
16
16}
16.2
18
19.06
16.9 16
10.2
18
15
17
6,799.68
15
8,869.60 22
6,973.60
15.9
17
*15
20
18
13,983.60
4, 179. 45
4.671.15
4,055.25
6, 402. 75
3, 029. 35
3, 810. 25
8, 933. 60
8,833.15
3,982.77
4, 425. 30
4,900.50
4, 154. 10
•1, 179. 45
3,687.75
6,407.00
3,906.55
Allotment from appropriation to be made for fiscal year ending June 30, 1894:
Amount available, Abstract 2
Amount covered by this abstract
Balance.
Pontchar-
traln levee
district.
$89,945.14
29,757.61
60,187.63
RRMAEEB.~PTopoeals marked thus, {*) being the lowest and the bidders responsible, are reoommended
for acceptance.
3884 REPORT OF THE CHIEF OF ENGINEERS, U. S. ARMY.
Ukitbd States Engixkk» Office,
New Orleans J La.^ Jamn^rf :,
No. 5. — Abstract of propo$al9. received in response to adreriisement dated DexevK'
1S9£, opened this da}f by Capt, JohnMiUis, Corpe of Engineero, far ike »*f v
of levees in fourth dietrict, improving Mississippi Biver.
yo
1
3
8
4
5
6
7
8
9
10
11
12
18
14
Kame and adtlrMB of bidder.
Lafoorehe I<«Tee district.
8t. Smma.
P4
Israel K. Bobbf tt, Bnriiside, La
Homan, McFadden, Sl Casaidy, Bat4>n
Kongv, La
Sterling Fort Greenville. Mlaa
Andrewa Broa. Construction Co., Baton
Koage, La
Bdmoiid r. White, New Orleans. La . . .
W. J. Bcntley & Co., New Orleans, La .
G. 1). Leener & Co., Baton Koitgi*. La. . .
P.J. Coffnian Si Co., Baton Kouge, Ia .
P. Haman^ew Orletms, La
Jeffriea Sc Dameron. Heater, La
Chas. T. Worthington. Leota, Miss
E. W. Hanlon & Co., New Orleans, La .
Greene, Rogers ic Co., New Orleana, La
Isaac Henr3% Millikenf Bend. La
Cents.
101
18
15.9
l«i
18
1«.7
21
23
16
•14*
15.9
18|
22
Omts.
15
15
15
14
18
15
Total cost
of lavw.
. $8.90L50
7,564.00
8,45L00
8,634.90
9,568.80
8.875.00
18
20
16
•14
13
82
11,158.80
12.222.00
8,505.60
7,707.40
8,447.80
00
20
9; MS.
Ill
i 'T.
OeniM.
17.44
18
15.9
18J
15
17.7
234
s
S4
c-l .♦ -
2a
16|
M4.49
18i
21
15
IS
15 .
1^
15
15
25 i
29 .
U
!?
ILcta
Allotment from aprtropriation to be made for fiscal year ending Jan« 30, 1884 :
Amount available. Abstract No. 3 --......' 9^
Amount covered by this abstract ....1 i„
Balance
"I
ss.
RBMABK8 — Proposals marked thus (*) being the lowest and bidders rssponalble, arv ««Mna«»d»i.].
acceptance.
»PENDIX Y y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3885
United Statks Engineer Office,
Kcw Orleans, La., January 9, 189S.
fi. — Abstract of proposals receiredin response to adrcrttsement dated December SS, 189:?,
enrd thin daif by Capt, John MilliSj Corps of JCngineers, for the construeiion of levees
fourth district, improving Mississippi River,
Name and address of bidder.
James Gotten, Racooaroi, La
J :iH. N. Oeden. Baton Eonge. La
Ivliunnd P. White. New Orloaus, La . -
E. W. Haiilon & Co., New Orleans, La.
I*<rael R. Bobhitt, Buniaide. La
H. C. Brown, New Orleans, La
Andrews Bros, Construction Co.,
Baton Rouge, La
Greene, Rogers & Co., New Orleans, La
Homan, McFadden &. Casaidy, Baton
Rouge, La
Isfiac Henry, Millikins Bend, La
Jeffries & l>ameron Heater, La
F. A. Brock. Galveston, Tex
P. J. Reilly. New Orleans, La
I*. J. Coftman Sl Co., Baton Rouge, La.
8. L. James. Jr., Baton Rouge, La
Name and address of bidder.
James Cotten, Racconrcl, La
Ja8. N. Ogden, Baton Rouge, La
Edmund r. White, New Orleans, La. - .
K. W. Hanlon & Co., New Orleans, La .
iHrael R. Bobbltt. Biimside. La
H. C. Brown. New Orleans, La
Andrews Bros. Construction Co.,
liatou Rouge, La
Greene, Rogers (fl^ Co., New Orleans, La.
Iloroan, McFadden & Cassidy, Baton
Konge, La
iBaar Henry, Mflllkens Bend, La. .., . .
Jctlriea & Dameron, Hester, La
F. A. Brock. Galveston, Tex
P. J. Reilly, New Orleans, La
P. J. Coflrnan & Co., Baton Rouge, La .
S. L. James, Jr., Baton Rouge, La
Pontchartrain Levee district.
Terre Haute.
16 ditches,
to., 300 on-
to yards.
a»'0
H
n
Cents.
Cfmts.
23*
23*
1«.0
16.9.
18
15
17. »
15
154
15
*'U.90
*10
15.49
15.49
17*
lU
16|
15|
20*
20*
17
17
23
23
m
18*
171
16
18
18
Total coat
of leyee.
$11,468.00
8, 247. 20
8,775.00
8,726.50
7,562.60
7,256.50
7.550.12
8,521.25
7.686 00
10,004.00
8,296.00
11,224.00
8.906.00
8,656.76
8,784.00
Prospect.
I.
i
Cents.
23*
16.9
22
17
181
17.40
17i
. 18*
*16
20*
20
22
19*
m
Cents,
23*
16.9
22
15
15
10
m
♦16
20*
20
22
16
Total cost
of levee.
$11,959.15
8, 600. 41
11,196.80
8, 643. 50
9. 274. 75
8,826.00
9.032.07
9,387.35
8,142.40
10,432.46
11,188.00
11, 196. 80
9,909.90
Lafourche Levee district.
White Rose.
Cent*.
25
20
18
15.95
18
17.29
17.24
18
17
24
*15
24
0.0
i
CmU.
25
20
18
13
15
10
17.24
10
17
24
*16
24
19*
18
15
18
Tot«lcost
of leyee.
$5,817.50
4 254.00
3,828.60
8,390.50
8,826.50
3,672.48
8, 666. 05
8,823.00
8,615.90
5, 104. 80
3,190.50
5.104.80
Barataria Levee district .
Belle Chasse.
^•^
fig
si's
Cents.
23
18.45
22
11
I
Cents.
23
18.45
15
4,144.60
3,828.60
»14. 87
26
20
20
21
no
26
20
18
21
Total cost
of levee.
$16,928.00
13,679.20
16,066.00
i6,'856.'66
19.136.00
14,720.00
14, 684. 00
15,456.00
Pontchartrain
Leyee dia-
trict
Lafourche
Levee dis-
trict.
Barataria
Levee dis«
triot.
tment from appropriation to be made for fiscal year
fling Juno 30. 1894:
Amount available. Abstracts 4, 5 and 1
Amount covered*by this abstract
Balance
t$131,312.2S
15,398.90
{$63,581.23
8,190.60
115,918.85
60,390.73
§$.18,541.75
10.856.66
27,686.09
t Abstract 4. t Abstract 5. § Abstract 1.
'.MA.RKS.— Proposals marked thus (*) beingthe lowest and bidders responsible, are racommended for
ptance.
3886 REPORT OF THE CHIEF OF ENGINEERS, U. 8. ARMT.
United States Enginskr Oftictl.
New Orleans J La., January 9. 1S''\
No. 7. — .4h»ti'nrt nf propnMfih rer^irr^ in r(^}*ftn9f to adrerti§ement dated lyffcemher I'-. '-
ofH nnl thin datf In/ ("apt. Jnhu Millie. ('orp$ of EngineerB, for tk^oonstr action oj Uxri^
fourth diftrictf improving Missisaippi Rirer.
AtchafalAva levre district.
Si. Francis Church.
No. Xarae and address of bidder.
re
t. 3
c^
s >.
Total
- •'•
~ Cj
coal of
^ -z
— ~
kvoe.
Z s
1 *-
^^ w
iO
c -^
3
.-: ?i
X
1 -'
Danboiue. upper.
•A .
5 w
a
9 .
_ u
S ^ [ Total
T 2, co«t of
^•g levee.
o
§J5
1
2
3
4
5
6
7
8
10
11
12
y.\
14
15
16
17
18
CU. rts.
Ovide I.acotir. Rarcoarci. I-a . 18. 4'.> 15
W. .1. I?eutK«y i Co., New ;
Orltnni* L:i |
Noble \V. Irish. Carlylc.m ..
Doiiovun. D.dcv Jk- Co., St. }
«;Hl»ri.l. La ..' ! 19 !13
W I KiUrbrew. Greenville, j
Mi»*H I \^ 15
JjiM N. O^den. Baton Rouge,
La
(ieo. M. D. (Irijff^by, JetTemon,
rtt.
$6,136.95, 18
20
20
15. 74 15. 74
17 17
19 19
17 17
Andn'Wfi Hro«. ConMtructlon
Co.. I?nioM Koug»«, La
Kdimmd IV White. New Or-
leunn. La
A. V. Miu-tin, \Vaterpi*oof,
La
Jetlries &. Damei-on, Hester,
La
(ln«ne. RoK»*r8 & Co., New
( >rl«*ji n.H, La
8. L..LiMn*H. lijiton RoiiKo. La. 18
W. H. OCtJuntll, New Texaa, i |
La 271 27}
E. W. Hanlon &, Co., New
Orleans. La
Job. S. Mcl.,aughliu, Mem-
phis, Tenn
Manning Sc (jribnon, Natchez,
MiH» M5
Uonian, McFmlden Sc Cas- j |
Htdy, Baton liouge, La 17 .15
18
I
,273
15. 99 14
I
17 14
1
M5
.! 17
i 21
CtM,
15
17
17
B< lie Gn Tf
o
o
K :-
T.r»
s
CU. Cts. !
$8,136.00! 17.74 15 fio U"
6,300.55 15.99 13
5,439.00 14.99
6,647.00 18
♦14.73
14
18
*1H
7. 690. $^
9, 490. BO
16
21
16
17
9 i" •=>
5,649.95 15
16}
5,982.30, 18
12i
18
9.222.71!
I
5.309.60 I8.6O1 19
5,642.90 16i
I
4,985.25' 15J
5.645.25! 18
16
154
18
5.231.19, 16.94 16.94 7,663.66 16
6,649.96
6.314.65 19| 19i
15
7,217.70 15. »7 18 9. i;. .•
6, 788. 60 15. 75, 15 ^ 9 Gl_ T
8,143.20 18 18 I 10 :fl>_ ;
6, 662. 70 M4. 73' • 14^1 ?. i:^ -
14 I 9. Cc>? *J
1
8,821.80 ISJ
6, 786. 00
7,566.90
8, 143. 20
8, 361. 00
7, 463. 40
7, 012. 20
8.143.20
15i
17i
21
164
16J
164
18i li\ :^-iw ^-
154 s,p:i.-^.
15 , 12.W5-2;
I
16 j 9, 44!: It.
I64 9.«v:>
16* 9.i4.xT'
PPKXDIX Y Y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3887
o. 7, — Abstract of propomla received in r^ponse to adrertisementf etc. — Continued.
Name and addresB of bidder.
O vide Laconr, Baooonroi, La
W. J. Bentley &, Co., ^'ew Orleans,
La
j Donovan, Daley & Co., St Gabriel,
\ La
• ' W. L. KiUebrew, Greenville, Mims .
» '; Jna. N. Ogden, Baton Rou^, La . . .
^ i A ndrewB Bros. Constraction Co.,
Baton Roggto, La
) I Edmund P. Wliite, 'New Orleans,
La
* A . P. Martin , Waterproof, La
L \ JoilVics & Dameron, Heater, La . . .
2 Greene, Rogers d& Co., New Or-
I leans. La
S. L. James, Baton Rouge, La
E. W. Haulon & Co., New Orleans,
La
Jos. S. McLaaghliBt Memphis,
Tenn
Manning & Gibson, Natchez, Miss .
Homan, McFadden &, Caasidy,
Baton Ronge, La
Atchafalaya levee district.
Celeste.
n OB
g*
S.2
^^
a Si
C8.U
Total
cost of
levee.
Meant Salem.
Cti.
15.75
16
15.47
*14. 99
16
o
s
00 .
r-t a
S >*
2 =
I
«t30
OC ""I
17
181
15
17
18
16
isf
15.8
CU. I
$4,803.75 15.49|
4,880.00; 16
4,71S.35, 15.97
4,571.95*14.94
4,880.00 18
cu.
15
16
13
*14
18
16. 99 14i
5,185.00, 17
5,718.75' 1R|
4,575.00 15
6. 185. 00
5, 490. 00
4,880.00
5, 033. 30
4,727.50
4,819.00
18
18
16
15
17
18}
15
10
18
16
15i
15
Babio.
Total
cost of
levee.
$2,815.95
2, 909. 60
s
cu.
15.99
2.898.65 19
2,715.10 15g
3,273.30 18
3,083.30 17i
3,091.45
3,409.66; 18
2, 727. 75 *15
•J
n
Total
cost of
levee.
Cti.
15 $2,084.70
3,258.50' 18
3, 273. 30
13 1 2,904.05' 16
2,929.60
2,818.67
2, 727. 7b
2, 575. 20
2,004.75
2, 347. 20
2,249.40
allotment from appropriation to be made for fiac^al year ending June 30, 1894:
Amount available, Abstract No. 1
Amount covered by this abstract
Balance
Atchafa-
laya levee
aistrict.
$01, 242. 82
29,320.59
61,922.23
KE.MABK8.-^Propoeal8 marked thus (*) being the lowest, and the bidders responsible, are recom-
ueuiled lor acceptance.
3888
KEPOUT OF THE CHIEF OF ENGINEERS, U. S. ARJfT.
^United States Engixfkr Office,
New Orleans f La., Januarjf 11^ U -l.
No. 8. — Ahf*trari of propo*aU received in response to adrertisement dat^ r>€cemher!S, I -L
openrd thin dtiy hy <upt. John Alilliaj Corps of Engineers y for the construction oflircz.' >
fourth dmtrict, improring Miasiasippi Hiter.
No.
NnoiG and addreas of bidder.
Lafourche leree district.
Providence.
I'-
CO «
1
2
3
4
5
6
7
8
lu
n
11'
i:t
14
15
I Cenfg.
E. W. Hftnlon A- Co., NVw Orl*nn*, I.n. 14. 99
C. I). Li^'pcr A: (;«i.. liHttm Kuuge. La.. 18. 70
r. J Ktilly. New :)rl<'ana, La ; IS
(>v uW LnoiMir. KHmuuri, La , 16
•Ifttrir"* & DuiiuToii. Hoster, La 18
Is. kit! ilt'iirv, ^iillikcuB r.i'Ud, Lh i 'J-')
W. L. Kill«>l»rpw. (Tri-ciivillf, MIam. . . J ir»|
Aiiiirt'Wi) hro0.('oD8tructioii Co.,I^t(in
Koii^ie. La 14. 94
(Jeo. M. I>. Gri};««bv, J«'fl.«r8on, Ti x ... "14. 77
J. A. CarHou 6i ('o., lialou Koii^'t', La .. l(i
I.sra«'l R. IJ<»l»bitt. HuruHiile, La ' 13.40
('. S. .lonea. New Orh'aiiH. La 14.81
K. P. Whitr. N»«w (Irleau.-*. La 2')
(in-fin-. Kn;:»'rr*, & Co . Ni'w()ik'au8, La 17i
J.N.UKdt'ii, llalon Uougc. La ; IG. 9
« ^
S3
® <y o
S«3
Cents.
13
10
14
16
18
25
14
14.94
*14. 77
16
15
14
15
10
16.9
Total cost
of levee.
17,509.39
9, 3f>3. 90
9. on. 64
8. 0-20. 16
9. 0S2. 68
12. 5:S1. 50
7, 703. 76
7.488.82
7. 403. 61
8. 020. 16
7.718.50
7.421.83
10,013.90
8. ti30. .*i5
8, 471. 29
Flagto-vn.
c-r
«• t:
CO C
15.49
? 3 .
^ u a
•5 - ^
13
18
16
16
25
15
•14.94
15.88
17
15.40
16.20
20
17*
IS. 9
14
10
16
25
14
•14.94
i5.se
17
15
16
15
10
1&9
TotaU>:
2 "■:" '
1 T ••
4,i»--"
a - : •
2-T-' '
3.4. -^
No,
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
Name and address of bidder.
E. W. Hanlon & Co., New Orleans, La
C. I). Li'fiper & Co.. Haton Kouye, La.
P. J. Kt'iliy, Ni'W ( )i IcaiiH. La
(h'idfi Ln«our. Riu'coiirri, La
,l»»flrieH & DaiinTon. HcntfT, La
Isaac lli'iirv. Millikms Bond. La
W. L, Killfbrew, (irct'uville, MiMs
Andnws P.roa. Construction Co., Ba-
ton Hollar, La
Geo. M. L). Grifisby, Jettpraon. Tex
J. A. Carson A: Co., Baton liou^e, La ..
Innul K. Bobbitt. Biiin.si(le, Lu
C. S. Joni'8, K(!\v Orl«'Hn8. La
E. r. White, New Orbans. La
(rreciio, Rotors. &. (>).. New Orleans, La
J. M. Dj^ili'u, Baton Koiigt', La
Lafourche levee district.
Speranza.
C 3
c
e
-a
c:
CentM.
15. 49
S >3
? » •
17.7
14
16
16
17
17
2.">
25
15
14
♦14.74
15.99
18
10.20
20
IHi
18.9
Centt.
13
*14. 74
15.99
18
15
16.12
15
11
18.9
Total cost
of levee.
$2,260.87
2, .582. 46
2, 338. 24
2.484.38
3, 653. 50
2, IIW. 96
2, 154. 10
2. 33G. 77
2, 6:kK 52
2. 373. 35
2. 367. 37
2,917.10
2. 6H5. 04
2, 762. 04
Asbton.
•?0 BO
15
18
17.7
16
174
25
15|
15.44
*14.77
17
15*
17.40
20
1»*
17.9
8 "a
« V o
Centj.
Total cTis!
of ItT«
13
$5,441 -^
12
6, 5:: W
14
6. 4:^' '.■*
16
6..-1".''"
17
6. :^^. '-
25
9.'.:^'.*
14
5,57?.:4
15.44
5,&^'.:5
*14. 77
5. ;-■»>■•.•'
17
6.]:" '•
15
5.es.i'
17
6.317.'.
15
7.'.h:.*^^
13
6. Ti-r*-'
17.9
B/AK.'y.
Allotment from appropriation to be made for fiscal year ending June 30, 1894:
Amount available, Abstract No. 5
Amount covered by this abstract
Balance
Lafoarete
leve« «ii»
irioi.
$67.04?.?^
17,4S!.«
49, 560, w
IvKM.\KKS.— IVoposals marked (bus (*)be.ing the lowest, and the bidders responsible, are recomniendcu
for acceptance.
IPPJEKDIX Y Y — BEPOET OF MISSISSIPPI BIVBR COMMISSION. 3889
I
VsmsD Statbs Enqinrer Office,
New Orleans, La,, February 4, 1893.
No. 9. — Jhttraei of propoeaU received in reepenee to adveriieement dated January $4,
*9S, opened thie day by CapU John MillUj Corpe of Engineers, for the oonetruotUm of
vees in the fourth diatriet, improving Mississippi JCiver,
1
u
3
4
6
6
7
8
9
O
Barataria levee district.
Name and addreaa of bidder.
V.
Magnolia, new and enlarge*
ment»
S
So
n
Johneon & Snlliran, Memphis, Tenn . .
J. F. Coleman, Ke w Orleans, La
PhUin J. Beilly, New Orleans, La
C.& Jones, Kew Orleans, La
Cbaa. P. worikington, Leota, Miss
W. L. Killebrew, Oreeaville, Miss
E. W. Hanlon ic Co., New Orleans, La.
JsflHes A Bamenm, Hestw, La
Greene. Rogers 4t Co., New Orleans, La.
Frank M. MoLaughlin, Memphis, Tenn .
Cents.
21
24
18
19.40
21
24
*15
21
16*
Cents.
21
24
18
19.40
20
15
•16
15
r
$4,856.08
' 4,078.82
8, 733. 74
4,024.14
4,347.98
4, 905. 42
8,111.45
4,307.43
3,422.59
Kearney.
9* •
J §3
9^
3
Ofnts.
214
20
18
21
19.9
16.94
*14l
26
16i
Cents,
214
20
18
20
15
14
n4t
15
1^
V
$4,681.86
4,262.20
8,835.08
4,468.54
4,207.72
3, 590. 18
3,14.^87
5,260.05
8,569.59
1
3
9
4
5
6
7
8
Name and address of bidder.
Johnson A SnlUran, Memphis, Tenn. ..
J. ¥. Coleman, New Orleans, La
Philip J. ReiUy, New Orleans, La
C.S. Jones, New Orleans, La
Chas. P. Wortbington, Leota, Miss .
W. L. KiUebrew, Oreenyille, Miss
B.W. Hanlon A Co., New Orleans, La. .
Jeffries it, Dameron, Hester, La
Greene, Rogers Sc Co., New Orleans, La
Frailk M. McLangbin, Mempbia, Tenn
Barataria leree district.
St. Anne enlargement.
SI
III
i
aS>h
Cents.
23
25
181
22
17.0
24
25
22
88
Dobard.
H
91,840.00
2,000.00
1,500.00
1,760.00
1,482.00
1,920.00
2,000.00
1, 760. 00
8,040.00
Genu,
204
20
184
19.40
21
20.9
16.94
*15
19
17.99
CO.
m
ill
Cents.
204
20
184
19.40
20
18
14
*15
16
17.99
$5,579.88
5,611.00
6,097.67
5,346.67
6,776.00
6,731.01
4,639.45
4,183.26
6,206.50
4,957.14
Barataria
levee dis-
trict.
llotment from spproprlatloo to be made for fiscal year ending June 80, 1894 :
Amonni ay^lkele, Abstract No. 6
Amount oovered by this abstract
Balance
$43,148.34
11,820.07
81.323.27
RvMAAKB. —Proposals marked thns (*) being the lowest and tb9 blddof considered reaponsible, aro
commended for acceptance.
sua 93 2U
/
r.
3890 BEPOBT OF THE CHIEF OF EKGINEEBSy U. S. A&MT.
tJHTTKD States Eicgcvkkb OrrnTi
Nem 0rlea»9, Xa., F'^rmarw 4 .
No. 10.— Jft«fr«0f itf pnpo—U rtetkved i% rMpMM to MhertUemettt dsied J«r.<
2893, opened fki$ day fty Cupt. John Millie, Corpe of Enf/ineers, for the ctmttn
leveee in the fourth dieiriet, improving Mieeieeippi '^'
Ko.
1
2
4
6
6
7
8
B
10
11
12
Name ud addrew of biddflr.
Johnson St SollivMi, Memphis,
Tonn
J. F. Colonian, Kow Orleans,
La
Philip J. BeiUy, Kew Orleans,
La
C. S. Jonea, New Orleans, La . .
Charles T. Worthin^ton, Leota,
Miss
W. L. KiUebrew, Greenville,
Miss
E. W. Hanlon A Co., New
Orleans, La
Jeffries &. Dameron, Hester,
La
Greene, Kogers Sc Co., New
Orleans, La
John Cleaiy, New Orleans,
La -
Frank M. MoLangblls, Mem-
phis, Tenn
Lake Boc^gne levoe dls&ict.
Battle Ground,
new and enlarge-
ment.
§
a ^
.0
3
cu.
29
23
CU,
28
22
m
i
!
I
$5,770.21
5,527.04
4,585.68
Irving.
Orar^rv
8
18.4
18
21
18
*17i
20
18
18
21
•17i
5,747.65
4.566.56
4,522.86
5,276.67
4,833.50
4,334.41
CIt.
271
24
18J
22
20
101
20|
18
22
Ct9,
27|
18i
22
20
S
8
3
o
H
s ii '
$12,845.52
u. ao. M
8; 524. 76
10,S7«.42
10,238l48
OCa.
i»
i»
15
10|
10
22
0,^9.85
f
21
6.74
0.283.81 '*!•
9,548.06
8,075l52
10.276w42
21
1? ■
%
L*
IS :
-1€ .
15
17
17
Ko.
Name and address of bidder.
1
2
8
4
6
7
8
10
12
Johnson ASnllivan, Memphis,
Tenn
J.F.Coleman, New Orleans,
La
James Byrne, Baton Boage,
La
Philip J. BeiUy, New Orleans,
X4fc. ,
Charles T. Worthington,
Loota, Miss
yr. L. Killebrew, Greenville,
Miss
X. W. Hjinlon & Co., New
Orleans, La
JeflHes A, Dameron, Hester,
La
Greene, Roger* ic Co., New
Orleans, La
Frank M. McLaughlin, Mem-
phis, Tenn
Lake Borgne levee diatrfet.
English Tom.
*^4
a S3
m m
1.2
;S5
rt».
m
20
22|
15|
22
18.09
16.74
*14*
10
i
Ct9.
10i$4.038.40
20
22|
5,128.00
5.768.00
1
15| 3,074.10
20
15
12
•144
17
5,619.10
4,825.74
4,240.71
8,717.70
4, 840. 00
164 t 4, 230. 50
8t Clair.
OB O
204
20
I'
-Si
PQe«
204
$6,335wll
6,180.80
14.01 14.01
23
27
16.74
*14
10
18.73
20
27
12
•14
10
16.73
I
MooPb
=1 Us
4,607.84
7,035w80
8,348.81
5,059.28
4,328.42
21
21
234
15.4
28
18.9
18.74
14
5,871.57 ' 19
8,170.07
17
a u:-
21 • >'
15-4 :.
2b c V-
iflL* :'V.
12 ! :!. >.
'U 1 : •
15 t .■-
17 :ic
.PPEKDIX Y T — EEPOBT O^ MISJ^ISSIPPI RIVEB COMMISSION. 3891
. 10. — Ahktraot of propa$dU received in reepanee to adveriUement, etc, — ContinnecL
otmcint from tKmropri«ti<m to be mado for flaoal year ending; Jnne 30, 1804 :
^mooDt ftvaiwDle^ Abeimet No» 1
.Ajnount oovered by thia abetraot
Balance
LakeBerf^e
levee district.
$38, 541. 75
25, 555. 25
12,986.50
le, are
E8.-<Pxopo6aU marked tbtia (*) belne the lowest regubir bids apd the bidders considered respon-
rsoommanded for acceptance. Bia of John Oleary incomplete.
The reports of assiBtants in local charge of the different levee districts are as fol-
pra:
:P0BT of ABaiSTAMT ENQUrSSR I>OUOLAJB, IN liOCAL CHARGE OF THB LOWER TENSAS
LEVEE DISTRICT.
Natchez, Miss., May SO, 180S.
Sir: I haT6 the honor to submit the following report on the work under my local
Lsurge for the period from June 1, 1892, to May 3<), 1893:
■
LOWER TENSAS DISTRICT LEVEES.
CoiMfnMifom-^Ai date of last renort no work was in progress, all levee oonstmc-
on undertaken having been completed.
The general condition of the work was fair, as has been proved by the passing of
le flood of 1892 without a break in the line of levees. Some levees were tnreateued
f caving banka and otheia were deficient mi section or low in grade.
During the past season the construction or extensive enlargement of 22.4 miles of
ivees was undertaken. Of this, 6.5 miles was new embankment and 15.9 miles
rising and enlargement of existing levees.
The special features of construction of levee embankments this season have been
le limited use of muck ditdies, the cutting down or leveling off of old levees before
alargement, the variation of the land slope in proportion to the height, and the
se of tile drains tto oanry off seepage water from the toe of the land slope.
AM the conditions have, been favorable^ and with the experience of past years as a
aide the several levees were surveyed, let to contractors, commenced, prosecuted,
ad completed without incident of considerable interest. I give in detailsuch infer-
lation as will be of value.
Mardearabhle {64X ii.)« — ^New leyee ; length, 5^960 feet ; height above natural surface,
rem 7.5 to 16.1 feet; grade^.S feet above high water of 1892; crown, 8 feet: side
LopeSy 8 to 1 on river side and 2i and 4 to 1 on the land side ; contents, 84,373.74
abic yards. The embankment was built with the broken back or hollow slope on
he land Ade made by giving the bank an inclination of 2^ to 1 for the first 5 feet
»elow grade, and thence 4 to 1 to the natural surface. This levee was an extension
own stream of the Hardscrabble levee of 1891-^92, and its construction was rendered
ecessary by the continued caving of the river bank in the Hardscrabble bend. The
ontractors commenced operations November 22, 1892, but prosecuted the work rather
lowly during the favorable working season. The usual spring rains came on, labor
•ecame scarce, and when the contract date of completion March 1, 1892, arrived the
nibankment was only about half completed. Fortunately the front levee still held
nd the river did not rise to a dangerous heieht. The contract was extended to
Lpril I, to April 15, and again to May 1, 1893. The levee was finally finished' April
•^1893.
Bondnrani (64S,S £.)•— New levee; length, 3^422 feet; height above natural surface,
rom 3.5 to 13,8 feet; grade, 3.7 feet above high water of 1892; crown, 8 feet; side
ilopes, 3 to 1 on the river side and 2^ to 1 on the land side; contents, 23; 795.92 cubio
'ards.
In 1882^W the United States built a levee at this point, and almost every year
ince the rapid caving of the river bank has necessitated the construction oT a new
evee either by the General Government, State, or local authorities. During 1883
bud 1884 the bank line receded 1,700 feet in eighteen months, the most rapid caving
hat I have ever hg^ of* The present levee is the last but one that it would be
iraotlcahle to biwT between the Mississippi River and Lake Bruin. Work was
lommenced November 14^ 1892, and the levee was completed December 30, 1892, forty-
le ven days in advance ox contract time.
8892 BEPOBT OF THE CHIEF OF EKaiKEJSBS, 0. & ARMY,
QroimiMreio Wiceema {69$ 1?.).— EnlMgement work; len^li, 26^400 ilM>t;
above natural anrface, from 4.8 to 20.5 feet ; grade, 2i feet above high wster ^
erown, 8 feet; side elopeSy 3 to 1 on rirer side and 2^^ to 1 on tiie land sid«; »
to date, 108,411.48 onbio yards. This leree is to be tiledralnecL Und^ ti:e '
Grassmere to Wicoema was undertaken tke first section of the ^^neral n.^ .
enlargement of the United States Liake Concordia Levee, oons^ncted u. .^^
The whole of tiie line aroan4 the lake, a distance of abont 18 nules^ has be«c >
of great expense for protection daring high water, as it was low in gradt? ^r
in section. Crevasses occurred in 1884, 1890, and 1891. The work don^ tht- •
was recommended as fur back as 1885. The contractors began work Not--
1892, and completed embankment work April 10, 1893. The dlfficnlty M y^
tUes and their noo-deUvery until the river became too high to place thecL L
vented the completion of this portion of the work. The delay necessitated r*
extensions of the contract time, and the work is not yet finished.
Wicoema to FUteker {69S iS.).— New and enlargement work: length, 23.( '
height above natural surface, from 5.1 to 30.5 feetj grade, 2^ feet ahove h.c^
of 1892; crown, 8 feet; side slopes, 3 to 1 on the river side and 2^^ to 1 on ri>
side^ contents, 131,169.17 cubic yards. This levee is tile drained and is the -
section of the Lake Concordia enlargement. The stretch covers what b^
termed tiie " bayou region," when all the crevasses of recent yewns have o>:
It is generally rather heavy work, as there are several dikes dosing bayooA. -.i
others the Bayou Cocodrie. Construction was commenced November 18. 1** *.
the levee, including the tile drains, completed April 24, 1^93. The oonu^ *
was repeatedly extended, the last extension being to May 15, 1893.
FUtiker to* Minorca (699 B). — New and enlargement work; length, 1M>'
height above natural surface, nom 5.6 to 16.7 feet; grade, 2^ feet above high v-
1892; crown, 8 feet ; side slopes, 3 to 1 on the river side and 2^ to 1 on %h€ U;
contents to date, 119,837.68 cubic y ards« Tile drains were to be used. This is u -
section of the raising and enlarging of Lake Concordia leve^ Contractor i
menced work Novemoer 14, 1892, and the embankment was completed April .■ I
Fourteen hundred and forty linear feet of tiling has been lai^ bnt on sm
delay in delivery of tiles this portion of the work has not been oom[pleted i
remains on this levee a short piece of old embankment which was not r . - {
enlarged, as it is intended to replace it by a piece of entirely new levee 9^ f*^
As was the case on other levees that were to be tile drained, the contract tir
to be repeatedly extended on account of difficulty in obtaining tiles. The <: '
is still in force at date of report.
Minorca to Minor$ {70t B.), — New and enlargement work; lengrth, 17.77'
height above natural surface, from 4.7 to 14.8 feet; grade. 2ifeet above high « '
1892; crown, 8 feet; side slopes, 3 to 1 on the riverside and 2^ to 1 on tL-
side; contents to date, 86,058.98 cubic yards; levee to be tile dnUned. Tl -
fourth and last section of the Lake Concordia enlargement. The length of u-
as projected was 21,549 feet, but on account of scarcity of fhnds 3,774 fe^r
old levee remains untouchea.
Some of the untouched work is to be new IeveeM>ut the greater portion is r- i
ment. Work was conunenced on November 14, 1892, and all of the embank'
which there were funds to pay for finished March 10, 1893. The laying f»i * i
drains was delayed by non-receipt of tiles, and this portion of the vrork i> r > i
pleted. Sixteen hnndred and twenty-six feet (linear) of tiling has been hkui I
delay in receipt of additional tiles has necessitated the repeated extensiuT> I
contract time, and the work is not yet completed.
Morville {710 /£.). — New levee; length, 5,200 feet; height above natural •:- I
from 3.8 to 9.7 feet; ^ade, 2^ feet above high water of 1892; orown, 8 i*>*
slopes, 3 to 1 on the river side and 2i to 1 on the land side; contents, 28,592 r.
yards.
The old levee in front was on the immediate edge of the riTer bank &".<1
point had partly caved in. The bank is caving gradually and the destmc rj< i.
front line a question of but short time.
The contractors began operation on the new levee November 3, 1892. ac>i i
pleted it on December 9, 1893, sixty-eight days in advance of the contract tinr
FiBh Pond {725 R.), — New levee; length, 6,365 feet; height above natural ^ i
fkx>m 5.5 to 15.4 feet; grade, 2^ feet above high water of 1892; crown, 8 t*-.'
slopes, 3 to 1 on the river side and 2^ to 1 on the land side; contents, 60,710.7^
yards. A rather unusual condition of affairs has developed at this Io<*Ality.
the United States has built several levees under different names, the first W '
1882-'83-'84, under the name of Greens to Fairview. A portion of this Iiu< I
breached by caving banks in 1887, and a loop levee under the name of Deer I'ar'^ I
to be built in 1890-'91. This latter levee still holds, but at the time of its coc^' I
tion the funds were limited and the lower wing could not be carried as far ux
stream m would have been desired. After the subsidence of the flood of 18911 it '*
■w
APPENDIX T Y — REPOET OF MISSISSIPPI KtVE» COMMlSSlOiT. 3893
onsidered that, the caving of the river bank would breach this lower win^ before the
ligk water of 1893; and an extension |0,365 feet long of the curtain of the levee of
.890-'91 was surveyed and let under the name of Fish Pond Levee. There were
lome objections oh the part of property owners as to the location of the line, which
lelayed matters so that it was not until February 14.1893, that the contractors com-
nenced work. In the meanwhile the condition of affairs as regards the existing line
lad materially changed. The caving bank instead of breaching the lower wing of
ihe Deer Park levee of 1890-'91 had eaten in with great rapidity toward the curtain
»r main portion of that levee, promising its early destruction from end to end.
Jnder the circumstances all work on the upper 4,000 feet of the Fish Pond Levee was
•uspended, pending a change of line and extension upstream. This survey can not
>e made for 6nal location until the subsidence of the high water of 1893 and the cav-
ng of the river bank recommences. Work on the remaining 6,365 feet of levee was
mshed and it was completed April 28, 1893.
Repair; — The repair work during the past season has been confined principally to
wo of the largest United States levees in the district — Hard Times (633 K.) and
Gibsons Landing (683.5 R.), the former crossing the foot of Lake St. Joseph and the
atter the foot of Lake St. John. It was desired to place the very large dikes cross-
ng these lake beds in as nearly an absolutely secure condition as possible, for if
;bey should be destroyed by a crevasse it would be almost impossible to rebuild
ihero.
The work was done by hired labor. A force averaging about 60 men was organ-
zed and placed on the quarter boat Neva Orleans on November 22, 1892, and the
'cpalrsto the Gibsons Landing Levee (683.5 R.) were commenced. The levee was
generally repaired where gullied by rain wash, but the major portion of the work
vas done on the dike crossing Lake St John. The length of the dike is about 1,700
eet with water on both sides. In consequence earth had to be hauled from either
>ank of the lake, which made the work slow and expensive. The dike was, how-
)ver, thoroughly repaired and enlarged, the work being completed January 17, 1893.
The quarter boat and force were then transferred to Hard Times levee (633 R.), and
vork on the dike across Lake St. Joseph commenced. This dike has always given
rouble on account of the embankment sinking into the soft lake bed. It had been
-epeatedly raised, but without proportionate enlargement of base, and the result
vaS a narrow crown and hollow slopes. These defects were thoroughly repaired for
i distance of about 1,000 feet, and as the sinking appears to have ceased the dike is
low probably stronger than the levees in the vicinity. Here also the work was .
ilow and expensive on account of the difficulty in obtaining earth, which had to be
vheeled long distances. The repairs contemplated by the hired labor force were
K)mpleted February 28, 1893, and the force discharged. The quarter boat was
-eturned to Natchez and laid up in readiness for high-water protection work should
t be necessary.
A portion of the Hardsorabble Levee (639 R.) of 1891-'92, had ploughed and settled
>elow grade. It was a smcJl affair and repaired by placing 382 cubic yards of earth
)n the low place, under an informal agreement. This levee work was done in March,
.893.
SUBVEYS LOWER TENSAS LEVEE DISTRICT.
An nnnsnally large amount of this sort of work has been done, and a survey
)arty has been almost constantly In the field.
The work has been somewhat vari^, consisting of the necessary surveys for cur-
'ent levee construction, surveys for work to be .done under the allotment for 1893-'94,
md preliminary surveys where existing levees were threatened by caving banks,
several extensive prcdiminary surveys or examinations were made in accordance
vith resolutions of the Commission, to obtain dati& as to condition of existing
evees, CQSt of closing gaps, and practicability and cost of new levee behind Lake
3min and St. Josej^h should it become necessary to abandon existing front line, etc.
I give the work m detail, not in the order in which it was done, but from the
ipper limits of the district south, taking the right bank first:
At Reid Levee (605 R.) the existing line is seriously threatened by the caving of the
iver bank. A careful survey was made and 22,598 feet of new levee staked out.
rhe old levee was traversed for 33,000 feet and about 6^ miles of bank line run.
The Commission had made an allotment of $5,000 towards the raising and enlarg-
ng of the levee on Davis Island (622 R.). Here the existing levee was traversed for
> miles and leveled and cross-sectioned for 22,469 feet.
Hardtimes Levee (633 R.) the npper end of the old HardscrabhJe (638.5 R.) and lower
Evergreen (637.5 R.) were traversed, cross-sectioned, leveled for raising and enlarge-
nent for a distance of about 12,000 feet, and 9,000 feet of shore line was traversed.
The lower or new Hardsorabble Levee (641 R.) 5,360 feet long, was surveyed and
(takedont.
3894 REPOET OP THE CHIEF OF ENGIHEBBS, U. 8. AfilCT.
At Bondwrtmi (642 B.) the old levee was trayened, leveled, and eromsrr: ,
Ipreparatory to raUing and enlarging for a length of 8,900 iiaet, aod the new p.
rant Levee (643.5 R.)» M22 feet long surveyed and staked oat. A promectiTt'.
sion of this line 5,^ feet long was also surveyed and staked out. Tlie oil
was traversed for aboat 3 miles and 30,000 feet of hank line nm.
A resolution of the Commission directed that a sarvey be made fyr a leree ^
lake St. Joseph (632 R.) and Lake Bruin (643 R.). This surrey wa« made aihi >
feet of levee line located, leveled, and topography taken. Ponr ntileB of i^r.
in front of Lake Bruin was traversed.
It was thought that a new levee might bo required at Cottage Home (6& £
reeonnoissanoe of existing levee and bank line was made, from the reenlts of «
it was decided that a new levee was not required at present.
At Upper Kmnpe (657 R.) the caving of the river bank had reoommenoed ar
cated that a prospeictive new levee would be required in I3ie near fotare. Ti
levee was traversed for 20,000 feet and 3 miles of bank line ran. Pf^limiiur-
vey of 22,<XX) feet of new levee line was made for estimating eontents, eost, s: i
location for prospective new line.
The Gibson Landing Levee (683.6 R.) was traversed and leveled to detemi:-
tlement for 13,888 feet, and the dike crossing Lake St. John eross-se^ttoe^!:
repair work for about 2,000 feet.
Rifle Point Levee (690 R.) was traversed^ leveled. and cross-sectioned foal"-,
of 16,074 feet.
The whole line of Lake Concordia Levee (692 R. to 702 R.) was snrveyed, xhr '
length of line being 93,711 feet. Of this 10,069 feet was new Une to if^place ' .
ing levee where too close to the lake bank, and the remaining 83,652 feet crcj^-
tioning of old levee for raising and enlargement. The levee bein^ very irregr •
shape, the field work was very tedious, requiring something over 1,100 crc^<-
tions.
Between Amauldia and Maro (702 R. to 709 R.) extensive surveys were made. ^
era! alternative levee lines, agnerating 36,600 feet in length, were staked cmt.
old levee, for a distance of 46,(W0 leet, was traversed, and it was cr o ss ae c t ioih .
a length of 29,000 feet. Eight miles of bank line was meandered.
At Morville (710 R.) the new levee. 5,200 feet long, was surveyed and stskr''
and about 2 miles of shore line and old levee traversed.
The old levee from Morville (710 R.) to Greens (721 R.), a distance of 28,4t&
was traversed and cross-sectioned for raising and enlarging.
Fish Pond Levee (723 R.), 10,365 feet long, was located and staked ont and r
3 miles of bank line meandered.
Preliminary surveys of proposed levee lines were made between Fairview .t:^
and Union Point (742 R.), including the Bousere Crevasse (739 R.>. The lec^-:
line sarveyed was 93,370 feet, and 6 miles of snore line wa^ traversed.
This completes surveys in the lower Tensas Levee district, bat other work
done on the lelt bank in what has been termed the
Big Black Levee district. — A resolution of the Commission directed that a <* •
be made ttom the bluff just below Warrenton Landing (606.7 L.) to Gmd '
(636.2 L.); and from Rodney (652 L.) to Coles Creek (672 L.) to ascertain the
tion of present levees and estimate the cost of restoration.
These surveys have been made. Between Warrenton uid Gkand Qnlf 17 ~
of levee was traversed and leveled, old levees were located and croea se ctios^^,
preliminary locations for new levees were made. About 7 miles of ahoie liD««
run.
Between Rodney and Coles Creek 13i^ miles of line was traveised, leveled
crossed-sectioned; existing levees i^ere located and prelimxnaiy- lines fer r
levees run.
Sketch maps, profiles, and estimates of all field work were made hy the ^^
party while in the field.
I sunmiarize the work as follows :
Kew levees (lines located in detail)
Old levecH cross-sectioned for enlargement . .
Old levees traversed for topography, etc
Shore or bank lines nm for topography, etc.
Preliminary surveys for levee lines
Total
1
- «•. iT
8UMMART.
To summarize results it can be stated that the general condition of the lerr**
the Lower Tensas Levee district has been ^^reatly lmph$V6d bytlle #ork dmif ■
ing the past season, and a long step made in the direction of a safe andl-easciu'
Al>Pl5Nl>a Y Y — ftfit^OM OF MISSISSIPPI RlVEft COMMISSION. 3895
permanent line. There are yet lone stretches of leTee low in grade and weak in
section that wonld be a source or anxiety during extreme floods. Caving banks
threaten some portions of the line, and foreshadow the abandonment of many utiles
of existing eiSectiTe levee, bat all the defects are known and will probably be rerne^
died.
The special featnres of levee construction tried dnring the past season appear to
have been sncoesefal. The tile drains have done the work expected of them, and
the land base of the levee kept dry and hard by the seepa^ water being carriM off
through the tiling. The omission of the muck ditch has resulted in economy of con-
struction without any injury to the levees, and the broken backer flattokinff of the
lower portion of the land slope in high levees, while not yet tested, will be of
undoubted benefit to levees exposed for a long time to the strain of extreme high
water.
The total length of effective levees in the Lower Tensas district is now 125 miles.
Of this 55.7 miles are levees built by the United States, being 47 per cent of the
whole in reference to the length.
The total estimated cubioal contents of existing effective levee iti the district is
7,000,000 cubic yards, of this 4,000,000 cubic yards is contained in the United States
levees, bein^ 57 per cent of the whole in reference to quantity.
As the United States levees are, generally, very heavy ones, crossing old lake beds
and low, heavily timbered swamps, I estimate their present value at $1,000,000. They
have cost more.
In the Lower Tensas district, during the past season, 5.3 miles of new levee has
been built, and 15.4 miles of old levee extensively enlarged, a total of 20.7 miles of
levee containing 642,950.25 cubic yards of earth.
Very respectfully, your obedient servant,
H. S. DououLS,
JMistani Engineer,
Capt. JOHK MlLUS,
Carj^B of Engineers, U. S, A,
The report of Assistant Engineer WiUiam J. Hardee, in local charge of the Atoha-
falaya, Pontohartrain, and Lafourche levee districts, is as foUows:
Baton Bouos, La., May 31, X89S,
Sir: I have the honor to submit the following report for works under my local
direction for the year ending Ma^ 31, 1893 :
Between the mouth of Ked River and New Orleans the flood of 1892 attained a
maximnm of 1.7 feet above the highest previously known flood.
At the close of tiiie annual report that flood had practicaUy subsided and the river
was generally falling rapidly.
Sight hamk heUw Bed River, — ^The levees on the right bank below Red River,
though tested to their utmost capacity, were intact, allcrevasses having been closed
within a few days after their occurrence, but the lines ^prere considerably washed
and worn by the lon^ strain put upon them.
Shorter after the nver had returned to within its banks a careful inspection dis-
closed that the levees constructed by the United States had suffered but slight
injury.
The Highland Extension (814.5 R.) and Mayflower-Union (835 R.) were wave-
washed in fdaces and the sod on the front slope, where covered by water, had failed
to grow. These were the only levees requiring repair; aU others were found in
good condition.
Left hank helo^ Eed Eiver, — ^The general lino of levees on the left bank below Red
River had suffered badly from the flood of 1892 and five crevasses existed, through
whieh the water continued to flow until the water reached a low elevation. The
United States levees, liice those on the right bank, were carefully insjiected and
found to be in generally good condition, ifo material damage, necessitating repair,
existed.
aXNXRAL METHODS.
Assignment. — On August 17, 1892, 1 was assigned to local direction in the Atchafalaya
Section, ext^dlng on the right bank of the Mississippi River ftom the mouth of
Red River to the north bank of Bayou Lafourche, a distance of 122 miles; the
Lafourche Section^ extending on the right bank of the Mississippi River from the
south bank of Bayou Lafourche (Donaldsonville) to the city of New Orleans, a dis-
tance of 79 miles, and the Pontohartrain Section, extending on the left bank of the
Mississippi River from the city of Baton Rouge to the city of New Orleans, a dis-
tance of 132 miles.
3896 BEPOBT OF Tfl£ CHIEF OF ENQINEBBS, U. & ASXT.
iSurtvyt.— On An||^8t24 and 25, 1892, the Board of U. 8. Engrineer Officm on fha
Building and Bepair of Leveea made an examination of the points suggested by tbe
looal anthorities aa requiring new levees.
In accordance with instructions received on August 17, 1892. two survey parties,
stationed on the U. 8. quarter boat AlpKa^ which was moved by thelannch Alamka,
were organized, and on September 6, 1892, commenced surveying and staking new
levee lines designed to be built from the 1893 allotments and to nave a net grade of
2i feet above the flood of 1892, conforming to drawings and written ins true cions
received ftx>m yon. Their cross sections vary according to height. Willi a net nil
of 15 feet or more, crown 8 feot, river slope 3 to 1, land slope 2^ to 1 for lirat 6 feet
below grade. 4 to 1 for next 6 feet, and 6 feet to 1 for remaining height. This sectioa
is clasMd A in this report. With a net fill ranging £tom 10 to 15 feet, crown 8 feet,
river slope 3 to 1, lana slope 2i to 1 for first 5 feet below grade, and i to 1 for romain-
ing height. This section is classed B in this report.
With a net fill of less than 10 feet, crown 8 feet, river slope 3 to 1, land alope 2^ te
1. This section is classed C in this report.
As soon as surveys had been made to the extent of the 1893 allotment the same
survey parties were moved to Picayune ville (795.5 R.), near the head of the Atcha-
falaya oistrict, and oommenced the location of levees to be built under 1894 aJlot-
ment.
7\U drainage. — In general the tiles were laid parallel to tiie line of the levee, near
its rear base. The mains were designed to discharge into the existing open plants-
' tion ditches, and suitable cross drains were laid from the mains under the pnbhc road
to secure outlets into these ditches.
The tile drains were estimated to secure the best results at a depth of about 3 feet
below the natural surface of the ground, for the reason that the soil near the surface
of the ground is generally porous, susceptible of easy percolation, and admits of
greater transpiration than the body of an embankment built and compacted by th«
travel of teams. Owing to the shnllowness of the plantation ditches into which they
are msde to discharge, the majority of the drains were placed near the surface of the
ground. Where placed within a less depth than 1.5 feet below the natural surface
they were laid a few feet within or under the base of the levee, to secure for them a
sufficient covering as a | rotection against crushing by passing heavily loaded vehi>
cles. The success of the tile drains would, in my opinion, be better assured if the
plantation open ditches were of greater depth, for then the tiles could be placed at
a lower elevation and given more inclination.
Muck or base ditches. — The plan practiced up to within one year ago of indiseTimi<
nately and universally cutting muck or base diches was, as*was done last season,
discontinued, such ditches being required to be dug only in localities where the
surrounding conditions suggested the existence of hidden substances likely to eventu-
ally impair the integrity of the levee, and which called for removal.
Supervision, — The method of supervision employed consisted of 3 traveling sur-
veyors, 1 at $125 per month, 2 at $100 per month each, whose duty it was to visit the
sevHrai levees as required and execute all instrumental work. An inspector was
placed in local charge of one or more levees, according to their proximity and his
ability to properly supervise the work. It was the duty of the inspector to see that
the general specifications and detailed instructions governing the woirk were prop-
erly executed, and to keep a daily Journal or record of the force employed and otht^r
transactions at his levee; also to submit weekly reports of same. These men were
paid $60, $75, or $90 per month, according to the number and size of levees nnder
supervision.
^ inspection. — From time to time, as the boats were assigned to duty under my direc-
tion, the steamers Newton and Bubif and tug Comstoek and launch Aluska were used
for short periods in making inspections of levees.
ATCHAFAXATA 8ECTI0X.
Allotment and disposition,— An allotment of $155,000 was m&de for levee work in
this district for the fiscal year ending June 30, 1893, and $152,000 for the fiscal year
ending June 30,1894.
In accordance with the instructions received from you, lines for new levee were
surveyed and staked at Barroza (823 R.), Belair (828 R.), Hickey Upper (841 R.).
Medora (825 R.), and Fortville Lower (855 R.), for construction unctor 1893 allot-
ment.
CoiMfnccfum.— Work was started on all of the above soon after receipt of notice
that contracts had been made, except on Hickey Lower, which was omitted for lack
of funds.
Large forces were employed and the contractors were generally energetic in pros-
ecuting their contracts. The weather was favorable throughout the winter, and
APPENDIX Y Y — REPORT OP MISSISSIPPI RIVER COMMISSIOlf. 3897
Bsisted materially in the accomplisliment before high water season of the large
mount of work undertaken and commenced so late iu the season.
By the 1st of March the embankment at the majority of the lovees was completed.
lII were completed bv April 1. ]kIuoh difficulty was experienced by the contractors
Q securing tiles for the drains.
Only a small supply was on hand at the factories tributary to this section. These
vere soon exhausted, and the factories promptly set to burning more. In the mean-
iuie quantities of refuse, consititiug of under-burnt, over-burnt, and niisshapon
ilea, were sent or brought to the levees for placement by some of the factories, who
•ncleavored to take advantage of the inexperience of the contractors. Such tiles^
»f course, were rejected, resulting in the delay attending the receipt of new ship-
iients. The delay in reception and placement of tiles is responsible for the long
apne of contract time at most of the levees.
The contractors for the Hickey Upper Levee experimented with a mechanical de-
''ice for constructing the embankment. While the principle appeared sonud, the
nachine contained many defects and weaknesses, resulting iu frequent breakdowns
kiid consequent delays.
The contract for Hickey Upper Levee was annulled on January 23, 1893. A new
)at short levee was badly needed a short distance below Eliza (842 R.). It was
awarded to W. J. Bently & Co. by circular letter proposal, and work was promptly
itarted.
Aluck or haae ^ttoft.— Of the 17,164 feet of levee built in this district 1,500 feet of
nuck ditch, measuring 4 feet at top, 2 feet at bottom, and 3 feet deep, was dug, being
fcl>out 9 per cent of the total lengtli of the line.
Survey$, — During November and December, 1892, and January and Febrnary 1893,
uirveys were made at the following places with a view of constructing such lines as
night recommend themselves as necessary to be paid lor under and to the extent of
the 1894 allotment:
New Texas (786 R.), Pioayuneville (795. 5 R.), St. Francis Church (798 R.), Allendale
:825 R.), Belle Vale (825.5 R.), Viola (827.5 R.), Missouri (840 R.), St. Delphine
; 840.5 R,), Medora Upper (851 R.), Rebecca (857 R.), Dunboyne Upper (865 R.), Belle
[irove (870 R.), Celeste (872 R.), Mount Salem (872 R.), and Babin (879 R.).
Of the foregoing levees, St. Francis Church, Belle Vale, Missouri, Rebecca, Dun-
l>oyne Upper, Belle Grove, Celeste, Mount Salem, and Babin were placed under con-
tract. Some of these works were commenced as early as March, 1893.
General effectiveness, — Depending on location (sometimes in bend, sometimes on a
point, or again, owing to location, in reach), method of construction, aud obstacles
iinticipated, .which regulate the price of work, the tabular statement and summary
does not furnish an accurate coucep tion of the value and importance of the work exe-
cuted respecting its relation to the levee system.
To better illustrate, it is further stated that, based on the lineal len^i^h of the rlver^
the channel taken as the line of effectiveness, the 17,164 feet of embankment in this
district represents 15,780 feet of actual protection. The lengths for individual
levees will be found in a tabulated statement.
And, again, the reneral line of levee in this district on the basis of now grade and
section is estimated "to average 12 feet high. Taking the contents of embankment
for that hr.ight as a basis, the 17,164 feet of embankment actually constructed repre-
sents 22,383 feet of levee if applied at other points where the average prevails.
Tile drains, — ^The minimum grade or inclination given tile drains in this district is
0.1 foot to the 100 feet. The k>ngest line placed with the minimum grade is 1,132
feet ; the shortest, 300 feet.
The maximum inclination is 0.3 foot to the 100 feet. The longest line placed on
this grade is 368 feet; the shortest is 249 feet.
The average inclination or grade is 0.17 foot to the 100 feet.
Jieaulis of Hie drains, — At the date of the closure of this report, May 31, the water
is against all of the levees in this district under which tile drains have been placed.
An inspection of the tile drains disclosed that the discharge ends of the major por-
tion of them had been choked with silt washed by rains from the embankments.
This was promptly corrected and the tiles cleared of all obstructions.
The drains are running freely everywhere, keeping the back slope of the embank-
ment and the ground in the rear perfectly dry, indicating clearly the practicability
aud usefulness of such system of drainage.
At those levees, where no tiles were laid the seepage is free and the base ditches
at the foot of the land slope have been dug to effect the removal of the seepage which
was saturating the embankment.
Repairs, — The experience of previous years has shown the value of proper drainage
of borrow pits, that no water may stand in them when the river returns to within Its
banks.
A large amount of standing water thrusts just so much additional weight upon the
bank, keeps the bank saturated^ and tends to aggravate caving. This standing water
APPENDIX Y Y — ^REPORT OP MISSISSIPPI RIVER COMMISSION. 3899
Brral feet against the leyees. Anticipating a prompt receipt of tUes, contraotors for
Biiena Yista-Minnie and Lone Star levees had excavated the tile ditoh. This
became filled with seepage and rain water, rendering its sides and bottom soft and
making it impracticable to constmct the arains with any certainty of executing the
work in sach manner as to secure permanent results. At Lone Star 920 feet of tiles
tiad l^een laid when operations were suspended.
As an experiment, tne tiles at BuenaVista-Minnie were laid on 2 by 6 inch cypress
boards to which was tacked two laths in horizontal position to create a fl^roove, as it
'^ere, ta n^int^ the ^l^s jifigpfiifiojx. J^^9 boards were in lengths of abont 16 feet
aud where'they joined a shortieugth ofpltfnkwas placed to provide against uneven
settlement of the main boards. During April the river had receded sufficiently tb
reduce theseepage^ and the work of laying tue drains at Lone Star levee was resumed
and oompleted.
Muck or hose ditekes.—On the 27.316 feet of levee built in this district 2,720 feet of
muck or base ditch, measuring 4 leet on top, 2 feet on bottom, and 3 feet deep was
du^, being about 10 per cent of total lenfftn of lines.
Surveyt. — During November and December, 18d2, and January and February, 1893,
surveys were made at the following places with a view to buUdinff su«h levees as
might recommend themselves as necessary, to be paid for under and to tne extent of
the 1894 allotment : Cofield (889 R.), Melancon-Lemanville (893 R.), Brookstown (896.5
R.), Jamestown Lower (897.5 B.), St. Emma (904 R.), Magnolia (911 R.), White Rose
(.918 B.), Providence (982 B.), Flagtown (936.5 B.), Speranza (937 B.), Ashton (940 B.),
and Coopersville (944 B.).
Of the above, Melancon-Lemanville, Jamestown Lower, St. Emma, Magnolia,
White Rose, Providence, Flagtown, Speranza, and Ashton were placed under con-
tract. Some of these works were commenced as earl^ as April, 1893.
O&neral effecHvenets. — ^The 27,316 feet of levee built m this district represents 25,695
feet of actual protection, the channel of the river taken as the line of effectiveness.
The lengths of individusd levees will be found in tabulated statement.
The general line of levee in this district is estimated U> average 10 feet high. If
applied at points where the average prevails, the 27,316 linear feet of levee con-
structed would represent 28,525 linear feet.
Tile draifft. — ^The minimum grade or inclination given tile drains in this district
is 0.1 foot to the 100 feet. The longest line placed with the minimum grade is 1,378
feet ; the shortest, 358 feet.
The maximum inclination is 0.5 foot to the 1(X) feet. The longest line placed with
this grade is 435 feet; the shortest is 435 fset.
The average inclination or grade is 0.19 foot to the 100 feet.
Be9uU$ of Hie drain9» — ^The same conditions existed as in the Atchafalaya Section,
and the experience and observations relative to the tiles in place were similar.
DrotJia^e.— For like reasons the same care was taken for effective drainage of bor-
row pits as was done in the Atcha&laya Section.
BepairB. — ^No levees or parts of levees having been previously built by the United
States in this district, no work of this character was done.
State and dieUriet levee work. — ^During the year the following work was executed
by the local authorities:
By the Lafourche Basin levee board: New levees, 2.84 miles; enlargement, 23.12
miles; total, 25.96 miles; 705,111 cubic yards, at a cost of $123,648.40. A large
amotmt of repairs, consisting of cutting out crayfish holes, leaks, etc., restoring
wave wash, and revetting, was done at a cost of $37,603.87.*
By State authorities: New levees, 4.08 miles, 158,775 cubic yards, costing
$19,870.48; enlargement, 8.71 miles, 88,572 cubic yards, costing $10,490.23; total,
7.99 miles, 247,347 cubic yards, costing $30,360.71.
A considerable amount of work was executed by both the State and levee board on
the Bayou Lafourche levees.
Froteotion, — ^The conditions in this district at the close of this report, May 31, are
the same as in the Atchafalaya district, except that the river lacks an average of
about 2 feet of being as high as 1892 water, and similar preliminary stei>s for pro-
tection service has been taken.
The organisation and method of execution of protection work by local authorities
IB also the same as in that district.
PONTCHARTBAIN SECTIOK.
AUoiment and diepOBiiion, — ^An allotment of $150,000 was made for levee work in
this district for the year endins June 30, 1893, and an allotment of same amount for
fiscal year ending June 30, 1894.
In accordance with the instructions received from you, lines for new levees were
surveyed and staked at Burtville (847 L.), Oakley to St. Gabriel (862 L.), Dicharry
3900 REPORT OP THE CHIEF OP ENGINEEKS, TT. 8. ARMT.
Lower (883 L.), Burnside (891 L,), Union Upper (893 L.), Ilrtion Lower (8^ L .7
peoanoe (894 L.), PeytaTin (894.5 L.), Whitehall (895 L.Of Teaaier (909.5 L.;, h
(916.6 L.), Anchor (928.5 L.), and Trudeau 1^949 L.).
Con$tructum. — ^Work was started on all of the above soon after receipt of i'*
that contracts had been made esccept on Anchor, which it iras <M>]iaidered »41ta.
to omit, and which accordingly was not advertised.
A balance remains unapplied. At later dates contracts yfrere made for the r
struction of levees at Xiopez (844.5 h.), Jolisant (858 !•.)» Towles (851 Li,)f and £il^
(852.3 L).
Large forces were emplo^^ed everywhere but at Trudeau, and the c<hi tractors ?
generally energetic in the prosecution of their contracts. Favorable weatJicr *
experienced and by March 10, 1893, all embankment was completed. I
As in the other districts, much difficulty was experienced in securing aeeeptj
tiles, and to the delay in their receipt must be credited the extended d^iet .
which levees were fully completed.
Several shipments of inferior tiles were received at levees in this dirixlct n
were rejected as a whole.
During the last week in January, P. J. Coffman, the contractor for Trcdt.
Levee, disappeared and inquiry failed to determine his whereaboata.
But a small foree was employed and the work was far behind. Repeated nctt'
tions, calling for additional force, had no effect. The contract waa to expii-. <-.
February 15, 1893. As that date approached the river was rising rapidly and it v..
a question if the levee could be completed before the rivw left its banks. Hit' r-^
and existing levee lines are too close together to admit of sufficient bnildlng mnten.
being obtained during the wet season between the two. The anticipated brt^ct
the existing levee had not occurred ; the banks were in good condition and exan) r
tion of them Justified the opinion that it would be wiser to let the oompletioti oi * -
levee remain over until the succeeding season than to use the existing levee, wL '
would have to be done, and in the face of a rising river. The Tmdean eontraet « •
therefore allowed to expire by limitation. No exten&ion was granted and ^^-^
operations were snspended the levee was between 35 per cent and 40 per cent ei-f
pic ted. ■
Muck or ha9e ditches.'-On the 45,452 feet of levee buUt in thia district 1,100 :--
of muck or base ditch, measuring 4 feet on top, 2 feet on bottom and 3 feet deep, •>.*
dug, being about 4 per cent of the total length of the lines.
Surcei/s. — During November and December, 1892, and January, Febmarr, r
March, 1893, surveys were made at the following places with a view of conatrct l: ^
Hiich linos as might be considered necessanr, to be paid for from the 1894 .allotfTi^ ' '
Shannon Lower (837 L.), Conrad (840 L.), Ben Hur (846 L.), Towles to Bilhi:-
(K')l,5 L.), Plaqnemine Point (854 L.), Lorio (867 U), Point Clear (867.5 L.), Marv:-
(827 L.), Rescue (847 L.), South wood Upper (847.7 L.), Belle Helens (879 L.), Horr •
(890.05 L.), Hester (908.5 L.), St. Elmo (910 L.),Poche (911 L.), Angeline (915 L
Terre Haute (921 L.); and Prospect (936 L.).
Of the foregoing levees. Shannon Lower, Maryland, Bescne, Sontiiwood Fpp '.
Belle Helene, Houmas, Hester, St. Elmo, Poohe, Terre Haute, and Prospector!
placed under contract.
Some of these works were commenced as early as February, 1893.
General effectiveness, — The 45,452 feet of levee built in this district repre**" *
48,436 feet of actual protection, the channel of the river taken as tlie line of e^^ -
iveness. The lengths for individual levees will be found in tabulated statemeuT.
The general line of the levees in this district fk estimated to average 10 feet LIlt^
If applied at points where the average prevails, tiie 45,452 linear feet of levee cv:
structed would represent 48,000 linear feet.
Tile drains. — The minimum grade or inclination given tile drains in this distrii t -
0.1 foot to the 100 feet. The longest line placed with the minimnm grade is L.'T
feet ; the shortest is 325 feet.
The maximum inclination is 0.6 foot to the 1(X) feet. The longest line placed w::;
this grade is 390 feet. The shortest, 390 feet.
The average inclination of grade is 0.22 foot to the 1(X) feet.
Results of tile drains, — The same thing is to be said relative to observatione .v:
results of tile drains in this district as is reported for theAtchafalaya and JLafourr jr
districts.
Drainage, — As in the two preceding levee distriota, the same care was exercieei! u^
secure proper drainage of borrow pits.
Repairs, — The levees ]»reviously built by the United States in thia district werr
-generally in good condition and required no extensive repairs. Owing to difl'eren ?
of the method of construction of the several portions of the levee, about 1,800 feet •-:
the Woodstock (847.5 L.) levee and all of the Union (893 lu) and Irvine (89iJ2 L.
levees had settled unevenly both on top and sides.
APPENDIX Y Y — ^EEPOBT OF MISSISSIPPI RIVEB COMMISSION. 3901
These lereee were raised about 1.5 feet, and the slopes correspondingly filled out
to bring the whole to a nniform grade and section ; the work being executed by a
force employed under open-market agreement, that being the most advantageous
method of doinff the work.
Drainage ditches for the removal of water from the borrow pits at Woodstock
(S47.6 L.) levee were dug by hired labor.
At the Tmdeau levee, abandoned by Contractor Coffman, a drainage ditch had
been cut along the inside base of the existing levee to secure drainage into the river.
The two outlet ditches were refilled by the agents of the contractor who had cut
them. On March 8, durins a storm, one of them washed out and occasioned a small
crevasse. I was notified almost immediately, went to the locality with lumber and
sacks and in a few hours had the water shut off and the place made secure.
It was considered that the drainage ditch in the rear of the existing levee had
weakened it and trouble would be occasioned by it in the event of a high stage of
river. Consequently the U; S. quarter boat Deliay with a force averaging 50 men,
was sent to the Tmdeau levee and employed from March 28, 1893, to April 6, 1893, in
draining the ditch, refilling and tampmg it, which fully restored the integrity of the
levee as far as it had been impaired.
Abandonment ani> Condition. — During the j^ear all of Bourgeois Section (910 L.)
and portions of the Woodstock (847.5 L.), Hermitage (850 L.), South wood (875.5 L.),
Dicharry (882 L.), Union (893 L.), Irvine (894.2 L.), and Tessier Section (969.5 L.) were
abandoned by construction of new levees. At the close of the year ending May 31,
1893, there were 133,030 feet of existing effective levee built in whole or in part by
the United States in this district.
Stats Aip- District Board Work. — During the year the following work was
executed by the local authorities:
By the Pontchartrain Basin Levee Board : New levee, 3.57 miles, 448, 810 cubic
yards, costing $125,644.82; enlargement, 20.12 miles, 276,075 cubic yards, costing
$64,388.08 ; total 23.69 miles, 724,885 cubic vards, costing $190,032.90. A large amount
of repairs, consisting of cutting out crayfish holes and leaks, restoring wavewash,
and strengthening wooden revetment, was done at a cost of $38,626.87.
By State authorities: New levees, 1.55 miles, 76,845 cubic yards, costing $9,008.71;
enlargement, 8.01 miles, 69,785 cubic yards, costing $8,234.63; total, 4.56 miles,
146.1S) cubic yards, costing $17,243.34.
protection, — At the close of this report. May 31, the river lacks an average of
about 2.5 feet of being as high as the water of 1892.
The same preliminary steps for protection service have been teken in this district
as are defijied in report for Atchafalaya District.
The local authorities are also organized and working in the same manner as de-
scribed in that report.
Simmegport Lwee {under the appropriation for improving Hed and Atchafalaya riv-
ers). — It was considered advisable to repair and strengthen this levee, and $800 was
allotted for the purpose to cover the cost of work, supervision, incidentals, ete.
Circular letter proposals were invited, and the contract awarded to £. W. Uanlon
4&C0.
An inBi>ector who could run levels and measure the work in progress as well as
otherwise supervise the repairs was stationed at the levees in local charge.
Work was commenced on January 4, 1893. Only a small force was operated, and
work was commenced on February 18, 1893.
The work consisted of cutting out and refilling all leaks. Where there was a suc-
cession of leaks forming a continuous line or cham, the entire levee was cut awav and
a ditoh of 5 feet deep sunk through the natural ground te cut and close up all leaks
beneath the surface. The embankment was rebuilt to a ^rade of 2^ feet hiffher than
the 1892 water, 6-foot crown, river slope 3 to 1 and land slope of 2| to 1. This made
the section of the levee so rectified approximately three times larger than it pre-
viously was.
Of the 1,300 feet of levee, 438 feet were rectified, embracing 3,669.89 cubic yards,
which was all that could be accomplished with funds available.
Very respectfully, your obedient servant^
W. J. Hardes,
AeeUtant Engineer,
Capt. John Millis,
Corpe of Engineers, U. 8. A.
3902 EEPORT OP THE CHIEF OP EKGIKEBBS, TJ. S. ARMY.
BSPOAT OF SUBTXTOIl JOHK SMTTHy JB., IN IiOCAI. OBEARGS OF THX LAKE £01
AMD BABATAUA UIYKB Dlf^TlUCTB.
Kkw Oujjkaxb, LtA»f Mtof SJ, ir-
Sir: I haye the honor to submit the following repcirt on the Bnrreys, eo&f>r^
tion and repair of le vees, Barataria and Lake Borgne le^ee diBtricta, for thejear n
ing May 31, 1893.
AMistant Engineer W. G. Price was in local charge of those diatriots nntil f f :.
ary 17, when he was granted leave of absenee.
I was assigned to dnty as snrreyor in these districts on I>eeenxher 8, 189^ aj<.
Febmary 17 1 was directed to take local charge, relieving Mr. Price.
June 1, 1882| no work had been done in these districts by the United Staka.
SURVKTS A2a> IKSPXCTIONS.
The board of district officers on bnilding and repairing levees, Mississippi Sit-^
accompanied by the chief of Louisiana Board of State Engineers, paiiscd ihrcr-:.
these oistricts on the U. S. steamer 'Hian between August ^ bjm^ Augxusk i8. 1*%
making personal examination of localities where it was proposed to apply the alkt:^.
funds.
On September 2, 1392, Assistant Engineer W. G. Price and Surveyor A. F. WckL^-
Jr.y reported at New Orleans, La., for duty in these districts, and commenoed JUi]* ■
tion of existing levees. Mr. WooUey was transferred to other irorks on Decern: -
8, 1893.
On September 26, 1892, a decked barge from the Kew Orleans Harbor was tir^
ferred to these districts and fitted up as temporary quarter boat far use of sar^-
party then engaged in staking out lines for proposed new leveea. This quarter i-* ■
was kept in service until January 23, 1893, when it was returned to New Ori^:-
Harbor, and survey party was reduced to one surveyor and one rodman with Atta
ant Engineer Price in local charge.
Lines were staked out for the following proposed levees, new and enlargeme '
Slaughter House (968.5 L.), Bonzano (969 L.), Chahnette Cemetery (969.5 L.\ ;\
bonshel (970 L.), Pecan Grove (973 L.), Story Upper (974 L.), Story Lrf>wer (975 L
Repose (976 L.), Crornarvon (979 L.), Orange Grove Upper (980 L.), Orange Gruv
Lower (980 L.), Magnolia (980.5 R.), Fort St. I«on Upper (981.5 K.), Fort St. L--
Lower (982.5 R.), Belle Chasse (983 R.), Belle Chasse Crevasse (984 R.)» Belle Chu^>
to Concession (985 R.), Concord (987 R.)» Oak Point (988.5 R.), OakvUle ({190.5 L
Live Oak (991.5 R.), Happy Point (994 R.), Star (998 R.), Ironton (1,003^ K.), Oit
land (1,006 R.).
Preliminary surveys were made for the following levees to be built wi^ fxads i '
the fiscal year ending June 30, 1894: Battle Groand (969.5 L.), Irvine (976 L
Orange Grove (979 L.), English Turn (982 L.), St. Clair (983 L.), Hon Plaiair (9^ L
Magnolia (980.5 R. ), Kearney (983 R. ), St. Anne (984.5 R. ), Debonshel Dobard (9^' K.
BARATARIA DISTRICT— CONSTRUCTION.
Magnolia Levee {980,5 R.), — This consists of two pieces of enlargement. UpT^'
section 4,570 feet long and lower section 1,000 feet long. There ts a line of <•
levee 2,100 feet long between these sections which it was contemplated to enlar
but owing to lack of funds and tendency of river bank to cave along this line, wo
was abandoned, nothing having been done except clearing.
One thousand nine hundred and five and two-tibirds linear yards of 6>aneh por<v^'
tiles were put in toe of land slope where levee was enlarged*. Maximnm depth • .
tiles below surface of ground is 4.9 feet, minimum 2 feet, mean 2.4 feeti maxim m
slope per 100 feet 0.40 foot, minimum 0.10 foot, mean 0.15 foot. Theee drainfi hi>
outlets as follows: At Station 4, double; at 19 plus 90, double; 23 plus 98, siuglr.
35 plus 50, double; 39 plus 90, 66 plus 10, double.
Four thousand two hundred and thirty-nine linear feet of revetment, in acrifri-
ance with plan hereafter described, was built on new slope of levee as follow-
Ytom Station 5 plus 11 to 21 plus 22, 1,528 feet; 25 i)lus 67 to 42 plus 9, 2,034 f^X : -.:
Jlus 91 to 69 plus 72, 686 feet. This revetment is still in good condition, thcmgh :1
to 1 slope of embankment has been washed in places by waves from pa&^iII^
steamers.
Fort Si, Leon Upper (981.6 JB.).— This is a new line. The old levee abandoned b;
this line is of low grade and inferior section.
Six hundred and twenty -eight and two-third linear yards of 6-inch porous ti!t-
were put in toe of land slope. Maximum depth 2.7 feet, minimum L4 feet^ mean :: :
maximum sloi>e per 100 feet 0.2 foot, minimum 0.1 foot, mean 1.7. This drain ha^
three doable outlets, one at 2 plus 97, one at 9 plus 48, and one at 15 plus 40,
t'.'
«». I
APPENDIX Y Y — ^REPORT OP MISSISSIPPI RIVER COMMISSION. 3903
•
Kevetment iraa noi-bailt on this levee as embankment is protected from serious
^waeh by willows and high battere.
Fa/ri St. L&m Lower {98S,6 JS.}. — This is a new levee bnilt back of an old and insuf-
ficient embankment which was too near the river bank to justify the enlargement.
Two hundred and eighty-five and one-third linear yards of tile drains were put in
tlie toe of the land slope. Maximum depth 3 feet, minimum 2 feet^ mean 2.5 feet;
mean slope per 100 feet 0.1 foot. Outlets as follows : One at 2 plus 50 single, one at 5
plus 40 double. Revetment omitted for similar reason as at Fort St. Leon Upper.
BelU Cha$$6 Crwasse {983 B,). — ^This levee consists of 650 feet of enlargement above
and below bank, and 92 feet of new levee across opening. It was built on original
line of old levee to close crevasse of 1892.
Two hundred and seventy-one linear yards of tiles drains, 6-inoh porous, were put
in toe of land slope; maximum depth 2.5 feet, minimum 2 feet, mean 2.1; max-
imum slope .20 foot, minimum .10 foot, mean 0.18 foot. This drain has two single
outlets, one at 203 and one at 208 plus 65.
Lievee is protected from wave wash by dense growth of willows and batture revet-
ment was tnerefore omitted.
Belle CJM8$e to Oofioeseioti {985 R, ) . — ^TMs consists of three sections. Upper tine is a
now section 641 feet long, built back of an old embankment which is immediately on
river bank. Openings were made in old levee to drain borrow pits into river. No
embankment built on this section as new is protected by old levee. Middle section
is 4,918 feet of enlargement and 416 feet of new levee. Lower section is 3,700 feet
of enlargement. Owing to difficulty in procuring earth on account of baggase on
batture m front of Belle Chasse Sugar House, extension of time of completion was
granted. Old levee was cut down prior to enlargement, in both middle and lower
sections.
Thirty-four hundred and four and two-thirds linear yards of 6-inch porous tiles
were put in toe of land slope; maximum depth 4 feet, minimum 1.8 feet, mean 2
feet ; maximum slope per 100 feet 0.20 foot, minimum 0.10 foot, mean 0.20 foot. These
dimin shave outlets as follows: Upper section, one double outlet at 2 plus 80; middle
B#etion, one single outlet at 273 plus 40, one double outlet at 275 plus 80, one single
outlet at 280 plus 90, one double outlet at 285 plus 70, one single outlet at 3 plus oO,
one double outlet at plus 40, one double outlet at 2 plus 80, one double outlet at 18
plus 50, one double outlet at 25 plus 90, one double outlet at 34 plus 60; lower sec-
tion, one double outlet at 67 plus 60, one single outlet at 69, one single outlet at 74,
one single outlet at 89, one single outlet at ^.
Eight thousand one nundred and seventy-four linear feet of revetment was built
on river slope of levees as follows : from 269 plus 50 to 37, 5,280 feet ; from 65 to 92,
2,894 feet. This revetment is in good condition though the 4 to 1 slope of the em-
bankment has been washed in many places and slight wash has occurred on embank-
ment inside of revetment between stations 30 and 31. The lumber used in oon-
strnctinf^ the revetment was green and since drying there are places of about three-
eighths inch between planks, through which water ebbs and flows. The height of
revetment is about 4 feet, top being about even with net grade of embankment.
Concord Levee (987 B,), — ^This is a new levee built back of an old and insufficient
embankment which was raised with mud box to withstand high water of 1892, and
was so near river bank as to justify enlargement. Owing to bad weather and accu-
mulation of sipe water in borrow pits extension of contract time for completion
was recommended.
Old trout levee is still intact, but as there are many crayfish holes through it the
water in borrow pits has, since completion of new line, assumed level of that in
the river.
This work was commenced with small force, on December 23, 1892, but owing to
bad weather it was abandoned after little had been done. Work was not resumed
until February 1, 1893, when the river had risen to within 1 to 2 feet of surface of
batture, making the obtaining of earth therefrom very difficult.
On March 4, 1893, U. S. quarterboat Delta with force of 55 wheelbarrows was put
on this levee to insure completion before usual flood season. This force, together
with that of the contractor, was employed in embankment construction until March
2^, 1893, when miarterboat was needed on delinquent work above New Orleans.
Embankment here being within 1 to 1^ feet of gross grade and old levee still
intaot, all was considered safe and quarterboat with the force thereon was moved
elsewhere. Levee was flnallv completed on April 21, 1893.
Nine hundred and forty-diree and two-thirds linear yards of 6-inch tile drains
(porous tiles) were put in toe of land slope; maximum depth 3.6 feet, minimum
2.0 feet, mean 2.8 feet; maximum slope per 100 feet 0.20 feet, minimum 0.10 feet,
mean 0.14 feet. This drain has five double outlets as follows : At 2 plus 70, 6 plus 30,
14 plus 60, 19 plus 60, 23 plus 70; new levee protected by old; revetment omitted.
Oak PoitU Levee {988,6 i?.).— This is a new levee built back of an old one which was
too near the river bank to justify enlargement. Embankment was completed within
3904 BEPORT OP THE CHIEF OP EKOIKfiKBd, U. 8. ABICT.
contract time, bat ertensioa was granted until March lO, 189S, aa tile faru--
unable to famish tiles owing to a freese daring Jannary, 1^3, hayhig CkH:
lose of two kilns of tiles while drying.
Seven hnndred and eiffhty-six and two-thirds linear yards of poroos iil^ ■
5-inch, 6-inch, and 7-inch, were pat in a toe of land slojpe. the sixe of tiJfitf iii^^:
as they neared the ontlets; maximum depth '2.6 feet, mimmaiii 2feety mean !!'..
maximum slope per 100 feet 0.40 foot, minimum 0.10 foot, mean .12 foot. Thi^
has three double outlets. One at 3 pins 83, one at 13 pins 44, and one at d' :
This is the only place in the district at which tiles of aifferent sizes wert n*^
while all tiles put in at other levees seem to be draining very well, I kie -
believe that there may be some advantage in increasing sise of ^iiles toward
especially in the case of a long drain with few outlets. New loTee is prot« \ -
old one. Revetment omitted.
Live Oak Levee (991.5 E.). — ^This consists of two sections. Upper sect ion '
largement 400 feet long, and being only preparatory work the old line wsa l
down.
Lower section is new levee 844 feet long, built back of an old and insaffici*-^'
bankment which was too near river bank ^ Justify enlargement. There is a *'~
of 830 feet of old levee between these sections \ichich is of moderately goo'J ^
and height, and has been revetted lately by the local district levee board.
Three hundred and twenty-six and two-thirds linear yards of 6-inch ptfK'P.i '
were put in toe of land slope of lower section; maximum, depth 2.7 feet, l
mum 1.9 feet, mean 2.1 feet; maximum slope per 100 feet 0.20 foot, minimiuL
foot, mean 0.11 foot. This drain has one outlet at 7 plus 40.
Eight hundred and thirty eight linear feet of revetment was bnilt aloog th? r
slope from to 8 plus 44, entire length of lower section. Upper section is pp. t^
from serious injury by high battnre.
Happy Point Levee {99i), — This consists of 414 feet of enlargement and l.SS*^ >
new levee, continuous line. Portion of old levee abandoned was used in x\i'
stroction of the new line.
Five hundred linear yards of 6-inch porous tiles were put in toe of lawl ^.
maximum depth 3.1 feet, minimum 2 feet, mean 2.1 feet; maximnm s]o|h» j^-:
feet 0.20 foot, minimum 0.10 foot, mean 0.14 foot. This drain has two c>i '
double, one at 8 and one at 11. Revetment omitted, high batture in front,
LAKE BORGNE LKVEE DISTMCT—CONSTKUCnON.
SlaHfihtev-liOune Levee {968.5 L.), — This is enlargement built on line of old r
after the same had been cut down.
Two hundred and thirty and thirty- three one-hundredths linear yards of -^
porous tiles were put in toe of land slope to carry off the sipe water. MaxinicTu ■
of tiles below surface of ground is 3.7 feet, minimum 1.4 feet, mean 2 feet. 3!f>ar -
of drain per 100 feet is 0.15 foot. This drain has but one outlet, which is ..*
lower end of the line.
Seven hundred and sixteen linear feet of revetment was bailt on river sh^'
levee from plus 7 to to 7 plus 16. This revetroentisin good condition* alt::
the 4 to 1 slope (of levee) outside of revetment has been washed away.
Roy Levee {969 L.). — This is a new levee, bnilt immediately back of an ol'
insufficient embankment. Old levee was used in construction of new. The new '
runs along the original line of Chalmetto Cemetery shell road, and ntnch tim^
consumed in removing shells, which necessitated extension of contract timi*
completion. However, after shells were removed work progressed favorably.
Three hundred and eighty-seven linear yards of 6-inch tiles were pat il t
land slope; maximum depth 3.0 feet, minimum 2 feet, mean 2.2 feet; mean ^
per 100 feet 0.10 foot. This drain has one double outlet at plus 50, near np|KT
of line.
Eleven hundred and forty-three linear feet of revetment was bnilt on river slope
to 1 1 plus 39. This revetment is in good condition, excepting at pins 20, whei r
12-inch planks in facing have been washed loose at foot. The top of this rrv* r
is about 6 feet below net grade of embankment. It was so constracted th »'
posts and facing might find good footing in solid ground. Notwithstandiiic
the above-mentioned slight damage has been done, principally by waves froia '•
ing steamers, and the 4 to 1 slope on the river side of revetment has been wa^.
away along the entire line.
Bonzano Levee (969 X. ).— This is a new levee and, like Roy, was built back of §-
one. It crosses Chalmette Cemetery shell road in two places, but removal of •«
did not cause much delay in progress of work. Old levee was used in oonstni i
of new.
Three hundred and twenty-seven linear yards of 6-inch porons tilea wei« pf
tos of land slope; maximum depth 2.2 feet, TniTiimnm 2 feet, mean 3.1 feet; mt
APPENDIX Y Y — REPORT OF MISSISSIPPI RIVER COMMISSION. 3905
ope per 100 feet 0.10 foot. This drain has one double outlet 96 foot from upper end
f line.
Six hundred and eighty-two and one-half linear feet of revetment was built on
ver slope from to 6 plus 83. This revetment is in good condition, though the 4 to
slope ox levee has been washed badly in places.
Chalmette Cemetery Levee (969,5 L.), — ^This consists of 300 feet of enlargement and
^2 feet of new levee. Old levee was used in construction of new.
Two hundred and nine^-fonr linear yards of 6-inch porous tiles were put in toe
f landslojpe; maacimnm depth 3.1 feet, minimum 1.8 feet, mean 2 feet; maximum
ope 0.30 foot, minimum 0.10 foot, mean 0.12 foot. This drain has two double out-
)ts, one at 2 pins 60 and one at 6 plus 75.
Eight hundred and seventy-seven linear feet of revetment was built on river slope,
*om to 8 plus 82. This revetment is in good condition, and owing to the high
atture in front little damage has been done to the 4 to 1 slope. Top of revetment
( about level with net grade of embankment.
Debouekel Levee (970 Z,), — ^This is a new levee, built immediately back of an old
tubankment, 125 feet of which had caved into the river. Remaining portion was
Bed in the construction of new work.
Two hundred and fifty-one and sixty-six one-hundredths linear yards of 6-inch
orons tiles were put in toe of land slope, of maximum depth 2.5 feet; minimum,
feet; mean, 2 J) feet. Maximum elope per 100 feet is 0.20 feet ; minimum, 0.10 feet ;
lean, 0.14. This drain has two double outlets, one at plus 63 and one at 5 plus 66.
Six hundred and seventy-eieht and seventy -five one-hundredths linear feet of
evetment was built on river sIope*from to 6 plus^ 98. This revetment is jn very
ood condition, although the 4 to 1 slope of embankment has been washed away,
lie top of this revetment is about 0.8 feet below grade of embankment, and stood
ri^;inally about 3.2 feet above ground. Now in many places as much as 6 feet of
acmg stands above ground on the river side.
Pecan Grave Levee {973 X.). — ^This consists of 730 feet of enlargement and 732 feet
f new levee. Old levee was used in construction of new. This levee is protected
»y high battnre and willows; revetment omitted.
Story Upper Levee (974 L,). — ^This is enlargement of an old levee after the same had
»een out aown; protected by willows, high batture, and remains of an old levee in
ront; revetment omitted.
Storv Lower Levee (976 X:). — This consists of 3,498 feet of enlargement and 1,185
eet or new levee. Old levee abandoned by new was used in construction, When
tnlarged it was cut down prior to placing of new earth. This levee, like Story
Jpper, is protected from serious wave wash ; revetment omitted.
Kepo$9 Levee (976 X.). — This is anew levee, built back of an old embankment which
¥as too near the river bank to justify enlargement. Old levee was used in the con-
truotion of thenew. This levee is partially protected from wave wash by high
>attnre at upper end of line. It should, however, have been revetted but for lack
»f funds.
brange Chrove Upper Levee (980 X.). — This is a new levee, built back of an old and
nsufficient embankment which was raised with mud box to withstand the high
^ater of 1892, and too near the river bank to justify enlargement. Old levee is
till standing, but, owing to its being pr&ctically honeycombed by crayfish, serves
)nly to prevent wave wash of new embankment; revetment omitted.
Orange Orave Lower Levee (980 X.). — This is a new levee, built back of an old
embankment whioh was immediately on the river bank. Openings were made in
he old levee to drain borrow pits into river. Old levee still standing; revetments
emitted.
REPAIRS.
Slav^hUr-lumee easteneion (P69.5X.).— Raising and enlarging levee 1,826 feet long:
average net fill 1.5 feet. Crown is now 8 to 10 feet wide ; slopes approximate 2\ to 3
o 1. Approximate amount of eurth placed on this levee is 3,037 cubic yards. Cost
o United States, including 784 linear feet temporary revetment and 1,381 linear feet
>f 3- wire fence, $1,171. 64. This work was done by force on the U. S. quarter boat
^Mta. The wire fence was built along toe of land slope to protect levee from being
ij ured by cattle going to and from stock landing.
Where revetment was built the following plan was adopted : The facing was
made of planks 8 feet long, 1^ inches thick^ and not more than 12, nor less than 6
nches wide. These were nailed to two rails 2 inches by 6 inches b^ 18 feet, one
lush with and one 4 feet below top of facing. The rails were firmly nailed to 3-inch
)y 4-inch by 9-foot posts driven 9 feet apart in river slope of levee at a point 12 feet
rom center line of embankment. These posts |iave each one brace 2 inches by 6 inches
)y 13 feet, which extends 6 inches over top rail of revetment facing and notched to
it down over top rail, thereby giving more strength to resist pressure from river
tide. The braces were nailea to posts, the upper edge of brace being about flush
BNO 93 246
35*06 KEPORT OF THE CHIEF OF ENGINEEBS, U. 8. AKMY.
•
with top of post. The other end of brace waa nailed to stakes drireii tV.ih^ .
inches by 8 feet) in center of crown on opposite sides of brace. There wa? ; ^
stake driven 1 foot to land side of center of crown and a^Ainst end of hn •
batting stake, in order that any Jar received bv revetment facing £rom float^u
etc., might not be thrown entirely upon nails !n the two stakes be^re jlct*
After facing posts and braces had been securely fixed in place an additional n^ .
inches by ig feet, was nailed on outside of and dash witli top of facing t^» ;^
planks forming the same being easily removed.
Nails used in securing braces to posts and stakes and rails to poets were :<.
wire nails; those ased in securing facing to rails were 16-penuy wire nails. L^
uned was sound cypress, free from shakes or loose knots.
Plan of construction, — ^A trench was dag in river sloxie of levee 12 feet £ro:fl r
line, about 1 foot wide and 2^ feet deep. The side of trench a^^ainst which i«^ ^
was to rest was made straight and of proper slope, t. «., 1 foot to 8 feet. IV**
placed in trench and driven 2 feet into earth which had not been distnrbed. .
nailing on the two rails the boards for facing were driven about 1^ feet belov I
of trench; braces, etc., were fixed in place, and trench filled with earth tho:- .
tamped.
No batting was used on seams in facing, i)lanks having been leveled at pen:
driven closely.
When embankment wn.s over 7.5 feet net height revetment w^as lowered Ln *
that facing mi^^^ht be driven into original earth. This proved snccessiii], fo ii. ^^
cases the 4 to 1 slope h:is been entirely washed away.
LKVKKS 1893-'94, BABATARIA LEVKB DISTRICT.
Magnolia Levee {9S0.5 i?.). — This cousistH of two sections. Upper sedaon i- •
a new levee, approximately 2,130 ftMit long, connecting Magnolia Upper and L
levees of 1892-*93.
Lower section is to be enlargement, approximately 636 feet long, eonneetaiig *.
nolia Lower and Fort St. Leon Upper leevees of 18ft3-'93.
Fort St. Leon Middle (9S3 /i(.).— This as originally intended was 3,300 feet ./
larjvement, connecting Fort St. Leon Upper and Lower levees of 1892-'93.
Kearney Levee {9SH,5 li.). — This is to be a new levee approximately 2,010ft^* 1
St. Anne Levee (!fS4.5 li.). — This is to be enlargement^ approxlniately 2,r*v
long. It will connect middle and lower sections of Belle Chasse to' Coarf-
Levee of 1892-'93.
Belle Chasse {9S.'i /?.). — ^This is to be a new levee approximately 5,462 feet Ictlz
Oakrille Levee {900.6 R.). — As originally surveyed, this consists of S^-ldS :-
new levee line and 1,500 leet of enlargement, making a total of 4,993 feet.
Dobard Levee {99 J li.). — This is to be a new levee 2,896 feet long.
Star Levee {99S Ji.). — This is to be enlargement 5,5€SS feet long.
Ironton Levee {lif()2.5 R,). — This is to be enlargement, approximately 2,84^'
long.
Oakland Levee {1000 R.), — This as now oontemplated will be two pieces of enl
ment. one 1,050 feet long and one 1,840 feet long, separated by 200 feet of oli; i
whicn is of good section and moderately good height. Total length of line, i
feet.
LEVEKS 1893-^94, LAKK BORGNB LEVEE DISTRICT.
Battle Ground Levee {969.5 L.). — This as now contemplated will consist of f^or •
tions as follows: Enlargciiient, approximately 415 feet long, connecting Bi*v
Bonzano Levees of 1892-'93. Enlargement, approximately ^0 feet long am. i
levee approximately 1,000 feet long, connecting Bonzano and Chalmette Cemt
levees of 1892-'93. New levee, approximately 332 feet long, connecting ChalL
Cemetery and Deboushel levees of 1892-'93. New levee, approximately l,6ri'
long, and enlargement, approximately 1,489 feet long, running f^om lower ei.
Dobonshel Levee of 1892-'93 down to Sugar House Point.
Irving Levee {976 L.). — This will consist of approximately 4,625 feet of new i-
and 800 feet of enlargement. This levee runs ft>om lower end of Story Lower L*-
of 1892-93 down to Ijake Bor^e, Canal. Work was commenced on lower poTtJ<
this levee on April 12, 1893, with small force and has progressed favorably. A
20,000 cubic yards of earth has been put in place.
Caernarvon Levee {979 L.). — This is to be a new levee 2,100 feet lone-
Orange Grove Levee {980.5 L.). — ^This consists of two pieces of new levee, one 1.-
feet long, connecting Orange Grove Upper and Lower levees of 1892-^, and one '
feet long connecting Orange Grove Lower Levee of 1892-^93 with large State k •
just below.
English Turn Levee {982 X.).— -This is a new levee 3,660 feet long.
APPENDIX y T — REPORT OP MISSISSIPPI RIVER COMMISSION. 3907
Work was cominenoed on this levoe April 17, 1893, and finally oompleted May 29,
St, Clair Levee (9SS L,).— This levee as staked out is a new levee 7,332 feet long,
>,219 feot on batture and 1,113 feet back of existing levee.
Afon l^laisir Levee {084 L,), — ^This is to be a new levee 2,780 feet long,
UIGU-WATIR PROTECTION.
At date of this report the river reached a stage of 16.1 feet at Now Orleans, 1.5 feet
L>elow highest previous record.
BARATAJtIA LK7EE DISTRICT.
Defects in levees so far developed are as follows :
Magnolia Levee {980,5 R,). — Some sipage through levee nearnpper end of line caused
by defective plantation drain ditches into which tiles along toe of slope empty,
rhere is a supposed crayfish leak in lower section of this levee, and as it seemed to
be wasliing, work was commenced May 30, 1893, and flow of water stopped May 31,
1893, cost of labor being $49. Large leak in old line jnst above here was stopped,
oust of labor being $18.50.
Belle Chasee Crevasse Levee (98S IL), — There is a crayfish leak at about Station 208
plus 40, discharge was clear tnough strong. Some earth was put in on river side of
levee by planters, and flow of water has been lessened.
At a point about 1,000 feet below the Belle Chasse Crevasse Levee there are a num-
ber of crayfish holes. Loose earth was put in on river side, and crib built on l/ind
side and filled with earth. This was done by plantation owner, and result is satis-
factory at present stage of the river.
lielle Chasee to Conceseion Levee {985 J5.). — Slight wave wash on upper section, and
at a few points in middle and lower sections there is slight wash inside of revetment.
There are nnmerous crayfish leaks in State and district levees from Concession
plantation down to end of lower line. The worst place is about 400 feet above
.1 uuior, Plaquemines Parish, in State levee. The embankment is small and very much
softened by water. Some work has been done by planters in the vicinity but have
not visited the levee since.
Diaposiiion made for proieotion work, — ^The U. S. tug Tilda^was assigned for use in
this district during high water. A large decked barge ttom New Orleans Harbor,
loaded with lumber and sacks, was on May 20 towed by tug Tilda to Story Lower
Levee (974 L.) in the Lake Borgne Levee district, and will be used whenever neces-
sary.
Four hundred sacks had been previously distributed at various points in the dis-
trict and on May 30, 1893, took one thousand sacks with wheelbarrows and shovels
from New Orleans Harbor for use at Magnolia Levee (980.5 R.).
Local boards have inspectors along entire line and cars loaded with lumber and
sacks stationed at different points throughout the district.
HIGH-WATER PROTECTION, LAKE BORONE LEVEE DISTRICT.
Defects in levees so far developed are as follows :
Slaughier-houee Levee Extension {968,5 L.), — Wave wash from passing steamers has
damaged the temporary revetment, and in consequence the levee has been badly
washed in several places. However, sacks of earth were placed wherever washed
seriously, and there seems no longer any danger at present stage of the river. This
work was done by citizens in the vicinity.
Roy Levee {969 L,), — Revetment has been slightly damaged by waves from steam-
ers, and embankment has been slightly washed. Sacks of earth have been put in by
citizens to prevent further injury to levee.
Pecan Grove Levee {97 S L,), — Some crayfish leaks have developed; the largest has
been worked on bv railroad hands. Cribbing was built on river side of embank-
ment and filled with loose earth. The result is not satisfactory.
Story Upper Levee {974 L,), — Some crayfish leaks near lower end of line and slight
wave wash near Story crevasse of 11^2, but so far nothing serions.
Story Lower Levee {975 L. ). — Slight wave wash between Stations 1 and 8. State levee
about 2,000 feet above Mexican Gulf Canal; shows some small crawfish leaks.
Repose Levee {976 L.).— Slight wave wash. Large crayfish leak in State levee, near
store on Caernarvon |)lantatiou, has been stopped with crib on the river side; filled
with loose earth. This was done by plantera in the vicinity.
Much sipage and many sm<kll crayfish leaks from Caernarvon to Stella plantation,
State levee. At Stella the front levee has badly washed by waves from steamers. In
two pi aoes wash extends almost to land edge of crown, and revetment so damaged
3908 KEPOBT OF THE CHIEF OP SN6IN££RS, IT- a ABMY.
AS to be practically worthloes. Hatrerer, there is mi oM ab&ndoned leree sb t*
tt) 25 J t'w*t back that uii^lit lie beld shoo Id fnmt levee give away.
The mmw plau iu tUe lii^tribituoii of iiinpectors and material for levee pro:?
by local authoritivN as iu the Barsitaria Levee district.
U. 8. barge A, trausiVrred from New Orleiins harbor, 'vrith material ther^-
beeu nsed in this district. The U. 8. tag TUda used for towing and trips ai :l
tioii.
DUpo9ilion made for proteeHom work. — ^The same plan in djstribation of &::. -
by loral b(»ardM, as in the Biirat iria district. Uuit'tl States barge witb ca
thereon will be used in this district also. Tug Titda nsed ibr towing and t: -
innpection.
Owiug to limited I'uuds in this district no work by Government foroe ha«i
done. AsMintauce rendered to local authorities will connist pri ucipally of tomr -.
the fumishiug of ex])«ndHble material. Kleveu hundred sacks have ahead,. -
distributed iu this district.
Very rcspectitdly, your obedient servant^
J. SarrTH, J&^
Capt. John Miixu,
Ci»rjt$ of £ngeiHer$^ U. S. A,
FLOOD OF 1893.
At the date of this report the water at Vicksburg has reached Ae extreme Ic
of 48.3 feet, 0.8 foot less than the record for 1890, and exceeding the highest rrj /
of 1891 by 0.2 foot, while it is 0.1 foot lees than the highest point reached in :?
Recent large crevasses in the Middle Tensas Levee district have however affoni
least temporary relief to the river beloW| and a fall of over a foot and a hali
taken place at Vicksburg.
In anticipation of a dangerous flood the following instructions were iasoeil t
assistant engineer in charge of the Atchalalay a^ La Fourchja, and Pontcharlrain L*
districts :
In the event of the river reaching a dangerously high stage this season, tz-^
lowing will be the general plan of operations iu applying the ninds available t <>-
protection of levees in Uie Atchafalaya, La Foorche, and Pontchartrain Le^^ -
tricts.
The large decked barges belon^^g to the Fourth district plant are to b^
tributed at points accessible by rail and telegraph, which affords supplies vi
and lumber, and from which the barges may be readily moved to threatened pi-
with a probability of downstream rather than upstream towing.
The points selected for the present are Bayou Sara, Baton Houge, FlaqoeiniL
Donaldson viUe, and Lutcher. Barges may be placed at intermediate points s^i <
necessity arise later.
On these barges will be placed a quantity of lumber and sacks to be read <
immediate use.
You are instructed to provide for the care of the barges while waiting caL-
their station, in the most economical manner practicable.
The tug General Cometock is also assigned for dutj^ in connection with prote:'
work in the above-named districts, under your direction for purposes of ic-^
barges, making inspections, etc. An additional tug or towboat will be provii
needed. The barges, tugs, and material are to be considered as available lo:
protection service required, both on United States andon State levees, in eoopen:
with the protection service of the State and district authorities. As it is impr.
cable to assign barges for service exclusively on one side of the river only it vil: :
be expedient to receive material on them which can not in case of emergency be ->
at any point of threatened danger in the vicinity and in case materiid providoi
one State levee district is placed on a United States bai^e and it becomes neees?
to use it in another district, the matter of adjusting accounts wUl be left to the rl-
trict authorities.
Owing to the limited funds available for protection the assirtaace rendered by d -
office wQl be oontined principally to the barge and tug service, and the pnreha*^
expendable material, leaving the providing of tools and labor to the looil auihc:
ties.
You will keep this office fully informed as to the location and movements of b&r.'<^
and tugs and the application of material.
It must be definitely understood that this office assumes no fecial responaibili:.
APPENDIX Y Y — ^REPORT OP MISSISSIPPI RIVEE COMMISSION. 3909
«
for old le^eub in ft'oot of ptoposed ot incomplete United States levees, bnt that the
i86istance to be rendered will be general and directed towards the maintenance of
the entire line as far as practicable.
When barges are taken from their stations for service they should be in charge of
m employ^ of this office nntil returned.
Similar instructions were issued to assistants in local charee of the other districtSi
ind the disposition of barges, steamboats, etc., contemplated has been made.
A few weak places hare developed and some protection work has been done, but
it this date no crevasses have taken place in the fourth district.
On the new Lake Concordia levee experiments have been made in stopping leaks
hronsh or under the base of the levee by means of sheet piling driven with a float-
Dg pOe driver. These el!cperiments have been partially successful.
BURYKTS, OAUOKS, AND OBSBRYATIONS.
Sections have been laid off and soundings taken at different stages of the river,
beginning with last low-water season, in the vicinity of the Belmont and Pros]>ect
;)rev asses of 1892 and also in the straight reach in the river above College Point.
These surveys have been under the local charge of Surveyor A. F. WooUey, jr.
fhey were undertaken to determine what changes take pla^e in the river bottom in
;he vicinity of a crevasse, and also what temporarv changes, if any, occur in the
iver section during the varying stages, in a locality not influenced by crevasses
ind where the banks are practically permanent.
lu addition to the usual low and high water discharge observations near the head
>f the Atchafalaya, observations to deteipine the flood discharge of the Mississippi
kt Red River Landing and at New Orleans are being made.
New features in the high-water discharge work now in progress are the double
ection, observations being taken on two parallel sections from one-half to 1 mile
ipart. Accurate observations are also made to determine the actual shape of the
iver surface at the section. The object of the double sections is to discover and
ibviate certain discrepancies which have heretofore existed when the observations
vere confined to a single section. *
The river surface of the section has heretofore been assumed to be a straight line
md generally a horizontal one. Accurate level observations are being made to test
he accuracy of this assumption.
By direction of the commission, surveys were made in January to determine the
oudition of the levees and cost of restoring them between Warrentown and Grand
jnlf, and between Rodney and Coles Creek, on the left bank in what has been des-
gnated the Big Black Levee District. No special allotment was made for this survey,
Liid its cost was therefore charged to surveys, ganges, and observations.
In compliance with instructions irom the commission, a survey was made in
tf arch by Mr. £. B. Geddee, under direction of Assistant Engineer Douglas, to de-
;ermine the cost of a levee behind Lake Bruin and St. Joseph and the value of the
and thax would be thrown out. The results of this survey, together with an esti-
nate for bank protection at Hard Times, and opposite the end of Lake Bruin, were
ubmitted in a report of May 2, 1893, with map. Rapid caving near Lake Bruin
till continues and attention is again invited to the need of adopting some measures
prevent the river £rom destroying the levee and breaking into Lake Bruin.
The only regular gauges now maintained under the direction of this office are
be ones at Barbres Landing and West Mellville. Their cost is borne from the ap-
propriation for works near Tumbull Island.
Money statement
^nnel, 1892, balance unexpended... $1,381.53
Amount allotted from act approved July 13, 1892 12,000.00
13, 381. 53
lay 31, 1893, amount -expended during fiscal year 6^828.44
lay 31, 1893, balance unexpended 6,553.09
1 Amount that can be profitably expended in fiscal year ending June30,1895 12, 000* 00
? Submitted in compliance with rcquiromeiits of sections 2 of river and
( harbor acta of 1866 and 1867 and of sundry civil act of March 3, 1893.
3910 REPORT OF THE CHIEF OF ENGINEERS, U- S, AJUTT.
The following reporto of assibtante under allotment for snrveys, gauges-
aervations are submitted :
Beport of low-vaier discharge nieasurememt9 in the Aiehafalaya Hirer, «l 5iBfv*j
. ■r'
I)at«.
I. 902
Oct.
1
«2
3
4
5
6
i
8
10
13
ir.
16
Direction and force of wind.
I
Light down strenm .
do
do
Very Hglit croHS Atruani
Brink down fttream
Calm
do
Brink croM ntream
Lieht croM streAm
St iff down stream
Strong crows stream....
Stiifdown stream
KespiJctfuUy submitted.
Simroes-
I
1
Vdoritv"
T.-.
port
gauge.
A«a.
seceiMt. '
Krr
Feet.
8qv4irefert.
r»t.
rv>
6.43
25,290.22
.746
J* '
6.06
25. 710. fi2
.en
•
5.66
25,232.55
.!»:»
^ ^
ft. 20
25, 041. 65
.633
. .
4.80
24. 785. 30
.«« (
•■♦
4.37
24,iM.28
.824!
^.•
8.90
24.089.06
.775 i
1. "
3.47
24,003.<M>
.765 '■
,. -
«2.63
23. 796. M
.684
« f- '
1.76
22.205.85
.672
,- "
1.67
22.200.00
.603
*.
1.61
22,137.68 i
t
.566
1^:
G. Ei>
. MOTT.
AmtiMtanI En*,.""
REPORT OF MR. A. F. WOOLLEY, JR., SURVEYOR, ON 8URVETS, GAUOR5, A\:'
SKKVATION8.
Barbres Landiug, May 31^ I-
Sir: I have the honor to snbmit the following report on surveys, gaagee, &.nc
eervatioiiB from November 7, 1892, to May 31, 1893:
rrof^pect Crevasne sections, — By your order of November 6, 1892, I left the I
Borgue and Hnratnria levee districts and went to Prospect crevasse wad ast'u
cliaige of survey in that vicinity.
Tliirteen sections were established normal to the river, and extended fron .
land side of levee on left bank to the land side of levee on the right bank.
A sectiDU was established in the center of the crevasse and one at each end "•
Four sections were established above the crevasse and six below it, the ext:-
upper section being If miles above and extreme lower section being 2^ miles U-
the crevasse.
The greatest distance between sections was 4,200 feet, and are nearer tog*^TL»^r
the crevavsse is approached, being only 600 or 700 feet apart near the crevaiise.
Levels were taken on these sections from land side of levee to water's edizr-
each bank. Three sets of soundings were taken on each section; the first set ^
taken at low water, the second at medium stage of water, and the third whea i.
water was at the top of its banks.
Two large range signals were placed on shore on each side of a section, ard t.
soundings were taken from a boat which was run above the section, where the 1-
was cast overboard, and the boat backed just fast enough to have the lead I..
plumb at the time the section was crossed.
The angle to the lead line, where on section, was recorded with a transit fr
shore. No attempt was made t<o locate stations on the section and take so m
ings on these sections at each successive set of soundings, as the bank, at qui-'
number of the sections, was covered with a thick growth of willows, and w,-.
have necessitated so much clearing to mark the station range.
The soundings were taken sufficiently near together t-o insure a correct prof >
each section. The stage of water was noted as each section was sounded, and i'
lead line tested often enough to insure good result*.
Belmont Crevasse sections. — Thirteen sections were established and soundet!. :'
the same plan followed as at Prospect Crevasse. Assistant Engineer G. Ed. M
established these sections, took shore levels and first set of soundings; the sect.,
and third were taken by me.
All of these sections were to determine the effect of a crevasse on the bed of t"^
river in the vicinity of the crevasse. As yet all sections have not been plotted, a:
the result is not dermitely known.
'* College Point Beach sections." — Two sections were established in "College Prr
Reach/' about 7 miles above the Belmont Crevasse, and were to determine i-^
APPEN1>IX YV — ^REPORT OF MISSiSSlI»i*I RIVEtt COMMlSSIOl^. 8911
cbnnges, if any, which take place in the river bed at a point immediately removed
from the influence of the crevasse. These sections were little more than half a
mile apart, and were located and sounded in the same way as those at "Prospect'^
and ''Belmont.'^ Soundings have not all been plotted, and the result is not known.
DnriDg low water the steamer Kuhy was used for tibis work and the tug General
Comsfock was used durine the high stages of water.
The survey party employed on these surveys consisted of three men and inyself,
until the shore work was completed; after that I had only two men exclusive of
boat's crew.
*'Old River."— Betweeo. the dates of April 28 and May 3, 1893, I took three sets of
mid-channel soundings around Turnbulls Island and out to the Mississippi. There
were two points in Lower Old River, between the foot of the island and Ash Cabin
Light, which were less than 5 feet below the zero of Barbres gauge. After being plotted
over a previous set of soundings, the soundings last taken indicate a deeper cnannel
generally through both "I^ower Old River" and "Upper Old River." The steamer
Jfuby was used on this survey.
^^Discharge ohtervationSf MUeissippi Biver,'^ Red River Landing, La. — This work was
begun on May 15, 1893. The original section at Red River Landing was resounded
and 23 observation stations were located, being two more than formerly used.
In addition to the original section at Red River Landing, I located a section about
half a mile above, and established 23 observation stations on this section also. The
discharge of both these sections was always taken on the same day, so that they
might be a check against each other. The water was just coming over the banks
when I commenced this work and much difficulty in putting up ranges was encoun-
tered.
These discharges are yet underway, as the highest stage of water has not yet
passed. Up to date only seven discharges for the Mississippi have been taken, and
none have been computed, as the amount of field work I have had to perform has
left me no time for computations.
^^Discharqe ohservations, Atchafalaya River J* Simmesportf La, — The original dis-
charge section at this point was used, and additional section about half a mile down-
stream was established as a check against the original section. The discharge for
both these sections are taken on the same day.
Precise levels are taken at each end of section for water surface at time of dis-
cbarge, and water surface not assumed to be same elevation all the way across the
section as heretofore done.
In taking these levels, correction for curvature and refraction was made. These
levels were taken for both Mississippi and Atchafalaya discharge.
The Lotus was first used for taking these discharges, but her pump broke on the
27th of May, and the work is being continued with the Ruby. Up to date only thieo
discharges of the Atchafalaya, and none of them have been computed.
Respectfully submitted.
A. P. WOOLLEY, Jb.,
Surveyor*
Oapt. John Mtllis,
Corpe of Engineers J U. S. A,
The results of the above surveys will be reported when completed by soundings
during next low-water season.
3912 BEPOBT OF THE CHIEF OF ENGINEEB8) U. & AEMt.
COMMERCIAL 8TATIBTIC6.
The statistics relating to the foreign commerce of the port of NewOiltai>
kindly furnished by Hon. H. C. Warmoth^ collector of onatoms.
Siatemetit $howing ike approximate reoeipU and ekipmente offniglU h§ rkerjreti ,
1893, to June i, 1893,
[Compiled from information derived from the commercial exchanges of the represeitatiTet -
the several bueineea houeea and landings wliere the steamboats receive and diodiarge ui^^
from tbe reoords of the co«tom>hoQae, port of New Orleans, La.]
KATCHEZ, MISS.
Articles.
Qoaattly.
TomHfc ^:-
JZMwipla
Cotton bales.
Cottonseed sacks.
Coal bnshelB.
Floor...*. Uarrela.
Com .' sacks.
Oats do..
Lumber feet, B.M.
Miscellaneous packages.
Total
ShipmetUg.
Cotton bales.
Com sacka.
Cotton-seod tueal da ■
Flour barrels.
Lumber feet, B.M.
Oats sarJu.
Miscellaneous packages.
Total.
12,602
45,000
2.400.000
20,400
50, g»
80,532
6.500,000
02,638
tsa
r
2,23
1
85.89C
t
2. Ml
i
k
s.eir
7,24:
V
ii,;r:5
■'
8,565
6.520
41,822
18,534
15, 7W
1,500,000
70,885
404,407
123,784.
L704
1,0:5
1.091)
I.6B0
2,6»
6.390
9,030
For comparison the statistics of 1891 and 1892 are also given. In eonnectior. ;
"with see foot notes.
NATCHEZ, HISS.
Number of steamboats in the trade
Number of times arrived
Number of timen departed
Number of barges
Total cargo received tons
Value of same
Total cargo shipped tons
Value of same «
Total cargo received and shipped 4 tons
Value of same
186L
1B92.
38
32
816
1,008
717
1,009
62
40
106,961
133,830
n,73iCW.00
♦1,988,16^2
28.104
80,786
61,005.890.00
n.oa7,ML«
185,066
164,616
62,820,917.00
62,025.660.96
l«i
MM
Note.— The general business at Natcbex has decreased abont 5 per oeait rinee l*f^J^.r
attnbuted by the authorities to the protracted high water of 1892, which had ooDsidenbleeim^
trade. , The tonnaee received for Natchez, however, seems to be ▼sry nearly the ssbwm"' >•■
reports, and is probably due to the increased coal business, whioh foims aa impfftsBtiMa>
APPENDIX T Y — ^REPOBT OF MISSISSIPPI RIVER COMMISSION. 39 IS
SialefMni $%owi%g i^ npproximaU receipts and ehipmenU of ft'^ht, «to. — Continiied.
V^IDALIA, LA.
Articles.
Beetipta and thipmenU,
Cotton
Dotton seed.
jom
Joal
Plour
MoUwMt
Lumber
Staves
3at8
tfUceUaneoas.
Sugar
.' ImIcs..
Backs..
do....
...biiahela..
....barrels..
do
.feet, B. M..
....sacks.,
.packages.,
...barrels..
Total.
Quantity.
5,000
47,000
6,500
30,000
2,100
200
225,000
300,000
5,600
26,060
450
Tonnage. Value.
1,000
2,850
487
1,060
210
60
888
4,850
4115
1,072
78
11,540
$160,000
28,500
11,875
8,750
6,800
8,000
8,875
48,500
13,750
196.760
6,750
468,060
S'nmber of steamboats in tbe trade
^fuml>erof times they hare landed
Snmber of barges
Total cargo received and shipped tons. .
ITalaeof same.-
1891.
819
2
12,892
1781,976.75
1892.
82
1,006
12
17,829
1887,187.00
1893.
29
828
8
11,540
$467,060.00
XoTB.— The genera] basiness at Yldalia has decreased about 5per cent since last year, and It is
ittributed by the authorities to the protracted high water ot 18IB, which liad considerable eifeot on
ocal trade. The tonnage received for Yidalia. however, seems to be very nearly the same as in pra-
rious reports, and is probably due to the increased coal bnsiness, whieh forms an important item.
BAYOir SABA, LA
Articles.
Qoantity.
Tonnage.
Yalue.
Seetiptt.
Cotton - bales..
350
8,000
250.000
4.500
75,000
400
8,600
660
2,200
2,700
60,607
70
225
8,750
450
141
120
765
78
362
75
8,402
$10,580
^oni. .............................
sacks..
5,250
IJoal
bushels . .
8,750
Plour
bairels..
13,500
L.ambor
tf classes
>at8
feet, B.M..
barrels..
sacks..
1.125
6,000
21,250
Rice
,, barrels..
7,800
^nifar. ............ ...............
..do....
83,000
puj^ni. ............. ...............
Jotton ties
liiacellsncoos
bandies..
pSckages..
8,876
187,812
Total
14,438
807,892
bales..
Shipm
Inttan ............................
2,200
75,000
2,100
78,000
1,450
360,000
65
. 7.000
110
810
900
26,888
440
3,750
157
2,730
145
630
19
630
18
50
25
1,881
66,000
Cotton seed. ......................
, ,.r <MW>kip..
87,500
"^nm ..........................
do...
8><r75
::oai
bnshels. .
9,750
Flonr
barrels. .
4,350
Luiuber ...........................
feet, B.M..
5,400
tf olasses ..........................
barrels..
975
>ats
sacks..
17,500
Rice
barrels. .
1,320
5n fiTflX ....*«••.••.••••.•••.•••.•••-
do...
4,660
Cotton ties .......................
bundles . .
1,126
if iftcellaiieonH
packages. -
126^208
Total.. X
10,420
278,687
3914 ftfiPOttT OF THE CfllEF* OK KNGtNEERS, tJ. S, ARMT.
Statement $hi^vnng the approanmaie reoeipU and tkipmetUs of freightf eie,
I BATOn SARA, XA^-ContiiiQed.
Knnibcr of At<*ninboatH in the trade
Number of tlmc>i( arrived '
Kumber of timet departed
Number of barf^ea
Total cargo received tou* . .
Taiue of name ^ ,
Total cargo shipped tons . . .
Talaeof iiame i
Total cargo received aud dhipped tons . . j
Value of aame ■
1
1891.
18B2. 1
1 *
1
h-
48
4"
1.019
K«J
747
680
17
18
29.321
Ueil
$1, 113. 719
$300,374
J
19.910
1L0&«»
$1,193,396
$129, 4a5
t:
49.291
2S.73I
12,307,115
$4».8»
i
BATON ROUGE, LA.
Articles.
HeeHpU.
Cotton bales . .
Cotton swmI sacks. .
Corn do
Coal bnshels. .
Flour barrels . .
Lumber feet, B. M..
Molaaaes barrels..
Ifoss bales..
Oats sacks. .
Ric« barrels..
Supar do
Cotton tio« bundles. .
Miscellnneoiis packages..
Quantity.
Tonna^ T.
Total.
Shipments.
'Col ton bales .
Cotton -sc'fMl nu'.il sacks.
Cotton see<l do. . .
•Coal bushels.
Com sacks.
Flour barrels.
Lumber feet.B. M.
M 088 bales .
]kloIaH808 barrels.
()at« sacks.
Rice barrels.
Sugar do...
Cotton tics bundles.
MiscellaueouA packages.
725
i 145 .'- 1
126.500
6..-. \
50,000
s,:w, •!
1.000.000
35. rV, :.
65,000
6.x'V
15,500,000
27,i:i3
1.200
3C1
5,525
»:
70,300
13t'J,
1,200
i« i
8,300
5%
8,600
'i4jt
252,972
11>2 :
.1 98. 6U
12,300
13,30«i
lfi.000
900.000
75,000
27,6::o
3, 500, 000
5,330
5.620
29,450
830
20,000
1.50(»
3,008,715
ToUl
2.46«>
79??
5,6i3
6.11:5
m
1,686
VV
3,350
42
81 419
140,522
BATON ROGUE, LA.
Number of Htoaraboata in the trad**
Number of timen arrived
Number of timea departed
Number of barsrea
Total cargo received tons
Value of same
Total cargo shipped tons
Value of same
Total cargo received and shippi-d tons
Value of same
1892.
40
895
693
108
23.313
$2,257,360
60.787
$1,737,434
84,100
$3,994,794
371
732,
552
146
346. 0««
$3,280,558
65,684
$1,252,394
411,902 I
$4,532,952,
r-
NoTK — The decreuKo in the reccipta at lJat4»n Rongc is attributed, by the authorities, to TiUiTf*
petition, the imnieuae falling off of the coal bimini>8!« due to labor difficulties and tha discoun:
•one of the lumber mills. The increase in ahipments probably can be aoooonted for by the iu->-
^evee contractors in the vicinity, who consumed large quantities of grain fieed and proTiai»A-
APPENDIX Y Y — REPOET OF MISSISSIPPI BIVEB COBIMISSION. 3915
Statement showing the approximate receipts and shipmente of freight, etc. — Continaed.
PLAQUEMIKE. LA.
Articles.
iim.
Jteeeiptt.
sacks
otToii-AMHl ninal . .
. . jA . .
......... .. do. .
oal
hiiRliela
lour
bdrrols
TolaaACfl...... .....
do. .
[(»a8.
bnles
atn
sacks
'.ire
barrels
ujxftr -.
•
do..
I iHColIaneoiu
packages
Total.
Shipments.
oal biiHhels..
orn Macks . .
.11 njber ftM't. I J. M. .
t olaHses barrels. .
loHS bales..
'ata - sai-Vs. .
:ico barrels..
ugrar do
'lour do —
liacellaneoue packagea..
Quantity.
12.000
6,800
875,000
16,320
630
50
12,000
2,850
1,500
118,640
1,000,000
2,800
6,238,324
8,000
2.500
6,200
850
1,380
7,800
828,974
Total.
Tonnage.
000
408
18,125
1,632
189
2
1,060
842
243
6,216
24,137
85,000
210
10,916
2,400
03
558
102
224
780
12, 110
62,393
Value.
121,000
5,100
46,875
48,960
9,450
25
80,000
34,200
22,500
377,313
595,428
125,000
4.900
9,570
120,000
1,250
4,960
10,200
20,700
23,400
319, 134
1,264,614
PLAQUEMINE, LA.
riiiubor of stoamboat^i in the trade
; umber of times arrived
Tumber of tiraes departed
Tumber of barges
'otal cargo received tons
'alue of same
'otal cargo shipped tons
'alue of same »
'otal cargo received and shipped tons
''alue of same
1891.
1802.
1893.
50
53
89
453
428
560
888
402
560
52
66
80
61,110
82,214
24,137
$819, 176
$1,023,243
$595,423
57,899
45,234
62,893
$596, 899
$833,479
$1,264,614
119, f 09
127,448
86,530
$1,416,075
$1,856,722
$1,860,037
NOTS. — The decrease in the roceipta at Plaauemine is attribnted to saccasofal railroad competition
nd immenae falling olf in tJie receipts of coal due to Libor troubles at the mines during the year.
DOXALDSONVILLE, LA,
Articles.
Beeeiptt.
'om bushels.
oal do..,
'lour barrels.
, n in bor feet, B. M .
lolaaaes barrels.
>at« sacks.
lire barrels .
•njiar do. . .
liscellaneons packages .
Totol.
Shipments.
'oal bushels .
iola8Hes barrels.
in<rHr do...
iice, rough sacks .
Miscellaneous packages .
Total
Quantity.
8,300
1, 425, 000
720
5,000
20
12,600
1,030
500
15,680
8,675,000
45,000
180,000
82,000
2,831
Tonnage.
622
119, 875
72
8
6
1,138
123
81
880
122,805
128.625
13,500
29,250
2,460
817
174,662
Value.
$14,525
428,125
2,160
75
800
81,500
12.860
7,500
107.994
604,539
450,875
675,000
2,700,000
164,000
10,407
4,008,782
3916 REFOBT OF THE CHIEF OF ENGTKEEBfiy U. 8. ASMt.
Sintement ihawing the approxiwuUe receipU amd «^|»me»ft of fr^gh^, ^-Cia:
D0KALD80ir?^II.LB, LA.— CoattBned.
Number of st«»niboftt« in the trade
y umber of tlmee MriTed v
N uni ber of tiroes deperied
Nnmberof bargee
Tot4il cargo •reoeiTed tons.
Value of same
Total oargo shipped toos.
Talueof same .'
Total cargo received and shipped tons.
Value of same
41
963
601
lOi
105,172
$02B,57O
ft, 050
$482,700
111.231
$1,412^270
ia&
a
36
»4
♦ 876
132
158. 2M
$1.82S,!2I
113,265
$2,201,4»
271, Ml
$«. 0*1,588
1^
Ht
NoTS.— Genf>ral depreciation of receipts dne to sncceeslul ndlroad eompotitSen. Tbe sbi^:
sugar sml nioIftAMrM have iitcreaeed, and the coal bnsineas is also enlarjpng rapidly, doe t*<
thai Donaldson villo is becouilug yearly more generally adapted as a shipping statiaB te i£i-''
auniers and those along ISayoa La Fonrche; henoe the marked '
m the slupBeau ■ <^'
The above towns are, strictly speaking, '^way points^ and not tenninlii:
net tonnage or carrying capacity of the steamboato that do bosiness at tiidj!« *
is not given, as it would not show the projier relation between what woil< t
be made the possible tonnage and aotuM tonnage brought.
All New Orleans steamboats are coanted '* arrived" when they stop on tkir
ney up river, and "departed" when they stop on their way down to NcwOrlei:'
The St. Louis and Ohio River steamboats are counted "arrived" when thf-y ^
on their Journey down the river, and "departed" when they stop on their 7«
stream.
Statement $komng ike aniON»< and value ef eommeree wu»%n$ oni of Bed Bmr nf--
iributariee through Old Biver into the iHeeiee^]^ Biver.
[Compiled fhmi the river column of the New Orleans Dailv States and from inforoutioo fonic'
the commercial exchanges of New Orleana, La.]
OLD srvsR.
Articles.
Quantity.
Cotton bales..
Cotton seed sacks. .
Cott«in-seed meal do
Cott4>n-seed oil barrds. .
Lumber fe^t, B. M. .
Molasses barrels. .
Moss bales..
Rice ■ sacks..
Sugar hogsheads . .
Sugar barrela..
Staves (ojik) number..
Hiscel I aueous packages . .
Total.
190,174
104,050
1,M1
IS, 828
2,571
20,499
2,444
84,406
404.419
15,092
ToDBafe.
'Z
1»,1»
^''
0,8M
1'
6,302
J
»2
i
ft
4,«88
'►:-
96
■
t537
t
1,468
**'
ft, 600
bk-
0.533
864
k
Number of steamboats in the trade
Trips made by tViem
Net tonnage of same
Nu»u ber of barges
Net tonnage of same
Total tonnage of steamboats and barges
Total cargo brought tons..
Value of same
U9L
17
601
101,004
24
14,400
116.004
92,282
$10,951,108
1^03.
24
279
91, MS
g
7.600
96.643
90,886
$9,458,901
HI-'
KoTB.— This does not include the upstream freights, which must be nearly equal to tb0 ^^^
in value.
APPENDIX YY — ^REPORT OP MISSISSIPPI RIVER COMMISSION. 3917
Statement ehowing the receipts, hy river, at New Orleane, La,
Compiled Arom the river oolnnin of the "Sew Orleans Daily St«teB and from informatiini famiahed by
the ooiumercial exchanges of l^ew Orleans. J
Articles.
Above the eity.
!'oa] bnflhels.
'oil oil Reod sacks .
Cotton bales.
^>ttoll•He(Hl meal sacks.
Jottuu-set^t oil barrels.
do...
''lour
"lour oue-balf barrels. ,
•'liuir sacks. ,
'orn bushels..
do. . .
)at.H
\'ttnn ties
-u mher feet, B. M. .
il 4 >l H8ses barrels . .
if OH8 bales. .
lice barrels. .
Uce sacks..
ttigar hogsheads . .
MiiTftr * barrels..
jtaves
.V heat bnshels. .
i iHcellaueous packages . .
Total.
Bdow the eity.
tf olasses .
ilOftS
.barrels.
...bales.
{ico, clean barrels .
iice, rough sacks .
ingar barrels.
tl iacellaneous packages .
Total ^ .*
Qoantitj.
4,428^000
891,000
100, 410
128.077
3,788
200.410
31,700
71.780
4,016,7^
352,417
400,000
10,538
100,008
7,448
850
227,08ft
89,859
433.308
1,750,724
2, 273, 518
857,884
4,553
821
10
20,523
17,818
181,858
Tonnage.
154,980
44.554
38,083
6,300
472
20,041
1,585
1,794
112,488
6,654
12,000
1ft
67,151
872
79
17,027
23,916
70,412
8,753
168,205
72,086
806,848
1,335
12
1
2,224
2,806
81,184
87,682
Yalae.
$653,500
666.310
6,717,570
144.060
75,660
828,248
56,476
53,836
2,410,046
141.366
5,000
126
1,867,500
18,607
7,908
454,070
1,018,232
6,tf0.590
282, 60g
8,065,137
2,244,918
27,602,766
66,795
160
120
69,046
267,270
868,160
769.651
Above the eity,
T umber of steamboats
Trips made by them
f tit tonnage of same
?owboats
'ri ps made by them
« et tonnage of same
dumber of ba^es
M)t tonnage ofsame
Camber ot luggers (sailing)
'rips made by them
I'et tonnage of same
?otal tonnage (steamboats, towboats. barges, and luggers)
Total cargo Drought tons .
^alneof same
B^ow the eity.
dumber of steamboats in local trade
Trips made by them
I'et tonnage of same
..Tiugers (Miiling in local trade)
.'rfps made by them
\ et tonnage of same
Total tonnage (steamboat's and 1 lingers)
Total cargo brought tons.
Talue of same
1891.
1802.
51
64
61
1,417
1,090
1.208
665,610
450,031
542,166
46
30
82
134
168
108
61,810
00,544
46,857
029
1,042
568
418,050
468,900
265,600
18
20
25
162
240
660
4.860
6,400
8.900
1, 140, 330
1,014,876
848,013
1,343,061
1,303,628
806,846
$54,332,685
$56,076,160
$27,662,765
6
6
6
821
174
266
81.030
17,016
26,077
218
278
100
4,250
2,392
2,600
130,000
73, 672
16,600
161, 830
91,588
41,677
22,422
8,632
87,662
$1, 729, 002
$741,156
$756,551
1893.
3918 REPORT OF THB CHIEF OF EKGIXEERS, V. S, ARMY.
Statement tkoicimg the rtceiptSy htf riz-fr, el Sew OrlenuM, La. — ContiziBed.
KrCAPITULATIOX-
1?»L
1&9S.
Ttttml MTlvaN Ut««rab«Mit« tow bo*tc. hmTZ*"*- An<l In^isM^)
»»N*vr and ^Hrlow ihf < iiy 7.193
IoIaI nfttonua^M- aUivf »iid h«->w 1. 5</2, ICJ
Total • argo bruu^ut abure and U-l«w too*.. 1. ''•»».' AfC
Val'ir of «aiiie $36 uei.uuO
5.395 '
1, V^. 4153
1 31:1. jijo
$5«, frlT. 315
The foro<»oinjf includes simply the freijjhU bron^ht to New Orleans by 5'-
boats and bars;t'ft ;ftnd lutri^ers on the Missinsippi KiTer and does noS inclTju-
lari;o aud Tahiable trei;:but that they take away. No record is kept of this, j:
in iiiiptifwible to fiimiftb even a reanonably arrnrate estimate of its ^alne. It ^
amount to a verv lHr{;i« sum in the a<;«;re;;ate, probably more than 40 per rr-_
the value of frrights reoeive<l at New Orleaus.
ForeiijH romm^-rve, port of Sew Orleant.
Vf«j««Iii.
• 1890-91.
Kntraoc««
Clearanoei.
1891-'92. 1 lb92-'93.
1890-'91- 1881-^92.
IS----
Stfjim
Sail
.... 1.005
....' 1:4
1, 245
161
1,131
135
1. 007 1. 24^
141 136
T..fal
1,159
1.406 ' 1.266
1. 148 1, 37i»
1
- ■
Total touua^e of above:
iwx» "in
1 -
9 -■ ■
iH'Jl 92
^ •
i»»92-9:;
•1 J.
EXPORTS AND IMPORTS.
1891.
1892.
n-:
Total vjil no i>f export« of foreign mcrchandijM to foreign
i-oiJiitrirH
T<ital vHliie of exports of domestic merchaudise to foreign
countries
$1,099,250
108. 007. 428
$1,911,081
130, 183, 916
$47--
81.-:: ■
Grand total of <»xportfl of foreign and domestic mer-
chaudiHi* to foreign countries
109, 106, 687
132, 094, «»7
g^ *Xi' "
Total Tiilue of imports from foreign countries:
Kroo
13,211.083
7,041.959
513. 294
14,878,800
5,442.415
305. 402
»•> ur '
Dut ihUIo
2 •*'
Sp4"c io
0, .• • -
Grand total
20, 766, 336
20. 626, 617
27, 4 1'-. '
TOTAL DUTIES COLLECTED.
IfiOl.
ih:»2.
1803.
$2. lOf fifl' ?'
l.^:r ■-■
1, 5U*, wV? .i
APPENDIX y Y — REPORT OF MISSISSIPPI RIVER COBOIISSION. 3919
ppraxiffMte value of plunt belonging to the United States and used upon the impt'ovement
of theMieeieeippi Biver, Fourth distnet, May SI, 189S.
^n
CIilM of property.
Value.
CloAS of property.
Value.
•?Aniw (renoTfil Newton .- ,.,,-.-., ^ -
$12,000
4,000
7,000
6,000
3,500
2,000
10,000
8,000
12,000
58,734
One WftrehoQse barge
$2,200
200
wim Innnch Rnbv.
One wai^hoase barge
Mam til a frAnArfti PnniHt^nnk
Fifteen row boats
2G0
pftni Xntt Tlldft -r T
Tools and appliances
16,000>
2,000
2, GOO
20O
RATTi 1n.nnr.li AlBfllcA ...,..,
Office ftimitare
earn launcli No. 5.
Surveying iustmiQents
le dredffe boAt
IHrawinff ipstrnmentif , , , , , ^ - r t ^ r
»ur dumo scows
Railway cars and tracks
1,900
ve Quart AT boftts .
Total
lirtv barfiTcs ..'
148,534
1
1
'Hi of clmlian engineers on worJc of river and harbor improvements in charge of Capt,
John MilliSy Corps of Engineers, to May 31, 1893, inclusive.
r.ime and residence.
S. Douglas, Natcbes,
Miss.
. G. Price, New Or-
leans, La.
. J. Hardecs Baton
Rouge, La.
illiam Garvin, New
I Orleans, La.
Ed. Mott, New Or-
leans, La. ^
Time
employed.
M08.
Day*.
12
6
10
16
5
14
12
5
15
Compen-
sation
per
month.
Where employed.
$200 Natchez, Miss
200
175\
200j
175
150
I)ew Orleans, La.
Baton Konge, La.
New Orleans, La.
Hed Kiyer Landing
and Simuiesport, La.
Work on which employed.
Levees, Lower Tensas and Big
Black levee districte, and
gauges.
Levees, Lake Borgne and Bar-
atarla levee districts.
Levees, Atchafalaya, La-
fourche, and Pontchartrain
levee districts.
Improving harbor at New Or-
leans, La.
Surveys, gauges, and obser-
vations.
The following maps and drawings accompany and form part of this reports
Plate i. — Harbor of Natchez and Vidalia^ Mississippi and Louisiana.
Plate ii. — ^Tiimball Island and vicinity.
Plate hi. — CarroUton Bend, New Orleans Harbor.
Plate iv. — Soathport to Exposition Wharf, New Orleans Harbor.
Plate v. — Lower Tensas ana Big Black levee districts.
Plate vi. — Atchafalaya, LaFonrche, and Pontchartrain levee districts.
Plate vu. — Barataria and Lake Borgne levee districts.
Plate viu. — Method of closing crevasses.
Plate ix. — ^Levee sections.
Plate x.— Area of overflow, flood of 1892.
Very respectfully, your obedient servant,
John Millis,
Captain of Engineers*
Col. C. B. COMSTOCK,
Corps of Engineers^ U,S, A.,
President Mississippi Biver Coinmission*
WMiMiprKj
^ /l!S£Zr
, I™3»
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^ \ ^
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fi-«r
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y^ 1 Byl^A. MomyNO.
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pia^ jx:.
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Section Or Levee Wave Wvshco
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Srams 6y 3.J.ai.i-.
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