mad-flats, has assumed a great many of the characteristics of a high-water outlet bayou. The mud-flats have become defined banks, with a growth of willows on them. The pools have filled up, and the cross-section has become regular and almost semicircular between the defined banks. Instead of two or three low-water shoals, the bar at the mouth, the "Gut," and the "Crossing," there is now a continuous shoal from the Mississippi to the head of the Atchafalaya. The nearly total closure of the Tensas Front by levees, thus preventing the escape at high water of the Mississippi into the Tensas Basin, has apparently checked the enlargement of the Atchafalaya, but the problem, so far as the commercial interests are concerned, of maintaining low-water navigation between the Mississippi and Red and Atchafalaya is still unsolved. So far as the present temporary methods are concerned, by beginning the work of scraping out the mud at Ash Cabin about the time the river fell to a 20-foot stage on the Red River Landing gauge, there would be a much greater probability of the channel being kept open. Mr. W. G. Price, assistant engineer, was associated with me upon the work, and rendered the most efficient assistance, both in originating and carrying out the various methods by which it was hoped to maintain navigation. Very respectfully, your obedient servant, Capt. DAN. C. KINGMAN, Corps of Engineers. H. S. DOUGLAS, F 3. REPORT OF SURVEYOR HARDEE ON THE SURVEY OF THE ATCHAFALAYA RIVER. NEW ORLEANS, La., March 1, 1887. SIR: I have the honor to submit the following report of the Atchafalaya River survey and the method pursued. The portion of the river embraced in the survey lies immediately in front of the town of Simmsport, La., and extends from the mouth of Bayou des Glaizes to a point down-stream about 9,000 feet. As a basis, a carefully chained traverse line was run between the above points on both banks of the river, the stations on which are permanently designated by iron tubes 2 inches in diameter and driven to a depth of from 24 to 3 feet in the ground, extending above about 14 feet. Cross-sections of the river were made at right angles to the line of current at intervals of not more than 100 feet, with the initial points of same resting on the west bank traverse. All sections were extended from levee to levee, and on every fifth section the lines were produced 500 feet back of both levees to show the slope of ground surface. By means of the level the bank elevations were acquired. Soundings were made on sections not more than 30 feet apart and located with one transit stationed at the end of a base line, thrown at right angles to the line of cross-section. Distances to soundings measured by scale of natural tangents. All soundings are reduced to the zero of Barbre's Landing gauge. Elevations referred to the same plane. On the completion of the cross-sections the entire area of the river embraced in the survey was sounded by means of float soundings. Soundings were located by the intersection of two transits positioned at traverse stations. In all about 13,000 soundings were taken, many of which by reason of their too close proximity were rejected, but as will be shown by the chart sufficient depths were acquired to show a good, clear profile of the bottom and designate any existing irregularities. All topography within a distance of about 700 feet of the river bank was measured with transit and stadia, and also enough of Bayou des Glaizes to define its position and entrance into the Atchafalaya. The notes of the above survey have been compiled and remain on file in this office. Very respectfully, W. J. HARDEE, Surveyor. Corps of Engineers, U. S. Army, New Orleans, La. Capt. DAN C. KINGMAN, F 4. REPORT OF ASSISTANT ENGINEER DOUGLAS ON CONSTRUCTION AND REPAIR OF LEVEES. UNITED STATES ENGINEER Office, New Orleans, La., June 30, 1887. SIR: I have the honor to submit the following report on the construction and repair of levees, fourth district, for the fiscal year ending June 30, 1887. At date of last anunal report, June 30, 1886, no work was in progress owing to lack of funds. The levees previously built were generally in good condition. It was known that some repair work was necessary to the United States levees at Hard Times, Kempe, and from Green's to Fairview. The gaps existing in the lines of levees were as follows: On the Tensas Front, Diamond Island Bend, Bougere Crevasse, and Black Hawk to Red River. On the Atchafalaya Front, Morganza Crevasse. The Morganza Crevasse, which the present levee closes, is located on the right bank of the river in the Morganza Bend, about 10 miles above the town of Bayon Sara. During the flood of 1874 the Morganza Levee was swept away, ad for 10 years the crevasse remained open, permitting the escape of an enormous volume of water from the river during floods, and overflowing a large area of country. In 1863-'84 the levee was rebuilt at the expense of the State, but it had scarcely been completed when it was again swept away by the flood of 1884. This disaster gave rise to a popular impression that it was almost impossible to build a line of levee at this point that would stand. Some special difficulties undoubtedly did exist, as the line for a levee necessarily crosses over ridges and irregalar hillocks of loose material deposited by the river during floods, and was this liable to pass over buried masses of drift logs or brush. In order to avoid these sources of danger to the present levee extraordinary precautions were taken. Work was commenced October 13, 1886, and was prosecuted in the following manner: After the surface had been thoroughly cleared, a muck ditch of varying width and depth was dug. This ditch was excavated clear through all material deposited since 1874, down to the original buckshot soil, which was at one time cultivated land. In some cases this ditch had a depth of 16 feet. If in the course of the excavation logs or rack heaps were discovered, they were dug out and removed beyond the base of the levee and the ditch filled in with clay. As an additional precaution, long iron rods were used to probe the ground and detect the presence of logs or rack heaps. After the foregoing had been done the embankment was commenced. The dimensions of the embankment were as follows: Width of crown, 10 feet; side slopes, 3 to 1, and at some special places 4 to 1. The levee was strengthened with a banquette or terrace 20 feet wide on the land side wherever the levee was more than 8 feet high. This gives a base of 150 feet for a height of 20 feet. The extreme net fill was 24 feet. The total length of the present Morganza Levee is 9,250 feet; its grade is about 2 feet above the flood of 1882, and it contains 270,523 cubic yards of earth. The weather during the progress of the work was exceptionally good, but three days being lost from rain, and embankment construction was pushed with great energy, as indeed was necessary, owing to the lateness of the season when work was commenced. On January 29, 1887, the levee having been reported completed, a careful inspection was made under your personal direction, and the levee was found to be satisfactory and was accepted. The State authorities retained a small force upon the levee during the past highwater season, as a measure of precaution and to repair wave-wash or other injury to the embankment. It is, however, gratifying to state that notwithstanding the new and unsettled condition of the levee it has shown no signs of weakness. The repair work at Hard Times, Kempe, and Glasscock levees was of such a character that it was impracticable to measure it and pay by the cubic yard for work done, so bids for furnishing laborers with the necessary equipment were asked and very reasonable terms secured. At Hard Times Levee the old sinking place at the crossing of Lake St. Joseph bad again sunk slightly, and at several points where the line of the levee crosses sloughs it had cracked and slid or sloughed off on the sides. A growth of young trees had started on the slopes, and at some places the embankment was deeply gullied by rain wash. A force was put to work on December 27, 1886, to repair the sloughing and sinking places, clear off the levee, and fill the gullies. The work was completed April 7, except at one point where the embankment continues to crack and slide off on the sides as fast as fresh earth is put on top. Some additional work may be necessary at this point before next high water. At Kempe Levee the crossing of Potter's Lake had again cracked and sunk. A force was put to work December 27, 1886, to build up the embankment. This work was completed February 14, 1887. Kempe Levee is now seriously threatened by the rapid caving of the river bank in front, and it is thought that the embankment will be breached from this cause before the flood of 1888. A break at this point will be very serious and permit of the escape of an enormous volume of water from the river. Glasscock Levee is that portion of the United States Green's to Fairview levee passing through the Glasscock Swamp. During the high water of 1886 the levee was reported to be in a dangerous condition, and a break was only prevented by the exertions of parties living in the neighborhood. This weakness, being unexpected and apparently unaccountable, gave rise to rumors of defective construction; that logs, barrels, etc., had been placed in the embankment. Upon the decline of the flood the true cause was discovered. The borrow pits dug in the construction of the levee, being in buck-shot soil, which is non-absorbent, remained filled with water the year round, and in these pits a colony of beavers had located. They had made their dens or houses in the levee embankment itself, and had tunneled almost through at several points. An inspection was made and one place discovered (the point at which a break had been threatened) where the beavers had made a hole entirely through the embankment. The levee being thickly overgrown with young trees, briars, and weeds, it was impossible to detect all the damage that had been done. A force was put to work December 21, 1886, and the first work undertaken was to clear the levee of trees, briars, etc., and in doing so six separate places were discovered where the embankment had been burrowed into by the beavers. A ditch about 2,000 feet long was then dug to drain the borrow pits into the river and deprive the beavers of their harbor. This ditch was twice closed by the beavers, but ultimately the greater portion of the water was drained off. The work of cutting out the beaver holes in the levee was then commenced. The main passage-way to the den generally started at the outer edge of the levee berme, in the borrow pits, and concealed by the water. This passage-way would have several branches leading into the den in the center of the levee. The den was generally located under the land slope, and was from three to four stories in height, the first being about on a level with the natural surface of the ground, and the uppermost one nearly up to the crown of the levee. The injury to the levee could hardly have been greater, as it was reduced to a mere shell and was liable to a collapse at any time. In repairing the damage it was found necessary to virtually rebuild the levee at several points for a length of from 25 to 30 feet. Eight beavers were killed by the workmen during the time they were engaged on the repairs. On March 3, 1887, the levee having been placed in a safe condition, work was suspended on account of high water. As soon as the river falls it will be necessary to deepen the ditch already dug and dig another at a point further up the river. So far as can be learned, this is the first instance in this district where levee embankments have been injured by beavers. Had a crevasse occurred at this locality, it would very likely have been attributed to faulty construction of the levee or to the boring of crawfish, and not to the true cause, the beavers. One portion of the United States Green's to Fairview levee passes through the Deer Park Plantation. At this point the river bank is caving very rapidly, and provision for a new levee has been made by the Commission. The levees generally throughout the district are in good condition. They have not been placed under any severe strain during the past season, as the flood of 18-7 was a very moderate one. The line of levees is now continuous on the Tensas Front from the head of the district to Bougere's Landing, in Concordia Parish, with the exception of the Diamond Island Bend Gap. Between Bongere's Landing and the mouth of Red or Old River there are only isolated pieces of levee on the high ground, the principal gaps being Bongere's Crevasse and from Black Hawk Landing to Red River. On the Atchafalaya Front the levees are now continuous from Red River to the forts. Very respectfully, your obedient servant, Capt. DAN C. KINGMAN, H. S. DOUGLAS, Corps of Engineers. F 5. REPORT OF ASSISTANT ENGINEER DOUGLAS ON SURVEY OF MORGANZA REACH. UNITED STATES ENGINEER Office, SIR: I have the honor to submit the following report on the survey of the Morganza Reach, Mississippi River: The survey was made in accordance with a resolution of the Commission passed at their meeting November 26, 1886, that a set of cross-sections, not exceeding 15 in number, and extending 3 or 4 miles above and below Morganza, be taken on lines well marked for future reference. The party engaged in making the survey for the proposed sill-dams in the Atchafalaya was temporarily transferred to the Morganza Reach. Mr. W. J. Hardee was in immediate charge of this party, which was thoroughly organized and equipped, and he is entitled to great credit, no time being lost, and the work being done both accurately and quickly. The field work of the survey was commenced January 12, 1887, under my personal direction, and was completed January 25, 1887. The actual working time, exclusive of time lost from bad weather, was eleven and one quarter days, during which time the following was accomplished : Length of traverse line run, 20.23 miles; length of line chained, comprising measurements to establish initial points of sections, bank distances on sections, and baselines for locating soundings, 11.16 miles; length of level lines run to establish datum at the different sections, and to prolong sections from water's edge on either bank, 16.8 miles; number of soundings taken and located with two instruments on crosssections, 748. The method of operations was as follows: On arrival in the reach a general reconnoissance was made and the location of the fifteen cross-sections decided on. In locating the sections an endeavor was made to have them cross the river on lines previously sounded by the Commission in the general survey of this portion of the river, made in February, 1883. A line of levels was run on the right bank the full length of the reach, and benchmarks established at each section. All levels were referred to the Memphis datum. Two and sometimes three iron tubes were driven and located on the line of each section to permanently mark its position and direction. Base-lines for locating soundings were measured at each section. Considerable clearing was necessary to open; vistas for the level lines on the sections. A transit and stadia traverse line was run 4 on the right bank the full length of the reach, to connect the sections and locate the shore-line and levees. This was all incidental work to the actual sounding of the cross-sections, and the most of it was done at times when the wind was too strong for accurate sounding. In sounding the cross-sections the following method was observed: The line of the section was ranged off on either bank with flags, as a guide for the soundings. Two transits were then set up, one on either end of the base-line previously measured. One end of the base was always on the section line. Levels were then taken from the bench-mark previously established, on a measured line from the zero point of the section to the water's edge, and the elevation of the water-surface determined. The lead line was then tested and soundings commenced. To secure plumb soundings in the swift current, the launch was run above the section line, the lead thrown, and the launch and lead allowed to drift together down on to the ranged line, at the moment of crossing which the sounding was taken. Commencing at the right bank the launch was gradually worked across the river, taking about twenty-five soundings, each of which was located, regardless of the ranged line, by two transits. When the left bank was reached a flag was set up at the water's edge and located. The section was then prolonged, by means of measurement and levels, from the flag up to the highwater bank. The launch then commenced the return trip to the right bank, taking about twenty-five more soundings, thus duplicating the section and checking any error of the leadsman. Upon the completion of the section the lead line was again tested, and the party transferred to the next section, where the same routine was followed. About fifty soundings were taken on each section, and in plotting the work but few errors were discovered. I do not think any difficulty will be experienced in repeating the sections, as the iron tubes marking them are not likely to be destroyed. The field work of the survey has been plotted, and accompanying this report is a tracing of the chart of Morganza Reach, showing locations of cross-sections and permanent marks; also comparative cross-sections from surveys of February, 1883, and January, 1887. Very respectfully, your obedient servant, Capt. DAN. C. KINGMAN, Corps of Engineers. H. S. DOUGLAS, APPENDIX ZZ. REPORTS OF THE MISSOURI RIVER COMMISSION. ZZ I. ANNUAL REPORT OF THE MISSOURI RIVER COMMISSION, 1886. MISSOURI RIVER COMMISSION, OFFICE OF THE PRESIDENT, 1415 WASHINGTON AVENUE, Saint Louis, Mo., November 17, 1886. SIR: The Missouri River Commission beg leave to submit herewith their annual report upon the operations in their charge for the fiscal year ending June 30, 1886. SURVEYS. The survey of the Missouri River, which has been in progress for the last eight years, has been carried on by the Commission mainly with funds allotted from the appropriation for improvement, there having been only a small balance remaining from the last specific appropriation for this work. At the date of the last annual report a surveying party was en route for Fort Benton, Montana. On July 4 they began work at this latter point and by October 1 had progressed down-stream a distance of 240 miles to Trover's Point, where operations were closed for the season. The work of this party was preliminary, and consisted of secondary triangulation, levels, and the establishment of permanent bench-marks. During the winter the triangulation work was adjusted and all computations made, and the base line of the previous year's work at Glasgow, Mo., was measured. It had been intended, during the current season, to complete the work near Fort Benton by filling in the topography and 8872 ENG 87—183 2913 |