Rainfall in Maumee

1898.

1899.

Dec.

Jan. Feb.

3

2.33 2.34

.70

2.83

Adrian.

1.85 1.91

2.06 3.87

.59

5.57

Hillsdale.

1.89 2.44

2.02

4.01

Mar. Apr. May. June. July. Aug. Sept. Oct. Nov.

3.17 4.17 0.65 4.43 1.02 4.04 2.77 3.21 3.32 2.27 2.03 2.01 3.02 69 3.62 2.02 4.73 3.73 2.17 3.27 1.80 2.60 1.99 4.96 .97 3.31 2.02 4.61 2.12 1.59 2.60 3.28 2.35 5.01 2.29 4.28 6.06 3.49 2.30 2.75 2.10 3.24 2.74 1.85 1.26 3.13 3.24 2.01 66 .96 1.74 1.91

3.35 6.08

3.02 3.81

1.97 4.21

1.50 5.57
21.21 76.43 36.17 43.19
1.25! 4.50 2.13 2.40

2.17 4.04 4.12 3.01 5.71 2.97 1.61 3.09 4.48 93 39.38

The rainfall table for 1901 gives the mean annual rainfall for the basin as 30.89 inches, which is 1.45 inches less than the rainfall for 1899 and 3.76 less than for 1900. This lower rainfall is accompanied by a falling off in the run-off, the figure being 19.9 per cent, as against 22.7 per cent and 29.9 per cent for 1899 and 1900, respectively.

To prevent overvaluation of these results, it must be noted that the canal system takes a small amount of water from above the gaging station and returns some of it below this station. On the extremely low flows this may have some influence, but it is not believed that it is extensive.

Monthly discharge of Maumee River at Waterville in 1901.

[Drainage area, 6,111 square miles.]

FIG. 10.-Diagram showing discharge of Maumee River at Waterville in 1901.
Rainfall in Maumee basin in 1901, in inches.

Station.

Angola...
Auburn.

Bluffton

Fort Wayne

3.19 1.93 3.26 2.54 2.75 4.10 5.95 4.58 0.87 6.15 1.81 3.47 40.60
1.58 1.44 1.15 1.94 2.45 2.87 1.38 3.71 1.30 3.71 1.15 1.57
1.17 .93 2.76 2.34 4.16 3.29 1.23 4.79 1.12 3.40 1.50 4.01
1.49 1.74

24.25

30.70

Adrian..

Coldwater

Hillsdale

Benton Ridge.

Bowling Green

Celina..

Deflance

Findlay

Hedges.

Kenton..

2.12 1.31 2.37 1.33 2.53 2.23 1.75 2.05 97 3.46 1.89 2.91
2.79 1.75 2.71 2.18 1.78 4.96 4.67 4.10 73 6.56 1.82 3.25
2.53 2.63 2.95 1.98 2.64 3.55 2.68 2.20 .93 5.63 2 3.12
1.42 2.10 3.15 2.03 3.70 3.59 2.66 2.02 1.82 .24
3.59
2.57 1.30 2.86 2.23 4.91 3.98 4.42 4.38 1.32 1.15 2.33 4.21
1.74 .80 3.14 2.27 4.79 3.98 3.24 1.86 1.95 .94
1.10 1.07 2.35 1.87 3.93 3.47 6.08 2.16
1.46 1.45 3.30 2.46 4.65 2.79 1.36 2.96
1.12 1.03 3.02 2.19 5.28 3.26 1.89 2.25
2.61

Leipsic...

Montpelier

Napoleon..

New Bremen

Ottawa

Swanton.

1.33 1.70 2.20 1.81 3.95 3.95 3.20 2.14
1.22
3.30 1.70 2.44 2.82 3.52 4.01 5.07 2.45
.82 4.09
1.58 1.25 2.51 2.01 4.03 5.10 2.98 2.53 64 1.73
1.28 .77 1.26 2.11 4.67 5.14 1.68 2.11 1.44 1.09 1.25 3.75
1.64 1.26 2.60 2.34 4.32 2.46 3.32 2.61 1.61 .59 1.64 2.25
2.01 1.44 2.05 2.12 3.58 6.68 3.71 2.55 1.32
1.36 1.92 3.88

Vanwert.

Wauseon.

1.68 1.46 2.04 2.11 6.63 2.32 1.63 1.50 1.74 2.24 1.28 4.64
2.10 1.38 3.57 2.99 3.67 5.15 2.33 1.93 1.95 2.88 1.61 5.73

29.27 35.32

Total
Mean.

41.81 30.44 51.69 43.67 77.94 76.88 61.26 54.28 25.68 51.96 29.14 72.55
1.90 1.45 2.58 2.18 3.90 3.84 3.06 2.74 1.35 2.73 1.53 3.63 30.89

The Maumee basin has an area of 6,111 square miles, portions of which are in Indiana and Michigan. The central and southern parts of the district are rather level, while the northern part is rolling. In portions of the basin, notably the central part, there are still extensive areas of scrub-timber land; but by far the largest part is under cultivation or cleared for grazing.

MUSKINGUM RIVER.

No gaging station was established on Muskingum River, but a method by which the discharge could be approximately determined was found and used for one year. In fact, an accurate gaging of this stream with a reasonable expenditure of time and money would be very difficult. Below Zanesville slack-water navigation is maintained by ten fixed dams. Boats are locked through these from pool to pool or from level to level, as in a canal system. This effectually prevents the use of a current meter on the main portion of the river and makes it necessary to go to the tributaries for such work. To do this would involve the maintenance of a large number of gages and the making of innumerable meter measurements. This plan not being practicable, it was determined to approximate the flow by computations of

FIG. 11.-Diagram showing discharge of Muskingum River at Eagleport in 1899.

the discharge over one of the dams. Owing to the irregularity in the crest of these dams, to leakage, waste through locks, and other causes, it was found impossible with the time at hand to do as good work as the method would warrant.

Dam No. 8, at Eagleport, was selected as affording the best opportunity for success. The pool levels both above and below this dam, together with plans and other valuable information, were obtained through the courtesy of Mr. Edmund Moeser, United States resident engineer, Zanesville, Ohio. From the pool levels, which were read from one to six times daily, the daily average height of the water above the dam was computed. A formula for the flow over this dam was obtained from the Rafter experiments at Cornell University. Owing to the high water, it was impossible to survey a low place in the crest, and the effect of this lowered portion was estimated from the water powers both above and below this dam.