UNITED STATES DEPARTMENT OF THE INTERIOR 

Harold L. Ickes, Secretary

GEOLOGICAL SURVEY 

W. C. Mendenhall, Director

Water-Supply Paper 869

FLOOD OF AUGUST 1935 dtf 

MUSKINGUM RIVER o O

z < 5

BY i ;> ^,

C. V. YOUNGQUIST AND W. B.

WITH SECTIONS ON THE ASSOCIATES

METEOROLOGY AND HYDROLOOT ^

;j . »

BY * V 

WALDO E. SMITH AND A. K. SHOWALTEK 2.

Prepared in cooperation with the * ^* 

FEDERAL EMERGENCY ADMINISTRAflCg^ 

OF PUBLIC WORKS ' -o

j;

UNITED STATES

GOVERNMENT PRINTING OFFICE 

WASHINGTON : 1941

jFor sale by the Superintendent of Documents, Washington, D. G. - * * « Price 40 cents (paper)

CONTENTS

Pag«

Abstract---.--_-_-__-__-___--______.-__-_---_---_-__-_--_-__-.-_._ I

Introduction.______________________________________________________ 1

Administration and personnel---_______--_-_____-__--____________-__ 3

Acknowledgments ________-________-----_--__--__-_________________ 3

Geography _ ____________________________________________________ 6

Topography, drainage, and transportation________________________ 6

Rainfall...--_---.-__-------.-_--------__..---_-----------_---- 7

Population, industry, and mineral resources_---_-__--_________--__ 8

Flood control-___-_-___-__-_-__-____-_--_-_-__--_--__.____--_- S

General features of the flood-_______________________________________ 9

Damage.-__-_______--____-__--__--__-_-____--_______-____--__ IT

Meteorologic and hydrologic conditions, by Waldo E. Smith____________ 19

General features of the storm.___-____-__________---_____--__--_ 19

Records of precipitation._______________________________________ 21

Antecedent rainfall.___________________________________________ 29

Meteorology of the storm, by Albert K. Showaiter.--_---___-__________ 29

Records of flood stage and flood discharge.____-___-_________-____....__ 31

Flood discharge-____________-__-___----____--_____________..___ 32

Tuscarawas River at Clinton..-___--_-___-_________.____--__ 33

Tuscarawas River near Dover_-_____________________._______ 34

Tuscarawas River at Newcomerstown________________________ 36

Muskingum River at Dresden_-_____-_______________________ 38

Muskingum River at McConnelsville---__-_--_____-_______-__ 39

Sandy Creek at Sandyville._________________________________ 41

Nimishillen Creek at North Industry_-.___-_-____________-___ 42

Sugar Creek at Strasburg____-_____-____________________.___ 43

Stillwater Creek at Uhrichsville._-_-_____-_-_________-__-___ 44

Black Fork at Loudonville----------_----____--__--___-_-_-_ 45

Mohican River at Greer-_____-__---___-______________.,____ 46

Walhonding River at Pomerene____-_________..______..___.__ 47

Clear Fork at Newville______-----___-___-___-____..___-_- 48

Jerome Fork at Jeromeville-__---_--_-_--_--________._______ 49

Lake Fork near Loudonville________________________.________ 50

Kokosing River near Millwood______________________________ 51

Killbuck Creek at Killbuck_________-_-____-_-_-________ 53

Wills Creek at Birds Run_______________________________ 54

Licking River at Toboso--_-----------_-_--_----_______--___ 55

Salt Creek near Chandlersville_-__---__-_-_._____________-__ 56

Supplementary records of flood discharge.___.__..__.._________-.__ 57

Muskingum River at Coshocton_____________________._______ 58

McGuire Creek at Leesville dam site, near Leesville_._.________ 59

Conotton Creek near New Cumberland.._____________________ 59

Indian Fork at Atwood dam site, near Atwood._______________ 60

Stillwater Creek at Piedmont dam site, at Piedmont-__.____.__ 60

Stillwater Creek at Tippecanoe._____________________________ 60

Brushy Fork near Tippecanoe___--_____-___________-____--__ 61

Records of stage at locks and dams on the Muskingum River------- 61

in
IV CONTENTS

	Page 

Summary of flood discharges.________________________________________ 70

Rainfall and run-off studies._________________________________________ 73

General features________________________________________________ 73

Discussion of results. __________--__---__-_--___-___-..--____-__- 78

August l-5___-.-_.-----__---_-_------_---_-_-_..-----__..- 78

August 6-8------------.-----------------------..---------- 80

August 9-11-.------.____--_--_--_. --___-----_-..____-__--_ 88

Channel storage studies_____.________________________________________ 89

Flood crest stages-___--___--____-_______-_. _-___-_____-..--________ 94

Records of other floods_-__-______________-_. _________-_-..________-_ 99

Other summer storms and floods________ _______ j-__-..___.______ 103

Storm and flood of March 1913___.____. ._------____..-__-._____ 107

Floods on Muskingum River___--__-__-_.._________-__..-____.____ 109

Index._--...-___-___-________________-__-_--____----.-__-_.__-- 117

ILLUSTRATIONS

Page 

PLATE 1. Map of Muskingum River Basin__________________________ 10

2. Isohyetal map of Muskingum River E asin showing total rainfall,

in inches, August 6-7._._______. ____-___-__--_-__-_____ 10

3. A, Walhonding River at mouth of Killbuck Creek; B, U. S.

Highway 40 at Crooked Creek, a mile west of Cambridge..-- 18

4. A, Sugar Creek Falls Bridge on U. £. Route 250, August 9; B,

Tuscarawas River near its mouth, looking north during flood. 19

5. Hourly precipitation at recording rain gages August 1-10__---_ 26

6. Surface weather chart of the United States, 8 p. m. August 6,

1935.-.-_-___.-__.____.._____-____-______--.-_-_-____. 30

7. Surface weather chart of the United States, 8 a. m. August 7,

1935______-_-_-______________-_-_____-_-__-.___-___-__ 30

8. A, Confluence of Tuscarawas and Walhonding Rivers during 

flood; B, Muskingum River at Zanesville during flood, showing turbulence produced by Dam 10-____--__-.._-_--__-__ 74 

FIGURE 1. Hydrographs of discharge at river-measurement stations in

upper Muskingum River Basin, August 1-15-.-..__________ 4

2. Hydrographs of discharge at river-measurement stations in

lower Muskingum River Basin, August 1-15.______________ 5

3. Stages reached by flood of August 1935 and knosvn previous

floods at Coshocton____-__-__--__-___-___---.._-_-_-_--_ 12

4. Monthly distribution of 38 floods at Coshocton__- ._-___-____ 13

5. Time of crest, August 7, 8, 9, in relation to distance from

Marietta.- _ _________-______-_-____--_--_---.--_-______ 14

6. Isohyetal map of Muskingum River Basin showing total rainfall, in inches, July 20-30___--_---__-,------------------ 27

7. Isohyetal map of Muskingum River Basin showing total rainfall, in inches, July 31 to August 5_-_.___---_---_--_.---- 28

8. Map showing location of flood-discharge determinations in the

Muskingum River Basin, August 1935____________________ 70

9. Discharge hydrograph of Kokosing River near Millwood, July 

31 to August 15, showing method of analysis used in determining direct run-off associated with each storm period. _ _ _ 76
CONTENTS y

Page 

FIGUBE 1ft Graphical comparison of rainfall and associated direct run-off,

August 1-5, as given in table n_______._-___-_-_-__-___- 78

11. Graph of daily mean discharge, Killbuck Creek at Killbuck,

July 15 to August 31, showing estimated base flow________- 80

12. Graphical comparison of rainfall and associated direct run-off,

August 6-8, as given in table 11 _________________________ 81

13. Analysis of rainfall and run-off, Killbuck Creek Basin above

Killbuck, August 6-8____-__-_-______.__-_-__-____---_ 82

14. Analysis of rainfall and run-off, Nimishillen Creek Basin above

North Industry, August 6-8____-_-_-___-_--_--_--___-_ 84

15. Analysis of rainfall and run-off, Sandy Creek Basin above

Sandyville, August 6-8___________-____--__--___-------_ 85

16. Relation of ratio between maximum 24-hour run-off and total 

direct run-off associated with rains of August 6-8 to drainage 

area___--________.________________-____-_--_-_-----_ 87

17. Graphical comparison of rainfall and associated direct run-off,

August 9-11, as given in table 11_______-__________-----_ 88

18. Channel storage at indicated rates of discharge in relation to 

drainage area above gaging stations in Muskingum River 

Basin.________--_________-_________-_______----_--_ 90

19. Storage in Muskingum River between Dresden and McConnelsville in relation to discharge____-_-__________------------ 92

20. Profile of maximum crest stages on Tuscarawas River during

floods of August 1935 and March 1913-.-_______----- 100

21. Profile of maximum crest stages on Muskingum River during

floods of August 1935 and March 1913.________________ 101

22. Profile of maximum crest stages on Mohican and Walhonding

Rivers during floods of August 1935 and March 1913 -- 102

23. Map of Muskingum River Basin showing lines of equal precipitation, July 3-5, 1935_-_----------_----------------- 105

TABLES

Page

TABLE 1. Drainage areas and capacities of flood-control reservoirs of Muskingum Watershed Conservancy District._________________ 9

2. Depth of average 1-day rainfall in relation to areal extent for

notable storms in eastern United States, 1889-1935___-_---_ 10

3. Hourly rainfall, in inches, August 6-7_______________________ 20

4. Times of beginning and ending of storm rainfall at nonrecording

rain gages, August 6-7________________________-_ ________ 20

5. Daily precipitation in inches, July 20 to August 11, 1935__--_- 22

6. Extraordinary 1-day summer rainfalls of record in or near Muskingum River Basin_ ___________________________________ 24

7. Gage height, in feet, on Muskingum River at Locks 1-11 during

August 1935___-________--_______--____-___-__--------- 62

8. Altitude of zero of lock gages and crests of dams on Muskingum

River.________________________________________________ 69

9. Summary of flood discharges in Muskingum River Basin. _____ 71

10. Summary of flood stages in Muskingum River____________--_- 73

11. Rainfall and associated direct run-off of flood of August 1935. _ 74
Vj CONTENTS

Page 

TABLE 12. Channel storage in selected drainage areas in Muskingum River

Basin at indicated rates of flow _____-___--_-_--__-_____ 91

13. Summary of channel storage characteristics of selected river

reaches in Muskingum River Basin. _____________________ 94

14. Flood creststages, August 1935___-_---_--___-__--__--____- 94

15. Streams for whic hunpublished data on flood crest stages are

available.________________---__---__--__-__---__---_-_ 99

16. Summary of maximum stages and discharges during flood of

March 1913.__-__.______-_______________________ 108

17. Annual maximum stages of Muskingum River and all crest 

stages above 13 feet observed at Weather Bureau gage at 

Coshocton_ __________--__-____-_--__-__-___-___------_ 109

18. Annual maximum stages and all crest stages above 25.0 feet of

Muskingum River at Lock 10, lower gage, Zanesville__ ____ 110

19. Annual maximum stages and all crest stages above 16 feet on 

upper gage and above 24 feet on lower gage of Muskingum 

River at Lock 7, McConnelsville. __________-_--____-__- Ill

20. Observed crest stages at lower gage, Lock 1, and at city gage on

Ohio River at Marietta__-----_----_----___--_----__-_- 112
FLOOD OF AUGUST 1935 IN THE MUSKINGUM 

RIVER BASIN, OHIO

By C. V. YOUNGQUIST and W. B. LANGBEIN

ABSTRACT

Heavy rainfall over the entire Muskingum River Basin with unusually intensive 

precipitation over the central part, where more than 8 inches of rain fell over 

an area of 400 square miles during a 12-hour period on August 6-7, 1935, resulted 

in the largest general summer flood known in this basin. On the smaller streams 

in the region of intensive precipitation the flood was the greatest of record. On 

the larger streams the flood was generally exceeded by that of March 1913, and 

on the lower Muskingum River it was exceeded by four known floods, none of 

which, however, occurred during the summer.

From July 31 to August 4 there had been a series of rather heavy local showers 

at various places averaging about 2.8 inches over the basin, which raised the 

streams and which served to decrease the retentive capacity of the ground and 

vegetation, with significant effect on the volume of run-off that followed the intensive rains of August 6-7. This report presents a detailed discussion of the rainfall 

and run-off relations in 27 areas in the basin, thus affording a measure of the flood 

run-off that might be expected in the region under similar meteorologic and 

hydrologic conditions.

The direct property loss to agriculture, railroads, and highways is believed to 

approach $6,000,000. The indirect loss due to interruption of industry, damage 

to industrial plants, and destruction of personal property has not been estimated 

but is known to be great.

This report presents in more detail than would be practical in the regular surface 

water supply papers comprehensive factual information on the stage and discharge at 27 points in the basin and the flood crest stage at 193 points together 

with pertinent data on previous floods, records for which on the main river extend 

back with decreasing completeness to 1847.

INTRODUCTION

The flood of August 1935 was the direct result of a short intense 

summer storm that centered over the Muskingum River Basin during 

the night of August 6. River stages were the highest that had been 

recorded during the summer and approached previous maximum 

stages, all of which had resulted from widespread storm disturbances 

during the winter months. Coming as it did in the height of the 

growing season, the storm resulted in crop losses that were unusually 

severe, the reliably estimated loss through agricultural damage alone

1
2 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

amounting to about $3,500,000. Hundreds of people in the river towns 

along the valley were forced to vacate their homes, and the necessary 

emergency relief activities were conducted by the American RedCross and the various county and municipal agencies. The total loss 

due to physical damages was reported to have reached approximately 

$6,000,000.

The storm of August 6-7 was the culmination of a rainy period which 

began on July 20 and during which the rainfall in the Muskingum 

River Basin was about 5.5 inches, nearly 3.3 inches above normal. 

The maximum rainfall at any Weather Bureau station during the 

storm of the night of August 6 was 8.70 inches, reported by the observer at Newcomerstown. Unofficial records indicate, however, that 

during the same 12-hour period a rainfall exceeding 8 inches occurred 

over an area of more than 400 square miles and that in some smaller 

areas the rainfall exceeded 12 inches. The average rainfall over the 

basin in 12 hours was 4.1 inches, and nearly every point in the basin 

received at least 2 inches.

The resultant flood stages on many of the smaller creeks in the 

central basin were higher than any previously known. Unfortunately 

but few quantitative data are available concerning these creeks. 

Slope-area measurements of crest discharge at two places in the Mill 

Creek Basin indicate rates of run-off in that area of 1,270 to 3,190 

second-feet per square mile, equivalent to 2.0 to 4.9 inches per hour. 

Peak rates of discharge were materially less at points regularly gaged, 

the maximum being 63.5 second-feet per square mile (nearly 0.10 

inch per hour) for Sugar Creek at Strasburg.

On the larger streams and in the basin generally the flood was 

exceeded by that of March 1913. 1 On the lower Muskingum River 

the flood was exceeded by four known floods.

At the time of the flood, plans for extensive flood control had been 

made by the Muskingum Watershed Conservancy District, and 

construction work was in progress by the Corps of Engineers, United 

States Army, on a system of 14 reservoirs.

Although the project for the partial control of flood waters in the 

river channels was essentially completed in 1939, operation of the 

plan and plans for the future require knowledge of the outstanding 

characteristics of major storms and flood run-off. To that end the 

preparation of this report was begun soon after the flood, but progress 

was slow because of the crowded program of regular river measurements. The preparation of the report has been completed by means 

of funds allotted to the Geological Survey in July 1938 for survey of 

floods and droughts, by the Federal Emergency Administration of

1 Horton, A. H., and Jackson, H. J., The Ohio Valley flood of March-April 1913, including comparisons 

with some earlier floods: IT. S. Geol. Survey Water-Supply Paper 334, 96 pp., 1913.
ACKNOWLEDGMENTS O

Public Works acting in accordance with the National Industrial 

Recovery Act of 1933.

This report contains all available records of precipitation and all 

records of discharge during the flood at river-measurement stations 

of the Geological Survey in the Muskingum River Basin, as well as 

records of stages and discharges furnished by other agencies. Figures 

1 and 2 illustrate typical hydrographs of flood discharge at selected 

river-measurement stations in the upper and lower basin plotted from 

data included in this report.

In addition to the presentation of factual information in tabular 

form, this report contains explanations of the pertinent data and the 

flood events, brief discussions of the relation between rainfall and 

run-off, and finally, a review of previous floods in the Muskingum 

River Basin.

ADMINISTRATION AND PERSONNEL,

The field and office work involved hi the preparation of this report 

was performed by the Water Resources Branch of the Geological 

Survey, under the general administrative direction of N. C. Grover, 

chief hydraulic engineer, until his retirement on January 31,1939, and 

since that time under C. G. Paulsen, Chief, Division of Surface 

Waters.

The river-measurement program in Ohio and the preliminary 

preparation of this report was under the immediate supervision of 

district engineer Lasley Lee until his death in 1937 and since that time 

under his successor, C. V. Youngquist. The special work and the 

assembling of the report was carried on under the general technical 

direction of R. W. Davenport, Chief, Division of Water Utilization, 

by W. B. Langbein.

ACKNOWLEDGMENTS

The river-measurement program in operation in Ohio at the time of 

the flood of August 1935 was in cooperation with the Ohio Cooperative 

Topographic Survey, C. E. Sherman, inspector-director.

Much valuable information regarding the flood was furnished by 

the Muskingum Watershed Conservancy District, C. C. Chambers, 

chief engineer; by the Corps of Engineers, United States Army; and 

by the Soil Conservation Service, Department of Agriculture. The 

United States Weather Bureau supplied many records of rainfall 

observations at its first-order and cooperative stations, of which there 

were 47 within or near the Muskingum River Basin. The data so 

supplied are included in this report with appropriate acknowledgments.

The section entitled " Meteorologic and hydrologic conditions" was 

prepared by Waldo E. Smith, hydraulic engineer of the Muskingum 

Watershed Conservancy District. Special acknowledgments are due 

Mr. Smith for his helpful and constructive cooperation in the prepara-
23 4 5 6 7 8 9 10 

AUGUST 1935

FIGURE 1. Hydrographs of discharge at river-measurement stations in the upper Musk
ACKNOWLEDGMENTS

8 8? § R 10 in «t co 

133J-QN003S JO SQNVSnOHJL Nl 39yVHOSIQ
6 FLOOD OF AUGUST 1935, MUSKINGUM RIVEE, OHIO

tion of the report. The section "Meteorology of the storm" was 

prepared by Albert K. Showalter, of the United States Weather 

Bureau. Acknowledgments are also due Prof. R. W. Powell, Ohio 

State University, who at the time of the flood was hydraulic engineer 

for the Muskingum Watershed Conservancy District, for his advice 

and assistance in collecting data and in preparing the report.

GEOGRAPHY 

TOPOGRAPHY, DRAINAGE, AND TRANSPORTATION

The Muskingum River Basin (pi. 1) has an area of 8,038 square 

miles. It is the largest tributary basin of the Ohio River within the 

State of Ohio. The basin is within the Allegheny Plateau and may 

be divided into two general physiographic regions the glaciated 

plateau in the western and northern part of the basin and the unglaciated plateau in the southern and eastern part. The glaciated part 

is characterized by low relief and flat gradients of the hillside slopes 

and stream channels, whereas the unglaciated area in the southeastern 

part of the basin presents a more rugged topography with steep slopes 

and high relief. Many of the valleys in the unglaciated area are 

believed by geologists to be too wide to be the work of the streams that 

now occupy them, indicating that they were cut by streams of far 

greater magnitude.2 The boundary between the two regions, though 

obscure, extends across the northern part of Tuscarawas County 

westward through Holmes County and then in a southerly direction 

through Perry County.

The Muskingum River proper is formed by the confluence of the 

Tuscarawas and Walhonding Rivers at Coshocton, from which it 

flows in a southerly direction 112 miles to its mouth at Marietta, 

Ohio, with an average slope of 1.45 feet per mile. The Tuscarawas 

River drains the eastern upper part of the basin and the Walhonding 

River the western part. The main tributaries below the confluence 

are Wills Creek from the east, which drains the southeastern part 

of the basin, and Licking River from the west.

The Tuscarawas River is the largest stream of the Muskingum 

River Basin. It is about 125 miles long and drains 2,590 square 

miles in the northeastern part of the basin. The slope of the stream 

averages 15.3 feet per mile in the upper 15 miles of its length and 2.1 

feet per mile from this point to its mouth.

The Walhonding River, formed by the confluence of the Kokosing 

and Mohican Rivers, has a length of about 24 miles and drains 2,252 

square miles in the northwestern part of the basin. The flood plains 

of the Walhonding River are wide, and the average gradient of the 

stream is about 3.4 feet per mile. Killbuck Creek, which enters the

2 Tight, W. G., Drainage modifications in southeastern Ohio and adjacent parts of West Virginia and 

Kentucky: U. S. Geol. Survey Prof. Paper 13, 111 pp., 1903.
GEOGRAPHY

Walhonding River in its lower reach, has a flatter gradient and flows 

through a wide valley. The low-water and flood profiles of the Tuscarawas, Muskingum, and Walhonding Rivers are shown hi figures 20, 

21, and 22, respectively, in the section on "Flood crest stages."

A summary of the drainage areas of the principal tributaries of the 

Muskingum River follows:

Square miles

Tuscarawas River.__-___---__---__-____---__.-__-_-_-_ 2, 590

Walhonding River..__..._______-_______-________--__- 2, 252

Wills Creek,.--.---------.-.-_______________________ 853

Licking River.________________________________________ 780

Killbuck Creek..........______________________________ 613

Other tributaries.__.-__--___-_-__-_-____-_-_---___._._ 950

 Total for Muskingum River___......_________ 8,038

The basin is well provided with primary roads, railways, and airports. The Muskingum River is canalized for small barges for a 

distance of 93 miles above its mouth.

RAINFALL

The mean annual rainfall in the Muskingum River Basin from

1889 to 1935 was 39.17 inches, with a maximum of 56.47 inches in

1890 and a minimum of 25.35 niches in 1930. The rainfall is well 

distributed over the basin. The mean monthly precipitation for the 

above period ranged from 2.62 inches for February to 4.45 inches for 

July; the mean rainfall for August was 3.65 inches.

The Muskingum River Basin lies in the path of rani-producing 

storms moving from Texas toward the St. Lawrence Valley. It lies 

south of the main path of storms that frequently move across the 

continent from west to east over the Great Lakes.

Many of the summer rains in the basin are intense but usually local 

in extent. Winter rains are not so intense but they are usually of 

longer duration and occur when the ground is frozen, saturated, or 

snow-covered, although snowmelt has not been a major constituent of 

flood run-off. Practically all the major floods have resulted from 

winter or spring rainstorms, as shown on page 11. The greatest 

precipitation in 24 hours for each month in the year during the period 

of record prior to 1929 at Cambridge, in the Muskingum River Basin, 

as given below, indicates the differences in intensity of winter and 

summer rainfall.

Maximum precipitation for 24-hour period

Inches

January___-.__---_-__. 1.50 

February______________ 2. 17

March________________ 2.55

April..._____ _____.___ 2.33

May..._________________ 2.26

June___.__-_____-___-. 3.69

Inches 

July..__________________ 7.09

August_____...___ 2.62 

September________-_.._ 4. 25

October...___________ 2.30

November_..___.____-> 1. 80

December.-_____________ 1. 62
 8 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO 

POPULATION, INDUSTRY, AND MINERAL RESOURCES

The population within the Muskiiigum Basin as given in the 1930 

census was 804,091, of which 403,972 reside in cities and villages of 

more than 2,500 population. Cities of more than 10,000 population 

in the basin are Canton (104,906), Zanesville (36,440), Mansfield 

(33,525), Newark (30,596), Massillon (26,400), Barberton (23,934), 

Cambridge (16,129), Marietta (14,285), New Philadelphia (12,365), 

Ashland (11,141), Coshocton (10,908), and Wooster (10,742).

According to the 1930 census about 90,000 people were employed 

in the manufacturing industries in the basin and about 55,000 were 

engaged in agriculture.

Agriculture, including stock raising, is the predominant industry in 

the basin, and the principal crops are corn, wheat, hay, oats, soybeans, 

potatoes, and garden produce.

The basin also has considerable manufacturing industries, Stark 

County in the northeastern part of the basin being one of the most 

Mghly industrialized sections of the State. Much manufacturing is 

done throughout the basin. The basin has a large variety of mineral 

resources, principally bituminous coal, ceramic clays, natural gas, 

petroleum, sandstone, salt, sand, and gravel.

FLOOD CONTROL

Fourteen reservoirs having a total flood-control capacity of 1,326,400 

acre-feet were under construction at the time of the flood in August 

1935,3 but no effective artificial storage was available at the time of 

the flood.

The dams are of earth-fill type with the exception of Dover Dam, 

which is concrete. The outlet works are all gate-controlled except at 

Pleasant Hill Dam, where the principal facility is for automatic 

operation. Further details regarding these reservoirs are shown in 

the following table.

3 The Muskmgum flood-control work a symposium on the $34,500,000 flood-control and water-conservation project in eastern Ohio: Civil Eng., vol. 6, No. 1, p. 1, 1936. Official plan of the Muskingum Watershed Conservancy District, unpublished document, 1931.
GENERAL FEATURES OF THE FLOOD 9

TABLE 1. Drainage areas and capacities of flood-control reservoirs of Muskingum 

Watershed Conservancy District

Wills Creek .. ..... ....

Pleasant Hill_. ... .........

Charles Mill. . ... ... ...

Wills Creek.. .............

Clear Fork........ ........

Black Fork,,. ............

Little Stillwater Creek. ...

Brushy Fork- _______

Drainage 

area

(square 

miles)

i 723

121

1817

199

216

269

71

70

84

300

1777

502

70

48

Flood 

control

190, 000

45, 000

285, 000

74, 200

80,600

102, 000

26, 500

26, 100

31, 400

70, 000

202, 000

149, 600

26,100

17,900

Capacity 

(acre-feet)

Water conservation

6,000

43,500

0

13,500

7,400

0

35, 100

27,900

33,600

1,700

1,000

0

23,600

19,500

Total

196,000

88,500

285,000

87, 700

88,000

102, 000

61, 600

54,000

65,000

71,700

203, 000

149, 600

49,700

37,400

' Does not include area tributary to reservoirs upstream.

GENERAL FEATURES OF THE FLOOD

The storm of August 6-7, 1935, was of approximately 12 hours' 

duration between the hours of about 7 p. m., August 6 and about 

7 a. m. August 7 and was well-centered over the basin. Many unofficial observations in the central part of the basin indicate that 12- 

hour rainfall intensities were extremely high. The heaviest rains 

apparently occurred over small local areas, and the intensities will 

never be known.

The lines on plate 2 showing equal rainfall in the basin during this 

12-hour storm are based on all reliable measurements of rainfall. The 

storm centered over the area immediately adjacent to the confluence 

of the Walhonding and Tuscarawas Rivers, in such a manner that the 

resultant run-off from the small streams was discharged directly and 

promptly into the relatively large Walhonding and Tuscarawas 

Rivers, which during the early period of the storm were at comparatively low stages. The large conveyance and natural storage of the 

Walhonding and Tuscarawas Rivers were thus entirely available and 

effective in reducing the intensiveness of the local run-off. Had the 

storm been located so that the intensive run-off had been carried by 

streams of gradually increasing size instead of debouching directly 

into the Tuscarawas or Walhonding Rivers, the extent of the flooded 

areas would have been materially greater.

For the purpose of comparing the storm of August 1935 with previous storms, the areas within the various isohyetal lines in the Muskingum River Basin have been measured by planimeter with the results shown in the following table.
10 FLOOD OF AUGUST 1935, "MUSKINGUM RIVER, OHIO 

Area-depth data for rainfall of Aug. 6-7, 1935

Isohyetal 

(inches)

11. ...................... .

IQ. .......................

8......-.. -_. ...

6-- 

Area enclosed 

(square 

miles) i

44

115

405

1,500

Average 

depth within isohyetal 

(inches)

11.50

10.88

9.44

7.50

Isohyetal 

(inches)

5 

4.. .......... . ............

3- -

Area enclosed 

(square 

miles)

1,700

3,100

5,300

28,038

Average 

depth within isohyetal 

(inches)

7.25

6.00

4.&7

4.11

1 Areas shown for depths above 8 inches may be considerably in error. 

8 Total area of Muskingum River Basin.

The last column in the above table gives the computed average 

precipitation for the area enclosed by each indicated isohyetal line. 

From a curve determined by plotting these latter depths against the 

corresponding area, the average depth of rainfall over areas of 1, 500, 

1,000, 2,000, 4,000, and 6,000 square miles was obtained. Table 2 

gives a comparison of these results with all 1-day storms listed by 

the Miami Conservancy District 3a as having the same or greater 

rainfall over an area of 2,000 square miles.

TABLE 2. Depth of average 1-day rainfall in relation to areal extent for notable 

storms in eastern United States, 1889-1935

Storm

No.

268

72 

83

194

76

176

?37

Date

Sept. 16-17, 19321. ..........

Aug. 27, 1903... ............ 

June 9-10, 1905. .........

July 10, 1922.... ......

Oct. 9, 1903...............

Sept. 18, 1919. _ ...........

May 31, 1889.... ...... ..

Aug. 11, 1928.. ........... ..

Aug. 6-7, 1935. .............

Center

Iowa. --------

New Jersev

Ohio. ........

1

12.2

11.2 

12.1

12.2

11.5

Q 7

8.4

8.3

12.7

500

11.2

10.6 

10.9

10.3

9

0

8.1

7.8

7.8

9.1

1,000

10.4

lt).0 

10.0

9.1

8.4

7.8

7.5

7.4

8.1

2,000

9.4

9.1 

8.9

7.6

7.6

7.4

7.3

6.7

6.9

4,000

8.3

7.8 

7.8

5.8

6.8

6.7

7.1

6.0

5.5

6,000

7.8

6.8 

6.9

5.1

6.3

6.1

6.8

5.0

4.7

Area, in square miles

i O. V. White, Great storm of Sept. 16 and 17,1932: New England Water Works Assoc. Jour., vol. 47, no. 

2, pp. 164-183,1932.

The storm of August 6-7, 1935, shows a greater intensity over an 

area of 1 square mile than any of the others, but it is notable that 

many unofficial records, as well as official Weather Bureau records, 

were used in the construction of the isohyetal map of that storm, 

whereas generally only Weather Bureau or other established records 

were used for other storms. In storm No. 83, as in the storm of 

August 1935, the rain fell on 2 calendar days and within a period 

totaling about 12 hours. The rainfall for each of the other storms is 

that for 1 calendar day, although the storms lasted 2 days or more; 

consequently, the duration of precipitation as recorded in the table 

was probably more than 12 hours. With respect to average depth of 

rainfall over 2,000 square miles, the storm of August 1935 ranks ninth 

among 33 intense storms in the northeastern United States, but the 

records do not disclose any previous storm of comparable intensity 

in the Muskingum Basin.

* Storm rainfall of eastern United States: Miami Conservancy District Technical Reports, pt. 5 (revised), p. 278, Dayton, Ohio, 1936.
GEOLOGICAL StTKVEY WATER-SUPPLY PAPER 869 PLATE 1

81'

f

* )

P E 1^ R Y \\ 

-jNEW LEXINGTON - ' ' LO<*

Drainage from US Soil Conserva-tion Service.

MAP OF MUSKINGUM RIVER BASIN.

UNITED STATES

DEPARTMENT OF THE INTERIOR 

GEOLOGICAL SURVEY WATER SUPPLY PAPER 869 PLATE 2

EXPLANATION

Boundary of 

drainage basin

Location of point 

of measurement 

of precipitation 

and amount of storm 

precipitation in inches 

August 6-7, 1935

Line of equal rainfall, in inches 

August 6-7, 1935

ISOHYETAL MAP OF MUSKINGUM RIVER BASIN, OHIO, SHOWING TOTAL RAINFALL IN INCHES, AUGUST 6-7, 1935

Scale sooooo

10 20 30 Miles

1940
GENERAL FEATURES OF THE FLOOD 11

The flood that followed the storm of August 1935 was the result 

not only of the extraordinarily intense precipitation but also of the 

excessive antecedent rainfall, which had decreased the absorptive 

capacity of the soil and had utilized some of the conveyance capacity 

of the stream channels for disposing of the storm rainfall. Outstanding floods, it has been frequently observed, are generally the 

result of an unusual combination of meteorologic and hydrologic 

conditions. These factors with respect to the flood of August 1935 

are described in detail in subsequent sections of this report.

The flood of August 1935 is the only major summer flood of record 

in the Muskingum Basin. At Zanesville, on the lower Muskingum 

River, the crest stage had been exceeded only four times during the 

period of record prior to 1935, as shown below.

Fed

February 1832..___.__._._.._.___.._._...._.....___ 34. 8 

February 1884.,_________________________________ 34. 5

March 1898-_____-_-_-.-___-___________-_._-_-_-_-_--__ 36. 8

March 1913___._._.______________.__________-___.___--. 51. 8

August 1935________________________.__._______________ 33. 6

Figure 3, based on data given in table 17 presented in the section 

"Records of previous floods," shows the relation between the various 

known flood stages at Coshocton, at the head of the Muskingum 

River. It will be noted that the stage of the flood of August 1935 at 

this location was exceeded three times in 1913, 1898, and 1884; 

there is no record of the stage attained in 1832. The 38 floods at 

Coshocton during the period 1911-36 occurred during the months 

shown in figure 4. It will be noted that only two occurred during the 

summer; the first, during August 1919, reached a stage of 15.3 feet, 

and the second, during August 1935, reached a stage of 24.65 feet. 

Figure 4 not only shows that a widespread summer flood rarely occurs 

in the Muskingum River Basin but also aids in an appreciation of the 

outstanding nature of the flood of August 1935.

On small streams in and near the center of the storm area, the flood 

stages of August 1935 exceeded those of March 1913 and were 

undoubtedly the greatest in more than 40 years. The flood stages 

were especially excessive on the following streams:

Streams showing excessive flood stages in August 1985

Stream

Mohawk Creek ____ __

Simmons Run

Mill Creek..__- ___ . _ .

White Eyes Creek ____

Evans Creek.. _____ .

Buckhorn Creek ...........

Dunlap Creek. ______

Birds Run..... _ . ........

Indian Camp Run... .....

Tributary to 

-....do - ------... __ .

.... do . .

 -do... .........

 do.... .............

 do. ..... ........

 do.. ..............

Wills Creek .

. do. ............

 .do... ............

Location

Nellie.

233657 41-
12 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

Unfortunately no data are available as to discharge rates in these 

creeks during the flood except for two slope-area determinations made 

by the Soil Conservation Service on Little Mill Creek, tributary to 

Mill Creek, presented in the section on summary of flood discharges. 

These determinations indicate rates of run-off of 3,190 second-feet 

and 1,270 second-feet per square mile on streams of 1.7 and 7.1 square 

miles of drainage area,. Some information concerning data on high-

«HJ

wW

UJ

UJ

u.

z

*~20

UD

UJ

O

h

10

0

I860 - 1890 1900 1910 1920 1930

YEAR

FIGURE 3. Stages reached by the flood of August 1935 and known previous floods at Coshocton.

water marks in Mill Creek Basin is presented in the section "Flood 

crest stages" (pp. 94-99).

More specific information is available for larger streams in the basin 

on which Geological Survey river-measurement stations were in operation during the flood. Complete compilations of stage and discharge 

throughout the flood period, as well as data on volumes of run-off and 

maximum stages, are given in later sections of this report.

Figure 5, showing the time of crest stages at various points in the 

Muskingum River Basin in relation to the distances in miles above
GENERAL FEATURES OF THE FLOOD 13

Marietta, is based on records at river-measurement stations, observations of the Corps of Engineers at construction works along the 

rivers, and other data as listed in table 14 in section on flood crest 

stages. In this diagram (fig. 5) points on the same stream are connected by full lines; dashed lines indicate estimated progress of the 

flood.

This diagram indicates that most of the tributaries crested during 

the morning of August 7. The tributaries of the Mohican River rose 

to crests more rapidly than the streams in the Tuscarawas Basin 

although the rain did not fall on the Mohican River catchment area 

until after it had begun to rain in the northeastern section of the 

basin. As shown on figure 5 on Black Fork at Loudonville (mile 163) 

the peak discharge of 5,860 second-feet occurred at about 6 a. m. on

Jan. Feb. Man Apr. May June July Aug. Sept. Oct. Nov. Dec.

MONTH

FIGURE 4. Monthly distribution of 38 floods at Coshocton.

August 7; on Lake Fork near Loudonville (mile 158) the peak discharge was 6,030 second-feet at 11 a. m.; and on Clear Fork at Newville (mile 171), it was 5,680 second-feet at 7 a. m. As shown in 

figure 5, the crests of Jerome Fork at Jeromeville (mile 176) and 

Lake Fork at Mohicanville dam site (mile 168) occurred much later 

than downstream near Loudonville, indicating that the crest of Lake 

Fork near Loudonville was caused by large run-off from the intervening area below Mohicanville dam site or by backwater from the 

Mohican River.

Figure 5 indicates that the peak discharges from the Mohican 

River and from Lake Fork reached the mouth of Lake Fork (at mile 

156) almost simultaneously and that the Clear Fork peak arrived soon 

afterward. The Mohican River crested at Greer (mile 149) with a 

peak discharge of 17,700 second-feet at 1 p. m. on August 7. The 

Kokosing River at Millwood (mile 138) crested at the same time with 

a discharge of 18,500 second-feet. The Mohican and Kokosing
7N

120 140 

ABOVE MARIETTA

FIGURE 5. Time of crest, August 7, 8, 9. in relation to distance fr
GENERAL FEATURES OF THE FLOOD 15

Rivers join to form the Walhonding River at mile 133, but apparently 

the peak of the Mohican River arrived at the confluence 4 hours after 

the Kokosing River discharged its peak into the Walhonding River. 

The peak on the Walhonding River at Pomerene (mile 129) occurred 

at 9 p. m. August 7, with a discharge of 27,100 second-feet, but in this 

flood the peak flow of Killbuck Creek entered the Walhonding River 

(at mile 118) 10 hours before the peak occurred in the Walhonding 

River at that point. As in most floods the Walhonding River crested 

at its mouth at Coshocton (mile 110) at 5 a. m. August 8, many hours 

before the peak flow from the Tuscarawas River entered the Muskingum River at this conjunction. The time of crest at this point was 

advanced by the large flow from local tributaries that drained the 

area of most intensive rainfall, such as Mill Creek and White Eyes 

Creek, which were reported locally to have crested between 1 and 

3 a. m. on August 7.

In the Tuscarawas Basin, the peak discharge of Nimishillen Creek 

at North Industry (mile 196) was about 8,240 second-feet at 4 a. m. 

on August 7, and immediately downstream on Sandy Creek at Sandyville (mile 188) it was 12,600 second-feet at noon August 7. The 

discharge from this tributary entered the Tuscarawas River and 

passed downstream before the Tuscarawas River crested at Dover 

(mile 169). The peak flow at Dover, 22,300 second-feet at 5 a. m. 

August 8, was apparently produced by inflow from the lower tributaries, including Conotton Creek, added to the large flow still coming 

from Sandy Creek, as the peak of the Tuscarawas River at Clinton 

(mile 212) did not occur until 3 p. m. on August 8, or 10 hours after 

the time of the peak at Dover. The peak discharge of 19,700 secondfeet on Sugar Creek at Strasburg (mile 172) occurred about 3 p. m. 

on August 7. The times of peak discharge along the Tuscarawas 

River between Clinton and New Philadelphia apparently regressed 

downstream, owing to the large increments from the tributaries to 

that reach. The earliest peak on the Tuscarawas River occurred at 

New Philadelphia (mile 162) at 3 a. m. on August 8. Crest stages 

occurred progressively later downstream from New Philadelphia and 

did not arrive at Coshocton until early afternoon of August 9, a day 

later than the peak discharge of the Muskingum River as produced 

by the Walhonding River and large inflow from local tributaries. The 

delay in the discharge of the Tuscarawas River as compared with the 

discharge of the Walhonding River tended to reduce the maximum 

flood stage at Coshocton and farther downstream. A study of past 

floods indicates that this is the usual behavior of these two rivers.

Below Coshocton, Wills Creek is a considerable factor in augmenting flood flow on the Muskingum River. The crest on Seneca Fork 

at Senecaville (mile 186) in the upper Wills Creek Basin, which 

occurred at 5 p. m. on August 7, reached Wills Creek at Birds Run
16 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

(mile 130) at noon on August 8 and the site of the new Wills Creek 

Dam (mile 106) at about 3:30 p. m. The peak reached the mouth of 

Wills Creek (mile 100) at about 4 p. m. of August 8, about the same 

time that the Muskingum crested. Licking River, however, discharged its peak (20,000 second-feet at Toboso) into the Muskingum 

River at Zanesville (mile 76) between about 2 and 4 p. m. on August 

8,11 hours before the arrival of the peak of the Muskingum River.

On the Muskingum River the crest was reached at Dresden at 

2 a. m. on August 9 (peak discharge, 100,OQO second-feet), at Zanesville at 2 a. m. August 9, and at McConnelsville at noon on August 9 

(peak discharge, 104,000 second-feet). The crest passed lock 2 about 

6 miles above the mouth about 6 a. m. on August 10. By this time 

all streams in the upper basin had materially receded from their 

peaks, and the flood dangers there were ended.

It should be noted that two factors enter into the determination 

of the time of crest at a point on a river the rate of progress of the 

flood wave downstream and a modifying factor determined by the 

rate at which water is discharged from nearby tributaries. Whenever 

the rate of progress is predominant, the river crests at progressively 

later times as the wave moves downstream, but whenever the local 

inflow increases materially downstream, then the river may crest at 

downstream points at a time earlier than upstream. Thus, as shown 

in figure 5, the large early inflow from Sandy, Sugar, and Conotton 

Creeks had the effect of producing a crest at Dover and New Philadelphia earlier than that upstream at Clinton. This effect would 

seemingly indicate that the flood wave moved upstream from New 

Philadelphia. Such movement is only apparent. In reality the crest 

at New Philadelphia belonged to a different flood wave from that at 

Clinton. Below New Philadelphia, the time of occurrence of the 

crest was largely determined by the time required for the flood wave 

to move downstream, modified of course by local inflow. Flood 

waves in the lower reaches of the Muskingum River are proportionately less affected by local inflow, as figure 5 indicates. There is 

a generally uniform downstream motion of the crest of the flood wave, 

except that the peak at Zanesville may have been advanced by the 

discharge of the Licking River. The Wills Creek discharge apparently 

produced no modification with respect to time, as its crest nearly 

coincided with the stage of the main stream.

Fourteen flood-control reservoirs under construction by the Corps 

of Engineers, United States Army, were in such early stages that they 

had no effect on the flood.

DAMAGE

This flood caused unprecedented crop damage, coming as it did at 

the peak of the agricultural season. Much wheat, corn, and oats, a 

large part of which was standing in the valley-bottom fields, remained
GENERAL FEATURES OF THE FLOOD 17

unharvested. The crop loss has been estimated at $3,500,000 by 

Prof. Guy Miller, of the College of Agriculture, Ohio State University. 

Plate 3 shows two views of valley-bottom flooding that resulted in 

damage to crops. After a survey on August 8 of the flooded region,, 

Mr. C. C. Chambers, chief engineer of the Muskingum Watershed 

Conservancy District, reported as follows:

At all points along the main river and tributary valleys were evidences of huge 

losses to rural property owners, from damages to current crops, buildings, fences, 

and other improvements, and erosion from flood flows. Owing to an unusually 

wet season, many fields of wheat were still in shock and practically all of the oats 

crop was also in shock. All such crops within the flood area were carried away 

by the floodwaters. Shocks of grain floating down the main rivers were seen at 

almost every point. A storm of this magnitude at this time of the year is especially damaging to rural property.

After the flood the Muskingum Watershed Conservancy District 

appraised the damages to farm crops on 914 farms along the Muskingum, Tuscarawas, and Walhonding River Valleys, and along the 

lower reaches of streams tributary to them. These farms had a total 

area of 88,835 acres, of which 20,589 acres was in the overflow area 

of the flood of August 1935. The total appraised damage to crops on 

the 20,589 acres was $573,606 or $27.87 per acre.

Damages to State roads amounted to $299,000 and to county roads 

$1,165,000, a total of $1,464,000, as estimated by the Ohio State 

Highway Department and the various county engineers.

The principal damages to railroads within the basin were those 

sustained by the Wheeling & Lake Erie Railway of $100,000,4 principally along White Eyes Creek, the Pennsylvania Railroad of $50,000,5 

and the Baltimore & Ohio Railroad. The damage was largely in the 

upper basin, where the roadbed was washed out by the floods in small 

streams and by run-off from the hillsides.

No records are available as to damage incurred by cities and towns 

along the flooded streams, but the damage must have been rather 

material, since the newspapers report many individual heavy losses. 

Among the cities that suffered most are Massillon, Coshocton, and 

Zanesville.

All the evidence marks this flood as a major disaster. It has been 

estimated by the Corps of Engineers, United States Army, that total 

losses of all kinds reached $5,500,000, and several newspapers reported 

$6,000,000 losses. The Geological Survey has no means of verifying 

these figures. Selected photographs of the flood incorporated in this 

report depict the nature of the flood and the resultant damages. It 

is believed that the damage was largely due to inundation rather than 

to the dynamic action of the flowing water, although much damage 

was done by dynamic action in the smaller streams in the center of

4 Figure furnished by the Corps of Engineers, II. S. Army. 

6 Idem.
18 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

the storm area, of which the bridge wash-out shown in plate 4, A, is an 

example. With respect to debris, Mr. Chambers reported as follows:

Owing to the intensity, of the storm and to the fact that short tributary streams 

dumped heavy discharges into the larger streams before the water in the larger 

streams reached high stages, an unusual amount of debris was carried by tributaries into the larger channels to form bars and drift barriers in these channels.

Many vivid descriptions of events during the flood appeared in 

newspapers on August 8, of which those given below are included as a 

record of the effect of the flood on the normal activities within the 

flooded region.

The most terrific cloudburst in local history lashed the county Tuesday night and 

the rivers began rising at an incredible rate at midnight.

Damage to the city was estimated as high as $50,000. Loss to farmers of 

Coshocton County was expected to be much higher than to the city. Some 

observers said that the damage to farms would be greater than that of 1913, 

since the present flood will cause heavy crop losses while the 1913 flood came 

before crops were planted.

Relief work was undertaken by the American Legion and city and county 

authorities. Many rescues from flooded homes were effected by boats. Rescuers reported more people were willing to leave their homes than in 1913, when 

great difficulty was experienced in convincing some families that they were in 

danger.

Coshocton was virtually marooned by highway during the afternoon. * * * 

The Coshocton Water Plant was forced to shut down.6 [See pi. 4, B.]

No deaths due to the flood were reported in Holmes County, but loss to farmers 

and the county road system will run into at least half a million dollars.

Tuesday [August 6] about 6 p. m., one of the most severe rain and electrical 

storms in the county broke loose. Rain fell in torrents converting small streams 

into raging rivers and within a few hours Killbuck Creek had overflowed the lowlands. Rain fell so hard in Millersburg that almost every street was filled with 

water from curb to curb and gravel and debris was washed from unpaved streets 

and carried down the gutters and through overtaxed storm sewers.

The downpour was accompanied by the most severe electrical storm in the 

county's history. Lightning flashed and snapped all night long.7

Newspapers also reported many tragedies and disasters. On Mill 

Creek about 6 miles north of Coshocton on U. S. Highway 76, the 

water rose over the highway early in the flood, and a car became stalled 

in this water about midnight on August 6. When the water rose 

suddenly the driver climbed to the roof of his car in order to reach 

apparent safety, but the continuously rising waters carried him off 

to his death.

6 Coshocton Tribune, August 8,1935.

i Holmes County Democrat, August 8, 1935, Millersburg, Ohio.
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 869 PLATE 3

A. ^ ALHONDING RIVER AT MOUTH OF KILLBUCK CREEK. 

Photograph furnished by Corps of Engineers, U. S. Army.

B. U. S. HIGHWAY 40 AT CROOKED CREEK, A MILE WEST OF CAMBRIDGE. 

Photograph furnished hy Muskingum Watershed Conservancy District.
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 869 PLATE 4

A. SUGAR CKEEK FALLS BRIDGE ON U. S. ROUTE 250, ALGUST 9. 

Right abutment washed out. Photograph furnished by Muskingum Watershed Conservancy District.

B. TUSCARAWAS RIVER NEAR ITS MOI TH, LOOKING XORTH DURING FLOOD.

Coshocton municipal waterworks in center, at right of bridge. Photograph furnished by Muskingum

Watershed Conservancy District.
METEOROLOGIC AND HYDROLOGIC CONDITIONS 19

Six deaths can be attributed directly to the storm and subsequent 

flood; two men were electrocuted, one by lightning and the other 

while attempting to repair an electric pump in his flooded basement; 

the others were drowned.

METEOROLOGIC AND HYDROLOGIC CONDITIONS

By WALDO E. SMITH, Muskingum Watershed Conservancy District 

GENERAL FEATURES OF THE STORM

Rains of extraordinary magnitude and extent fell in the Muskingum 

River Basin on the night of August 6,1935. As shown by the isohyetal 

lines on plate 2, the rains were well centered over the basin, almost 

every part of which received a rainfall in excess of 2 inches. The 

maximum rainfall according to official records was 8.7 inches at the 

cooperative Weather Bureau station at Newcomerstown, but measurements made soon after the storm in containers of various shapes 

indicated a rainfall of more than 12 inches in some places. In general, 

the precipitation at any one station occurred within a 12-hour period. 

On the northern headwaters in the vicinity of Akron the rain started 

about 1 o'clock in the afternoon of August 6 and ended soon after 

midnight, as shown in table 3. At Parkersburg, W. Va., and Columbus, both just outside the basin, to the south and the west, respectively, 

the precipitation from the main storm started after midnight and was 

heaviest after daybreak. The recording gages at Plymouth and 

Wooster show that the maximum rainfall in 1 hour occurred between 

8 and 9 p. m., August 6. No recording gage was located near the 

center of the storm, but the observers for nonrecording gages stated 

that the rain started at about 7 p. m., August 6, and ended at about 

7 a. m., August 7. (See table 4.)

The residents in the valley of the Tuscarawas River from Newcomerstown to Coshocton said there was almost continual lightning. 

Most of this lightning appears to have been atmospheric, as in making 

a survey of the flooded area, Gay 8 found very little damage by lightning, although one death was reported. In general, the greatest precipitation appears to have been along the line of hills extending from 

Newcomerstown to Killbuck Creek just north of the flood plain of the 

Tuscarawas and Walhonding Rivers and rising more than 300 feet

8 Gay, R. W., The storm of August 6-7, 1935, on Muskingum River watershed, in Alexander, W. H., 

Floods in Ohio: Ohio State Univ., Eng. Exper. Sta. News, vol. 7, No. 4, pp. 21-25,1935.
20 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO 

TABLE 3. Hourly rainfall, in inches, Aug. 6-7

Hour ending

Aug. 6 

1 p. m... ___ .....

2....... .............

3....................

4... .................

5....................

6.. ..................

7........... . ......

8.. ...... ............

9.. ........ ......

10..... ...........

11.... ...

12 midnight..... 

Aug. 7 

1 a. m.-..

2..........

3........... ........

4.... .

5...................

6... ............

7

8

9....................

10.. .. ...............

11-.... ...........

Total 

Oatch in standard 

gage, ___ ... _ 

Akron !

0.30

.09

.09

.10

.04

Tr.

.22

.18

.13

.42

.17

.14

Tr.

.01

.01

1.90

Wooster 2

0.05

.72

.09

1.06

.46

.07

.35

.50

.35

.08

.17

.04

3.94

4.44

Plymouth 3

0.22

.28

.46

.06

.68

.38

.04

.02

.05

.01

.03

.03

3.60

Gage 5 

near Zanesville *

0.26

.06

.12

.78

.88

.04

.25

2.39

2.69

Gage 13 

near Zanesville*

0.03

.07

.07

.11

.05

.46

.46

.94

.22

08

2.49

2.71

Gage O 

andS 

near 

Hopewell4

0.05

.01

.01

.02

.38

.13

.74

1.00

.26

.04

2.72

Columbus '

0.29

.04

.01

Tr.

Tr.

.01

1.54

.54

.26

Tr.

2.69

Parkers - 

burg, 

W. Va.i

6.61

.01

.09

.15

.42

.16

Tr.

.46

.34

.40

.11

.01

2.16

1 Furnished by U. S. Weather Bureau.

2 Furnished by Ohio Agricultural Experiment Station.

3 Furnished by John A. Root, Plymouth.

< Furnished by U. S. Soil Conservation Service.

NOTE. The above table includes all precipitation that was recorded at the indicated stations on Aug. 

5, 6, and 7, with the following exceptions: Wooster, 0.77 inch between 6 and 7 p. m., Aug. 7. Plymouth, 

0.18 inch between 6 and 7 p. m., Aug. 5; 0.03 inch between 10 and 11 a. m., Aug. 6; 0.05 inch betweenll a. m. 

and 12 noon, Aug. 6.

TABLE 4. Times of beginning and ending of storm rainfall at nonrecording rain

gages, Aug. 6-7

Station

Caldwell... ... ... ...

Cambridge- __ ... .

Time of 

beginning 

(Aug. 6, p. m.)

1

5

11

8

2:30

7

8

5

9

Time of 

ending (Aug. 

7, a. m.)

4

6

10

9:30

9

10

7

10

6

Station

Philo(2)_. ..........

Time of 

beginning 

(Aug. 6, p. m.)

1

7

6:40

7:30

6

i 12:41

6

Time of 

ending (Aug. 

7, a. m.)

11

3

10:30

1

7:10

8

8:15

6

7:32

8

Aug. 7, a. m.
METEOROLOGIO AND HYDROLOGIO CONDITIONS 21

above it. Here the upward deflection of the currents of moist warm 

air from the south by the dense cold air from the north was possibly 

aided by topography. There were apparently other local areas of very 

high precipitation, as shown by the isohyetal map, notably in the 

middle part of Wills Creek watershed.

The center of the main storm was said by observers to have been a 

close succession of heavy showers. The rainfall intensities for short 

periods and the distribution with respect to time will never be known, 

but the intensities for periods of an hour or so may not have exceeded 

previous high records.

Fortunately the greater part of the very heavy rain fell near the 

channels of the Muskingum River and its major tributaries, so that 

the flood waters traveled only a short distance before entering large 

channels. Had the storm occurred over headwaters in any part of the 

basin, the resulting stages on the main stream might have been slightly 

lower, but the dynamic damage in the smaller valleys would have been 

much greater and record-breaking stages would have been more 

widespread.

RECORDS OF PRECIPITATION

Table 5 lists the daily observations of precipitation during the period 

July 20 to August 11 made by cooperative observers of the United 

States Weather Bureau and those made by other agencies, as indicated. 

The rainfall for this storm established new 12-hour and 24-hour maxima at several stations. The highest rainfall record for this region, 

8.7 inches at Newcomers town,9 however, exceeds the previous 12-hour 

record, measured at Toboso, July 13-14, 1913, by only 1.3 inches, and 

in June 1937 was approached about as closely, as shown in table 6. In 

contrast with the summer storms of relatively short duration listed in 

table 6, the outstanding winter storm, that of March 23-28, 1913, was 

of 5 days' duration. The average rainfall in the Muskingum River 

Basin was 6.94 inches, and the greatest amounts for 1 day were 5.96 

inches at Ashland10 and 5.25 inches at Bangorville. These two were 

the only 1-day amounts in excess of 5 inches in the basin.

» Storm rainfall in eastern United States (revised): Miami Conservancy District, Tech. Rept., pt. 5, 

p. 84, Dayton, 1936.

10 Alexander, W. H., Climatological history of Ohio: Ohio State Univ., Eng. Exper. Sta., Bull. 26, p. 138, 

1924. According to the United States Weather Bureau office at Columbus, a revised interpretation of the 

observer's notes indicates that the catch between 12:30 p. m. March 24 and 12-30 p. m. March 25 was 5.60 

inches, not 5.96.
TABLE 5. Daily precipitation, in inches, July 20 to 

[Measured in the afternoon except as noted]

Station

U. S. WEATHER BUREAU

Ashland 2 _ .. .. ___

Lowell 2 .^ _________ . 

Mansfield. ___ _____

Marietta (Phillips)-......

Marietta (2) »__ _____ ___

McConnelsville 2 - ... .

July20

0 03

~Tr~~

.11

39

03

~Tr.~

21

o m

.Ofi

Tr. 

1 W

.20

08

15

?,1

.35

.10 

.96

(H

.40

on

.17 

.73

17

60

10

.20 

.02

50

16

QA

.m

22

0.31

.14

.10 

.06

.06

1.47

.02

.02 

.01

Tr. 

.05

.24

Tr.

.07

.27

fi9

.83

.05 

.02

.20

.02

23

0.04

.11

.20 

.22

1.50

.70

.75

.39

.10

.08

Tr.

.58 

.86

.06 

.02

.14

1.83 

.06

.20 

.19

.38

.50

.21

.02 

.23

.30

.18

.10

1Q

24

0.88

.50

.20 

.02

.12

.08

.98

.59

.08 

1.01

.04 

Tr.

.04

Tr. 

.05

Tr. 

.04

.09

.71

.05 

.23

.21

.28

.22

KO

.13

25

1.08

.70

.50 

.84

2.08

.02

2.14

.61

.12

.53

2.23

.51

.03 

.15

1.52

.15 

.13

1.33 

.36

1.50

.18

1.08

1.28 

.80

.95

.92

.94

10

.70

26

0 01

?:?,

.55 

.10

.07

Tr

Tr.

01

4?,

Tr. 

Tr.

Tr

.10

.12

17

"Tr!" 

,01

66

,07

.01

27

Q.30 

Tr.

Tr.

.08 

Tr

15

.38

.07

28

0.23

1.00

.30

.09

.63

.97

.34

.40

1.40

.57

.05

1.42

.08

2.82

.02 

.02

29

0.10

.57

.51

.76

.03 

.79

1.01

......

.01

.10

.54

30

-----

0.12

 

:::::

31

0.15

.28

Tr. 

.16

.17

.14

.04

.22

.07

.42

.06

.44

.07

.19

.33

.08

.18 

.14

.12

.05

.05

1

0.03

.04

.20 

.48

2.00

.78

2.47 

.79

.14

.83

.55

.18

.87

.31

.78

an

.14

.29

.48

.39

.15

2.16 

Tr.

4.60

4.58

.95

2.03

2.03

2

1.90

.48

.60 

.44

.02

.11

.92 

1.95

.69

1.29

.66

1.33

Tr.

.01 

.09

.05

.21

.45

.08

.50

.28

1.00

.65 

.60

.60

.35

.89

.66
Philo (1). .... - _- 

Philo (2)-..... .. ....

TSTnnotor f"\ \

OTHER AGENCIES 

Ellis 2 s___. ................

Station 2 2.... .........

Station 7 2.. ...........

Station 8 *__ ...........

Station 10 >... ......

Station 11 2............

Station 12 2,. ..........

Station 13 *._ .. .....

Station 15 ».. .. ..

Station 16 2 ».. .........

Zanesville (Hopewell) 7-.._

Tr

05

03

.51

Tr

Tr

,65

.56

36

.04

(6)

1 1?

03

04

18

36

07

73

25

.21

,27

.01

.05

36

36

24

.37

.12

.14

.15

.85

,17

30

10

24

.25

.12

.15

.15

13

34

14

.30

.22

.80

.07

.17

.12

Tr.

Tr.

.05

.05

09

.60

.24

.50

.31

.05

.12

.25

.01

.01

2.45

.43

.45

.08

1.20

.62

.07

.18

.19

.22

Tr.

.30

.10

Tr.

.34

.25

.15

.11

.07

.15

.16

.01

.18

.03

(6)

.82

43

.75

.07

1.27

1.03

.02

Tr.

.20

.06

.13

.03

.03

.25

.78

.05

.06

.12

.05

(6)

.23

.02

1.79

.51

.29

.11

.37

.12

.47

.60

.03

.17

.80

3.23

3.15

.50

.62

.54

1.16

.46

.78

.79

1.04

.68

.35

.40

.52

.46

.75

.61

.80

1.02

.03

05

Tr

01

.59

.80

.97

Tr

10

Tr

,80

,01

15

01

,02

56

Tr

18

.30

.59

45

02

10

.02

.30

.15

06

.47

.16

.38

0?

tr

1.39

.52

.56

1.16

.02

.49

.47

.60

.47

1.60

1.38

.70

.45

.90

13

.96

Tr.

.85

1.07

.25

.61

.53

.75

.48

.52

1.00

1.22

.50

.57

1.67

2.12

1.44

1.80

.36

1.24

.41

.28

.26

.13

.35

47

.72

.24

.85

.30

.33

.15

.14

1.41

.92

.10

.33

.90

.55

.48

.74

1.10

.41

1.14

1.15

1.67

1.24

1.46

1.26

.58

.99

.96

1.26

1.31

1.74

.54

1 1Q

.53

.70

.68

.31

.12

.43

.12

.10

.11

1.13

Tr

1.05

.27

.30

.27

1.33

1.23

.38

.20

2.69

.17

.19

.03

.02

.39

.21

.25

.03

.40

.12

1.10

2.15

.22

.18

.12

.41

1 Recording gage; precipitation is for the 24-hour period midnight to midnight. 

3 Precipitation measured in the morning, amount then recorded is for preceding 24 

hours.

3 Record furnished by Corps of Engineers, U. S. Army. The gage is an 8-inch cylinder, 

17^ inches high without receiver or measuring tube.

4 The gage at Massillon is maintained by the Ohio Water Service Co. The one in use 

at the time of this record was a glass funnel, graduate type, which gave records of ques

tionable reliability be

Aug. 6, 1 p. m. to 3:30 

2.34 in.; Aug. 7,12:30 a. 

irregular times during 

6 Station No. 16 esta

6 No record.

7 Furnished by U. S
24 FLOOD OF AUGUST 1935, MUSKINGUM BIVER, OHIO

TABLE 6. Extraordinary 1-day summer rainfalls of record in or near Muskingum

River Basin

[U. S. Weather Bureau and Ohio State records]

Date

July 29, 1879 .........

June 24, 1884_.._.

July 18-19, 1889..... ..

June 20,' 18P9. ...... ...

July 6-7, 1904_.._... ...

Aug. 14-15, 1909........

July 13-14, 1913......... 

July 16, 1914............

May 28, 1916. ....

July 19-20, 1919......

Aug. 4-5, 1919_.._ . ..

July 2-3, 1923. _ .....

July 3-4, 1935 ........

June 20-21, 1937........

Station

Gratiot -------._..

Milfordton.. ....... .

fPhilo(l). ...........

IPhilo (2). .....__....

(Toboso- ...... . ...

Coshocton---. ---...

Newcomerstown. ...

Precipitation 

(inches)

6.56 

«12. 

5.50 

5.58 

6.48 

5.53 

6.48 

7.17 

7.40 

6.70 

7.09 

5.13 

6.35 

5.10 

7.24 

5.91 

5.82 

7.10 

6.79 

8.70 

7.51

Period 1

8 hours, 42 minutes... -_

.....do .- ....

9)4 hours ______ _ .

. .do .....-. -.-.

.... .do... ...............

.....do ...............

..... do ... ........... .

Nature of storm

Local cloudburst.

General. 

Do. 

Do. 

Do. 

Local.

General. 

Do. 

Do. 

Do. 

Do. 

Do,

1 No specific information is available for those rains whose duration is given as 1 day. For most rains the 

actual duration is probably less than 24 hours.

2 Ohio Meteorological Report, June 1884, pp. 4-5.

3 Estimated, not well authenticated.

4 Ohio Meteorological Report, July 1889, p. 4.

Records of hourly precipitation for August 6 and 7 at recording 

gages in and near the Muskingum River Basin are presented in table 

3 and plate 5. The maximum precipitation rate indicated is 1.54 

inches per hour at Columbus, in the Scioto River Basin, and 1.22 

inches per hour at Plymouth. Since none of the recording gages were 

within the area of most intense precipitation as delineated on the 

isohyetal map (pi. 2), their principal value was to indicate the duration 

and time distribution of the storm precipitation.

A few miscellaneous records of intensity of precipitation are available. The Ohio Water Service Co. at Massillon measured 2.34 inches 

of rainfall between 11 p. m. August 6 and 12:30 a. m. August 7, an 

average rate of 1.56 inches per hour. Mr. B. O. Stingel, whose farm 

is located 5 miles northeast of Coshocton, reported a rainfall of 2.5 

inches in less than 1 hour during the storm. Mr. Stingel also reported 

a total fall of 11.5 inches in 14 hours, an average rate of 0.82 inch per 

hour.

Gay11 mentioned in his report on the storm that a funnel-shaped 

cloud was photographed 4 or 5 miles southeast of Coshocton but that 

it was not reported elsewhere. There were severe winds at times 

during the storm. There were also reports, apparently unsupported 

by scientific observation, of "walls of water" or hydraulic bores coming 

down some of the tributary valleys.

In using unofficial records of precipitation determined by the quantity of water caught in tubs, earthen jars, fruit jars, and similar

11 Gay, R. W., op. cit., p. 22.
METEOROLOGIC AND HYDROLOGIC CONDITIONS 25

containers, one is never sure how much adjustment to make for 

inaccuracy of observation. Such chance interception of storm rainfall 

in the region of high intensity, and where regular measurements are 

lacking, furnishes valuable indications of the rainfall. Moreover, 

these records frequently are the only available evidence of the intense 

rainfall that produces high run-off and high river stages. Where 

sufficiently numerous and sufficiently consistent, they provide data 

that supplement the more trustworthy but numerically deficient 

official records, which are more systematically obtained. Numerous 

measurements of the rain caught in various exposed vessels during 

the night of August 6 were made shortly after the storm. These 

measurements were all adjusted for the exposed opening of the receptacle. Certain observations that obviously seem to have been in 

error were discarded. If, however, reports for a given area consistently indicate a given rainfall, and, furthermore, if the vessels receiving the rain seem satisfactorily located and the sources of the reports 

seem trustworthy, such reports have been taken as authentic and 

have been used without change. The following is a list of available 

data of this character, collected by the Corps of Engineers, United 

States Army, and others: !

Miscellaneous records of precipitation, Aug. 6-7, 1935

Coshocton County

No.

1

3

f>

6

7 

8

9

10

12

13

15

Ifi

17

18

19

20 

fll

Location

Mill Creek at Keene --_---......--.__.__--._.._.--____----

See. 25, White Eyes Township... __ . ________ . __

from Coshocton.

Plainfleld..... .__-___._ ................................

of Powell crossroads. 

Blissfield, on State Highway 1. ___ .. ______ ........

Lafayette Station.

Along State Highway 76, 2 miles south of Bloomfield and 

1,500 feet west of roadway.

Reporter or resident

Justin Miller.........

W. O.Martin........

Donald Howell... ....

B. 0. Stingel. ........

S. M. Sharock.......

J. O. Miskimen.. ....

H. L. Duling, superintendent of schools.

Cleophas Oonkle _ .. 

BurtUhl ..-...-.

Rainfall (estimated, in inches)

11.3+

10.8

7.75

9.00

10. 5 and 9. 5

12.7

11.5 

9.2

9.5

7.76+

7.25

8.2+

6.9+

10.6

9

Between 6. 1

and 6. 9 

9.9

8.25

10

7.2

Holmes County

W,

23

?A

25

?6

John Draper. ___ ..

8

7.8+

5.25

9

9.95+
26 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

Miscellaneous records of precipitation, Aug. 6-7, 1935 Continued

Tuscarawas County

No.

27

?£

?9

30

31

M

Location

Joyce, on Stone Creek.. _ ____________ ___ ...

Baltic .- __ ___ - __ . _____ __ . _ ......... 

3 miles south of Sugar Creek and H of a mile west of State

Highway 93.

Fork.

from the mouth of Dunlap Creek, on State Highway 21.

Reporter or resident

Willis Beaber... _ ..

Sutler.. ..............

Rainfall (estimated, in inches)

6

7

Q 1

6.6

8-1-

3.5

9.5+

Guernsey County

33

34

35

3fi

37

Guernsey. 

Kimbolton _______ . ...................................

7+

7.25

12

6.6+

Wayne County

38

39 2 miles east of Fredericksburg _ . ____ . ..............

H. B. Graber.. ...... 7

6.1

1. Measured in bucket 14J-S inches in diameter at top, 12 inches at bottom, and 13J-S inches deep, which 

ran over.

2. Caught 13 inches in a tapered bucket.

3. Exclusive of the first shower.

5. Observations made in two separate straight-sided paint buckets within 1 mile of each other.

6. Caught in a 5-inch quart Mason jar which was filled; diameter of neck 2' ji a inches. Estimate of depth 

made by Mr. Howell.

7. Observed in a 3-inch rain gage between 6 p. m. Aug. 6 and 8 a. m. Aug. 7. 2.5 inches fell during the 

first shower, which lasted less than an hour. Mr. Stingel also reported 4.05 inches of antecedent rainfall 

distributed as follows: July 28, 1.45 inches; July 30, 0.10 inch; July 31,1.00 inch; Aug. 3,1.50 inches.

8. Measured in a tapered tub 10 inches deep which was empty Tuesday evening Aug. 6 and overflowed 

about 6 a. m. Aug. 7. The rain continued about 2 hours after that.

9. Measured in a vertical-sided bucket about 10 feet from the house, which may have prevented a correct 

catch of the rainfall. The house was two stories high and the bucket was somewhat sheltered from the 

wind, which came from the direction of the house. Mr. Shurtz was certain that no roof drainage reached 

the bucket.

10. Measured in a bucket that overflowed.

12. Measured in a tub 19}4 inches across the top, 16J.4 inches at bottom, and 9?s inches deep that overflowed.

13. Caught in a bucket 11 inches deep, 8J-6 inches in diameter at bottom, and 9}6 inches at top that 

 overflowed.

14. Measured in a straight-sided crock. Mr. Kleinknecht stated that a neighbor 1 mile south of New 

Bedford caught 8.5 inches.

16. Measured in a 10-gallon milk can.

17. Caught 7.5 inches in a 10-quart bucket.

18. Measured in a straight-sided tub. Does not include an early shower Aug. 6.

21. Measured in a tub 21?i inches across top, 18}.<j inches across bottom, and 10J-S inches deep, which 

lacked about 2 inches of being full.

22. Measured in a straight-sided crock.

23. Several people reported that 12-quart buckets overflowed.

24. Measured in a straight-sided crock.

26. Caught in a tub 21J-S inches in diameter at top, 18J.fi inches at bottom, and 11}4 inches deep that 

overflowed.

28. Caught in a bucket 8% inches across bottom, IQ% inches across top, and 9J-S inches deep that overflowed.

29. Measured in a sap bucket 8 inches in diameter at bottom, 11 inches at top, and 9% inches deep, which 

lacked % inch of being full.

31. Measured during the night of Aug. 6 in four straight-sided feed cans standing in the open.

32. Caught in a straight-sided vessel that overflowed.

33. Caught in a bucket that overflowed.

34. Measured in a bucket.

35. Measured in a straight-sided bucket. Mr. Fourney reported that a neighbor 1 mile north in the hills 

caught 8.75 inches.

36. Caught in a straight-sided 5-gallon bucket 12 inches deep that overflowed. Mr. Nay also reported 

that it rained from 9 p. m. to early morning, with a light shower before dark that was not caught in the 

bucket.

37. Caught in a tub 13J4 inches across top, 11J-6 inches across bottom, and 8 inches deep that overflowed.

38. Measured in a straight-sided crock.
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 869 PLATE 5

LU -SO

X 

O

O o

a -7 

o 1 C S. Gage No 13 

near Zanesville

Parkersburg,W Va

8

AUGUST 1935 

HOURLY PRECIPITATION AT RECORDING RAIN GAGES AUGUST 1-10.

METEOROLOGIC AND HYDROLOGIC CONDITIONS 27

These miscellaneous records, together with those listed in table 5, 

have been plotted on a map in their correct location to produce the 

\sohyetal map on plate 2. The isohyetal lines in general are based on 

the total precipitation between 1 p. m. August 6, when rains in the

'MARIETTA

FIGURE 6. Isohyetal map of Muskingum River Basin showing total rainfall, in inches, July 20-30.

basin began in the vicinity of Akron, and 11 a. m. August 7, when rains 

 ceased along the southwestern divide of the basin. In general, as 

mentioned previously, storm precipitation was of 12 hours' duration 

at any one station. In the area where the storm was most severe the 

rain started between 7 and 8 o'clock of the evening of August 6 and

233657 41 ?.
28 FLOOD OF AUGUST 1935, MUSKINGUM BIVER, OHIO

continued until about 8 o'clock of the morning of August 7. For a 

few of the stations with daily observations, it was impossible to separate light rain immediately preceding or following the storm from that 

of the main storm. Table 4 lists the time of beginning and ending of

x~>.

7

"MARIETTA 

FIGXJEE 7. Isohyetal map of Muskingum Kiver Basin showing total rainfall, in inches, July 31 to August 5.

storm rainfall at those Weather Bureau cooperative stations for which 

this information was available.

Insofar as they were consistent with official records and with each 

other, the unofficial records have been given full weight in drawing the 

isohyetal lines shown on plate 2. They have been most valuable in 

defining the area of heavy rainfall and the center of the storm, where
METEOROLOGY OF THE STORM 29

the maximum precipitation was about 12 inches. The depth and areal 

extent of rainfall of this storm are compared with those of other storms 

on page 10.

ANTECEDENT RAINFALL

The rain on the night of August 6 seems to have been the culmination of a series of rain periods, each successive rainfall being more 

intense than the one preceding. Table 5, showing daily precipitation 

measured in and near the basin from July 20 to August 11, shows this 

characteristic. These rainy periods caused the ground to be rather 

wet for the summer season. For this reason exceptionally high rates 

of discharge resulted from the major storm. From July 21 to 26 

there were general moderate rains, which became heavy at a few 

stations toward the end of the period. Additional rains followed on 

July 28 and 29. The total precipitation during the period July 

20-30, shown on figure 6, averaged about 2.7 inches over the basin 

above Coshocton and was generally heaviest in the northern part of 

the basin. The rains from July 31 to August 5 were a series of generally local and rather severe showers that were somewhat scattered 

and staggered with respect to time. Total precipitation over the 

basin during this interval as shown on figure 7 averaged 2.85 inches. 

Almost all stations received heavy precipitation at some time during 

this interval, and along the east-central part of the basin a few streams 

reached higher stages than after the more general heavy storm. The 

total precipitation during the period July 20 to August 5 averaged 

about 5.5 inches, which was about 3.3 inches above a normal of 2.2 

inches for this 16-day period. Channels were flowing nearly full, 

and with the ground wet, the way was paved for the flood following 

the torrential rain on the night of August 6.

These conditions are indicated by the general rise in base or groundwater stream flow during the antecedent period July 20 to August 5. 

On July 20 this flow was estimated to be at the average rate of about 

0.22 second-foot per square mile; by July 31 it had risen to 0.38 secondfoot per square mile; and as a result of the rains of July 31 to August 

4, the base flow increased to an estimated 0.90 second-foot per square 

mile on August 5, just before the storm. The total strea'm flow on 

August 5 was materially greater.

METEOROLOGY OP THE STORM

By ALBERT K. SHOWALTEE, United States Weather Bureau

A careful analysis of the morning and afternoon surface weather 

maps, in conjunction with daily isentropic charts12 for the 315-and-319 

degree potential temperature surfaces and in addition to a careful

w Osmun, J. W. W., An introductory discussion of the isentropic chart: U. S. Dept. Agr., Weather Bur., 

unpublished manuscript October 1937. Rossby, C. G., Isentropic analyses: Am. Meteorol. Soc. B^ll., 

vol. IS, June-July 1937.
30 FLOOD OF AUGUST 1935, MUSKINGUM BIVER, OHIO

check on the autographic records collected at first-order Weather 

Bureau stations, indicates the following significant features as being 

basically contributory to the excessive rains in the vicinity of Newcomerstown, Ohio, on the night of August 6.

The surface weather map for 8 p. m. August 5 showed the polar 

front extending from Norfolk, Va., to Spartanburg, S. C., to Dubuque, 

Iowa, to Huron, S. Dak., to Denver, Colo., to Yellowstone Park, 

Wyo., to Helena, Mont. Near Helena, Mont., the polar front was 

occluded and the occluded front extended northeastward and northward into Canada while the cold front extended west-southwestward 

into Oregon. Scattered thunderstorms had occurred north of the 

warm sector in the upper Mississippi Valley, indicating the convective 

instability of the tropical maritime air. By morning of August 6 

the principal warm sector had advanced slowly eastward and the apex 

of the wave was located in central Wisconsin. Heavy rains and 

thunderstorms had occurred in the vicinity of Wisconsin.

Analysis of the upper-air data for the morning of August 6 revealed 

a, tongue of warm moist air moving upslope from El Paso toward 

Chicago. This moist tongue was undergoing a clockwise curvature 

as it advanced northward. A deep dome of cold air, circulating 

cyclonically aloft over the northeastern United States, was blocking 

the eastward advance of the moist tongue.

To the south of the moist tongue another dome of cool air was constricting the flow of warm moist air and causing it to converge as if 

flowing through a valley or mountain pass.

The upslope motion of the moist tongue was producing condensation and precipitation over Wisconsin. During subsequent periods the 

cold cyclonic dome over the northeastern States remained relatively 

stationary and caused the moist tongue to undergo a sharp anticyclonic 

deflection southeastward over Ohio. This stationary cold dome aloft 

in conjunction with the cooling of the surface layers by evaporation 

led to the development of a quasi-stationary frontal zone extending 

north-northwestward across Ohio. This frontal zone was well-defined 

011 the map of 8 p. m. August 6, shown on plate 6. Aloft over the 

frontal zone cyclonic eddies were developing, which resulted in a 

series of showers and thunderstorms that moved southward with the 

general drift of air aloft. By the morning of August 7, the cyclonic 

eddies along the frontal zone appeared as minor waves along its 

western edge. Analysis of the upper air showed that both the cold 

cyclonic dome in the northeastern States and the moist anticyclonic 

tongue had been displaced slightly eastward. However, the moist 

tongue was still moving through a well-defined valley, hemmed in 

by domes of cold air on either side.

The heavy rains near Newcomerstown, Ohio, on the night of August 

6 were apparently due to the combination of several factors. The
GEOLOGICAL StJEVEY WATEB-STJPPLY PAPER 869 PLATE 6

EXPLANATION

Temperature (°F.) at time of observation is shown at right of station circle 

State of weather:

O Clear (0 to 0.3 of sky covered by clouds)

3 Partly cloudy (0.4 to 0.7 of sky covered by clouds)

 Cloudy (0.8 to all of sky covered by clouds)

= Dense fog

» Drizzle (mist) 

Light rain

: Moderate rain

: Heavy rain

fl* Thunderstorm within last 12 hours 

Wind:

Arrows fly with the wind; only the tail of the arrow is shown. Number 

of half barbs on tail indicates wind force in Beaufort scale

^ x- 3 Wind from west, force 5, partly cloudy

Air masses:

NPP Transitional polar Pacific 

NP Transitional polar (mixed Pacific and continental) 

TM Tropical marine

Fronts are shown by-light or heavy lines solid, dash, or dot and dash 

Surface Upper air

 ' Warm cm 

« Occluded 

Quasi-stationaryi

Isobars are drawn for each 0.10 incfi of mercurial pressure

SURFACE WEATHER CHART OF THE UNITED STATES 8 P. M. AUGUST 6, 1935,

GEOLOGICAL SURVEY WATER-SUPPLY PAPER 869 PLATE 7

fi EXPLANATION

Temperature (°F.) at time of observation is shown at right of station circle

State of weather:

O Clear (0 to 0.3 of sky covere'd by clouds)

3 Partly cloudy (0.4 to 0.7 of sky covered by clouds)

 Cloudy (0.8 to all. of sky covered by clouds) 

= Dense fog 

» Drizzle (mist)

 Light rain 

: Moderate rain.

 Heavy rain

p£ Thunderstorm within last 12 hours 

Wind:

Arrows fly with the wind; only the tail of the arrow is shown. Number

of half barbs on tail indicates wind force in Beaufort scale 

^ d Wind from west, force 5, partly cloudy

Air masses:

NPP Transitional polar Pacific

NP Transitional polar (mixed Pacific and continental)

TM /Tropical marine

Fronts are shown by light or heavy lines solid, dash, or dot and dash

Surface Upper air . 

« ^HMHM __ Cold i^ *- .

j Quasi-stationary

Isobars are drawn for each 0.10 inch of mercurial pressure

SURFACE WEATHER CHART OF THE UNITED STATES, 8 A. M. AUGUST 7, 1935.

RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 31

tongue of moist warm air, which was convectively unstable, moved 

upward through a gradually narrowing valley in the isentropic surfaces. This tended to cause horizontal convergence. The formation 

of cyclonic eddies between the high-velocity moist tongue and the 

slower-moving colder air to the northeast resulted in the development 

of waves and thunderstorms along the quasi-stationary front. A number of these cyclonic systems moved directly over Newcomerstown, 

causing the rainfall to be heaviest near that point. The direction of 

movement of the heavy showers was consistent with the general 

flow of air aloft and with the direction of displacement of the minor 

waves at the surface. As some of these minor waves deepened the 

convergence of air into their troughs helped to increase the intensity 

of precipitation.

As shown on the map for the afternoon of August 7 (pi. 7), the 

frontal zone had spread out considerably, and the rains had become 

light and had moved eastward.

This series was rather unusual in that heavy rains occurred between 

a warm moist tongue and a cold dry tongue, both of which were 

flowing southeastward. Most heavy rains occur between two such 

tongues flowing northeastward or northward. The rains probably 

would not have been excessive with such a flow pattern if the other 

features described above had not been present.

RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE

The records of stage and discharge collected during the flood on 

the principal streams within the Muskingum Basin were exceptionally 

comprehensive. This satisfactory showing may be largely credited 

to the effective cooperation of the Muskingum Watershed Conservancy 

District, the Corps of Engineers, United States Army, and the Geological Survey in the emergency. These records are presented under the 

classifications shown below:

1. Records of stage and discharge at the regular river-measurement 

stations of the Geological Survey, 20 in number, are presented in 

appropriate detail under the heading "Flood discharge" with special 

acknowledgment for contributions of cooperating agencies.

2. Records of observations of the Weather Bureau at river-stage 

stations are published by the Weather Bureau in "Daily river stages 

at river gage stations on the principal rivers of the United States." 

The records appear in the volume for 1935. The record at the confluence of the Walhonding and Tuscarawas Rivers at the head of the 

Muskingum River, however, has been included in this report. This 

record has, moreover, been used in computing the discharge of the 

Muskingum River at this place on the basis of a stage-discharge 

relation subsequently defined by the Geological Survey. This com-
32 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

puted record is included in the succeeding section "Supplementary 

records of flood discharge."

3. Kecords of stage and discharge were collected at the temporary 

gaging stations established by the Corps of Engineers, United States 

Army, at or near the sites of the 14 flood-control dams previously 

described. Six of these records for sites in the eastern part of the 

basin have been computed by the Geological Survey and are included 

in this report under the heading "Supplementary records of flood 

discharge."

4. Observations of stage were made by the Corps of Engineers, 

United States Army, at the 11 locks and dams on the Muskingum 

Kiver. The records are given in table 7, "Gage height, in feet, on 

Muskingum Kiver at Locks 1-11 during August 1935."

FLOOD DISCHARGE

On the following pages there are presented stage and discharge 

records of the flood at 20 Geological Survey river-measurement stations operated in the Muskingum River Basin. These records consist of a station description, a table giving the daily mean discharge 

during July and August 1935 and the total run-off for each of these 

months, and a table of stage and discharge at indicated times during 

July and August in sufficient number for reasonably reliable delineation of the hydrograph. It should be noted that although the tabulated stages and corresponding discharges under normal conditions 

follow a direct functional relation (considering the limits to which 

gage heights are used, as noted), this relation may not apply during 

brief intervals of time when backwater is present. Notation is made 

in the station description under "Stage-discharge relation" of factors 

that affect the normal functional relation, except that changes in 

rating due to shifts in control or due to the marked effects of vegetation as defined by current-meter measurements are not noted. Pertinent information that will aid in an interpretation of the record is 

included in the station description under "Remarks."

The data presented in the following pages are based on records of 

stage and current-meter measurements of discharge made during the 

flood by the Geological Survey as a part of its regular river-measurement program in Ohio. During the flood emergency, when nearly 

all rivers in the basin were in flood simultaneously, the Geological 

Survey received valuable assistance from the field engineers of the 

Corps of Engineers, United States Army, and of the Muskingum 

Watershed Conservancy District in inspecting the river-measurement 

stations within the flood area and in making measurements of flood 

discharge. As a result, there is virtually no gage-height record missing 

at any station, and with few exceptions the stage-discharge relations 

are fairly well defined nearly to the peak discharge.
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 33

At a few stations, extensions of rating curves to peak discharge 

have been based on slope-area measurements of flood discharge. For 

each record the station description indicates the upper limit to which 

the rating curve has been defined by current-meter measurements 

and, where the extension is considerable, mention is made of the basis 

for the extension. Geological Survey Water-Supply Papers 798-800, 

The floods of March 1936, contain explanations of the methods employed for extending rating curves to the peak discharge.

TUSCARAWAS RIVER AT CIINTON, OHIO

LOCATION. Lat. 40°55'39", long. 81°37'59", in NW}£ sec. 32, T. 14 N., R. 10 

W., 100 feet below highway bridge at Clinton and 1 mile above mouth of 

Chippewa Creek. Zero of gage is 933.28 feet above mean sea level.

DRAINAGE AREA. 165 square miles.

GAGE-HEIGHT RECORD. Water-stage recorder graph. Gage heights used to half 

tenths between 3.4 and 7.0 feet; hundredths below and tenths above these 

limits.

STAGE-DISCHARGE RELATION. Denned to 1,760 second-feet by current-meter 

measurements; extended to peak discharge from area-velocity study. Affected by shifting control and backwater from Chippewa Creek.

MAXIMA. 1935: Discharge, 2,700 second-feet 3 a. m. Aug. 8 (gage height 14.82 

feet).

1926-34: Discharge, 2,660 second-feet Mar. 15, 1933 (gage height, 13.53 

feet).

Flood of March 1913 reached a stage of 22.2 feet.

Mean discharge, in second-feet, 1935

Day

1

2.. ......

3.-. 

4-. 

5_. ......

6.. 

7..--....

8.. ......

Me 

Rui

July

32 

33 

34 

67 

50 

39 

39 

36

in mont 

i-off, in i

Aug.

55 

83 

887 

930 

428 

238 

2,170 

2,660

ily disch 

nches

Day

9... ...

10- 

11 .... 

12 

13 

14 

15 . 

16- 

urge, in s

July

37 

36 

35 

37 

58 

36 

38 

43

icond-fee

Aug.

2,020 

1,180 

478 

192 

80 

56 

95 

124

t

Day

ITIS 

19 

20 

21 . 

22..... 

23 . 

24. 

July

36 

34 

29 

43 

54 

43 

46 

87

Aug.

124 

116 

112 

108 

105 

101 

101 

95

Day

25 

26_____

27 

28 

29- 

SO - 

SI 

July

95 

88 

68 

65 

53 

50 

48

48.0 

.34

Aug.

80 

77 

85 

83 

77 

76 

73

422 

2.95

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

Aug. 1 

6 a. m __ __ ..

10 a. m .........

12 noon.... ....

10 p. m .........

Aug. H

10 a. m .........

9 p. m .......

10 p. m... ......

12 midnight ....

Feet

2.89

2.88

2.95

2.92

2.80

2.80

2.88

3.09

4.17

4.15

6.60

Secondfeet

55

54

59

57

48

48

54

69

144

144

163

428

Time

Aug. 8

12 midnight ._

12 midnight ....

Feet

8

QO

0 K7

8

OC

9.04

8.98

8.80

8.54

7.96

Secondfeet

814

900

Qcn

1,020

1,020

960

870

736

Time

Aug. 5

Aug. 6

12 midnight ,.

Feet

7 9Q

5 Qfl

5

00

4.91

4.46

4.69

5.82

«.51

7.18

8.65

Secondfeet

CCQ

428

Q1Q

OQQ

170

138

156

249

344

466

788
34 FLOOD OF AUGUST 1935, MUSKISTGUM RIVER, OHIO

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935 Continued

Time

Aug. 7 

2 a. m ..........

4 a. m ..........

6 a. m .. ......

10 a. m .........

6 p. m_._. ......

12 midnight ....

Aug. 8 

6a. m ___ ....

12 midnight....

Feet

10.70

12.02

12.60

13.70

14.03

14.39

14.64

14.82

14.68

Secondfeet

1,300

1,760

1,980

2,180

2,420

2,540

2,700

2,660

2 700

2,660

Time

Aug. 9 

12 noon

12 noon_. ......

12 midnight .

12 midnight __ 

Aug. 18

12 midnight. ...

Feet

11.92

10.61

9 '8

8.04

7.07

6.00

Secondfeet

2 020

1,170

788

266

189

112

Time

Aug. 13 

6 a. m..... ....

10 a. m --.

4 p. m ........

Aug. 14

12 noon... ...

6 p. m._.__ ...

Aug. 15 

2 a. m . ...

12 noon........

12 midnight ....

Feet

5.32

4.96

4.70

4.40

4.21

4.24

4.03

Secondfeet

91

77

49

56

43

101

95

86

TUSCARAWAS RIVER NEAR DOVER, OHIO

LOCATION. Lat. 40°31'49", long. 81°25'51", in T. 9 N. f R. 2 W., at highway

bridge 2}'z miles northeast of Dover and 3 miles above mouth of Sugar Creek.

Zero of gage is 861.51 feet above mean sea level. 

DKAINAGE AREA. 1,398 square miles. 

GAGE-HEIGHT KECORD. Water-stage recorder graph. Gage heights used to half

tenths between 2.2 and 4.1 feet; hundredths below and tenths above these

limits. 

STAGE-DISCHARGE RELATION. Defined to 18,000 second-feet by current-meter

measurements; extended to crest discharge from area-velocity study. 

MAXIMA. 1935: Discharge, 22,300 second-feet 4 to 6 a. m. Aug. 8 (gage height,

15.26 feet).

1923-34: Discharge, 20,600 second-feet (jevised), Mar. 16, 1933 (gage

height, 13.33 feet).

Discharge known, 62,000 second-feet March 1913, computed by Zanesville

office of Corps of Engineers, U. S. Army (gage height, about 23.5 feet at

present gage and datum, from floodmarks). 

REMARKS. Small amount of water diverted into Cuyahoga River Basin by Ohio

Canal at Portage Lakes. There is no appreciable flow in Ohio Canal at this

gaging station.

Mean discharge, in second-feet, 1935

Day

I-....,..

2........

3_.___ 

4.... ...

5

6.

1. .......

8........

Me 

Rui

July

428 

368 

362 

1,760 

3,020 

2,340 

1,280 

850

in mont; 

i-off.ini

Aug.

674 

858 

5,360 

8,770 

9,110 

6,070 

13,700 

21,500

ily disch 

np.bp.s

Day

9 

10__.__ 

11 

12...

13..... 

14

15 

16.-.. 

arge, in S(

July

706 

589 

505 

458 

452 

422 

452 

600

icond-fee

Aug.

17, 300 

12, 700 

10,300 

7,190 

4,080 

2,610 

1,870 

2,020 

1 t

Day

17 

18..... 

19 

20 

21_____ 

22... __

OQ

July

547 

440 

416 

398 

533 

575 

547 

554

Aug.

2,170 

1,720 

1,340 

1,160 

1,100 

1,200 

1, 050 

840

Day

25..... 

26 

27 

28 

29 

30 

31.....

July

1,100 

1,380 

1,160 

966 

1,380 

1,020 

658

847 

0.70

Aug.

700 

630 

760 

858 

754 

618 

575

4,503 

3.71
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 35

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

July S 

12 noon,... _ _

12 midnight __

July 4

12 noon.. ....

6p. m _ .. -.

12 midnight __ 

July 5

8 a. m __ ......

8 p. m _____

July 6 

6a. m _.___.___

12 noon... ....

6 p. m .........

July 7 

6 a. m __ .

12 noon.. ...

Julys

6 a. m ...

July 24

4 p. m .

12 midnight

12 noon

4 p. m. .

8 p. m_. ___ .

2a. m ..........

10 a. m.-.

6p.m __

12 midnight ....

July 37

12 noon... ....

12 midnight __

July 28 

12 noon..

8 p. m. __ ....

12 midnight __

12 noon.. ....

8 p. m ____ ..

Feet

1.22

1.26

2.59 

3.70

4.37 

4.67

4.54

4.02

3.90

3.70 

3.53

3.20

2.63

2.36

2.10

1.98

1. So

1.57

1.55

1.46

1.63

2.18

2.66

2.80

2.79

2.51

2.26

2.32

2.37

2.28

2.09

1.98

2.04

2.23

2.60

2.60

2.38

Secondfeet

362

386

AAfi

1,470 

2,610

3,440 

3,810

3,560

2,960

2,840

2,610 

2,440

2,070

1,520

1,240

1,020

914

ivl

589

575

512

634

1,090

1,520

1,670

1,670

1,380

1,160

1,200

1,200

1,010

914

966

1,160

1,470

1,470

1,290

Time

JulylSO 

4a. m. _ . _ ..

12 midnight- ...

July SI

6 a. m . ._ __

6 p. m _ _-..._

12 midnight- ...

Aug. 1 

10 a. m ____ .

6 p. m ..........

12 midnight ....

Aug. 2 

6 a. m ----_....

6 p. m_ ___ .

12 midnight. ...

Aug. S

10a.m..--.-...

12 noon. ---.-.. 

1 p. m . __ .

6 p. m __ . .... 

12 midnight __

6a. m ..---.....

10 a. m .........

12 midnight.,..

6 p. m ..--- ...

10 p. m .........

12 midnight ....

Aug. 7

4a. m ... ......

12 noon....- ...

10 p. m__ .......

Feet

2.30

2.13

1.79

1.71

1.57

1.60

1.77

1.91

1.91 

1.89

1.87 

1.99

2.23

3.08

5.56

5.99 

6.73

7.30 

7.70

7.99

8.00

8.19

8.48

8.40

8.02

7.58

6.23

5.79

5.65

5.83

7.79

10.93 

12.11

12.95

14.00

14.71

15.04

Secondfeet

1,200

1,050

762

698

626 

589

610

746

858

858 

842

826 

922

1,160

1,970

5,000

5,560 

6,550

7,480 

8,120

8,600

8,600

8 940

9,450

8,600

7 Qfin

5,000

5,280

8,280

13,700 

16,000

17,700

1Q 7Hfi

21, 100

21 700

Time

Aug. 8

6 p. m __ . __

12 midnight----

Aug. 9

12 midnight __ 

Aug. 10

12 midnight- _

Aug. 11 

6a. m ___ _ .

6p. m __ .....

Aug. n

6 a. m -.- ----- 

8 a. m. _ ._

12 noon. ...--.. 

6 p. m__ - . 

12 midnight- ...

Aug. 14

Aug. 15

Aug. 16

Ann 17

12 noon- ... ...

12 midnight _ .

Aug. 18

12 midnight12 midnight- ...

Feet

15.21

15.26

15.16

14.55

13.97

12.74

11.49

10.20

9.73

9.52 

9.38

8.79

7.73

6.50

5.20 

5.12

4. 81 

4.46 

4.13

3.75

2.99

2.80

3.19

3.46

3.34

3.10

2.87

2.61

2.30

2 1ft

Second* 

feet

22,100

22,300

22,300

22,100

20,900

19, 700

17,100

14,800

12,500

11,600

11, 200 

11,000

9,960

8,120

6,260

4,330

3,940 

3,560 

3,080

2,660

2,120

1,870

1,670

2,070

2 ' 340

2,220

1,970

1,720

1,470

1,340 

1,200

1,160

1 900
36 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

TUSCARAWAS RIVER AT NEWCOMERSTOWN, OHIO

LOCATION. Lat. 40°16'21", long. 81°35'32", in T. 5. N., R. 3 W., at highway

bridge three-quarters of a mile east of Newcomerstown. Zero of gage is

780.03 feet above mean sea level. 

DRAINAGE AREA. 2,432 square miles. 

GAGE-HEIGHT RECORD. Graph constructed from readings of wire-weight gage

made at least twice daily. Prior to July 17, water-stage recorder graph.

Gage heights used to half tenths between 5.2 and 7.1 feet; hundredths below

and tenths above these limits. 

STAGE-DISCHARGE RELATION. Defined to peak discharge by current-meter

measurements. Affected by backwater from Buckhorn Creek on Aug. 7;

discharge computed from estimated graph. 

MAXIMA. 1935: Discharge, 41,700 second-feet 6 a. m. Aug. 9 (gage height,

21.25 feet).

1921-34: Discharge 32,900 second-feet Mar. 17, 1933 (gage height, 13.55

feet).

Discharge known, 83,000 second-feet March 1913, computed by Zanesville

office of Corps of Engineers, U. S. Army (gage height, 26.5 feet from floodmarks) . 

REMARKS. Records for August supersede those published in Water Supply

Paper 783. Gage-height record collected in cooperation with U. S. Weather

Bureau. Some discharge measurements furnished by Muskingum Watershed

Conservancy District.

Mean discharge, in second-feet, 1935

Day

1-. ..

2........

3........

4........

5- _

6........

7........

8.. ......

Me 

Rui

July

875 

757 

695 

2,880 

8,360 

8,000 

6,490 

5,090

in mont 

a-off, in i

Aug.

1,110 

1,390 

6,920 

12, 300 

15,300 

15,300 

15,600 

27,600

ily disch 

nches

Day

9......

10 

11 

12 

13 

14 

15__ 

16 

arge, in s

July

3,580 

1,950 

1,340 

1,070 

913 

844 

786 

905

scond-fee

Aug.

40,000 

32, 600 

24,000 

18,300 

11,400 

6,330 

4,240 

3,450

t

Day

17..... 

18 

19 

20 

21. 

22 

23 

24 

July

1,160 

890 

709 

1,250 

1,050 

1,490 

1,250 

1,250

Aug.

4,520 

3,840 

3,030 

2,440 

2,110 

2,270 

2,500 

2,060

Day

25 

26_ 

27 

28 

29 

30.. 

31 

July

1,690 

3,330 

1,900 

1,840 

2,910 

2,380 

1,390

2,227 

1.06

Aug.

1,540 

1,390 

1,300 

1,440 

1,490 

1,250 

1,070

8,648 

4.10
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 37 

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

July 3

July 4 

2 a. m__-_____-

July 6

July?

12 midnight. ___

12 midnight.. -.

July 10

July 11

12 midnight...- 

July U

Feet

4.71

4.62

5.16

5.64

5.74

5.45

5.54

5.93

7.44

8.66

9.98

10.68

10.84

10.02

9.57

9.00

8.56

8 19

7.60

6.71

6.01

5.71

5.49

5.36

5.12

5.23

5.26

Secondfeet

695

635

1,040

1,490

1,590

1,300

1,390

1,790

3,450

5,240

7,310

8,540

8,720

8,720

8.360

8,000

7,310

6.650

5,690

5,090

4,380

3,710

2,610

1,840

1,540

1,340

1,200

1,000

1,110

1,110

Time

Aug. 2

10 p. m -. __

12 midnight.-. - 

Aug. 3

Aug. 4

12 midnight __

12midnight----

Aug. 6

10 p. m____--_ 

12 midnight---.

Aug. 7

12 midnight- ._.

Aug. 8

Aug. 9 

2 a. m._ ........

Feet

5.36

5.63

5.96

6.53

8.37

9.94

11.12

11.79

12.65

13. £8

14.00

14.43

14.29

13.67

13.54

14.00

15.00

16.70

17.33

16.90

15.85

15.25

16.30

16.75

17.88

18.44

19.00

19.72

20.23

20.89

21.08

21.22

21.25

21.17

20.97

20.65

20.27

Secondfeet

1,200

1,490

1,790

2,440

4,800

7,140

9,290

10,600

12.300

14,000

15,300

16,300

16,100

14,700

14,200

14,000

14,000

14,200

14,700

15, 300

16, 300

16,800

18,300

21,200

22,700

24,300

26,400

28,400

30,800

34,000

36,300

40,000

41,100

41,700

41,700

41,700

40,500

38,400

36,900

Time

Aug. 10

12 midnight __ 

Aug. 11

Aug. U

12 midnight __

12 midnight-.. 

Aug. 14

Aug. 17

Aug. 18

Aug. 19 

8 a. m.-..- 

Aug. 80

Feet

19.68

19.39

18.95

18.39

17.50

16.67

16.20

15.55

14.70

14.03

12.98

11.35

10.50

9.65

8.95

8.56

8.08

7 66

7.49

7.34

7.35

8.19

,8.29

8.22

7.84

7.51

7.11

6.90

6.67

6.44

Second* 

feet

34,000

32,600

30,800

28,400

25,000

22, 400

20,900

19,300

17,000

15,300

13,100

9,860

8,180

6,650

5,690

5,090

4,380

3,840

3,580

3,450

3,450

4,520

4,660

4,660

4,100

3,710

3,210

2,910

2,500

2,380
38 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

MUSKINGUM RIVER AT DRESDEN, OHIO

LOCATION. Lat. 40°07'14", long. 82°00'02", at highway bridge half a mile east

of Dresden, Muskingum County, and half a mile below Wakatomika Creek.

Zero of gage is 693.15 feet above mean sea level. 

DRAINAGE AREA. 5,982 square miles. 

GAGE-HEIGHT RECORD. Water-stage recorder graph except July 12 to Aug. 11,

when record was obtained from hourly readings at Dam 11 and gage relation.

Gage heights used to half tenths between 4.2 and 6.6 feet; hundredths below

and tenths above these limits. 

STAGE-DISCHARGE RELATION. Defined to 92,600 second-feet by current meter

measurements. Extended to peak discharge on basis of area-velocity study. 

MAXIMA. 1935: Discharge, 100,000 second-feet 2 a. m. Aug. 9 (gage height,

31.6 feet).

1921-34: Discharge, 63,300 second-feet Mar. 23, 1927 (gage height, 26.0

feet).

Discharge known, 228,000 second-feet March 1913, computed by Zanesville office of Corps of Engineers, U. S. Army (gage height, 46.0 feet from

high-water mark). 

REMARKS. Records for August supersede those published in Water-Supply Paper

783.

Mean discharge, in second-feet, 1935

Day

I........

2.... 

3.,.. . .

4........

5........

6-..._-.-

7. .......

8.. ......

Mean mo 

Run-off, i

July

2,240 

2,180 

1,960 

4,350 

21,700 

24, 100 

15, 200 

11, 700

nthly dis

Aug.

3,760 

6,230 

11,200 

23, 000 

23, 900 

23, 300 

36, 000 

84, 500

charge, i

Day

9--_.

10 

11 

13. . 

14..... 

15 

16 

n secondJuly

8,350 

6,070 

4,320 

3,220 

2,900 

2,600 

2,600 

2,600

feet

Aug.

96, 000 

86, 600 

73, 200 

57, 600 

44, 600 

31, 500 

20, 600 

14, 900

Day

17 

18 

19

20 

21.....

22 

23 

24 

July

2,840 

2,48.0 

2,120 

2,180 

2,180 

2,240 

2,720 

3,350

Aug.

11, 300 

10, 300 

8,540 

6,910 

5,870 

5,370 

5,530 

5,050

Day

25 

26 

27 - 

28 

29 

30 

31 ..

July

5,260 

9,490 

6,400 

4,600 

5,910 

5,910 

4,320

5,745 

1.11

Aug.

4,280 

3,680 

3,530 

3,680 

4,130 

4,280 

3,680

23,320 

4.50
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 39 

Gage height, in feet, and discharge, in second-feet, at indicated time, 1985

Time

July 3

July 4

6 p. m._ .......

12 midnight _ .

6a. m__--.-----

JulyB

12 midnight.. -.

July 7

JulyS

4 a. m_ ...--_-.

12 noon _ . ...

12 midnight. ...

July 9

12 noon.. ___-.- 

12 midnight....

July 11

12 midnight. ...

July 24

10 a. m._..-_---

6 p. m _ _

12 midnight . _

12 noon...., .

6p.m __._

12 midnight- _._

12 midnight. ...

July 27

6 p. m-___----.

Feet

5.00

4.90

4.87

5.10

6.08

7.60

11.30

13.80

15.18

16.22

17 03

17 OK

16.73

14.70

13.56

19 on

12.30

12.02

11.54

11.02

10.03

9.24 

8.65

7.96

7.28

6.80

6.28

5 94

6.00

6.12

6.12

6.47

6.86

7.43

7.75

9.20

10.62

10.00

9.60

9.11

8.44

8.30

7.74

7.39

Secondfeet

2,010

1,900

1,840

2,120

3,350

5,460

12, 300

18,600

22, 700

25. 700

28, 300

OQ Qfifi

27,300

21,200

18, 100

16, 200

14, 700

14,000

12, 800

11, 700

9,680

8,170 

7,090

6,070

5,020

4,320

3,620

3,160

3,220

3,350

3,350

3,900

4,460

5,160

5,760

8,170

10, 900

9,680

8,920

7,990

6,740

6,570

5,610

5,160

Time

July 28

2p. m.... . ..

12 midnight _ .

July 29

10 a. m... ......

3p. m___ .. _ _

12 midnight....

July 30

July SI

6 a. m... .......

12 noon. ._.._..

6 p. m _ __ ..

12 midnight ....

Aug. 1

12 midnight.. ..

Aug. 2

12 midnight. ...

Aug. 3

12 midnight ....

Aug. 4

8 a. m_____.____

12midnight__--

Aug. 6

10 a. m _..-....

Feet

7.19

7.04

6.99

6.85

6.96

7.96

8.30

8.32

8.08

7.48

7.03

6.80

6.48

6.33

6.30

6.30

6.30

7.00

8.68

8.46

8.10

8.10

8.10

8.48

10.10

13.88

14.70

14.72

15.42

16.30

16.20

15.75

15.75

15.44

15.60

15.26

15.22

15.30

15.46

15.48

Secondfeet

4,880

4,600

4,600

4,320

4,600

6,070

6,570

6,570

6,230

5,610

5,310

4,600

4,320

3,900

3,620

3,620

3 OCA

3 A9fi

3,620

4,600

7,270

6,910

6,230

6,230

6,230

6,910

9,870

18,900

91 9nn

°1 200

23,300

26,000

24, 500

24, 500

23, 300

23, 900

23,000

22,700

23,000

23,600

23,600

Time

Aug. 7

8 a. m

12 midnight. ...

Aug. 8

2 a. m__ ........

12 noon.-. __ -

6p. m___ ___ _ _

12 midnight.--.

Aug. 11

Aug. 1%

12 midnight .... 

Aug. 13

Aug. 14

12 noon,. . _.

12 midnight __

12 noon. .......

12 midnight ....

Aug. 17

Aug. 18

Aug. 19

12 midnight. ...

12noon___-_ ._

12 midnight _.

Feet

15.96

17.10

18.70

21,53

24.90

27.65

29.75

on CQ

31.22

°.l K4

31.60

31.04

30.63

30.25

9Q QQ

28.95

27.66

24.80

23.25

21.58

20.09

18.05

14.50

13.35

12.36

11.29

10.95

10.70

in OQ

9.35

8.87

8.50

8.17

Secondfeet

25,100

28,600

33,900

44,200

58,000

79 fiftftt

07 OAfV

93 100

97,500

99 80fr J

100,000

96,000

93,100

90, 200-'

QQ f7f\M

OK Qfl/Y"

84 400

81,600

73,200

57,600

50,700

44,600

39,000

31,500

20,600

17,500

14, 900

12, 300

11, 700

11, 100

in onn

8,540

7,630

6,910

6,380

MUSKIHGUM P.IVER AT McCONNELSVILLE, OHIO

LOCATION. Lat. 39°38'40", long. 81°51'00", in SE^ sec. 11, T. 10 N., R. 12 W.,

above Dam 7, at McConnelsville. Zero of gage is at elevation of crest of

dam, which is 650.31 feet above mean sea level. 

DRAINAGE AREA. 7,411 square miles. 

GAGE-HEIGHT RECORD. Water-stage recorder graph. Gage heights used to half

tenths between 1.6 and 3.6 feet; hundredths below and tenths above these

limits.
40 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

STAGE-DISCHARGE RELATION. Defined to peak discharge by current-meter

measurements.

MAXIMA. 1935: Discharge, 104,000 second-feet 10 a. m. to 1 p. m. Aug. 9 (gage 

height, 17.02 feet).

1921-34: Discharge, 75,100 second-feet revised Mar. 19, 1933 (gage height, 

12.29 feet).

Discharge known, 270,000 second-feet Mar. 27, 1913, computed by Zanesville office of Corps of Engineers, U. S. Army (gage height, 33.5 feet, present 

datum).

Mean discharge, in second-feet, 1935

Day

2.......

3.

4. 

5 .......

6

7

8. ....

Mef 

Rur

July

2,810 

2,470 

2,340 

2,900 

19,100 

27,200 

19,600 

13,900

in montl 

i-off, in i

Aug.

6,110 

9,610 

11,700 

25,100 

27,200 

23,700 

41, 100 

81,800

ily dischi 

nches

Day

9......

10 

11 

12 ..

13 ..

14 

15.-.,.

16 ..

irge, in s<

July

9,550 

7,220 

5,230 

4,250 

3,650 

3,130 

3,130 

2,800

,cond-fee

Aug.

102, 000 

92,900 

86,000 

71,600 

53, 500 

38,600 

23,900 

17, 100

t

Day

17 

18 

19

20 

21 

22. .

oq

24 

July

3,260 

3,130 

2,700 

2,550 

2,650 

2,780 

2,860 

3,300

Aug.

15,000 

12, 700 

10, 400 

7,960 

6,700 

5,620 

5,460 

5,460

Day

OC

26 

27 

28 .

29. 

30 ..

01

July

4,330 

9,310 

7,850 

5,460 

7,210 

6,900 

5,460

6,420 

1.00

Aug.

4,840 

4,250 

4,230 

6,730 

4,540 

4,540 

4,250

26,280 

4.09

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

July %5

12 midnight 

July 26

12 midnight....

July 87

12 midnight ....

July 28

6 p. m__ ..... 

1 2 midnight .

July 29

July SO

12 midnight .

12 midnight..-. 

Aug. 1

Aug. %

12 midnight- ...

Feet

1.80

2.06

2.20

2.82

3.54

3.56

3.23

2.82

2.42

2.13

2.08

2.37

2.78

2.73

2.61

2.40

2.16

1.92 

1.96

2.79

2.18

2.20

3.73

3.46

3.30

3.03

Secondfeet

3,820

4,250

5,000

5,460

7,740

11, 100

11, 100

9,720

7,740

6,140

5,300

5,150

5,960

7,740

7,520

6,900

6,140

5,300

4,540 

4,690

7,740

5,460

5,460

11, 800

10, 600

9,950

8,820

Time

Aug. 3

12 midnight _ .

12 midnight .

Aug. 5

12 midnight .

Aug. 6

12 midnight. _

Aug. 7

12 midnight-... 

Aug. 9 

6a. m.. ........

12 midnight. 

12 midnight. 

Feet

2.98

3.18

3.12

3.90

5.36

5.90

6.35

6.37

6.35

6.04

5.74

5.70

5.70

8.50

9.12

9.90

10.54

11.62

13.40

15.20

16.25 

16.86

17.02

16.70

16.10

15.54

15.00

14.76

14.64

Secondfeet

8,600

9,500

9,050

12, 700

21, 000

24, 400

27, 900

27,900

27, 900

25, 100

23, 000

23, 000

23, 000

44, 500

49,900

56, 700

61, 500

70,200

82, 400

93, 200

99, 200 

103, 000

104, 000

102, 000

98, 600

95,000

92, 000

90,800

89, 600

Time

Aug. 11 

6 a. m__ __ ...

12 noon., _____

6 p. m. .-. .---

12 midnight ....

Aug. 12

Aug. 13

12 midnight....

12 midnight. 

Aug. 15

12 midnight....

Aug. 17

12 midnight __ 

Aug. 18 

12 noon _ _ ..

12 midnight __

Feet

14.40

14.06

13.60

13.06

11.84

10.50

9.50

9.00

8.60

7.85

6.68

5.74

5.42

5.17

4.70

4.50

4.40

4.43

4.38

4.12 

3.90

3.73

3.40

3.10

2.84

2.65

Secondfeet

88, 400

86, 600

83, 600

80,600

71,600

61,500

53,500

49,000

45, 400

38, 600

30,000

OK QAA

23,000

21,000

19, 800

16, 800

15, 700

15, 200

15, 200

15, 200

13, 700 

12,700

11, 800

10, 400

9,050

7,960

7,100
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 41

SANDY CREEK AT SANDYVILLE, OHIO

LOCATION. Lat. 40°38'04", long. 81°22'28", in sec. 8, T. 10 N., R. 1 W., 100 

feet below highway bridge, a third of a mile below mouth of Nimishillen 

Creek and half a mile south of Sandyville. Zero of gage is 913.25 feet above 

mean sea level.

DRAINAGE AREA. 481 square miles.

GAGE-HEIGHT RECORD. Water-stage recorder graph except for period Aug. 3-5, 

when record was based on floodmarks and record at Bolivar dam site. Gage 

heights used to half tenths between 3.0 and 5.0 feet; hundredths below and 

tenths above these limits.

STAGE-DISCHARGE RELATION. Defined to 10,300 second-feet by current-meter 

measurements; extended to peak discharge from area-velocity study.

MAXIMA. 1935: Discharge, 12,600 second-feet noon Aug. 7 (gage height, 13.84 

feet).

1923-34: Discharge, 11,600 second-feet Feb. 26, 1929 (gage height, 13.0 feet). 

Flood of March 1913 reached stage of approximately 14.8 feet on present gage.

REMARKS. Records for August supersede those published in Water-Supply 

Paper 783; see Water-Supply Paper 803 for complete revised record.

Mean discharge, in second-feet, 1935

Day

1_ _-

2----_-

3---- 

4-- ..

5------

6.. 

T. .......

8-.-.....

July

133 

120 

118 

615 

458 

286 

204 

164

Aug.

278 

494 

4,470 

4,180 

2,870 

1,600 

9,900 

6,510

Day

9

10 

11 

12.....

13 

14 

15_.-_ . 

16 

July

150 

144 

126 

116 

166 

114 

124 

227

Mean monthly discharge, in second-fee 

Run-off, in inches . _. ........

Aug.

3,500 

1,910 

1,870 

1,220 

975 

810 

622 

1,070 

t

Day

17 

18 

19 

20 

21 .... 

22-__-_

23 

24_.___

July

134 

116 

123 

110 

122 

157 

212 

188

Aug.

848 

588 

476 

422 

410 

434 

334 

294

Day

25 

26 

27 

28 

29 

30 

31 

July

448 

275 

202 

277 

321 

190 

174

204 

0.49

Aug.

258 

252 

316 

390 

322 

256 

235

1,552 

3.72

Gage height, in feet, and discharge, in second-feet, at indicated time, 19S5

Time

July 31

Aug. 1

8 a. m __ . .... 

1 p. m. .... -

4 p. m _ ------

12 midnight-, _.

12 midnight ....

2 a. m ___ _ -

6 a. m ---.

4 p. m - ---.

12 midnight. ...

Aug. 4

10 a. m- -_.__

12 midnight.. _. 

Aug. 6

12 midnight __

Feet

1.75

1.95

1.90

1.82

1.95 

2.50

2.30 

2.35

2.37

2.19

2.23

3.95

4.06

5.80

7.50

8.39 

9.00

9.38

8

00

8.00

7.42

7.70

8.55

8.70

8.40

7.92 

6.80

5.29

Secondfeet

150

205

190

168

205 

397

319 

338

346

280

294

1,080

1,130

2,200

3,570

4,380 

4,920

5,300

4

QOA

4,020

3,480

3,750

4,560

4,650

4,380

3,930 

2,950

1,860

Time

Aug. 6

12midnight-.__

Aug. 7

4 a. m-----.. ...

6 p. m ---..

Aug. 8

Aug. 9

12 midnight ....

Aug. 10

6 a. m---_- ... 

2p. m. _ ...

12 midnight,...

Aug. 11

12 midnight . 

Aug. H

12 midnight. 

Feet

4.72

4.31

4.15

4.25

5.32

7.40

10.56

13.84 

13. 11

12.38

11.23

10.34

9.56

8.92

7.42

5.86

5.23 

4.70

5.90

5.71

5.83

5.32

4.95

4.69 

4.20

3.88

Secondfeet

1,490

1,260

1, 190

1,240

1,860

3,480

6,640

11, 100

12, 600 

11, 100

9,700

7,520

6,260

5,500

4,830

3 480

2,270

1,800 

1,490

2,270

2,130

2,200

1,860

1,670

1,490 

1,210

1,050

Time

Aug. 13

10 a. m._- __ .-

12 midnight. ...

12 noon----__ 

12 midnight-..

6 a. m -- __ --

12 noon.--.....

6a. m- _ .----

2 p. m... ------- 10 p. m ...

Aug. 17

2a. m .

12noon_-_- .... 

12 midnight. 

12 midnight....

12 noon_._._---

12 midnight..-. 

Aug. 20

12 midnight __

Feet

3.75

3.87

3.92

3.71

3.65

3.43

3.15

3.04

2.95 

2.92

3.05

3.90

4.05

4.12

4.20 

4.10

3.85

3.48 

3.15

2.95

2.80

2.68

2.65 

2.54

2.60

Secondfeet

Q7C

1,020

1,050

950

925

826

(O*t

682

636

590

577

636

1,050

1,130

1,160

l,2iO

1,160

1,020

850 

632

690

623

471

453 

413

397
42 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

BttMISHILLEBT CREEK AT NORTH INDUSTRY, OHIO

LOCATION. Lat. 40°44'01", long. 81°21'08" in SW}4 sec. 35, T. 10 N., R. 8 W.,

just below railroad bridge 1 mile southeast of North Industry and 3 miles

below mouth of Sherrie Run. Zero of gage is 970.77 feet above mean sea

level.

DEAINAGE AEEA. 175 square miles. 

GAGE-HEIGHT EECOED. Water-stage recorder graph. Gage heights used to half

tenths between 2.6 and 6.3 feet; hundredth^ below and tenths above these

limits. 

STAGE-DISCHAEGE EELATION. Defined to 1,240 second-feet by current-meter

measurements; extended to crest stage on basis of slope-area determination

of peak discharge; affected by weed growth Aug. 3-6. 

MAXIMA. 1935: Discharge, about 8,240 second-feet 4 a. m. Aug. 7 (gage height,

9.51 feet).

1921-34: Discharge, about 9,000 second-feet (revised) Feb. 26, 1929 (gage

height, 9.9 feet). 

REMAEKS. Records for August supersede those published in Water-Supply

Paper 783.

Mean discharge, in second-feet, in 1935

Day

l..__. ...

2_ 

3.... 

4. .......

5

6........

7........

8

Me£ 

Rur

July

34 

39 

94 

324

87 

54 

47 

46

in montf 

i-off, in i

Aug.

93 

482 

1,810 

961 

346 

635 

5,570 

1,320

ly discht 

aches

Day

9 __ 

10 

11 .... 

12_ _

13 __

14 ....

15 ___.

16 

,rge, in st

July

43 

38 

38 

68 

55 

36 

117 

98

;cond-fee

Aug.

570 

440 

468 

262 

196 

154 

130 

135

t

Day

ITIS. 

19 

20_____

21 .... 

22- 

23 

24 ....

July

51 

44 

38 

36 

54 

60 

77 

97

Aug.

125 

104 

92 

83 

90 

80 

71 

66

Day

25 ..

26 __..

27 .

28 

29 

30 

31 -.

July

309 

101 

49 

186 

76 

44 

53

80.4 

0.53

Aug.

64- 

66 

68 

65 

66 

63 

65

475 

3.12

Gage height, in feet and discharge, in second-feet, at indicated time, 1935

Time

Aug. 1

Aug. & 

8 a. m__ _ .....

10 a. m. ___ __

2 p. m... . __ .

12 midnight.... 

Aug. 3

8 a. m

12 midnight ....

Feet

1.06 

1.78 

1.38 

1.62 

1.35

1.17 

.87 

1.15 

1.34 

3.65 

2.35 

2.38 

5.75 

5.34

5.70 

6.68 

6.43 

3.90 

3.77 

3.23

Secondfeet

51 

221

110 

171 

104

69 

25 

66 

101 

962 

435 

446 

2,440 

2,060

2,240 

3,310 

3,060 

1,010 

962 

732

Time

Aug. 4

4 p. m

12 midnight. 

Aug. 5

12 midnight. ... 

Aug. 6 

8 a. m__. _ ....

1 p. m

4 p. m

12 midnight. 

Aug. 7

12 midnight---.

Feet

2.76 

3.43 

3.26 

4.37 

4.70 

3.00

2.45 

2.18 

1.85

1.70 

1.64 

2.55 

3.80 

6.55

8.50 

9.51 

9.10 

8.50 

6.75 

5.63

Secondfeet

532 

812 

732 

1,270 

1,460 

632

420 

317 

198

154 

138 

458 

962 

3,180

6,400 

8,240 

7,480 

6,400 

3,710 

2,340

Time

Aug. 8 

6 a. m ._-- - -

12noon_____--

12 midnight.-.- 

Aug. 9

2 p. m .

4 p. m _ _

12 midnightAug. 10 

12 noon__. __..

Aug. 11

12 midnight.. .. 

Aug. n

10 a. m-.... ...

2 p. m . -..

12 midnightFeet

4.80 

4.10 

3.65 

3.30

3.01 

2.38 

2.64 

2.25

2.05 

3.09 

2.70 

2.55 

2.92

2.41 

2.03

1.92 

1.98 

1.90 

1.87 

1.79

i 

Secondfeet

1,630 

1,180 

962 

812

692 

446 552' 

397

321 

732 

572 

512 652-

458 

313

272 

294 

264 

253 

225
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 43

SUGAR CREEK AT STRASBURG, OHIO

LOCATION. Lat. 40°35'12", long. 81°31'28", in NW>{ sec. 1, T. 9 N., R. 3 W., 

at highway bridge three-quarters of a mile southeast of Strasburg and threequarters of a mile above Broad Run. Zero of gage is 898.24 feet above 

mean sea level.

DEAIKAGE AEEA. 310 square miles.

GAGE-HEIGHT EECOED. Staff gage read twice daily or oftener; graph constructed 

from gage readings and floodmarks Aug. 2-19. Gage heights used to half 

tenths between 1.7 and 3.1 feet; hundredths below and tenths above these 

limits.

STAGE-DISCHARGE RELATION. Defined to 8,380 second-feet by current-meter 

measurements; extended to peak discharge from area-velocity study.

MAXIMA. 1935: Discharge, about 19,700 second-feet 2 to 4 p. m. Aug. 7 (gageheight, 12.70 feet).

1931-33: Discharge, 6,940 second-feet (revised) Mar. 15, 1933 (gage-height, 

9.56).

Mean discharge, in second-feet, 1935

Day

I-.. 

2........

3

4

5........

7

8-...- 

July

58 

45 

44 

1,050 

1,570 

510 

179 

102

Aug.

91 

166 

2,070 

4,290 

1,090 

319 

10, 200 

8,090

Day

9- .

10....-

11 

12 

13 

14 

15 

16.--..

July

120 

98 

76 

66 

61 

61 

58 

216

Mean monthly discharge, in second-fee 

Run -off, in inches _________ _

Aug.

3,970 

1,700 

1,640 

950 

495 

463 

281 

223 

t

Day

17 

18 

19 .... 

20 

21___._ 

22 

23 

24 _.-.

July

66 

48 

44 

43 

47 

70 

76 

120

Aug.

223 

203 

163 

144 

126 

J08 

92 

84

Day

25 

26.....

27 .

28____-

29 

30 

July

830 

375 

142 

192 

900 

570 

120

257 

0.96

Aug.

61 

61 

61 

193 

92 

73 

64

1,219 

4.53

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

Aug. %

12 midnight--- -

Aug. 4

12 noon., .....

12 midnight _ .

Aug. 5 

6a. m_. ________

6 p. m__ _ __ .. 

12midnight_--_

6a. m_. _. .__

2 p. m _ _. - .

12 midnight- ___ 

Aug. 7

Feet

1.58

1.72

1.88

3.70

6.60

7.58

8.41

9.20

9.30

7.00

5.02

4.01 

3.45

2.43

2.34

4.40

7.50

8.20

Second - 

feet

126

154

204

725

1,480 

2,010

2,730

3,650

5,050

5,270

2,250

1,210

830 

630

346

319

970

2,650

3,370

Time

Aug. 7 Con. 

10 a. m _ .__...

6 p. m__. __ __

10 p. m__. ______

12 midnight. -._

2 a. m-__-_- .--

4 a. m_. ._ -_ 

8 a. m _ .._ __

12 noon. __ 

6 p. m___ ... .

12 midnight__-_

Aug. 9

6 a. m_ _ ______ 

12 noon. ... .

6 p. m__ _ _____ 

12 midnight.- ..

8 a. m_ _._ _. _

12 noon _ . ._.

12 midnight __

Aug. 11 

11 a. m_ __ ...

12 midnight.-..

Feet

9.12

11.72

12.69

12.70

12.40

12.08

11.73

11.40

11.05

10.80 

10.40

9.75

9.34

9.00 

8.66

8.16 

7.40

6.24

5.90

6.13

6.40

6.14

5.84

Secondfeet

4,830

14, 500

19, 700

19, 700

18, 000

16, 500

14,500

13, 000

11, 300

10, 500 

8,890

6,070

5,270

4,610 

4,130

3,370 

2,550

1,640

1,460

1,520 

1,580

1.760

1,580

1,400

Time

Aug. 1%

Aug. IS

6 p. m___ _ ..

Aug. 14

8 a. m -------

Aug. 16 

8 a. m_ __ _ --

Aug. 17

6 p. m . -- -_--

Aug. 18

8 a. m__-_- _ _

6 p. m _ - 

Aug. 19

Feet

5.45

4,50

3.73

3.67

3.81 

3.44

2.91

2.70

2.70 

2.81

2.65

2.60

2.59

2.45

2.41

Secondfeet

1,190

780

495

495

527

403

268

223

244

213

203

203

173

163

233657 41-
44 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

STIllWATER CREEK AT UHRICHSVIIIE, OHIO

LOCATION. Lat. 40°22'31", long. 81°20'10", at waterworks pumping station 1

mile south of Uhrichsville and Dennison, in Tuscarawas County. Zero of

gage is 839.37 feet above mean sea level. 

DRAINAGE AREA. 367 square miles. 

GAGE-HEIGHT RECORD. Staff gage read twice daily or oftener. Gage heights used

to half tenths between 2.4 and 3.1 feet; hundredths below and tenths above

these limits. 

STAGE-DISCHARGE RELATION. Denned to 7,350 second-feet by current-meter

measurements; extended to peak discharge. 

MAXIMA. 1935: Discharge, 7,650 second-feet 8 p. m. Aug. 8 to 4 a. m. Aug. 9,

(gage height, 14.2 feet).

1922-34: Discharge, about 4,960 second-feet (revised) Dec. 16, 1927 (gage

height, 11.8 feet).

The flood of March 1913 reached a stage corresponding to approximately

17.5 feet, present gage datum. 

REMARKS. Municipal water supply for Dennison and Uhrichsville diverted at

gage not included in records except in monthly means as indicated. Records

for August supersede those published in Water Supply Paper 783.

Mean discharge, in second-feet, 1985

Day

2

3 .

4. -_- .

c

6. 

7 

8 

Me 

Me 

Rui

July

85 

81 

34 

1,480 

3,080 

3,880 

4,040 

3,240

in mont 

in mont 

i-off, in i

Aug.

184 

198 

1,020 

2,270 

2,770 

3,080 

4,300 

7,300

ily disch 

ily disch 

nches (ac

Day

9

10 

11 

12 

13 

14 

15 

16 

arge, in s 

irge, in s 

ljusted)

July

1,900 

410 

166 

198 

184 

166 

152 

152

econd-fee 

?cond-fee

Aug.

7,380 

6,180 

4,370 

2,780 

1,790 

652 

680 

960

t (observ 

t (adjust

Day

17. 

18 

19

20 

21_-___

22 

23 

24 

ed)

ed for di\

July

121 

85 

55 

310 

488 

460 

211 

130

Aug.

1,080 

625 

385 

242 

220 

845 

542 

242

Day

25 

26 

27 

28 

29

30 

31 

July

166 

515 

652 

735 

460 

265 

139

775 

777 

2.44

Aug.

184 

152 

152 

152 

130 

108 

108

1,648 

1,650 

5.19

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

Aug. %

6 a. m. -------

12 noon.-. ...

12 midnight 

12 midnight _ . 

Aug. 5

12 noon ... ... 

12 midnight _ .

12 noon ------

12 midnight .

Feet

2.20

2.11

2.83

3.52

4. 96

5.92

6.70

7.45 

8.00

8.27 

8.14

8.20

8.40

8.80

10.60

12.18

Secondfeet

220

180

542

900

, yuu

2,260

2,520

2,770 

3,000

3,150

3,070 

3,110

3,230

3,460

4,660

5,910

Time

Aug. 8

Aug. 9

12 noon...-..-.

Aug. 10

6a. m..-. _ ... 

12 noon... ....

6 p. m_ _ 

12 midnight-.-.

8 a. m.... __ ..

12 noon ....... 

6 p. m_._ .......

12 midnight....

Feet

13.32

14.00

14.20

14.20 

13.95

13.70

13.00 

12.62

11.86 

11.43

10.63

10. 25 

9.80

9.20

8.00

7.10

Secondfeet

6,890

7,480

7,650

*, OOU

7,420

7,220

7,030

6,600 

6,280

5,640 

5,300

4,680

4,410 

4,100

3,700

3,000

2,630

Time

Aug. IS

12 midnight _ .

Aug. 14

6 p. m _ _ ....

Aug. 16 

8 a. m _ _ -_..

Aug. 17

Aug. 18

Feet

5.40

4.56

4.02

3 Of\

2.90

2.90

3.30

3.50

3.90

3.70

3 in

2.90

2.60

2.60

Secondfeet

2,030

1,570

1,200

570

570

790

900

1,140

1,020

570

410

360
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 45

B1ACK FORK AT 10UDONVI11E, OHIO

LOCATION. Lat. 40°38'08", long. 82°14'19", in NW% sec. 1, T. 19 N., R. 16 W., 

at highway bridge at Loudonville, 1% miles below mouth of Big Run. Zero 

of gage is 928.46 feet above mean sea level.

DRAINAGE AREA. 342 square miles.

GAGE-HEIGHT RECORD. Chain gage read two or more times daily. Gage heights 

used to half tenths between 3.1 and 3.8 feet; hundredths below and tenths 

above these limits.

STAGE-DISCHARGE RELATION. Defined to 4,050 second-feet by current-meter 

measurements; extended to peak discharge on basis of area-velocity study.

MAXIMA. 1935: Discharge observed, 5,860 second-feet 6:15 a. m. Aug. 7 (gage 

height, 12.29 feet).

1931-34: Discharge observed, 3,500 second-feet Mar. 21, 1933 (gage 

height, 9.96 feet).

Stage known, about 20,5 feet, present site and datum, March 1913 (discharge 11,700 second-feet at Charles Mill dam site, about 16 miles above 

gage, computed.by Zanesville office of Corps of Engineers, U. S. Army).

REMARKS. Discharge for August 4 and monthly computations supersede those 

published in Water-Supply Paper 783.

Mean discharge, in second-feet, 1935

Day

1.... 

2. 

3... ..

4-. .....

5.... 

6.. 

1. .......

Me 

Rui

July

64 

61 

60 

447 

447 

447 

390 

229

an montl 

i-off , in i

Aug.

72 

82 

1,620 

322 

179 

138 

4,220 

3,580

ily disch

Day

9 

10 .

11 

12 

13 

14 

15 .

16 

irge, in s<

July

192 

155 

155 

91 

77 

65 

85 

117

,cond-fee

Aug.

1,920 

1,770 

1,870 

1,570 

1,090 

634 

390 

268

t-._ 

Day

17 

18 

19 

20 

21. 

22. 

23 

24 

July

69 

61 

58 

55 

55 

58 

82 

64

Aug.

229 

192 

167 

153 

131 

122 

110 

102

Day

25 

26 

27 

28 

29.-. .

30 

31 

July

601 

138 

95 

95 

117 

82 

65

153 

0.52

Aug.

91 

84 

95 

153 

98 

87 

89

698 

2.35

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

Aug. %

4 p. m_. ........

12 midnight.. 

Aug. 6

12 noon-... ....

12 midnight... .

Feet

2.66

2.97

3.46

4.47

5.70

6.55

8.30

8.48

8.15

5.55

3 Qfi

3.49

3 Oft

Q Oft

3.03 

2.98

3.05

4.30

6.70

Secondfeet

65

124

242

537

966

1,340

2,200

2,320

2,140

927

OQfi

255

204

170

155

138 

126

143

476

1,390

Time

Aug. 7

2 p. m __ -. ....

12 midnight- ...

8a. m.----_. ...

6p. m. -..- ....

12 midnight. ...

12 midnight ....

12 noon,.-- ....

Aug. 11

12 midnight .

Feet

9.12

11.60

12.28

11.97

11.20

10.58

10.40

10.52

10.67

10.99

10.86

10.74

10.50 

10.23

9.42

8.72

8.00

7.50

7.31

7.34

7.49 

7.74

7.70

7.65

7.50

Secondfeet

2,710

5,020

5,860

5,500

4,580

3,960

3,760

3,860

4,060

4,360

4,260

4,060

3,580

2,920

2,440

2,020

1,770

1,670

1,670

1,770 

1,870

1,870

1,820

1,770

Time

Aug. IS

Aug. 13

12 midnight....

Aug. 15

12 midnight 

Aug. 17

8 a. m ..........

Aug. 18

8 a. m .. ....

8p. m... . ------

Feet

7.10

6.59

6.00

5.37

. o&

3.69

3.60

3 eft

3.41

3.37

3.32

3.20

3.16

3.12

Secondfeet

1,570

1,340

1 nan

849

476

QQft

308

281

255

229

216

204

179

167

155
46 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

MOHICAN RIVER AT GREEK, OHIO

LOCATION. Lat. 40°30'55", long. 82°11'48", in NW>4 see. 10, T. 8 N., R. 10 W.,.

3,000 feet below highway bridge at Greer. Zero of gage is 872.91 feet above

mean sea level.

DRAINAGE AREA. 942 square miles. 

GAGE-HEIGHT RECORD. Water-stage recorder graph except for periods July

20-22, 27-31, and Aug. 18-21 when it was based on comparative hydrograph.

Gage heights used to half tenths between 3.2 and 4.6 feet; hundredths below

and tenths above these limits. 

STAGE-DISCHARGE RELATION. Defined to 13,400 second-feet by current-meter

measurements; extended to peak discharge by area-velocity study. 

MAXIMA. 1935: Discharge, 17,700 second-feet 1 p. m. Aug. 7 (gage height,

13.63 feet).

1921-34: Discharge observed, 15,400 second-feet, March 21, 1927 (gage

height, 12.7 feet at highway bridge above present gage).

Discharge known, 55,000 second-feet, March 1913 (gage height, 27.0 feet,

from floodmarks from slope area study).

Mean discharge, in second-feet, 1935

Day

1_ 

2. 

3__ 

4 _

5 

6 

7. .......

8.. ......

July

201 

184 

184 

2,590 

5,040 

1,720 

1,660 

913

Aug.

553 

510 

3,710 

3,450 

1,510 

1,290 

12, 800 

12, 600

Day

9 .

10__.__

11 .. _

12__.__

13 

14_____

15 ....

16 ____

July

668 

518 

415 

338 

422 

603 

338 

650

Mean monthly discharge, in second-fee 

Run-off, in inches. ._ __ __ _ _ ...

Aug.

8,780 

5,210 

4,160 

3,020 

2,060 

1,380 

1,000 

807 

t

Day

17 

18 

19 

20_____

21 .

22 

23 

24____.

July

319 

264 

296 

300 

240 

300 

807 

610

Aug.

717 

650 

570 

500 

440 

388 

362 

331

Day

25 

26 

27 .

28 

29 

30__.__ 

31 

July

3,710 

1,390 

900 

640 

760 

460 

430

899 

1.10

Aug.

302 

280 

253 

280 

280 

264 

258

2,217 

2.71

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

July 4

10 a. m __ _ _ 

2p. m 

5 p. m_ _ _ _ __

12midni£.ht____

July 5 

3 a. m. ...... .

8 a. m _ _ __

10 a. m ___ ___

July 6 

6 a. m. .......

July 7 

2a. m__________

5 a. m

12 midnight....

4 a. m . . .

2 p. m

5 p. m _______

12 midnight. ___

Aug. 2 

12 noon . .

10 p. m

12 midnight ___

Feet

1.72

3.70

2.74

2.57

2.68

3.13

5.08

5.32 

6.30

6.66

7.85

9.22

5.90

4.87

4.60

4.50

3.63

3.08

2.98

3.20

3.89

3.23

2.87

1.95

1.96

2.90

2.37

2.09

2.14

2. 55

Secondfeet

215

2, 180

1,040

978

1,500

4,020

4,300 

5,750

6,350

8,000

10,200

5,150

3,740

3, 340

3,210

2,120

1,440

1,580

2, 430

1,640

1,190

338

344

1,220

659

428

465

838

Time

Aug. 3

10 p. m

4 a. m

8 a. m

12 noon

Aug. 6

Aug. 7

8 a. m_ _

10 a. m

12 noon___ _____

2 p. m__________

Aug. 8 

2 a. m. __.__ _

Feet

3.48

3.90

3.65

5.46

7.80

6.77

4.80

3.88

3.31

3.11

3.05

2.94

3.00

3.30

11. 15

12.65

13.48 

13. 63

13. 5fi 

13.18

12.05

10.48

9.32

Secondfeet

1,940

2,4SO

2,120

4, 580

8,000

6,500

3,600

2,430

1,700

1,470

1,400

1,270

1,340

1,700

13,500

15, 900

17, 500 

17,700

17.700 

17, 000

15, 200

15,100

14,900

12,400

10. 400

Time

Aug. 9 

6 a. m. ..

2p. m _..__ .... .

Aug. 10

12 noon

12 midnight ____

Aug. 11

12 noon

12midnight____

Aug. 12

Aug. IS

Aug. 14

Aug. 15

12 noon_. ______ 

12 midnight .

Aug. 16

12midnight____

Aug. 17

Feet

9.04

5.75

5.42

5.20

4.74

4.35

3.95

3.57

3.27

. oO

2.70

2.58

2.52

2.47

2.42

Secondfeet

9,900

8,620

5,000

4,440

4,160

3,470

3,020

2,500

2,000

1,380

1,000 

870

807

756

707
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 47

WALHONDING RIVER AT POMEEENE, OHIO

LOCATION. Lat. 40°21'20", long. 82°06'19", at highway bridge at Pomerene, 

Coshocton County, a third of a mile above mouth of Honey Run. Zero of 

gage is 805.53 feet above mean sea level.

DRAINAGE AREA. 1,488 square miles..

GAGE-HEIGHT RECORD. Water-stage recorder graph. Gage heights used to halftenths between 2.7 and 4.6 feet; hundredths below and tenths above these 

limits.

STAGE-DISCHARGE RELATION. Defined to 20,300 second-feet by current-meter 

measurements; extended to peak discharge from area-velocity study.

MAXIMA. 1935: Discharge, 27,100 second-feet, 9 p. m., Aug. 7 (gage height, 

15.97 feet).

1921-34: Discharge, 27,800 second-feet, Feb. 26, 1929 (gage height, 15.5 

feet").

Discharge known, 80,000 second-feet (estimated) in March 1913 (gage 

height, 21.6 feet, from high-water mark).

Mean discharge, in second-feet, 1935

Day

I.. 

2........

3__ ......

4... ...

5........

«

7........

8.. ......

Me 

Eu

July

409 

356 

341 

8,290 

15,000 

4,600 

3,590 

2,220

in mont 

n-off, in i

Aug.

3,190 

2,910 

3,720 

7,430 

2,810 

1,860 

17,000 

22,400

ily disch 

nchcs

Day

9......

10 

11 .... 

12 

13. . 

14.. 

15..... 

16 

irge, in s

July

1,590 

1,280 

1,050 

865 

751 

1,050 

760 

1,270

scond-fee

Aug.

12, 400 

7,060 

5,640 

4,110 

3,200 

2,360 

1,760 

1,640

t

Day

17 

18 

19 

20___. _

21 .. 

22 

23 

24 

July

743 

566 

797 

658 

507 

612 

1,430 

1,430

Aug.

1,590 

1,810 

1,430 

1,180 

1,040 

919 

811 

717

Day

25. 

26 

27 

28-... 

29 

30 

31 

July

6,360 

3,360 

1,760 

1,380 

1,640 

1,080 

856

2,148 

1.66

Aug.

658 

604 

581 

760 

635 

536 

507

3,654 

2.84

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

July S

12 midnight _ .

July 4

4 a. m

10 a. m ___ _.

lOp. m___ ......

10 a. m__. _ .__

lOp. m._ . ..

12 midnight....

Feet

1.60

1.60

1.63

1.79

1.98

2 23

2.81

3.03

3.50

6.10

8.75

9.85

11.30

12.40

13.20

13.40

13.23

13.06

13.06

13.20

13.20

12.60

11.04

9.05

7.70

7.15

6.82

6.52

Secondfeet

320

320

336

428

558

760

1,540

2,040

5,490

10, 300

12, 400

15,700

18, 300

20, 200

20,700

20,200

19, 900

20, 200

20, 200

18, 700

15,000

10, 700

8,140

7,240

6,580

6,100

Time

July 6

12 midnight- ...

July 7

July 8

July M

12 midnight- ...

Feet

6.22

6.28

6.32

5.50

4.76

4.40

4.86

5.19

5.00

4.50

4.22

3.63

3.28

3.10

2.93

1.86

1.95

2.87

Secondfeet

5,640

5,790

4,640

3,720

3,200

3,850

4,240

3,980

3,330

2,940

2,220

1,810

1,430

474

536

1,330

Time

July 23

July ^4

12 midnight _ _

July %5

12 midnight,--.

July %1

12 midnight .

Feet

3.12

2.86

2.68

3.47

3.05

3.16

2.88

2.72

3.12

6.36

7.42

8.64

6.47

5.15

4.38

3.64

3.40

3.26

2.97

Secondfeet

1,590

1,330

1,160

1,980

1,540

1,640

1,380

1,180

1,590

5,940

7,600

9,940

6,100

4,240

3,200

2,220

1,920

1,760

1,430
48 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO 

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935 Con.

Time

July 38

July 39

Aug. 1 

6 a. m__ . -__

lOa. m_________

6p. m_ __ . ._

12 midnight....

Aug. 3

2 a.m.... ......

12 midnight.. __

Feet

2.77

2.73

3.61

3.66

3.29

3.12

2.80

2.58

2.43

2.33

2.24

2.27

4.49

5.84

6.21

5.62

4.94

5.04

4.78

4.90

4.23

3.49

3.23

Secondfeet

1,270

1,270

2,160

2,220

1,810 i 1,590

1 9ftft

1,070

937

847

768

794

3,330

5,060

5,640

4,780

3,850

3,980

3,720

3,850

3,000

2,040

1,760

Time

Aug. 3 

2 a. m

lOa. m. ........

12 midnight____

Aug. 6 

6 a. m.--. __ ..

Aug. 7

12 midnight. 

Feet

3.22

4.65

4.85

5.05

5.04

7.91

8.58

7.65

5.75

4 95

4.40

3.74

3.53

3.42

3.44

3.20

3.09

3.09

4.55

9.75

15.93

15.97

15.80

Secondfeet

1,700

3,460

3,720

3,980

3,980

8,540

9,940

9,940

7,960

5,060

3,980

3,200

2,360

2,100

1,920

1,980

1,700

1,590

1,590

3,400

8,940

12,400

17, 100

19, 700

26, 800

27,100

26, 600

Time

Aug. 8 

2 a. m ...-.----

lOa. m. .----.-.

12 midnight.^. _

Aug. 11

12 midnight^--. 

Aug. 13

Aug. n

2p. m__. _______

Aug. 14

Aug. 15

12midnight____

Feet

15.60

15.35

14.90

14.40

12.68

11.51

10.64

10.06

9.70

8.15

7.03

6.54

6.74

6.68

6.23

5.61

5.07

4.67

4." 46

4. 11

3.77

3.48

3.27

3.08

Secondfeet

26,100

25,500

24, 300

23,100

19, 000

16, 100

14,100

13, 000

12,200

9,140

6,900

6,100

6,420

6,420

5,640

4,780

4,110

3,260

2,810

2,360

2,040

1,760

1, 590

CLEAR FORE AT NEWVILLE, OHIO

LOCATION. Lat. 40°37'48", long. 82°23'02", in SEJ4 sec. 3, T. 21 N., R. 17 W., 

at highway bridge at Newville, a quarter of a mile below mouth of Opossum 

Run. Zero of gage is 1,018.32 feet above mean sea level.

DRAINAGE AREA. 175 square miles.

GAGE-HEIGHT RECORD. Chain gage read twice daily to hundredths. Gage 

heights used to half tenths between 2.3 and 3.3 feet; hundredths below and 

tenths above these limits.

STAGE-DISCHARGE RELATION. Defined to 5,420 second-feet by current-meter 

measurements; extended to peak discharge from area-velocity study.

MAXIMA. 1935: Discharge observed, 11,700 second-feet July 4 (gage height, 

12.90 feet).

Flood of March 1913 reached a stage of 15.7 feet.

Mean discharge, in second-feet, 1935

Day

I--.-....

2.. .._.__

3... ....

4.. ......

5........

6.. ....

7.. ......

8-. 

Me 

Ru

July

56 

45 

42 

6,300 

2,090 

573 

573 

319

an mont 

a-off, in i

Aug.

161 

140 

1,320 

615 

272 

199 

5,380 

1,780

tily disch 

nches

Day

9... ...

10 

11 

12 

13 

14 

15 

16 

arge, in s

July

213 

173 

126 

104 

100 

92 

336 

135

econd-fee

Au£.

702 

457 

404 

256 

199 

186 

161 

161

t

Day

17 

18 

19 

20 

21 

22 

23 

24..-..

July

92 

80 

173 

86 

80 

213 

272 

144

Aug.

199 

173 

144 

115 

113 

100 

94 

84

Day

25 ..

26 

27 . 

28 .

29 

30____.

31 .

July

2,690 

494 

287 

199 

161 

131 

108

532 

3.50

Aug.

77 

77 

88 

70 

68 

71 

70

450 

2.96
EECOEDS OF FLOOD STAGE AND FLOOD DISCHAEGE 49 

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

July 3

12 midnight __ 

July 4

10 a. m. ......

12 noon.... ....

6 p. m _ ......

12 midnight....

4 a. m. __

12 noon ...

6 p. m ..........

July 6

6 p. m_ .........

Aug. 2

8a. m.. ........ 

6 p. m__._ ......

12 midnight....

Aug. S

6 a. m. .

12 noon. ...

12 midnight ....

Aug. 4 

6 a. m..... .....

Feet

1.70

1.79

2.80

5.40

7.35

8.80

12.90

9.10

7.11

6.48

6.26

6.20

5.58

& 56

3.25

2.30 

2.21

2.58

3.20

4.79

6.78

5.55

4.34

3.30

Secondfeet

37

49

287

1,520

2,170 

3,200

4,950

11, 700

5,380

2,170

2,090 1 fidn

/yo

573

439

149 

128

227

421

1,150

2 ftnn

i fidft

890

457

Time

Aug. 5

Aug. 8 

12 noon. .......

6 p. m. ___ ..

12 midnight _.__

12 noon.... _ .

6 p. m..._ ......

12 midnight....

Aug. 9

6 a. m... .......

4 p. m _ .. ....

Aug. 11

Feet

2.82

2.68

2.50

2.47

5.30

9 28

8.84

9.00

7.65

6.69

6.13

5.82

5.40

4.90

4.40

3.61 

3.24

3.04

3.60

3

01

3.34

2 Q7

Secondfeet

256

199

186

1,450

5,680

4,950

5,230

2,510

2,010

1,780

1,520

1,200

940

573 

439

369

573

658

457

336

Time

Aug. 1%

Aug. IS 

6 a. m. _ . .....

6 p. m... .......

Aug. 14

6 p. m... . ......

Aug. 17

2 p. m __ _ ..

Aug. 20

Feet

2.77

2.64

2.54

2.50

2

CA

2.40

2.35

2.32

2.35

2.32

2.32

2.50

2 79

2.50

2.38

2.30

2.26

2.18

2.12

Secondfeet

272

242

213

199

199

173

161

149

161

149

149

199 

256

199

173

149

140

122

108

JEROME FORK AT JEROMEVILLE, OHIO

LOCATION;. Lat. 40°48'07", long. 82°12'01", in SW% sec. 5, T. 21 N., R. 15 W.,

at highway bridge at Jeromeville, 1 mile above mouth of Oldtown Run. Zero

of gage is 949.14 feet above mean sea level. 

DRAINAGE AREA. 120 square miles. 

GAGE-HEIGHT RECORD. Graph constructed from twice-daily chain-gage readings.

Gage heights used to half tenths between 2.1 and 2.8 feet; hundredths below

and tenths above these limits. 

STAGE-DISCHARGE RELATION. Denned to 2,600 second-feet by current-meter

measurements; extended to peak discharge from area-velocity study. 

MAXIMA. 4935: Discharge, 3,090 second-feet at midnight Aug. 7 (gage height,

from graph, 11.16 feet).

1925-34: Discharge observed, 3,130 second-feet Feb. 26, 1929 (gage height,

11.3 feet).

Stage known, about 15.1 feet in March 1913. 

REMARKS. Records for August supersede those published in Water-Supply

Paper 783.
50 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO 

Mean discharge, in second-feet, 1935

Day

1- ------

2

3. . ......

4.......

5. ____---

6.-.. 

7.. 

8

Me 

Ru

July

7.8 

7. 4 

7.8 

350 

91 

40 

39 

22

in mout 

i-off, in i

Aug.

8.4 

51 

268 

46 

23 

189 

2,640 

2,670

ily disch 

nches

Day

9 

10 __ 

11 

12 __

13 

14 

15 

16 

irge, in s

July

16 

14 

11 

10 

309 

33 

18 

17

3cond-fee

Aug.

746 

322 

229 

128 

97 

78 

55 

47

t

Day

17- 

18 

19 

20 

21_ 

22_ _

23 

24-- 

July

14 

11 

9.4 

8.4 

6.9 

85 

28 

26

Aug.

44 

40 

32 

28 

25 

22 

21 

19

Day

25 

26. 

27 -

28-_ 

29 

20 

31 

July

 50 

39 

20 

15 

12 

10 

8.4

43.1 

0.41

Aug.

17 

17 

20 

24 

17 

15 

15

257 

2.47

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

July 4

Aug.S

Aug. 3

6 p. m-.__ ......

6 p. m ___ . ...

6 p. m __ ......

8 p. m ..........

12 midnight .

Feet

2.06

3.45

0 99

0.98

3.10

1.81

1.50

1.36

1.25

1.16

1.12

1.06

2.60

6.80

Secondfeet

168

533

8 Q

8.4

447

111

56

39

28

20

17

13

309

1,590

Time

Aug. 7

6 p. m __ ._

12 midnight- ... 

Aug. 8

6 a. m. --.. ....

12 midnight _-

Aug. 9

12 midnight--..

12 midnight- ...

Aug. 11

6a. m..... _ _.

A q,/j 1&

Feet

9.26

10.23

10.80

11.16

10.82

10.16

9.29

7.62

5.10

3.58

2.69

2.40

3

A1

2.78

2.51

2.18

1.99

1.80

Secondfeet

2,420

2,730

2,950

3,090

2,950

2,730

2,420

1,840

1,050

591

336

255

419

363

282

203

153

111

Time

Aug. 13

Aug. 14 

6 a. m_- ._. .

6 p. m..-. _-_-_-

6 p. m.--. .....

Aug. 17

6 a. m_. -_--_-.-

6 p. m __ ------

Aug. 18

Aug. 19

6 p. m. __ ._.-.

Feet

1.70

1.75

1.68

1.58

1.50

1.46

1.42

1.40

1.40

1.40

1.37

1 1A

1.30

1.28

Secondfeet

91

101

87

70

58

52

47

44

44

41

OQ

33

31

LAKE FORE NEAR LOUDONVILLE, OHIO

LOCATION. Lat. 40°37'11", long. 82°11'10", in NE# sec. 8, T. 19 N., R. 15 W., 

at highway bridge 2 miles above mouth and 3 miles southeast of Loudonville. 

Zero of gage is 902.53 feet above mean sea level.

DRAINAGE AREA. 342 square miles.

GAGE-HEIGHT RECORD. Graph constructed from twice-daily gage readings. 

Gage heights used to half tenths between 1.1 and 2.2 feet; hundredths below 

and tenths above "chese limits.

STAGE-DISCHARGE RELATION. Defined nearly to peak discharge by currentmeter measurements, except that it is affected by backwater from high stages 

of the Mohican River for which the correction was estimated.
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 51

MAXIMA. 1935: Discharge, 6,030 second-feet 11 a. m. Aug. 7 (gage height, 14.0 

feet, due to backwater).

1931-32: Discharge, 3,000 second-feet Jan. 18, 1932 (gage height, 8.80 feet). 

Flood of March 1913 reached a stage of 26 feet.

REMARKS. Discharges Aug. 7-9 computed by using slope as a factor. Records 

for August supersede those published in Water-Supply Paper 783.

Mean discharge, in second-feel, 1935

Day

1

2

3 

4.... .

5-_......

6.__ ..

7-.- -

8--- 1

Me 

Rui

July

46 

43 

41 

278 

278 

122 

160 

104

in montl 

i-off , in i

Aug.

134 

134 

1,600 

810 

364 

223 

4,300 

5,130

ily disch

Day

9

10 .

12 

13 

14 . 

15. 

16 

irge, in s

July

78 

64 

56 

47 

223 

154 

110 

78

scond-fee

Aug.

4.810 

2,760 

1,520 

810 

555 

364 

259 

206

t

Day

17- 

18 

19 

20 

21 

22 ....

24 

July

60 

50 

41 

36 

38 

74 

74 

64

Aug.

189 

174 

147 

128 

116 

104 

94 

88

Day

25 

26 

27 

28 

29 

30 si

July

744 

223 

154 

128 

134 

94 

74

125 

0.42

Aug.

78 

74 

94 

116 

78 

74 

69

826 

2.79

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

Aug. 1 

2a. m ._ _ _

4 p. m__ __ 

8 p. m... __ _ _

Aug. &

8a. m _ ...

8p. m ....

12 midnight....

Aug. 3

4 a. m__ 

8 a. m_ _

12 noon. . . 

6 p. m __ ..

12 midnight _

4 a. m .

8 a. m_ .

2 p. m... .

6 p. m _ .

12 midnight.

8 a. m _ .

Aug. 6

8 a. m....

10 p. m

12 midnight 

Feet

2.02

0 I K

1.90 

1.56

1 Qfl

1.40 

1.87

2.30

2.93

3.89 

5.40

7.38 

7.96

7.48

6.30

K 41

4 65

4.30

3.92

3.52

3 m

2.68

9 .19

2.59

3.90

Secondfeet

147

134 

94

69

78

189

298

555 

1,060

1,880 

2,240

1,930

1,400

1,060

777

678

555

441

319

259

206

241

555

Time

Aug. 7 

6 a. m ...... ..

10 a. m__. ......

12noon_. ._ ...

2p. m. _ .....

4 p. m__ .. _.__

8p. m. _ . __ .

Aug. 8

6 a. m...... _ .

12 noon. ....... 

6 p. m

Aug. 9

Aug. 11

12 midnight. ...

Feet

11.40

1O Of\

13.90 

14.00

13.95

13.55 

13.16

12.75 

19 ^n

12.31

12.42

12.46

12.10

11.60

10.92

10.10

8.99

7.90

7.63

7 4n

7.38

7.23

5.99

5.39

Secondfeet

3,480

6,010 

6,030

5,980

5,500 

5,280

5,100 

4,870 

4 ' 490

4,740

5,510

5,650

5,290

4,770

4,340

3 QCfl

3,200

2,170

1,990

1 

' 880

1,880

1 640

1,280

1,060

Time

Aug. 1%

8a. m..-._. _ 

2p. m_ __ _____

8 p. m__ ........

12 midnight-- __

Aug. IS

6a. m. . _ _... 

12 noon....... _

6 p. m_-_- __ ._ 

12 midnight-. ..

12 noon

12 midnight.. ..

6 p. m. __

12 midnight..-

12 midnight _ .

Aug. 17

Aug. 19

12 noon...... .

Feet

5.01 

4.70

4,44 

4.30

4.11 

3.94

3.78 

3.61

3.45

3.27 

3.10

2.94

2.81

2.72

2.65

2.57

2.43

2.36

2.34

2.34

2.28

2.11

2.00

Secondfeet

912 

810

711 

678

615 

555

526 

469

414

388 

341

298

278

259

241

241

206

206

189

189

180

169

147

KOKOSING RIVER NEAR MILLWOOD, OHIO

LOCATION. Lat. 40°22'40", long. 82°14'30", in sec. 3, T. 6 N., R. 10 W., at 

highway bridge 2J4 miles southeast of Millwood. Zero of gage is 841.06 feet 

above mean sea level.

DRAINAGK ARKA. 472 square miles.

GAGE-HKIGHT RECORD. Water-stage recorder graph. Gage heights used to half 

tenths between 5.2 and 6.8 feet; hundredths below and tenths above these 

limits.

STAGE-DISCHARGE RELATION. Defined to 11,800 second-feet by current-meter 

measurements; extended to peak discharge on basis of slope-area determination.
52 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

MAXIMA. 1935: Discharge, 27,100 second-feet 4 p. m. July 4 (gage height, 

17.75 feet).

1921-34: Discharge observed, 16,500 second-feet Mar. 20, 1927 

height, 12.0 feet, on gage at former site a quarter of a mile downstream).

Stage known, 22.0 feet, present site and datum, in March 1913 (discharge, 

40,000 second-feet (revised) by slope-area method).

REMARKS. Records for July and August supersede those published in WaterSupply Paper 783; for complete revised records see Water-Supply Paper 803.

Mean discharge, in second-feet, 1935

Day

1....

2...

3.... -

4

5.. 

6__ 

7........

8........

Me 

Rui

July

134 

117 

139 

11, 000 

7,440 

2,060 

1,740 

995

in mont 

i-off, in i

Aug.

2,920 

2,020 

1,960 

2,580 

1,260 

811 

10, 400 

7,440

ily disch 

nches

Day

9 

10 

11 

12 

13 

14._.. 

15- .

16 

irge, in se

July

713 

563 

470 

394 

355 

314 

361 

480

;cond-fee

Aug.

2,200 

1,500 

1,580 

975 

900 

671 

533 

900

t

Day

17 

18.-.. 

19 -. 

20 

21 

22 

23_-_. 

24 

July

292 

288 

567 

310 

258 

319 

636 

811

Aug.

900 

1,220 

885 

762 

671 

570 

458 

431

Day

25 -

26 

27 

28 

29. 

30 

31 

July

2,150 

1,470 

769 

978' 792 

509 

384

1,220 

2.97

Aug.

384 

366 

336 

389 

305 

271 

258

1,511 

3.69

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935

Time

July 8

7 p. m _ ._- _

10 p. m ------

11 p. m.- _ _--

July 4 

4a. m. ._-.-.._.

6 a. m __ - .--- 

9 a. m _ .-_

10 p. m

July 6

10 a. m ...

2 p. m ___ __

10 p. m... ......

July 6

2 a. m_ -

12 noon........

10 p. m... ......

12 noon

7 p. m _ __--..

12 midnight-...

JulyS 

12 noon_- ---_-

12 midnight- . 

12 noon 

12 midnight _ .

5 a. m_ .- _ .

7 a. m. __ ....

12 noon

12 midnight- .

Feet

3.43

3.46

4.18

4.08

5.55

5.62

7.74

12.05 

17.95

14.58

13.85

14.44

11.00

8.53

7.24

6.91

6.45

5.98

6.69

6.06

6.00

5.71

5.29

5.06

4.40

4.34

4.31

5.48

9.85

8.37

7.52

Secondfeet

105

112

335

298

1,180

1,220 

3,110

8,700 

27 100

15,700

13,300

15,100

6,900

3,890

2,640

2,370

1,960

1,560

2,190

1,600

1,560

1,300

975

797

384

355

341

1,140

5,260

3,790

2.920

Time

Aug. 2

12 midnight ._

Aug. 3 

2a. m_. ...... _

12 noon

11 p. m .......

Aug. 4

6a. m_ ___ ...

Aug. 6

12 midnight-. ..

8 a. m _ _- ....

12 noon

Aug. 7

1 p. m -. _- _

8 p. m _ -_ _ _

12 midnight 

Aug. 8

12 midnight -

Aug. 9 

12 noon--_- _ -

12 midnight ....

10 a. m_ ........

10 p. m._. ......

Feet

7.17

7.50

6.35

5.53

5.69 

6.77

6.47 

5.99

7.65

7.41

7.64

7.11

6.23

5.56

5.23

5.13

5.08

4.94

4.92

11.66

15.11

15.53

13.87

13.49

11.06

8.82

7.84

6.58

5.93

5.65

6.83

Secondfeet

2,640

2,920

1,880

1,180

1,300

1,960 

1,560

3,020

2,820

3,020

2,550

1,780

1,180

938

848

811

699

8,100

17,200

18,600

13,600

12,500 

14 200

7,060

4,190

3,200

2,100

1,520

1,260

1.180

2,280

Time

Aug. 11 

2 a. m __ . _ ..

6a. m _ ______

12 midnight ....

Aug. 19

12 midnight -

Aug. 13

12 midnight- ...

Aug. 15

12 midnight 

Aug. 16

Aug. 17

12 midnight _ . 

Aug. 18

8 a. m

12 midnight _ .

Aug. 19

12 midnight ....

12 midnight- ...

Feet

6.27

6.28

5.90

5.59

5.31

5.09

5.06

4.86

4.73

4.60 

4.72

4.70

5.44

5.56

5.43

5.10 

5.50

5.70

5.55

5.38

5.17

5.07

5.01

4.94

Secondfeet

1,780

1,830

1,480

1,220

975

818

995

797

657

570

563

550

1,100

1,180

1,100

825 

1,140

1,300

1,180

1,060

878

804

762

713
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 53

KILLBUCK CREEK AT KILLBUCK, OHIO

LOCATION. Lat. 40°29'43", long. 81°59'10", in SW^ sec. 6, T. 8 N., R. 7 W., 

at highway bridge at Killbuck, one-eighth of a mile below mouth of Black 

Creek. Zero of gage is 788.05 feet above mean sea level.

DRAINAGE AREA. 466 square miles.

GAGE-HEIGHT RECORD. Graph constructed from twice-daily chain-gage readings to hundredths. Gage heights used to half tenths between 2.2 and 3.5 

feet; hundredths below and tenths above these limits.

STAGE-DISCHARGE RELATION. Defined to 6,300 second-feet from current-meter 

measurements; extended to peak discharge from area-velocity study.

MAXIMA. 1935: Discharge, about 21,900 second-feet 7 a. m. Aug. 7 (gage height, 

21.77 feet, from flood mark).

1930-34: Discharge observed, 3,650 second-feet May 14, 1933 (gage height, 

14.64 feet).

REMARKS. Records for July and August supersede those published in WaterSupply Paper 783.

Mean discharge, in second-feet, 1935

Day

1 _ -

2. ___ __

3.. .

4

5 .......

6........

7........

8........

Me 

Rm

July

84 

76 

71 

860 

1,260 

639 

495 

246

an mont 

a-ofl, in i

Aug.

362 

496 

2,360 

3,790 

2,680 

1,430 

16, 700 

9,500

ily disch 

nches

Day

9- 

10 

11.-... 

12..... 

13 

14..... 

15 

16 

arge, in s

July

194 

156 

118 

104 

194 

148 

104 

231

3cond-fee

Aug.

5,500 

4,450 

4,150 

3,200 

2,120 

1,400 

928 

620

t

Day

17 

18 

19 

20 

21 

22...- 

23 

24.. 

July

126 

84 

72 

66 

68 

111 

201 

192

Aug.

476 

396 

320 

272 

250 

217 

195 

184

Day

25 

26 

27 

28-_ 

29 

30 

31 

July

1,470 

952 

495 

780 

1,140 

495 

291

372 

0.92

Aug.

164 

164 

164 

217 

164 

154 

144

2,038 

5.04

Gage height, in feet, and discharge, in second-feet, at indicated time, 1985

Time

Julys 

8a. m _ . ......

6 p. m....._ ....

12 midnight 

July 4 

6 a. m _ . ...

10 p. m

2a. m_._ . ......

8 a. m. .........

12 midnight _ .

6 a. m_. _ _ _

12 noon... 

12 midnight4 p. m _ .....

12 midnight ....

60. m. _ . ....

Feet

2.73

2.76

3.54

4.96

7.20

11.00

11.39

11.19

10.57

8.45

7.00

6.00 

5.68

5.87

6.20

5.36 

4.60

4.20

3.84

Secondfeet

71

74

186

399

751

1,410

1,520

1,460

1,330

967

719

559 

511

543

591

463 

336

276

231

Time

July 24-

July 25 

2 a. m-_

12 midnight....

12 noon--..-.-.

6 p. m_- _. _ .. 

12 midnight ....

July 27

12 noon.... ....

12 midnight, ...

July 28

8 a. m.. __ . ...

12 noon..... . 

6p. m _ ... _

July %9

12 midnight. __

Feet

3.38

3.40

4.30

7.84

11.30

12.15

11.49

10.55

8.03

7.26 

6.75

5.50

4.59

4.28

5.90 

10.85

10.90

9.52

8.45

7.30

Secondfeet

164

164

306

865

1,520

1,820

1,540

1,330

899

767 

687

495

336

291

559 

1,380

1,540 

1,410

1,150

967

783

Time

July 30

12 midnight.- .. 

July 31

12 midnight 

6 p. m -.. .

12 midnight ..

Aug. 2

12 noon..... ...

12 midnight- ...

Aug. S

8 a. m.. .... _ .

12 midnight 

Aug. 4

12 midnieht _ .

Feet

6.00

5.28

4.88

4.63

4.21

. yo

3.95

4.58

5.67

5.13

4.07

4.04

4.23

10.45

11.87

12.50 

13.33

14.10 

14.62

15.15

14.89

14.46

Secondfeet

559

447

383

351

ftai

246

336

511

431

261

261

291

1,310

1,770

2,120 

2,680

3,270 

3,700

4,290

3,990

3.610
54 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

Gage height, in feet, and discharge, in second-feet, at indicated time, 1935 Continued

Time

Aug. 5

12 noon _. -__

8 p. m__ ___ .

Aug. 6

6 a. m. _ .....

2 p. m. ___ ...

10 p. ru___ .... 

12 midnight ....

Aug. 7 

4a. m _ __ ..

12 noon.. . ....

12 midnight __

6 a. m_. _ ....

6 p. m. .........

12 midnight ....

Feet

14.00

13.41

12.32

10.98

9.60

9.10

12.00

14.95

20.78

21.77

21.29

20.25

19.56

18.94

18.03

17.00

16.74

Secondfeet

1,990

1,460

1 1Qf|

1,100

1,820

4,090

18,000

91 onn

19,800

13,900

11,700

9,180

6,900

6,300

Time

Aug. 9

Aug. 10

Aug. 11

12 midnight.-.^

Aug. 12

Aug. 13

12 noon.

12 midnight....

12 midnight- ...

Feet

16.56

16.36

16.16

15.86

15.68

15.55

15.50

15.35

14.87

14.25

13.68

13.00

12.14

11.69

n

cn

10.81

Secondfeet

6,100

5,700

5,300

4,750

4,300

4,150

4,000

2 

' 600

2,190

1,700

1,390

1,310

1,280

1,160

Time

Aug. 15

Aug. 16

6 p. m_ _ -.

Aug. 18

Aug. 19

Feet

8.57

7.61

6.97

6.51

6.23

5.88

5.64

5.30

5.13

4.89

4.80

Secondfeet

1,050

806

650

560

490

448

409

370

332

' 80S

284

272

WIIIS CREEK AT BIRDS RUN, OHIO

LOCATION. Lat. 40°10'09", long. 81°39'06", in SW % sec. 19, T. 4 N., R. 4 W.,

200 feet below mouth of Birds Run at Birds Run. Zero of gage is 740.98

feet above mean sea level. 

DRAINAGE AREA. 730 square miles. 

GAGE-HEIGHT RECORD. Water-stage recorder graph. Gage heights used to half

tenths between 3.0 and 4.8 feet; hundredths below and tenths above these

limits. 

STAGE-DISCHARGE RELATION. Defined to 12,000 second-feet by current-meter

measurements; extended to peak discharge from area-velocity study. 

MAXIMA. 1935: Discharge, 13,500 second-feet noon Aug. 8 (gage height, 27.90

feet).

1928-34: Discharge, 8,450 second-feet Mar. 17, 1933 (gage height,

23.08 feet).

Stage known, 28.8 feet, present site and datum, March 1913 (discharge

at Wills Creek dam site, 8 miles below gage, 22,300 second-feet, computed

by Zanesville office of Corps of Engineers, U. S. Army).

Mean discharge, in second-feet, 1935

Day

1- .... .

2 .-...

3. -----

4____._ __

5... -.

6. .

8 .

Me 

Ru

July

262 

175 

120 

720 

1,850 

1,720 

807 

370

an mont 

Q-off, in i

Aug.

99 

190 

2,100 

3,040 

2,830 

2,480 

11,000 

13, 300

lily disch 

nches

Day

9 

10 

11 

12 

13. 

14 

15 

16 

arge, in s

July

221 

168 

130 

112 

98 

78 

71 

81

econd-fee

Aug.

13,100 

12, 000 

10, 500 

8,610 

7,060 

5, 710 

4,260 

2,240

t

Day

17 

18 

19 

20 

21 

22 

23 

24 

July

80 

72 

64 

58 

47 

50 

74 

81

Aug.

1,540 

760 

520 

392 

362 

472 

472 

296

Day

25._-_-

26 

27 

28 

29 

30 -

31 

July

90 

102 

111 

125 

231 

378 

188

282 

0.45

Aug.

194 

156 

148 

382 

922 

706 

448

3,429 

5.42
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 55 

Gage height, in feet, and discharge, in second-feet, at indicated time, 1985

Time

Aug. #

12 midnight. .--

Aug. 3

Aug. 4

Aug. 5

Aug. 6

10 p. m. _ 

Feet

2.60

2.60

3.16

4.38

5.10

9.03

11.66

14.34

16.08

16.30

16.52

16.68

16.51

16.02

15.40

15.40

14.70

13.76

14.26

16.95

Secondfeet

101

101

162

344

456

1,160

2,340

2,860

2,940

3,000

3,080

3,000

2,830

2,650

2,650

2,440

2,220

2,340

3,190

Time

Aug. 7

lOa. m ..... ...

12 midnight- ...

Aug. 8

Aug. 9

12 midnight -

Aug. 10

12 noon... 

Aug. It

12 midnight .

Aug. 1%

Feet

24.74

26.70

27.55

27.16

27.46

27.90

27.89

27.72

27.48

27.10

26.80

26.26

25.56

24.81

24.06

23.33

22.60

Secondfeet

8,500

11,300

12,900

12, 200

12,700

13, 500

13,500

13, 100

12,700

12, 000

11, 500

10, 600

9,610

8,610

7,850

7,060

6,430

Time

Aug. 14 

12 noon. -------

12 midnight- ...

Aug. 15

12 midnight - 

Aug. 16

12 midnight 

Aug. 17

12 midnight- - 

12 midnight- ... 

Aug. 19

12 noon--.. 

12 midnight __ 

Aug. SO

Feet

21.75

20.81

19.55

17.02

13.44

12.30

11.50

9.60

8.05

6.84

6.06

5.50

5.02

4.71

4.39

4.17

Secondfeet

5,790

5,080

4,360

3,190

2,120

1,850

1,670

1,280

960

742

616

520

440

392

344

3(M

LICKING RIVER AT TOBOSO, OHIO

LOCATION. Lat. 40°03'26", long. 82°13'12", at highway bridge at Toboso,

Licking County, 3 miles below mouth of Rock Fork. Zero of gage is 744.84

feet above mean sea level. 

DBAINAGE AREA. 672 square miles. 

GAGE-HEIGHT RECORD. Water-stage recorder graph except for period July 1,

5-9, when it was based on comparative hydrograph. Gage heights used to

half tenths between 2.7 and 4.7 feet; hundreths below and tenths above these

limits. 

STAGE-DISCHARGE RELATION. Defined to peak discharge by current-meter

measurements. 

MAXIMA. 1935: Discharge, 20,000 second-feet 3 a. m. Aug. 8 (gage height,

16.95 feet).

1921-34: Discharge observed, 23,600 second-feet (revised) Feb. 26, 1929

(gage height, 17.9 feet).

Discharge known, 35,000 second-feet March 1913 (gage height, 20.0 feet,

from floodmarks), computed by Muskingum Watershed Conservancy District. 

REMARKS. Records for August supersede those published in Water-Supply

Paper 783.

Mean discharge, in second-feet, 1935

Day

,

2-. 

3 - 

4. .......

5-. .

6.. ...

7.. 

8

Me 

Eu

July

95 

93 

93 

2,300 

3,900 

700 

490 

400

an mont 

Q-off , in i

Aug.

364 

415 

1,060 

2,820 

1,100 

473 

8,370 

15, 400

ily disch 

nches

Day

9 

10 

11- 

12 

13._... 

14. .

15- 

16 

arge, in s

July

330 

256 

211 

182 

158 

139 

136 

226

econd-fee

Aug.

4,520 

2,360 

3,870 

1, 540 

1,320 

1,200 

830 

1,440

t

Day

17 

18 

19 

20 

21 

22 

23- 

24 

July

165 

129 

120 

129 

158 

145 

145 

179

Aug.

3,400 

2,420 

1,130 

756 

554 

466 

420 

390

Day

25 

26 

27 

28 . 

29 

30 

31 

July

492 

306 

204 

475 

916 

412 

256

450 

0.77

Aug.

368 

394 

355 

509 

464 

415 

377

1,919 

3.30
56 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

Gage height, in feet, and discharge, in second-feet, at indicated time, 1985

Time

Aug. I 

2a. m ____ ..

6a. ra_. __ .-.-

10 a. m----.....

2p.m_ __ . _

4 p. m _____

10 p. m___- _ ..

Aug. 2

12noon.____ ..

2p. m_-. __ ..

12 midnight-.-.

Aug. 3

8 a. m_._ _. _

10 p. m..... _ .

Aug. 4

6a. m __ ..----

12 noon..-.

12 midnight... _ 

Aug. 6

12 midnight .

Feet

1.71

1.80

1.74

2.58

2.58

2.17

2.36

2.20

2.23

2.08

2.10

2.88

2.97

4.33

3.89

3.99

4.47

6.47

6.37 

6.52

5.64

5.03

4.10

3.40

2.99

2.70

2.33

2.14

Secondfeet

215

248

226

581

581

398

482

411

424

360

368

732

756

1,530

1,260

1,320

1,590

3,110 

3,200

2,430

1,970

1,380

980

780

637

468

385

Time

Aug. 7

8 a. m_ .........

12 midnight....

Aug. 8

8 a. m. ____ .

6 p. m_._ .......

12 midnight ....

Aug. 9

3 p. m_ ......... 

8p. m. .........

10 p.m.- ------

Aug. 11

Aug. U 

8a. m_- __ ----

12 midnight--

Feet

2.10

2.18

3.33

12.76

13.77

15.90

16.79

16.95

16.62

16.04

14.20

10.57

8.00

5 22

4.73 

6.46

6.37

7.36

7.24

7.74

7.60

7.10

5

CA

4.57

i on

3.63

Secondfeet

368

402

955

10, 300

11,900

16,500

19,300

20,000

18,600

16,800

12,600

7,580

4,660

2,840

2,110

1,760 

3,200

3,110

4,060

3,860

4,360

4,260

3,760

2,430

1,660

1,260

1,110

Time

Aug. IS

Aug. 14

12 midnight. _

Aug.16

6p. m _ . .....

Aug. 17

1 a. m _ -------

6a. m __ -. .... 

12 noon.... _ .

12 midnight ....

12 midnight. ...

12 midnight . 

Aug. ffi

12 midnightFeet

3.41

4.00

3.79

4.59

4.46

3.79

3.32

£i, u&

2.83

4.76

6.80

7.90

7.93

7.40 

6.59 5 95

6.00

6.39

5.61

4.31

3.62

3.28

2.94

2.69

Secondfeet

980

1,320-

1,200

1,690

1,590

1,200 930*

t*J&

708

1,830

3,470

4,560

4,560

4,060 

3,290

2

7 en

2,750

3,110

2,430

1,500

1,080

930

756

632

SALT CREEK NEAR CHANDLERSVII1E, OHIO

LOCATION. Lat. 39°54'31", long. 81°51'36", above concrete control in

sec. 10, T. 13 N., R. 12 W., just above highway bridge 2 miles northwest of

Chandlersville, Muskingum County. 

DRAINAGE AREA. 75.6 square miles. 

GAGE-HEIGHT RECORD. Water-stage recorder graph. 

STAGE-DISCHARGE RELAIION. Defined by current-meter measurements to 4,180

second-feet; affected by backwater from Muskingum River Aug. 8-13. Gage

heights used to half tenths between 2.0 and 3.7 feet; hundredths below and

tenths above these limits. 

MAXIMUM. 1935: Discharge, 4,300 second-feet 11:30 a. m. Aug. 7 (gage height,

13.90 feet). 

REMARKS. Gage-height record and some discharge measurements furnished by

U. S. Soil Conservation Service.

Mean discharge, in second-feet, 1935

Day

I.... 

2

3--......

4........

5.__ 

6-..- .

7. ...... .

B.. ......

July

12.0 

9.0 

7.5 

67 

59 

24 

23 

38

Aug.

214 

100 

145 

127 

49 

31 

2,370 

540

Day

9____._

10 

11 

12 

13 

14 

15 

16 .

July

26 

16.0 

10.9 

7.8 

6.1 

5.0 

5.2 

8.5

Mean monthly discharge, in second-fee 

Bun-off, in inches... _ . ___ ........

Aug.

270 

470 

600 

265 

150 

89 

66 

56 

t

Day

17- .

19- 

20 

21 

99

23 

24.....

July

7.6 

4.4 

3.4 

3.5 

3.7 

12.0 

6.8 

6.7

Aug.

55 

53 

40 

31 

26 

27 

19.9 

15.4

Day

25 

26 

17 

28 

29 .. 

30 ..

31_._._

July

36 

27 

26 

5S1 

58 

17.5 

10.6

36.4 

0.55

Aug.

13.3 

11.6 

107 

296 

48 

29 

21

204 

3.12
EECOEDS OF FLOOD STAGE AND FLOOD DISCHARGE 

Gage height, in feet, and discharge, in second-feet, at indicated time,

57

Time

July 3

12 midnight.-..

July 4

3 p. m_ _ ......

6 p. m __ _ ...

10 p. m__--..-._

July 6

July6

12 noon.... __

12 midnight ....

JulyS

12 noon..... ... 

3 p. m_.- _ ...

7 p. m__ _... .. 

12 midnight. ...

July 16

12 noon..... ...

4p. m__..___ ... 

6 p. m_ _ __ .

8 p. m__ _ .....

12 midnight. __.

July SS

12 noon.----..

12 midnight- --

4 p. m. -.-....-

11 p. m_._ _ ... 

12 midnight _..-

July SB

7 a. m__ ........

12 noon.- - _ ..

10 p. m. .....

11 p. m_-..-....

12 midnight....

Feet

0.78

.83

1.13

1.75

2.05

1.58

1.70

1.30

1.11

1.07

1.22

.95 

.95

1.50 

1.33

.78

.68

.70 

1.00

1.00 

.91

.61

1.18

1.18 

1.02

.88

.65

.65

QO

1.15 

1.21

1.16

1.42

1.30

1.30

Q1

QO

1 48

1.48

1.55

1.68

1.53

Secondfeet

7.5

9.0

24

140

189

102

131

42

22

19.3

32

13.3 

13.3

81 

47

7.5

5.2

5.6 

15.4

15.4 

11.6

3.9

28

28

10.6

4.6

4.6 

12.0

26 

31

26

64

42

42

11.6

77

94

126

89

Time

July 27

6 p. m_ _ __ _

12 midnight _ -

8 p. m

10 p. m

12 midnight. ...

Aug. 1

2a. m__. ...

5a. m... ._ . 

9a. m_ ........

2p. m..___. .... 

3 p. m._ __ ....

3a. m_ __ _....

2p. m.... ...... 

4 p. m __ _ ....

12 midnight ....

. a

1 a. m_ .........

3a. m_. .....

10 a. m __ ....

1 p. m.._. _ ...

6p. m... ._...._

Aug. 4

4 p. m _ _ ...

Aug. 6

6a. m._ ........

6 p. m ___ ....

Feet

1.05

1.00

.96

QO

1.75

8.35

8.80

7.50

6.10

3.20

1.83

1.62

.84

2.35 

1.68

2.20 

2.24

. oo

1.55

1.43 

1.90

1.43

2.57

1.37

1.55

1.53

2.14

1.95

2 KG

2 02

1.68

1.57

1.38

1.30

1.23

1.18

Secondfeet

18.2

15.4

13.7

140

1,470

1,600

1,210

918

374

155

112

9.3

231 

126

554 

210 

217

oiz

94

66 

166

66

260

94 

55

94

89

203

174 

260

1QO

196

126

98

56

42

34

28

Time

Aug. 7

8a. m__.___ ....

6 p. m__. .......

11 p. m._. __..__

Aug. 8

3 a. m. .........

12 midnight. ---

Aug. 10

6a. m__ ...... .. 

1 p. m.... ......

4p. m _ ...... 

6 p. m _ _.....

10 p. m _ .....

Aug. 11

5 a. m... ....... 

9a. m.. ........

9p. m.... ......

11 a. m _ .. ...

2p. m.... ......

Aug. IS

5 a. m____._ _ .

6a. m.. __ . ...

6p. m.._.._ ....

Aug. IS 

12 noon_____ ...

12 midnight. ...

10 p. m __ ....

11 p. m___.__...

Aug. 28

12 noon.... ....

Feet

1.17

2.10

13.40

13.84

13.80

13.40

11.13

10.43

6.58

5.07

5.25

6.11

8.06

8.06

5.89 

5.32

6.77 

7.11 

7.60

7.07

6.60 

5.64

3.90

2.53

2.48

1.94 

1.62

1.70

1.56

1.50 

1.42

1.41

so

.90

5.50

6.25

4.33

4.45

3.10

1.95

Secondfeet

27

1%

3,950

4,230

4,230

3,950

2,580

2,240

1,020

600

501

420

320

270

220

205

500 

880 

1,000

900

800 

650

380

260

252

172 

112

131

97

81 

64

62

10 9

11.2

798

938

Q1 ff

572

590

356

174

SUPPLEMENTARY RECORDS OF FLOOD DISCHARGE

This section includes the record of stage and discharge of the 

Muskingum River at Coshocton, to which previous reference has 

been made. The value of this record is due chiefly to the strategic 

location of Coshocton. This record also serves, by subtraction of
58 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

records of discharge at stations immediately upstream, to show the 

run-off in the local area above Coshocton over which the storm of 

August 6-7 centered.

The gage of the Weather Bureau upon which this record is based 

is on the Tuscarawas River 1,300 feet above its confluence with the 

Walhonding River to form the Muskingum River. During low-water 

periods the stage at the gage may not represent the stage of the Muskingum River at its head, but in flood, because of the effect of overflow 

and backwater, as shown on plate 8, A, the stage at the station is very 

closely related to that of the Muskingum. Consequently the stage 

record is indicative of the discharge of the Muskingum River only 

during high-water periods, and some adjustment of low-water discharge 

has therefore been made on the basis of comparison with river-measurement stations above and below Coshocton.

In this section also are records of discharge at sites of six floodcontrol dams under construction based on gage-height records furnished by the Corps of Engineers, United States Army, and measurements of discharge made by the Muskingum Watershed Conservancy 

District and the Geological Survey. These records were selected 

for inclusion in this report in order that they may serve to define the 

riin-off and flood characteristics of the rivers in the extreme eastern 

parts of the basin, which were not otherwise separately observed. 

Moreover, current-meter measurements were available through a 

range adequate for the development of a stage-discharge relation, 

although generally the rating developed was but poorly defined, 

the higher parts being based on graphical extensions and the results 

of hydrographic comparisons. Only those portions of the record 

needed to define the rise and recession of the flood at these places are 

included.

The records included in this section are accompanied by station 

descriptions, which present information for the interpretation of the 

data.

MUSKINGUM RIVER AT COSHOCTON, OHIO

LOCATION. Lat. 40°16'45", long. 81°52'15", in Coshocton, on Tuscarawas

River 1,300 feet above confluence with Walhonding River to form the

Muskingum River. Zero of gage is 733.52 feet above mean sea level. 

DRAINAGE AREA. 4,847 square miles (below confluence of Walhonding and

Tuscarawas Rivers).

GAGE-HEIGHT RECORDS. Gage read one or more times daily. 

STAGE-DISCHARGE RELATION. Based on gage-height relation with Geological

Survey river-measurement station established on Muskingum River near

Coshocton in 1936. 

MAXIMA. 1935: Discharge, 88,500 second-feet 5 a. m., Aug. 8 (gage height,

24.65 feet).

Discharge known, 202,000 second-feet March 1913, computed by Corps of

Engineers, U. S. Army (gage height, 30.5 feet). 

REMARKS. Gage-height record furnished by U. S. Weather Bureau.
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 59 

Gage height, in feet, at 8 a. m., and discharge in second-feet, August 1985

Day

1

2- ....... ......

3... .........

4 ............

5...............

6...............

7--..-..........

8 - ..._..__

9 ............

10..............

11 ...... ..

Feet

3.0

3.2

6.0

9.9

9.5

10.1

21.8

24.6

22.0

21.1

18.2

Secondfeet

2,560

2,860

9,170

20,900

19, 600

21,400

68,600

88,500

69, 600

64,400

50,600

Day

12 ...........

13 .........

14.. ............

15 .

16 .........

17..............

18 

19 

20..............

21.... ..........

22...... _ .....

Feet

15.0

12.1

8.3

7.2

5.4

5.4

5.5

5.5

4.4

3.8

3.3

Secondfeet

38, 300

28,200

16,000

12,800

7,500

7,500

7,700

7,700

5,300

4,000

3,030

Day

23 

24 ... ......

25 

26.. ........

27 ...........

28 

29. ..........

30...... ........

31 

Feet

3.5

3.4

3.2

3.2

3.1

3.1

3.2

3.1

3.0

Secondfeet

3,400

3,200

2,860

2,860

2,700

2,700

2,860

2,700

2,560

Supplemental records of gage height, in feet, and discharge, in second-feet,

Aug. 7-8, 1935

Day

7. . . . 

8........ ... ........

8 .......... -

Time Feet

23.43

24.65

24.59

Secondfeet

79,500

88,500

88,500

Day

8..... ........ ..... .

8 

Time Feet

23.55

23.40

Secondfeet

80,400

79,000

McGUIRE CREEK AT LEESVILLE DAM SITE, NEAR LEESVIILE, OHIO

LOCATION. Lat. 40°28'10", long. 81°11'45", on McGuire Creek about 1 mile

above mouth and about l/£ miles northeast of Leesville, Carroll County.

Zero of gage C is 913.00 feet above mean sea level. 

DRAINAGE AREA. 48 square miles. 

GAGE-HEIGHT RECORD. Twice daily gage readings; estimated for Aug. 4, 11,

and 18. 

STAGE-DISCHARGE RELATION. Defined by current-meter measurements to 400

second-feet; based on measurements made after 1935. 

MAXIMUM DISCHARGE. 1,370 second-feet at 5 a. m. Aug. 3 (gage height, 11.2

feet on gage C). 

REMARKS. Gage-height record furnished by Corps of Engineers, U. S. Army;

discharge measurements made by Muskingum Watershed Conservancy

District.

Mean discharge, in second-feet, August 1985

Day

I.... ....

2...........

3...........

4....... _ .

5... 

Discharge

13.5

48

1,150

585

215

Day

6-. 

7 . . .. ..

8...........

9..... 

10..........

Discharge

110

990

608

205

125

Day

11 ......

12 . 

13 ........

14..... 

15...... 

Discharge

83

75

78

80

118

Day

16... ...

17.... .

18.... 

19.... .

20... .-

Discharge

118

88

65

50

45

CONOTTON CREEK NEAR NEW CUMBERLAND, OHIO

LOCATION. Lat. 40°31', long. 81°19', in sec. 33, T. 15 N., R. 7 W., about 2 miles

south of New Cumberland. Zero of gage is 890.82 feet above mean sea level, 

DRAINAGE AREA. 242 square miles. 

GAGE-HEIGHT RECORD. Staff gage read frequently during floods, irregularly at

other times; not read on Aug. 6 and 13. 

STAGE-DISCHARGE RELATION. Defined by current-meter measurements to 4,000

second-feet. 

MAXIMUM DISCHARGE. 5,650 second-feet at 11:30 p. m. Aug. 7 (gage height,

6.85 feet). 

REMARKS. Gage-height record furnished by Corps of Engineers, U. S. Army;

discharge measurements made by Muskingum Watershed Conservancy

District. 

233657 41 5
60 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO 

Mean discharge, in second-feet, August 1935

Day

3.. .........

4

5.. ...... ...

Discharge

1,900

3,420

2,520

Day

6. ........

7...........

8...........

Discharge

1,760

3,750

4,050

Day

9.. 

10..........

11___ 

Discharge

1,960

1,180

830

Day

12..........

13.........

14..........

Discharge

600

500

450

INDIAN FORK AT AT WO OB DAM SITE, NEAR ATWOOD, OHIO

LOCATION. Lat. 40°31'35", long. 81°17'10", about % mile above the mouth and 

2J4 miles southwest of Atwood, Tuscarawas County. Zero of B gage is 

888.05 feet above mean sea level.

DRAINAGE AREA. 70 square miles.

GAGE-HEIGHT RECORD. Frequent readings on gages during high water, twicedaily readings at other times.

STAGE-DISCHARGE RELATION. Defined by current-meter measurements to 700 

second-feet.

MAXIMUM DISCHARGE. 1,660 second-feet at 8 p. m. Aug. 7 (gage height, 901.12 

feet on B gage).

REMARKS. Gage-height record furnished by Corps of Engineers, U. S. Army; 

discharge measurements made by Muskingum Watershed Conservancy 

District.

Mean discharge, in second-feet, August 1935

Day

1. ..... ..

2.--. 

3 .. .......

4.- . 

Discharge

20

35

770

1,185

Day

5.. .........

6.. ...._. 

7 ....... .

8.-.-.. ..

Discharge

790

210

1,160

1,275

Day

9.....-.-.

10..........

11 -

Discharge

600

310

215

Day

12... ......

13.. .- .-.

14..........

Discharge

130

110

81

STILL WATER CREEK AT PIEDMONT DAM SITE, AT PIEDMONT, OHIO

LOCATION. Lat. 40°11'20", long. 80°15'50", about half a mile west of Piedmont,

Harrison County, and about half a mile above mouth of Boggs Fork. Zero

of gage 2 is 874.00 feet above mean sea level. 

DRAINAGE AREA. 122 square miles.

GAGE-HEIGHT RECORD. Staff gage read two or more times daily. 

STAGE-DISCHARGE RELATION. Defined by current-meter measurements to 940

second-feet. 

MAXIMUM DISCHARGE. 3,840 second-feet at 2 a. m. Aug. 8 (gage height, 13.01

feet on gage 2). 

REMARKS. Gage-height record furnished by Corps of Engineers, U. S. Army;

discharge measurements made by Muskingum Watershed Conservancy

District.

Mean discharge, in second-feet, August 1935

Day

3.. .........

4

Discharge

80

145

910

1,980

1,400

Day

6... ........

7-. .........

8.. .. ..... ..

9.. ...... ...

10.... 

Discharge

780

1,640

3,140

1,450

820

Day

11... 

12_--.__ _

13-..-.- .

14_. .._-.--_

15--. ....__.

Discharge

420

260

150

120

125

Day

16- -

17.

18--........

19_.........

20_-. .---.-_

Discharge

320

230

125

105

80

STIILWATER CREEK AT TIPPECANOE, OHIO

LOCATION. Lat. 40° 16', long. 81°17', in sec. 22, T. 12 N., R. 7 W., at Tippecaiioe, Harrison County, just below mouth of Brushy Fork. Zero of gage is

849.00 feet above mean sea level. 

DRAINAGE AREA. 286 square miles. 

GAGE-HEIGHT RECORD. Staff gage read frequently during floods, irregularly at

other times. 

STAGE-DISCHARGE RELATION. Defined by current-meter measurements to 2,500

second-feet.
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 61

MAXIMUM DISCHARGE. 6,450 second-feet at 1 p. m. Aug. 8 (gage height, 18.73

feet). 

REMARKS. Gage-height record furnished by Corps of Engineers, U. S. Army;

discharge measurements made by Muskingum Watershed Conservancy

District.

Mean discharge, in second-feet, August 1935

Day

I... 

2

3 .

4___

5_ .......

Discharge

250

320

380

1,940

2,750

Day

6.

7

8

9

10_. ........

Discharge

2,370

3,300

6,180

4,160

2,650

Day

11 ...... -

12.. ....... .

13.. ....... .

14..........

15-- 

Discharge

1,830

1,150

630

370

270

Day

16.. ........

17. .. .......

18-. 

19.. .. ......

20 - 

Discharge

480

480

350

280

240

BRUSHY FORK NEAR TIPPECANOE, OHIO

LOCATION. Lat. 40°16'15", long. 81°16'40", about half a mile east of Tippecanoe,

Harrison County, and about 1% miles above the mouth. Zero of gage A is

858.00 feet above mean sea level. 

DRAINAGE AREA. 70 square miles.

GAGE-HEIGHT RECORD. Staff gage read two or more times daily. 

STAGE-DISCHARGE RELATION. Defined by current-meter measurements to 220

second-feet. 

MAXIMUM DISCHARGE. 1,020 second-feet at noon Aug. 8 (gage height, 11.52 feet

on gage A). 

REMARKS. Gage-height record furnished by Corps of Engineers, U. S. Army;

discharge measurements made by Muskingum Watershed Conservancy

District.

Mean discharge, in second-feet, August 1985

Day

1. . ... .

2--. ........

3...... ..

4 .

5... ....... .

Discharge

68

95

115

380

440

Day

6

7.

8. . ....

9.. . .... .

10 .........

Discharge

425

535

955

620

345

Day

11. ..---. __

12..--- ..

13.. ........

14. .... ...

15... 

Discharge

230

130

75

60

55

Day

16..........

17. .. ..

18..- 

19.... ...

20-... ..

Discharge

135

105

75

60

50

RECORDS OF STAGE AT LOCKS AND DAMS ON MUSKINGUM RIVER

The records of stage on the Muskingum River presented in table 7 

were furnished by the Corps of Engineers, United States Army. They 

define the flood hydrograph at intervals along the river and so are 

useful in studies of channel storage, flood routing, and river regulation.

Plate 8, B, is a view of the Muskingum River at Zanesville showing 

passage of the flood over Dam 10.

The altitudes of the zeros of the gages given in this table are those 

determined by the Muskingum Watershed Conservancy District in 

February 1937. The altitudes of the zeros of lock gages as determined by the Corps of Engineers, United States Army,.during the 

summer of 1934 are listed in table 8.

A summary of maximum stages on the Muskingum River is presented in the section on "Summary of flood discharge."
62 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

TABLE 7. Gage height, in feet, on Muskingum River at Locks 1-11 during August

1935

Lock 1

[Zero of upper gage, 574.68 feet; lower gage, 566.41 feet]

Time

Aug. 8 

6a/m .

2p.|m ___ ...

6 p.[m_- ....

Aug. 7

8a.'m ..........

2 p.lm... .......

6n.[m . ......

rAug. 8 

1

Aug. 9

Upper 

gage

13.5

13.4

13.2

13.0

14.3

14.5

15.8

CO

(>)

(')

0) (')

(')

(')

(»)

o

Lower 

gage

21.2

21.1

20.6

20.0

20.6

20.8

24.9

27.3

30.0

30.0

30.0

29.8

29.3

29.1

29.0

28.8

Time

Aug. 10

Aug. 11

Aug. 12

Aug. 13

Upper 

gage

0)

P) (')

(')

0)

0)

0) (')

16.0

16.0

16.0

16.0

16.0

16.0

16.0

16.0

Lower 

gage

28.8

28.4

28.1

26.6

26.3

25.8

24.2

24.0

21.4

 

17.5

17.4

17.0

16.7

Time

Aug. 14

Aug. 15

Upper 

gage

15.8

15.6

15.3

15.0

14.0

13.9

13.4

13.1

Lower 

gage

16.2

16.0

14.8

H o

 107

13.6

12.8

12.2

Lock 2

[Zero of upper gage, 586.56 feet; lower gage, 576.66 feet]

Aug. 8

Aug. 7

12 midnight... -

Aug. 8

 6 a. m .....

 8 a. m -

 3 p. m-. ___ -

 6 p. m _ . _ ...

Aug. 9

11.4

11.3

11.2

11.2

11.7

12.4

14.9

15.9

16.6 

16.5

16.6 

16.9

18.4

18.6

19.2

19.5

14.6

14.4

14.2

14.1

14.7

16.4

21.3

23.5

25.5

(') 

0)(') 

(')

0) (')

(')

(')

Aug. 10

Aug. 11

Aug. IS

6 a. m_ ...

8 a. m_ __ ....

6 p. m _ ......

Aug. IS

19.9

19.8

19.5

19.2

18.9

18.8

18.6

18.4

17.6 

17.5 

17.0

16.6 

15.7

15.5

15.1

14.8

(')

«

0)

0)

«

(')

0) (')

26.0 

25.8

24.7 

22.7

22.4

21.6

21.0

Aug. 14 

6 a. m. .........

8 a. m- .........

6 p. m ..........

Aug. IS 

6 a. m ..........

8 a. m ..........

13.9

13.8

13.5

13.2

12.3

. 12.1

11.7

11.4

19.;

19.

18. (

18.

16.i

16. (

15. i

14.'

 t Gage drowned out.
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE

TABLE 7. Gage height, in feet, on Muskingum River at Locks 1-11 during August

1985 Continued

LockS

[Zero of upper gage, 600.14 feet; lower gage, 587.13 feet]

Time

Aug. 6

2p. m_. ........

Aug. 9

12 midnight ....

Upper 

gage

10 9

10 9

10.9

1ft fl

11.4

12.5

14.2

 M c

1 0 Q

14.4

14.7

14.8

14 9

14 Q

14.7

14.7

14.6

14.6

14.6

14.7

14.8

15.0

15.2

15.4

15.5

15.7

16.0

16.3

16.5

16.8

17.1

17.3

17.5

17.7

17.9

18.0

18.1

18.1

Lower 

gage

14.6

14.5

14.4

14 3

16.6

17.8

20.4

21.2

22.3

23.2

24.2

24.6

24.8

24 9

24.7

24.7

24.6

24.4

24.4

94 ^

24 6

25.0

25.4

25.8

26.2

26.6

27.1

27.5

27.9

28.3

28.7

29.0

29.3

29.6

29.8

30.0

30.2

30.2

Time

Aug. 10

Aug. 1%

12 midnight ....

Upper 

gage

18.1

18.1

18.0

17 Q

17.8

17.8

17.7

17.5

17.3

17.2

17.1

17.0

17.0

17.0

17.0

16.9

16 9

Ifi Q

16.8

16.7

16.6

16.3

16.2

16.1

16.0

15.8

15.6

15.6

15.4

15.3

15.2

15.1

15.0

14.9

14.7

14.2

14.1

13.8

13.5

13.2

Lower 

gage

30.2

30.3

30.2

30.0

29.8

29.6

29.5

29.3

29.2

29.1

29.1

29.0

29.0

29.0

29.0

28.9

98 Q

28.8

28.6

28.4

28.2

28.0

27.8

97 7

27.4

27.2

27.0

26.7

26.5

26.2

26.0

25.7

25.5

25.2

24.8

24.4

23.5

23.0

22.2

21.5

20.7

Time

Aug. 14

8 a. m.......

12 midnight. ...

Aug. IB

8 a. m.. __ ...

12 midnight. ...

Aug. 16

6 a.m. -....-. 

8 a. m _ .. .....

Aug. 17

6 a. m...- _ 

8 a. m.-. . 

Upper 

gage

13.0

12.9

12.7

12.4

12.1

11.7

11.5

11.1

11.0

10.8

10.7

10.6

10.6

10.2

10.1

10.1

10.0

10.0

Lower 

gage

19.9

19.7

19.0

18.4

17.6

16.4

15. 9

15.0

14.6

14.0

13.4

13.2

12.9

12. ft

12.0

12.0

11.9

11.9

Lock 4

[Zero of upper gage, 610.66 feet; lower gage, 601.74 feet]

Aug. 6 

6 a. nu .........

Aug. 7

6 a. m.. ........

8 a. m _____

2 p. m ..........

4 p. m_ _ _ ..

10 p. m __ _

12 midnight-.-.

12.1

12.0

11.8

11.6

14.0

14.6

15.2

16.5

17.2

17.9

18.0

18.0

14.7

14.5

14.3

14.0

18.0

20.0

22.5

23.6

24.6

25.2

25.6

25.8

Aug. 8 

2 a. m ..........

10 p.m.... ..

17.9

17.6

17.3

17.2

17.4

17.6

17.8

18.1

18.5

18.7

19 0

25.7

25.3

25.0

24.7

24.8

25.2

25.6

26.1

26.6

27.1

27.4

OQ 1

Aug. 9

12 midnight ...

19.3

19.6

20.0

20.4

20.7

21.0

21.4

21.8

22.1

22.1

22.1

99 1

28.5

28.8.

29.4

29. &

30.$

30.5

30.6

30.8

30.9

30.9

30. 8

on ft
64 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

TABLE 7. Gage height, in feet, on Muskingum River at Locks 1-11 during Augu&t

1935 Continued

Lock 4 Continued

Time

Aug. 10

2 p. m. .........

12 midnight __

4 a. m

8 a. m. .........

2 p. m .

6 p. m ___ ...

10 p. m_-._._ 

12 midnight 

Upper 

gage

21.6

21.1

20.8

20.4

20.2

19.9

19.8

19.7

10 7

1Q 7

1Q 7

19.7

19.7

19.8 

19 9

19.8

19.7

19.6

19.5

19.4

19.3

19.3

Lower 

gage

30.7

30.6

30.5

30.4

30.3

30.2

30.0

29.8

90 7

90 7

29.6

29.6

29.7

29.9 

30.0

29.7

29.0

28.9

28.7

28.4

28.2

28.1

Time

Aug. 1% 

2 a. m -_ .....

4 a. m

2 p. m

6 a. m_. ........

2p. m. _ _ _ ..

12 midnight .

Upper 

gage

19.2

19.1

19.0

19.0

18.7

18.4

18.0

17.8

17.4

16.0

15.6

15.4

15.2 

15.1

15.0

13.9

13.8

13.6

13.3

12.7

Lower 

gage

28.0

27.8

27.5

27.3

27.0

26.6

26.2

25.4

oe n

24.2

23.7

23.0

22.4

01 ft

21.0

20.0

19.9

19.0

18.2

17.1

Time

Aug. 15 

6 a. m

8 a. m

2 p. m

12 midnight .

Aug. 16

6 p. m_- ___ -.

12 midnight .

Aug. 17

6 a. m

8 a. m _ .... 

2 p. m. ......

6p. m-- __ ---.

6 p. m

Upper 

sage

12.1

12.0

11.7

11.4

11.2

11.0

10.9

10.7

10.6

10.4

10.3

10.3 

10.2

10.1

10.0

9.9

9.9

9.8

Lower 

gage

16.0

15.8

15.1

14.4

13.7

12.7

12.4

12.0

11.9

11.9 

11.8

11.7

11.3

11.2

11.1

10.9

LockS

[Zero of upper gage, 621.46 feet; lower gage, 611.08 feet]

Aug. 6 

6 a. m _____

2 p. m ..........

6 p. m _ .....

Aug. 7 

6 a. m ..........

8 a. m ..........

2 p. m ___ ...

6 p. m ..........

8 p. m ..........

10 p. m .........

12 midnight.... 

Aug. 8 

2a.m.... _ ...

4 a. m-- ........ 

6 a. m ..........

6 p. m._ ........

6 p. m ..........

11.8

11.8

11.7

11.5

11.7

12.5

14.4

15.9

16.2

16.4

16.5 

16.6

16.8 

16.9 

17 5

(')

20.0

16.0

15.9

15.8

15.7

18.0

20.0

24.0

25.4

25.6

25.6

25.7 

25.8

25.9 

26.0 

26.5

0)

0)

(')

Aug. 1%

Aug. 13

6 a. m .......... 

8 a. m .......... 

2 p. m ..........

6 p. m _ ......

2 p. m..........

19.2

19.1

18.3

17.8

15.7

15.6

15.0

14.6

13.7 

13.6 

13.3

13.0

11.7

11.6

11.5

11.1

«

0)

o(')

24.8

24.6

23.7

22.8

21.0 

20.7 

20.2

19.7

17.1

16.9

16.0

15.6

Aug. 16

Aug. 17

Aug. 18

6 a. m .......... 

8 a. m ..........

6 p. m ..........

Aug. 19

10.5

10.5

10.3

10.2

10.0

10.0

9.9

Q Q

9.6 

9.6

9.5 

9.5

9.2

9.2

9.1

Q 1

14.7

14.0

13.6

13.2

13.2

13.0

12.3 

12.2

1*. 1

12.0

11.2

11.2

11.1

11.0

i Gage drowned out.
BECOEDS OF FLOOD STAGE AND FLOOD DISCHARGE 65

TABLE 7. Gage height, in feet, on Muskingum River at Locks 1-11 during August

1935 Continued

Lock 6

[Zero of upper gage, 633.78 feet; lower gage, 622.26 feet]

Time

Aug. 6

12 midnight. _

Aug. 8

4 a. m. __ ....

6 a. m ___ __

8 a. m.... . __

10a.m.........

12 noon... .....

2 p. m _ . .....

4 p. m _ ......

6 p. m _ ......

10 p. m__-__.___

12 midnight-.. -

12 midnight ....

Upper

gage

11.5

11.5

11.5

11.5

11.7

14.7

15.5

1 E O

16.1

16.3

16.7

16.9

17.1

17.4

17.6

17.9

18.2

18.5

18.8

19.1

19.3

19.5

19.7

19.8

19.9

20.0

20.1

20.2

20.1

20.1

20.0

19.9

19.8

Lower 

gage

13.5

13.5

13.5

13.5

TO Q

10 o

1 0 K

21.1

21.4

91 7

22.2

22.6

23.0

23.5

24.1

24.8

25.4

26.2

26.9

27.7

28.4

28.7

29.1

29.4

29.6

29.8

29.9

30.0

30.0

29.9

29.8

29.7

29.5

Time

Aug. 10

10 a. m __ ...

4p. m _ --....

6p. m ..........

8 p. m. ___ _

10 p. m__ .......

12 midnight __

2 a. m ..........

8 a.m. .........

Aug. IS

12midnight..--

Upper 

gage

19.7

19.6

19.4

10 7

19.1

18.9

18.8

18.8

18.8

18.8

18.8

18.8

18.7

18.7

18.6

18.5

18.5 

18.4

1C q

1C q

1C o

1C 1

IQ n

17 E.

17.4

17.3

17.3

17.1

17.0

16.8

16.6

16.5

16.1

15.7

15.5

15.2

14.9

14.5

Lower 

gage

29.3

29.1

28.9

QQ Q

28.5

28.3

28.0

27.9

27.7

27.6

27.6

27.6

27.4

27.4

27.3

27.2

26.8

25.5

OK O

25.0

24.6

24.4

24.1

23.8

23.5

23.3

22.8

21.9

20.8

20.3

19.8

19.2

18.5

Time

Aug. 14

12 midnight ....

6 a. m __ .. ....

10 a. m. .......

2 p. m...... ....

6 p. m..._ ......

12 midnight ....

Aug. 16

10 a. m _ .....

10 a. m .........

Upper

gage

14.1

13.9

13.6

13.3

12.7

12.2

11.8

11.5

11.3

11.0

10.8

10.6

10,5 

10.4

1A 3

Irt Q

in Q

10.1

9.8

9.8

9.8

9.7

Lower 

gage

18.0

17.5

17.0

16.5

15.2

14.7

14.3

13.7

13.5

13.0

12.7

12.5

L£t. A 

lO A

n

o

n

o

11.7

11.5

11.0

11.0

11.0

10.9
66 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

TABLE 7. Gage height, in feet, on Muskingum River at Locks 1-11 during August

19S5 Continued

Lock?

[Zero of upper gage, 643.93 feet; lower gage, 634.42 feet]

Time

Aug. 6 

6 a. m ..........

8 a. m. ..

2 p. m _ .

6 p. m _ _ .

Aug. 7

6 a. m ___ .

8 a. m _ _ ......

2 p. m.__ .......

6 p. m _ .

8 p. m ___ .

10 p. m.........

12 midnight....

2a. m. .........

4 a. m.___

6 a. m _ .

8 a. m __ ...

10 a. m _ ......

12 noon .

4 p. m _ . ......

8 p. m. ___ ,.

10 p. m____ ...

lOa. m__. ______

12 noon

2p. m ___ ...

6 p. m_ .........

lOp. m.........

12 midnight....

Upper 

gage

n o

n o

11.9

11.9

n o

15.5

16.4

16.6

16.8

17.0

17.2

17.6

18.3

18.8

19.5

20.0

20.4

21.0

21.9

22.1

21.0

21.0

20.9

20.9

20.9

on o

20.8

20.8

Lower 

gage

15.1

15.1

15.1

15.7

21.6

23.2

23.6

24.0

24.4

24.8

25.4

25.9

26.5

27.3

28.4

29.0

29.7

30.4

30.9

31.2

30.2

29.9

29.8

29.8

29.7

29.6

29.6

29.6

Time

Aug. 11

2p. m__ ____ _

Aug. 1%

10 a. m. ........

2 p. m. __ . ..

6 a. m__ _ _ ..

8 a. m .......... 

2 p. m_ .........

12 midnight __

Aug. 14

12 midnight. 

Upper 

gage

20.7

20.7

20 7

20.6

20.6

20.5

20.2

1Q 7

19.6

19 4

1Q 9

19.0

18.9

18.7

18.5

18.2

18.0

17.8

17.5

16.9

16.3

16.2 

15.7

15.4

14.9

14.6

14.5

14.0

13.6

13.1

Lower 

gage

29.6

29.5

29.4

29.4

29.2

28.8

28.7

28.5

28.4

28.1

27.8

27.7

27.5

27.3

26.8

26.6

26.4

26.1

25.7

25.5

25.1

24.3

23.4

23.2 

22.3

21.8

21.1

20.9

20.2

19.3

18.7

17.8

Time

Aug. IS

Aug. 16

2p. m.......

Aug. 17

2 p. m ..........

Aug. 18

6 a. m .... .. 

8 a. m ..........

2 p. m... .......

Upper 

gage

12.4

12.3

11.8

11.6

11.5

11.1

11.0

10.8

10.6

10.6

10.6

10.5

10.4

10.0

10.0

10.0

10.0

Lower 

gage

16.3

16.0

15.1

14.7

14.2

13.7

13.6

13.2

12.8

12.6

12.6

12.5

12.3

11.8

11.7

11.6

11.5

LockS

[Zero of upper gage, 652.95 feet; lower gage, 644.44 feet]

Aug. 6 

6a.m.. ........

Aug. 7

10 p. m .........

12 midnight .... 

Aug. 8

10 a. m .........

2 p. m ..........

12 midnight ....

13.6

13.6

13.5

13.4

13.8

15.1

17.3

17.6

17.7

17.9 

18.2

18.6

19.0

19.3

19.5

19.9

20.3

20.6

9ft Q

21.1

21.3

21.4

15.0

14.9

14.8

14.7

15.0

17.7

22.8

23.3

23.7

24.0 

24.4

25.2

26.0

26.7

27.0

27.7

28.4

28.9

29.4

29.8

30.2

30.5

Aug. 9 

2a.m...... _ .

10 p. m_ _______

12 midnight. ... 

Aug. 10

lOa. m. ........

2p. m... __ ..

12 midnight....

21.5

21.6

21.6

21.6

21.6

21.6

21.4

21.2

20.9

20.7

20.5

20.3 

20.1

19.9

19.8

19.7

19.6

19.5

19.2

19.1

19.0

18.9

18.8

18.7

30.7

30.9

30.9

30.9

30.9

30.9

30.6

30.3

30.1

29.9

29.7

29.5 

29.3

29.1

28.9

28.8

28.7

28.6

28.3

28.2

28.2

28.1

28.0

28.0

Aug. 11 

2a.m.... .

4 a. m ..........

6a. m__ ........

8 a. m ___ ...

10 a. m. ........

2 p. m ..........

4 p. m. ........

6 p. m ..........

8 p. m ..........

10 p. m .........

12 midnight .... 

Aug. 1$

2a. m ..........

4 a. m_. ........

6 a. m ..........

8 a. m. .........

10 a. m_ ...... 

4 p. m ___ . ..

6 p. m____ ......

12 midnight ....

18.7

18.6

18.5

18.4

18.3

18.1

18.0

17.9

17.8

17.7

17.5

17.4

17.4

17.3

17.3

17.2

17.2

17.1

17.1

17.0

17.0

16.8

28.0

27.9

27.8

27.7

27.6

27.5

27.4

27.3

27.1

26.9

2&8

26.7

26.7

26.5

26.4

26.2

26.0

25.8

25.4

25.0

24.5

23.6
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 67

TABLE 7. Gage height, in feet, on Muskingum River at Locks 1 11 during August

1935 Continued

Lock 8 Continued

Time

Aug. IS 

6 a. m__ ........

8 a. m. .........

2 p. m ____ ..

Aug. 14 

6 a. m ..........

6 p. m ..........

Upper 

gage

16.6

16.5

16.4

16.2

15.6

15.5

15.0

14.7

Lower 

gage

22.6

22.3

21.4

21.0

19.8

19.5

18.6

17.9

Time

Aug. IB

8 a. m ..........

Aug. 16

Upper 

gage

13.2

13.2

13.3

13.0

12.2

12.2

12.1

12.0

Lower 

gage

15.4

15.4

15.7

14.2

13.0

12.9

12.6

12.4

Time

Aug. 17

8 a. m. .........

Aug. 18

Upper 

gage

12.0

12.0

12.0

11.9

11.6

11.6

11.5

11.5

Lower 

gage

12.2

12.2

12.2

11.9

11.7

11.7

11.3

11.3

Lock 9

[Zero of upper gage, 663.98 feet; lower gage, 655.46 feet]

Aug. 6

Aug. 7

6 p. m _____

8 p. m _____

2 p. m ..........

10 p. m 

12 midnight..'..

12.5

12 4

12.4

12.4

12.5

13.2

14.6

16.3

17.2

17.8

18.0

18.4

18.8

19.6

20.0

20.6

21.5

22.1

22.9

93 ^

24.0

24.6

25.1

25.5

915 7

25.7

25.9

26.0

26.0

26.0

25.9

25.7

25.4

25.2

25.0

24.8

24.6

24.2

16.0

16.1

16.1

16.4

22.0

24.5

25.2

25.7

26.1

26.4

27.0

27.6

28.4

29.2

29.9

30.6

31.4

QO ft

32.6

33.3

33.8

34.2

34.5

34.6

34.8

34.9

34.9

34.9

34.8

34.6

34.4

34.2

33.7

33.5

33.2

32.0

Aug. 10

10 a. m_ ........

Aug. 11

Aug. 1%

10 p. m_ _ ...

12 midnight 

23.9

23.7

23.5

23.3

23.1

23.0

23.0

23.0

23.0

23.0

23.0

22.9

22.8

22.6

22.5

22.3

22.1

21.9

21.7

21.5

21.3

21.1

20.9

20.7

20.3

20.1

19.9

19.8

19.6

19.2

18.8

18.6

18.5

17.9

17.6

17.5

16.5

16.3

15.5

15.0

14.6

31.7

31.5

31.4

31.2

31.0

30.9

30.8

30.8

30.8

30.8

30.8

30.7

30.6

30.4

30.3

30.1

29.9

29.7

29.5

29.3

29.1

28 9

28.7

28.5

28.2

28.0

27.5

27.2

27.0

26.8

26.7

26.5

26.2

26.1

25.7

25.5

24.5

24.3

23.4

22.8

22.3

Aug. 14

12 midnight .

12 midnight 

Aug. 16

Aug. 17

Aug. 18

14.6

14.5

13.8

13.7

13.0

12.6

12.5

12.2

12.1

11.9

11.8

11.7

11.6

11.4

11.4

11.4

11.3

11.3

11.1

11.1

11.0

11.0

21.3

21.0

19.9

19.1

17.9

16.6

16.4

15.6

15.2

14.7

14.1

13.9

13.4

13.2

13.2

13.2

12.9

12.7

12.2

12.1

12.1

12.0
68 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

TABLE 7. Gage height, in feet, on Muskingum River at Locks 1-11 during August

1935 Continued

Lock 10

[Zero of upper gage, 681.37 feet; lower gage, 665.04 feet]

Time

Aug. 6 

6a.m _____

8 a. m ..........

10 a. m ____

2 p. m _ .- ....

6 p. m ..........

Aug. 7

6a.m _ ......

8a. m ____ ..

12 noon.... .... 

2 p. m ..........

8 p.m.. ........

12 midnight _ .

2a.m. .........

4 a. m ..........

6a. m _ . __ .

8a. m ..........

10 a. m .........

12 noon.... ....

6 p. m ___ ....

10 p. m _ . .....

12 midnight ....

2a.m- .........

6a.m ..........

8a. m ..........

"10 a. m .........

12 noon.... ....

2 p. m ..........

4 p. m _ . ......

6 p. m ____ ..

8 p. m_ .........

10 p. m __ ....

12 midnight....

Upper 

gage

12.1

12.1

12.1

12.2

12.2

12.6 

13.1

13.6 

13.8 

14.1

14.6

15.1 

15.7

16.3

16.8

17.4

17.9

18.4

19.1

19.7

20.1

20.6

21.0

21.1

21.0

21.1

21.4

21.3

21.3

21.1

21.0

20.8

20.6

20.4

20.1

19.9

19.7

19.6

Lower 

gage

15.8

15.8

16.7 

17.6

20.1 

21.2 

22.2

23.8

. 24.6 

25.4

26.4

27.4

28.3

29.2

30.0

30.8

31.6

32.2

32.7

33.0

33.3

33.3

33.5

33.6

33.55

33.5

33.3

33.1

32.85

32.5

32.1

31.9

31.7

31.4

31.1

Time

Aug. 10

12noon .......

4 p. m_ _ _ ... 

6 p. m __ ...... 

8 p. m_____ .....

10 p. m .........

12 midnight ....

Aug. 11

2 a. m... .......

4 a. m _ -.. ....

2 a. m

2 p. m ..........

Upper 

gage

19.6

19.5

19.4

19.4

19.2

19.1

19.1

19.1 

19.1 

19.0

18.8 

18.8

18.7

18.6 

18.5

18.5

18.1

18.0

17.9

17.8

17.7

17.5

17.4

17.3

17.2

17.0

16.9

16.7

16.5

16.2

15.9

15.5

15.4

15.3

15.0

14.8

Lower

gage

30.9

30.7

30.6

30.5

30.3

30.2

30.1

30.2 

30.2 

30.1

30.0 

29.9

29.7

29.6 

29.4

29.3

29.1

28.9

28.7

28.5

28.2

28.0

27.8

97 A.

27.1

26.8

26.5

26.2

25.9

25.3

04 7

23.8

23.0

22.7

22.4

21.8

21.5

Time

Aug. 14 

6 a. m_. ........

8 a. m_._ .......

10 a. m .........

2 p. m ..........

6 p. m. .........

Aug. IB

6 a. m ___ ....

8 a. m....... ...

10 a. m_ ........ 

2 p. m___ .......

6 p. m _ ... ...

8 a. m__ ___ .

10 a. m .........

6 p. m____ .....

Aug. 17

6 a. m __ _ ..

8 a. m____._ ....

10 a. m. ........

2 p. m ..........

6 p. m ___ ...

Aug. 18

6a. m. ___ ..

8 a. m___ ___ .

10 a. m... ......

2 p. m ..........

6 p. m_. __ ...

Upper 

gage

14.0

13.9

13.7

13.5

13.1

12.1 

12.0

11.9 

11.8 

11.7

11.2 

11.1

11.0

10 9

10.8

10.3

10.2

in o

10.2

10.2

10.0

10.0

10.0

10.0

9.9

Lower

gage

20.2

19.9

19.5

18.9

18.2

16.1 

16.0

15.8 

15.2 

15.0

14.0

13.8

13.7

13.4

13.2

13.3

13.2

13.1

12.9

12.8

12.2

12.4

12.4

12.3

12.1
RECORDS OF FLOOD STAGE AND FLOOD DISCHARGE 69

TABLE 7. Gage height, in feet, on Muskingum River at Locks 1-11 during August

1935 Continued

Lock 11

fZero of upper gage, 690.34 feet]

Time

Aug. 6 

6 a. m. . ...

8 a. m. ........

12 noon. .......

2p. m _____

6 p. m. __ _ .

6 a. m.... ..... 

8 a. m._ .......

12 noon. .. ... 

2p. m .........

6 p. m. ___ .. 

8 p. m __ .... 

10 p. m. _ .... 

12 midnight ...

Aug. 8 

2 a. m..._. ....

4 a. m..... .... 

6a. m..... .... 

8 a. m.. .. _ .

lOa. m.-.-.--. 

12 noon 

2p. m ___ .. 

4 p. m... -.. 

6p. m _ ...... 

8 p. m. ........ 

lOp. m.. ...... 

12 midnight. _.

Upper 

gage

11.9

11.9

12.0

12.0

12.0

12.3 

13.0 IQ <;

14.2 

14.7 

15.7

16.5

17.5 

18.7 

19.6

20.6 

21.4 

22.0 

22.7

23.3 

23.7 

24.2 

24.5 

24.85 

24.95 

25.1 

25.1

Time

Aug. 9

2a. m.. _.

6a. m... -.

8 a. m... __ ..

lOa. m.. ......

12 noon.. ......

2 p. m. _---._-_ 

4 p. m .........

6p. m __ ....

8 p. m _ _ _. 

lOp. m. ....... 

12 midnight...

Aug. 10

2a. m... ...... 

4 a. m... .-._-- 

6a. m. ........ 

8 a. m_. ....... 

10 a. m.-..- ...

12noon_. ...... 

2p. m_-. ..... 

4 p. m_. -..--. 

6 p. m_ ........

8 p. m. __ .... 

10 p. m. .......

12 midnight ...

Upper 

gage

25. 15

25.05

25.05

24.95

24.8

24.7

24.6 

24.5 

24.4

24.3 

24.2 

24.1

24.1 

24.0 

23.9 

23.9 

23.7

23.6 

23.6 

23.5 

23.4 

23.4 

23.2 

23.1

Time

Aug. 11

2p. m.-_.. ... 

4 p. m...-. _ - 

6p. m..-._ ....

8p. m...- ---. 

10 p. m_ ___ . 

12 midnight. -.

Aug. 12

2a. m. .....-_- 

4 a. m._ .......

6 a. m.... _ .. 

8 a. m_. __ .. 

12 noon. _ ... 

2p. m_ ........

6 p. m_._. ...

Aug. IS

6a. m.-.._-.. 

8a. m_... ... 

2 p. m ___ .. 

6p. m .........

12 midnight. ..

Upper 

gage

22.9

22.8

22.6

22.4

22 2

22.0

21.9 

21.7 

21.5

21.3 

21.1 

20.9

20.7 

20.5 

20-3 

20.0 

19.6 

19.4 

18.8

Ifi 1

17.3 

17.1 

16.3 

16.1 

15.4

Time

Aug. 14

Aug. 15 

6 a. m_. .---.-- 

8 a. m. ....---.

2p. m .........

6p. m ____ ..

6a. m__. ------ 

8 a. m._ __ .. 

12 noon ........ 

2p. m. ........

6 p. m _ __ .

Aug. 17 

8 a. m.. _ .... 

10 a. m.. ......

6p. m... _ ---.

Aug. 18 

6 a. m.. ....... 

8 a. m... _ . . 

12 noon ___ . 

2p. m. ........ 

6 p. m. ___ .

Upper 

gage

14.6

14.4

13.9

13.5

19 0

11.7 

11.6 

11.4

11.2 

11.1

10.5 

10.4 

10.2 

10.1 

9.9

9.4 

9.3

9 q

9.3

9.0 

9.0 

9.0 

9.0 

8.9

TABLE 8. Altitude of zero of lock gages and crests of dams on Muskingum River 

[From survey made in 1934 by Corps of Engineers, U. S. Army]

Lock 

and 

dam

No.

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11

Location

Stockport. . . . . ___________ ___ _ .

McConnelsville. ---..---. __ ... _ ___ ...

Philo - ._.-..- ...-._-. -

Zanesville.. ____ ___ ..................

Ellis ..... ........ .............. ............

Distance 

between 

mouth and 

lock 

(miles) i

0.2 

6.8 

13.0 

24.3 

33.0 

39.1 

48.0 

56.0 

66.8 

75.0 

83.9

Zero of gage (feet above 

mean sea level)

Upper

575. 11 

587. 45 

600.57 

610.96 

621. 72 

634. 05 

644. 14 

653. 11 

694. 12 

681. 25 

690. 34

Lower

566. 84 

577. 13 

587. 54 

602.03 

611. 30 

622. 52 

634. 62 

644.60 

655.89 

665.03 

680.88

Crest of 

dam (feet 

above 

mean 

sea level)

582.69 

693. 45 

607.64 

616. 96 

627.72 

640. 05 

650. 15 

661.11 

672. 12 

687. 55 

» 699.30

1 The Ohio River, compilation of charts, navigable depths, and distances, made by Chief of Engineers, 

U. S. Army, 1935.

2 Movable top; altitude of fixed part, 695.40 feet.
70 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO 

SUMMARY OF FLOOD DISCHARGES

Table 9 presents determinations of the maximum flood flow at 

river-measurement stations and at other places in the Muskingum 

River Basin. These places are indicated in figure 8 by the number 

given in the first column of table 9. The period of record is generally

Numbers are those referred 

to in tables 9,11, and 12.

TIGURE 8. Map showing location of flood-discharge determinations in the Muskingum River Basin,

August 1935.

given only for the stations existing at the time of the flood of August 

1935 and conforms to their period of operation. The maximum discharge during the flood of March 1913 is given for those river-measurement stations for which the discharge determined is the greatest 

known.
TABLE 9. Summary of flood discharges in Muskingu

No. 

on 

map 

(fig. 

8)

1 

2 

3 

4

5 

6

7 

8 

9

10 

11

12 

13

14 

15

16 

17 

18 

19 

20 

21

22

23 

24 

25 

26 

27 

28 

29

Stream

Tuscarawas River, 

do

 do .. 

Muskingum River. 

_ .do... - -

do

Nimishillen Creek- - 

Conotton Creek- ._

McGuire Creek 

Sugar Creek.

Stillwater Creek. _. 

do

 do-- -

Brushy Fork-.. ...

Walhonding River. 

Clear Fork.. ....

Lake Fork... .__ .

Kokosing River... . 

Killbuck CreekLittle Mill Creek. _ 

 .do..- - -

Wills Creek. _

Salt Creek

Place of measurement

Coshocton .-_- -_ _

Near New Cumberland. 

Leesville dam site, 

near Leesville. 

Atwood dam site, 

near Atwood.

Piedmont dam site, 

at Piedmont. 

Tippecanoe..- _ ...

Near Tippecanoe __

Newville _ _ . _ _

Near Loudonville ._ 

Near Millwood... ....

Killbuck ........ -

Near Coshocton _ _

do

Near Chandlersville.-

Drainage 

area 

(square 

miles)

165 

1,398 

2,432 

4,847

5,982 

7,411

481 

175 

242

48 

70

310 

122

286 

367

70 

342 

942 

1,488 

175 

120

342

472 

466 

1.70

7.10

730 

672 

75.6

Period 

of 

record

1926-35 

1923-35 

1921-35

1921-35 

1921-35

1923-35 

1921-35

11931-33 

\1934-35

1922-35

1931-35 

1921-35 

1921-35 

1934-35 

1925-35 

/1931-32 

\1934-35 

1921-35 

1930-35

1928-35 

1921-35 

1935

Maximum discharge recorded prior to August 

1935

Date

Mar. 15,1933 

Mar. 16,1933 

Mar. 17, 1933

Mar. 23, 1927 

Mar. 19, 1933

Feb. 26,1929 

..... do -

JMar. 15, 1933

Dec. 16,1927

Mar. 21, 1933 

Mar. 21, 1927 

Feb. 26,1929 

July 4, 1935 

Feb. 26,1929

}jan. 18,1932

July 4, 1935 

May 14,1933

Mar. 17,1933 

Feb. 26,1929

Secondfeet

2,660 

20,600 

32,900

63,300 

75,100

11,600 

9, 000±

6,940

4,960

3,500 

15,400 

27,800 

11,700 

3,130

3,000

27, 100 

3,650

8,450 

23,600

Maximum discharge of 

flood of 

March 

1913

~~~62,~666" 

83, 000 

202, 000

228, 000 

270, 000

- - -

» 11, 700 

55,000 

80,000

..........

40,000

« 22, 300 

35,000

Aug. 

Aug. 

p. 

Aug. 

Aug. 

Aug. 

Aug. 

Aug. 

Au

Aug. 

Aug. 

Aug. 

1 Computed by Muskingum Watershed Conservancy District.

* Maximum discharge during August 1935 was 1,370 second-feet at 5 a. m. August 3,

9 PjscJjarge at Charles Mill dam site, 8b9ut 16 miles above gage, " 

4 Furnished by U. S

P Pischarge at Wills 
72 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

The two miscellaneous determinations of discharge on Little Mill 

Creek included within the tabulation were made by the slope-area 

method. This method is adequately described by Johnson13 and 

Dalrymple, 14 together with discussion of the significance of the coefficients employed. These two determinations (presumably for a 

momentary peak) represent the maximum intensity of run-off determined during the storm. The discharges of 5,420 second-feet for 

1.7 square miles and 9,020 second-feet for 7.1 square miles are equivalent to 3,190 and 1,270 second-feet per square mile, respectively, and 

correspond to rates of run-off of 4.90 and 1.95 inches per hour from 

the drainage basins. Little Mill Creek Basin is near the center of the 

storm where the precipitation averaged 12 inches in as many hours, 

but the maximum intensity of rainfall is not known. Maximum rates 

of discharge in other small streams, notably Bucklew Run and White 

Eyes and Evans Creeks, in the center of the storm area, are not known. 

Rates of run-off in these streams would presumably also be comparable with that of Little Mill Creek. Unfortunately no high-water 

marks are available on these other streams.

The above two supplementary determinations on Little Mill Creek 

have been based on cross sections of the river channel and contiguous 

overflow channels made by the Soil Conservation Service in December 

1935 and on high-water marks observed by the Corps of Engineers, 

United States Army, immediately after the flood. The computed 

rates of run-off are indicative of rates of precipitation much higher 

than can be substantiated by any of the available data.

The maximum rate of discharge per square mile at river-measurement stations listed in table 9 is that of Sugar Creek at Strasburg 63.5 

second-feet per square mile, equivalent to about J0.10 inches per hour 

from its drainage area of 310 square miles. The precipitation over 

Sugar Creek Basin, the southern part of which is near the central part 

of the storm area, was about 6.3 inches in 12 hours.

The indicated discharge rates listed in table 9 for basins larger than 

10 square miles seem low when compared with outstanding floods of 

record in other areas. They are, however, a measure of the concentration of flood waters in unusual storms in the Muskingum River 

Basin.

Table 10 shows the maximum stages on the Muskingum River for 

the flood of 1935 and compares them with the maximum stages 

attained in the flood of 1913.

" Johnson, Hollister, The New York State flood of July 1935: U. S. Geol. Survey Water-Supply Paper 

773-E, pp. 251-254, 1936.

» Dalrymple, Tate, and others, Major Texas floods of 1936: U. S. Geol. Survey Water-Supply Paper 816, 

pp. 11-16, 1937.
RAINFALL AND RUN-OFF STUDIES 73

TABLE 10. Summary of flood stages in Muskingum River

Name of gage

Lock No. l{{£ -~-

Lock No. 2{^------

Upper

Lock No.4{^: - ::::

LockNo.5{IfpWer------

LockNo.6{£°p -:::::

*«*No.7{jjS£:::::

LockNo.sJ^r------

LockNo.9{^r--

LoekNo.lO^ower-----

J.ockNo.ll{^r--::-

Miles 

above 

mouth 

of Muskingum 

River

0.2 

.3

5.8 

5.9 

13.6

14.1

24.2 

24.7 

33.4

33.5 

39.2 

39.3 

48.3 

48.6 

48.6 

56.1 

56.2 

66.9 

67.0 

75.1 

75.9 

84.2

84.3 

91.0 

110.0

Zero 

of 

gage 1

566. 41 

574. 68

576.66 

586. 56 

587. 13

600.14

601.74 

610. 66 

611. 08

621. 46 

622.26 

633. 78 

634. 42 

643.93 

650.31 

644.44 

652. 95 

655. 46 

663. 98 

665. 04 

681.37 

680.88

690. 34 

693. 15 

733.5

Maximum stage during flood 

of August 1935

Gage 

height 

(feet)

30.0

19.9 

30.3

18.1

30.9 

22.1

323.28 

30.0 

20.2

17.02 

30.9 

21.6 

34.9 

26.0 

33.6 

21.4

25.15 

31.60 

24.65

Time

Aug. 8, 6 a. m. to 2 p. m...

Aug. 10, 3 a. m. to Aug. 

10, 5 a. m. 

Aug. 9, 10 p. m. to Aug. 

10, 5 a. m.

Aug. 9, 4 a. m. to noon..-_ 

Aug. 9, 3 a. m. to noon__ 

 do. . 

Aug. 9, 2-3 a. m__ ____

Aug. 9, 1-3 a. m _____ .

 do 

Aug. 8, 5 a. m _ _ 

Previous maximum 

stage

Gage 

height

(feet)

59.9

2629.8

2 636.0

45.9 

37.1 

49.1 

38.7 

46.4 

35.0 

49.1 

40.8 

33.5 

50.0 

41.5 

50.7 

42.3 

51.8 

37.8 

50.3 

40.9 

46.0 

530.5

Date

Mar. 29, 1913. 

March 1913. 

March 1913.

Mar. 28, 1913. 

Do. 

March 1913. 

Do. 

Do. 

Do.

Mar. 27, 1913. 

Do. 

March 1913. 

Do. 

Do. 

Do. 

Mar. 27, 1913. 

Do. 

March 1913. 

Do. 

Do. 

Mar. 26, 1913.

1 Elevation, in feet, above mean sea level, determined by the Muskingum Watershed Conservancy 

District.

2 Altitude above mean sea level from floodmark.

s Based on floodmark.

< U.S. Weather Bureau gage.

* Observed at 4 a. m.; Corps of Engineers, U. S. Army, give 31.8 feet.

NOTE. See table 14 (pp. 94-98) for maximum altitudes from floodmarks.

RAINFALL AND RUN-OFF STUDIES 

GENERAL FEATURES

Comparisons of rainfall with the associated run-off are of great importance in an appraisal of the effect of the prevailing hydrologic 

conditions on the magnitude and concentration of flood run-off. 

Moreover, these comparisons serve as tests of the accuracy and adequacy of the base data. For these comparisons, the records of rainfall 

and run-off have been separated into three distinct periods August 

1-5, the period immediately antecedent to the flood, August 6-8, embracing the flood period itself, and August 9-11. Table 11 gives the 

average rainfall over the several basins listed and the computed run-off 

associated with each of the separate rainfall periods.
TABLE 11. Rainfall and associated direct run-off of flo

[Mean depth, in inches, over drainage areas]

No. on 

map 

(fig. 8)

1

4

5

6

7

10

11

1O

13

14

15

16

17

18 

19

on

91

OO

OQ

24

27

28

29

Stream

 -do - 

 -do-- - -

_. do -------

_. do_ . ..-..

Sandy Creek. . _ _ 

Indian Fork _ ._

 -do -

 .do - 

Mohican River .. ...

Wills Creek....... .

Location

Newcomerstown . _ . __

McConnelsville. _- .

Sandyville- _ _ _ - _ 

Leesville dam site. Near

Leesville. 

Atwood dam site. Near

Atwood.

Piedmont.

Near Tippecanoe _ _

Greer. ------ -- -

Killbuck 

Birds Run. __ _ _ .......

Drainage 

area 

(square 

miles)

165

1,398

2,432

4,847

5,982

7,411

481 

175

242

48

70

310

122

286

367

70

342

942 

1,488

175

120

342

472

466

730

652

75.6

Rainfall'

3.15

2.95

3.2

2.65

2.85

2.7

2.8 

2.8

2.95

2.45

2.8

3.3

4.0

3.7

3.55

3.5

1.4

2.05 

2.25

3.05

1.7

2.0

2.8

2.8

3.65

1.5

2.2

Aug. 1-5

Run-off

0.4

.7

.75

.35

.35

.35

.85

.7

1.25

1.3

1.25

.8

1.4

.95

1.05

.65

.15

.3 

.4

.35

.1

.15

.6

.65

.45

.25

.25

Difference

2.75

2.25

2.45

2.3

2.5

2.35

1.95 

2.1

1.7

1.15

1.55

2.5

2.6

2.75

2.5

3.0

1.25

1.75 

1.85

2.7

1.6

1.85

2.2

2.15

3.2

1.3

1.9

Rainfall

9 Q

3.5

4.0

4

0

4.5

4.15

2.85

3 1 *\

2.8

2.5

2.95

3.15

3.4

3.6

2.65

3.7

3.7 

3.4

2.95

3.5

3.85

2.65

5.4

5.25

9 Q

2.85

Computed by Muskingum Watershed Conservancy District. 
GEOLOGICAL SUKVET WATER-SUPPLY PAPER 869 PLATE 8

A. CONFLUENCE OF TUSCARAWAS AND WALHONDING RIVERS D I! RING FLOOD. 

Photograph furnished Ly Corps of Engineers, U. S. Army.

B. MUSKINGLM RIVER AT ZANESVILLE DURING FLOOD, SHOWING TURBULENCE

PRODUCED BY DAM 10.

Photograph Ly Parkins Commercial Studio, Zanesville, Ohio, furnished by Muskingum Watershed Conservancv District.

RAINFALL AND RUN-OFF STUDIES 75

Mean areal precipitation during the period August 1-5 and August 

9-11 over the several basins has been computed by the Thiessen 

method,15 drawing the lines by the method of perpendicular bisectors 

described by Horton.16 This mean is based only on regularly read 

rain gages. The computed data were supplied by the Muskingum 

Watershed Conservancy District. Mean areal precipitation over the 

several basins during the major storm period, August 6-8, was based 

on the isohyetal map (pi. 2) plus proper correction for the precipitation on August 7 and 8 in the northern part of the basin. The preparation of this map has been explained in a previous section of this 

report. The storm of August 6-7 was followed, on the afternoon of 

August 7 and during August 8, by local showers, more particularly in 

the northeastern part of the basin, where nearly 0.8 inch of rainfall 

was recorded at Wooster on the afternoon of August 7 and 0.6 inch at 

Akron during August 8. At all other places it was materially less 

and in the central and southern basins -virtually zero. This local 

precipitation over the upper headwaters, which followed the major 

storm after the tributary streams had begun to subside, had no effect 

on the flood crests, but it was nevertheless added to the storm precipitation as determined from plate 2 because its associated run-off was 

so closely identified with that of the major rise.

The records of daily mean discharge at the river-measurement 

stations published herein have been used as a basis for determining 

the direct run-off during the storm periods, using the following method. 

A discharge hydrograph for each discharge record to be analyzed was 

constructed covering the period July 31 to August 15. The hydrograph of Kokosing River near Millwood is presented in figure 9 to 

show the procedure adopted for the separation of the direct run-off 

into the three periods.

On July 31, as shown at point A on figure 9, stream flow had generally receded from previous rains so that the flow was largely from 

ground-water sources. Associated with the rains during the first 

period, August 1-5, there was a rise in stream flow to one or more 

peaks, B and B' corresponding to the separate showers during the 

period, followed by a recession to C after cessation of rainfall. The 

rise associated with the major storm period of the night of August 6-7 

began variously from late August 6 in the eastern basin to early 

August 7 in the western basin, culminated in a peak D, and then 

receded to E. In the northwestern part of the basin, several hydrographs disclose double peaks, as shown on figure 9 as D', possibly 

indicative of rainfall on the afternoon or evening of August 7. The 

automatic recorder at Wooster registered 0.77 inch between 6 and 7

15 Thiessen, A. H., Precipitation averages for large areas: U. S. Dept. Agr., Weather Bur., Monthly 

Weather Eev., vol. 39, No. 7, p. 1083, July 1911. 

l « Horton, R. E., Rational study of rainfall data, Eng. News-Record, pp. 211-213, Aug. 2, 1917.

233657 41 6
76 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

p. m. on August 7. There were no general rains over the basin until 

August 10, only light scattered showers. There was therefore, in 

general, ample time in the small basins at least for substantial recession of flow before interruption by subsequent rise from the rainfall 

associated with the third rainfall period, August 9-11, which produced 

a small rise in stream flow (point F) on or about August 10.

The volume represented by the hydrograph is the total run-off that 

reached the stream channels both as direct run-off (over the surface 

or in many places immediately beneath it) and as ground-water run345 6789 10.11 12 13 14 15

August 1935

FIGURE 9. Discharge hydrograph of Kokosing River near Millwood, July 31 to Aug. 15, showing method 

of analysis used in determining direct run-off associated with each storm period.

off resulting from the storm precipitation, plus the stream flow that 

would have been maintained if there had been no increment after 

July 31 (point A).

The increase in stream flow directly attributable to the rains of 

August 1-11 has been estimated by making an approximation of the 

positions of A, C, I, J on the graph of the total ground-water flow and 

assuming that the enclosed area above that line represents the increment in stream flow resulting from the direct run-off associated with 

the rains that fell after July 31. The latter area is believed to include 

essentially all the surface run-off resulting from the storm precipitation 

but may include some superficial subsurface flow, such as perched-
BAINFALL AND EUN-OFP STUDIES 77

water effluent, that was discharged into the stream channt 

promptness approaching that of the surface run-off. Th. 

run-off has been further analyzed to show the approxi 

run-off associated with each of the three rainfall periods Augu j_5 

August 6-8, and August 9-11. This analysis has required an es.ma_ 

tion of recession graphs C-H, E-I, and G-J, representing the recqon 

in discharge after each rain period, had there been no subseqn£ 

rainfall.

Although in the example shown these recession graphs are shc^ 

in some of the larger basins the recession from the major peak D w, 

not so complete as that shown in figure 9 before the run-off associate* 

with the rams of the third period reached the gaging stations. Foi 

hydrographs of such basins, the estimated recession graph E-I represented a considerably longer period than shown in figure 9, and theiefore its definition might be subject to greater error. For several 

basins listed, the position of the recession graph E-I was considered 

so uncertain that the separation of run-off associated with the periods 

August 6-8 and August 9-11 was not attempted.

The three separate areas A-B-B'-C, C-D-D'-E-I, and E-F-GJ-I were determined by arithmetical computation, and the results 

in mean depths in inches over the several basins are listed in table 

11 together with the associated rainfall.

In three typical basins the analyses of rainfall and run-off during 

the major storm period have been extended to determine progressively 

the variations in volumes of water retained in the basin. (See figs. 

1C-12, included within the following section, which present detailed 

analyses of the rainfall and run-off of selected basins during August 

6-8.) Determining the retention, or the amount of water that had 

not appeared in the stream channels as direct run-off at any time, is 

essentially determining the difference at corresponding times between 

the rainfall and the direct run-off into the stream-channel system. 

This difference is obtained by subtracting from the cumulative summation of the mean depth of precipitation in the basin at 2-hour 

intervals, as determined from daily records of rain gages appurtenant 

to each basin, distributed in 2-hour periods on the basis of the record 

of the time-distribution of rainfall at nearby automatic rainfall gages, 

the cumulative summation of the observed stream flow of the direct 

run-off at corresponding 2-hour intervals adjusted for the volume of 

storage in the surface channel system of the basin above the rivermeasurement station, 17 with due allowance for the effect of rising 

stages.

This retention, which represents the total retained water in the 

basin exclusive of the amount in stream channels, has been segregated 

to show the total abstractions, which include infiltration, vegetal

17 Langbein, W. B., Some channel storage studies and their applications to the determination of infiltration: Am. Geophys. Union Trans., 1938, pp. 435-445.
/LOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

, and rainfall required to wet ground surfaces and fill 

surfr depressions and to show the temporary surface detention.

DISCUSSION OF BESULTS

AUGUST 1-5

Precipitation during the first period, August 1-5, as shown on

,ure 7, averaged 2.85 inches over the basin above Marietta. The

.tins during this period consisted of a series of scattered local showers,

jut the total was rather high; in the far eastern and southern parts of

the basin the precipitation exceeded that of the major storm period

of August 6-7. The maximum precipitation was 6.1 inches, at

w

UJ

o 

z3

z 

o

£2

Mean trend

.25 1.25 1.50 

FIGURE 10. Graphical comparison of rainfall and associated direct run-off, August 1-5, as given in table 11.

.50 .75 1.00 

RUN-OFF IN INCHES

Marietta, at the mouth of the Muskingum River; the minimum, in 

the northwestern part of the basin, was 0.74 inch at Plymouth. 

The areal distribution in precipitation over the basin, as shown by 

figure 7, was very irregular. Plate 5 shows hourly rainfall at recording 

rain gages and also indicates the irregular and scattered nature of the 

summer rains of this period. At Akron, Zanesville, and Parkersburg, 

there were four separate and significant showers during this period; 

at Plymouth there were five; and at Columbus there was only one.

The direct run-off averaged 0.35 inch over the basin above 

McConnelsville. It ranged from 1.4 inches for Stillwater Creek 

above Piedmont, in the southeastern part of the basin, with 4 inches 

of rainfall, to 0.1 inch for Jerome Fork above Jeromeville, in the 

northwestern part of the basin, with 1.7 inches of rainfall.

Figure 10 is a graph showing rainfall during August 1-5 and corresponding run-off for the basins listed hi table 11. A line has been
RAINFALL AND RUN-OFF STUDIES 7Q

drawn on the diagram to indicate the mean trend, although no define 

relation of rainfall to run-off is indicated. There are, of course, oth* 

factors besides volume of precipitation that determine the volume ol 

run-off; of these factors soil moisture and texture and rate of rainfall 

are most influential. Consequently to the extent that the base data 

and methods of analysis are adequate, wide departures from the mean 

trend would be indicative of corresponding variations hi these factors. 

The diagram does not represent any one of the individual storms but 

rather, as pointed out previously, the total rainfall of a 5-day period 

of scattered showers. Moreover, the diagram does not take account 

of differences in soil types that may exist, although some basins are 

within the glaciated region and others are south of the moraine. 

Nevertheless, a general trend is shown, which may be of some significance. For example, it appears that about 1 inch of rainfall was 

essential to produce sensible run-off. Moreover, it is indicated that 

on the average an increase of rainfall from 3 inches to 4 niches doubled 

the volume of run-off.

The difference between rainfall and associated run-off averaged 

2.35 inches over the basin above McConnelsville. Variations in the 

retention were principally related to variations in precipitation, 

indicating that the absorptive capacity of the soil had not been 

reached.

Except in the eastern part of the basin where rainfall exceeded 4 

inches, the stream stages reached during this period were not outstanding. The peak discharge of McGuire Creek at Leesville on 

August 3 was slightly greater than that reached on August 7, and in 

adjoining basins the two flood peaks were also of comparable magnitudes. However, the major significance to be ascribed to the earlier 

storm period was its effect on the rainfall-run-off relations during the 

major storm period of August 6-7. The retention of 2.35 inches in the 

basin from the rains of August 1-5 (minus the losses due to evaporation and transpiration) reduced to some degree at least the capacity 

of the soil for absorbing the heaArier rams of August 6-7.

Base flow, composed largely of effluent from ground-water storage, 

reflects to some degree the soil moisture conditions, although in those 

areas where the zone of aeration is deep, relations between the two 

might be very tenuous. Figure 11 shows a graph of daily mean 

discharge of Killbuck Creek at Killbuck for the period July 15 to 

August 31, on which the estimated base flow has been drawn. Attention should be directed toward the great increase in base flow that 

began on or about July 20 and culminated during the flood rise 

associated with the rains of August 6-7. A very considerable part 

of this rise took place during the period from July 31 to August 6.
8Q FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

AUGUST 6-8

The period August 6-8 included the outstanding storm of August 

6-7, during which precipitation approached close to 12 inches in the 

central basin, as shown in plate 2. The average rainfall over the 

basin above Marietta was 4.1 inches, and the greatest mean precipitation over any basin whose run-off was measured was 6.3 inches 

over Sugar Creek Basin above Strasburg. The rain during the storm 

of August 6-7, listed in table 11, practically all fell during 12 hours 

except in those areas in the northern pait of the basin that received

20,000

10,000

5,000

2,000

1,000

700

600

500

400

300

200

100

A

 Estim bted ba se f lo

15 20 25 31 10 15 20 25 

August

31

FIGURE 11. Graph of daily mean discharge, KUlbuck Creek at Killbuck, July 15 to August 31, showing

estimated base flow.

average precipitation of about 0.1 to 0.5 inch during short showers on 

the afternoon of August 7 or August 8, which is included in the 

amounts listed in table 11. As indicated by table 3, the precipitation 

was not uniformly distributed during the 12-hour period. The 

precipitation during the hour of maximum rainfall ranged from 22 

percent of the total, at Akron, to 57 percent, at Columbus, and the 

average shown by the recording stations within the basin was about 

32 percent. The average hourly rate of precipitation may be taken 

as about 8 percent of the total precipitation as listed in table 11 and 

the maximum hourly rate as 32 percent of the total.
RAINFALL AND RUN-OFF STUDIES 81

Run-off averaged 2.3 inches over the basin above McConnelsvn^ 

and ranged from 1.2 inches over the basin of Black Fork aboa 

Loudonville to a maximum of 3.7 inches over the basin of Wills 

Creek above Birds Run. Figure 12 shows a graphical comparison 

of the run-off in relation to the corresponding rainfall for the basins 

listed in table 11. A line has been drawn on this diagram to indicate 

the mean trend of the rainfall-run-off relation. Generally during 

this storm the rates of rainfall were approximately proportional to

PRECIPITATION INCHESN 

-f* Coon<r> O ->ro 

Mean trend 

August l-5~-*/- 

/

/

/

/ <>

-/ 

/

s

/ ' '/

V.«. 

/ 

s 

sS s 

/

f

/

Mean trend

) 1 2 3 i

RUN-OFF IN INCHES 

FIGUEE 12. Graphical comparison of rainfall and associated direct run-off, August 6-8, as given in table 11.

the amounts of rainfall, so that the variations in inherent basin and 

soil characteristics are the principal factors to which departure of the 

plotted points from the mean trend may be attributed. Some variations in rainfall and run-off relation may be due to the fact that 

antecedent rainfall was not the same over each basin. On figure 12 

is also shown the mean rainfall-run-off trend during the period August 

1-5, taken from figure 10.

Comparison of the trends of the two periods indicates that for 3 

inches of rainfall, 0.7 inch more of run-off occurred during August 6-8 

than during August 1-5. This difference may be ascribed to the 

influence of two factors: first, the effect of the 2-inch retention remaining in the basin after the rains of August 6-7, and second, the difference in distribution of the rains during the two periods. As already 

pointed out, the rains during the earlier period were a series of scattered 

showers that, although of considerable volume and intensity, provided
§2 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

10 II 12 13 

AUGUST 1935 

A

14 15 16

Cumulative^ 

precipitation

Surface detention

Retention-

--Cumulative direct run-off 

(Adjusted for channel storage)

AUGUST 1935 

B

FIGUBE 13. Analysis of rainfall and run-off, Killbuck Creek Basin above Killbuck, August 6-8
RAINFALL AND RUN-OFF STUDIES 83

opportunity for material abstraction through vegetal interception and 

intervening evaporation, whereas the precipitation during August 6-8 

was almost entirely concentrated in one storm of about 12 hours' 

duration.

If the hydrologic conditions attending the storm of August 6-7 

were such as to be represented by the trend line indicated in figure 10 

for August 1-5 then the run-off for the period August 6-8 would be 

about 1.6 inches from the basin above McConnelsville instead of 2.3. 

Assuming similar distribution of run-off at McConnelsville the peak 

stage under the hypothetical conditions would be about 12 feet instead of 17.02 feet as actually recorded, a lowering of 5 feet.

On the basis of 12 hours of significant rainfall, the differences for 

this period listed in table 11 indicate average rates of absorption 

between 0.32 and 0.10 inch per hour with an average of 0.16 inch per 

hour (assuming no loss by evaporation, which may be material in 

midsummer).

Figures 13 to 15 furnish detailed analyses of rainfall and run-off of 

three selected areas in the upper Muskingum River Basin namely 

Killbuck Creek above Killbuck, Nimishillen Creek above North 

Industry, and Sandy Creek above Sandyville.

Part A of each of these figures shows a discharge hydrograph for 

the period August 6-16 and rainfall in inches at 2-hour intervals 

August 6-10. Part B shows (1) the cumulative precipitation in 

inches, plotted at 2-hour intervals from the same data used to plot 

the graph in part A, (2) the cumulative direct run-off into the stream 

channels (direct run-off adjusted for changes in channel storage) 

also plotted at 2-hour intervals, (3) the retention, which is the difference between cumulative rainfall and cumulative run-off at corresponding time, and (4) the retention minus the depth of surface detention (the latter shown as a shaded area). The depth of surface 

detention was computed by the method described by Sherman. 18 

The methods used to construct these diagrams have been outlined in 

the preceding section.

Attention is particularly directed to the shaded area designated 

"depth of surface detention." 19 The maximum depth of surface 

detention was 0.78 inch at Sandy Creek, 0.89 inch at Nimishillen 

Creek, and 0.96 inch at Killbuck Creek. In each basin the surface 

detention reached its maximum immediately after the period of most 

intensive rainfall and was nearly coincident with the maximum rate

is Sherman, L. K., Determination of infiltration -rates from surf ace run-off: Am. Geophys. Union Trans., 

1938, pp. 430-435.

« Surface detention is defined as the equivalent depth of water remaining in the basin in temporary 

storage during a storm, which is effective in producing flow towards the stream channels but is at the same 

time being absorbed by the ground and receiving contributions from the continuing rainfall. The depth 

of surface detention may be said to determine the indefinite zone that exists during a storm between the 

direct run-off and the retention.
84 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

10

i 

Q

§6

UJ

U. 

O

t0 4

se flow

1.2

10 II 12

AUGUST 1935

A

14 16

Estimated depth of 

surface detention^

Cumulative 

precipitatio

(Adj

Cumulative direct 

run-off ^A ___

sted for channel storage)

1935

8

AUGUST 

B

FIGURE 14. Analysis of rainfall and run-off, Nimishillen Creek Basin above North Industry, August 6-8.

86 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

of channel inflow. It was approximately proportional to the depth of 

rainfall and to the rate of channel inflow. These depths, approaching 

1 inch, afford quantitative evidence of the large quantities of water 

accumulated in the basin and in transit to channels.

The abstractions from rainfall are principally due to interception 

by vegetation, water required to fill surface depressions prior to the 

commencement of surface run-off, absorption, and evaporation. The 

first two items may be classified under the heading of initial abstractions; they are largely ultimately disposed of by evaporation, although 

some of the depression storage infiltrates after cessation of rainfall. 

Estimates of the initial abstraction made from figures 13 to 15 indicate 

that a depth of rain of about 0.5 inch was required to produce run-off 

of 0.10 inch. Estimates of the initial abstraction made by this method 

are very susceptible to error from inaccurate relative timing of the 

rainfall and the run-off. Maximum rates of abstractions during the 

storm as determined from figures 13 to 15, which might be in part 

ascribed to infiltration, are listed below, together with maximum rates 

of areal precipitation and maximum rates of channel inflow.

Maximum rates of abstraction

Basin

Killbuck Creek above Killbuck..... _ . _____ ...

Sandy Creek above Sandyville _ ___________

Nimishillen Creek above North Industry. _______

Precipitation 

(inches per 

hour)

0.72

.40

.42

Channel 

inflow 

(inches per 

hour)

0.35

.12

.14

Infiltration 

(inches per 

hour)

0.31

.18

.23

Surface detention 

(depth in 

inches)

0.96

.78

.89

The above maxima were not necessarily coincident. Generally the 

maximum depth of surface detention preceded the maximum rate of 

channel inflow by 2 hours and the maximum rate of infiltration was 

generally associated with the period of maximum precipitation. The 

amounts of infiltration shown above are of value in an appraisal of 

the capacity of the soil to serve as an agency for the disposal of 

potential flood waters. During the winter storm of December 26, 

1936, to January 25, 1937,20 the infiltration capacity in the Muskingum 

River Basin did not exceed 0.09 inch per hour and generally averaged 

about 0.04 inch per hour, which is materially less than the results for 

the summer season as above presented.

The three selected basins whose rainfall and run-off were analyzed as 

described were not within the area of most intensive rainfall, and 

therefore they do not disclose behavior within that area. Unfortunately there are no continuous records of run-off or rainfall available 

for the area of most intensive rainfall that would permit detailed 

analysis.

20 Floods of Ohio and Mississippi Rivers January-February 1937: U. S. Geol. Survey Water-Supply 

Paper 838, p. 540, 1938.
RAINFALL AND RUN-OFF STUDIES 87

An important characteristic of flood run-off is the degree to which 

it is concentrated with respect to time. The concentration is usually 

evaluated in the form of a ratio between the flood discharge for a 

short interval of time and the flood discharge for a comparatively 

long interval of time. The last column of table 11 lists the ratio between the run-off during the maximum 24 hours and the total run-off 

associated with the rains of August 6-8. The factors of greatest 

influence on these concentration ratios are duration of storm, size of 

drainage area, channel characteristics, shape and slope of drainage 

basin, and direction of storm movement.

As the rains of August 6-8 largely occurred during the 12-hour 

storm of August 6-7, except in the areas in the northern part of the

5,000

«0

1,000

500

200

100

\.

\

Norma trend

\

\

\

\

0 10 20 30 40 50 60 70 80 90 100 

PERCENT

16. Relation of ratio between maximum 24-hour run-off and total direct run-off associated with 

rains of August 6-8 to drainage area.

basin that were affected by scattered showers of August 7 and 8, the 

storm factors may be considered uniform, and variations in the 

concentration may be largely related to inherent basin characteristics 

outlined above.

Figure 16 shows a plot of the concentration ratio with drainage 

area, on which the mean trend has been indicated. Substantial variations from this trend can be attributed to variations in the factors 

.as above outlined. Basin numbers 1, 15, 17, 21, 22, and 27 (see table 

11), which plot to the left of the mean trend, are characteristically 

sluggish and contain comparatively large volumes of channel and 

valley storage and so have low concentration ratios. This characteristic will be treated at greater length in the succeeding section on
88 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

channel-storage studies. Of the above basins, those numbered 1, 17, 

21, and 22 are in the northern part of the Muskingum River Basin 

and may have been affected by the light rains of August 7-8, which 

would tend to decrease the concentration ratio as computed by the 

method described.

AUGUST 9-11

Precipitation during the period August 9-11 consisted largely of 

showers during the afternoon of August 10, as shown graphically on 

plate 5. There was an average rainfall of 0.7 inch over the basin 

above McConnelsville. This period is of very little importance with 

respect to the flood, except that in the lower basin the run-off pro1.^3

1.00 </)

o 

z .75

PRECIPITATION 

&i 8D 

.'.:/

X

/.

/+

1

/

/^ Mean trend

 

. 

RUN-OFF IN INCHES

.75

FIGURE 17. Graphical comparison of rainfall and associated direct run-off, August 9-11, as given in

table 11.

duced by the rainfall of August 10 tended to prolong the flood stages 

somewhat.

As shown by table 11, run-off associated with the rainfall of August 

9-11 averaged 0.35 inch over the basin above McConnelsville and 

ranged between a maximum 0.50 inch over Salt Creek Basin above 

Chandlersville and a minimum of 0.05 inch over Indian Fork Basin 

above Atwood dam site. Figure 17 shows a comparison of the rainfall during this period with the associated run-off. The mean trend 

shown on this figure should be compared with that shown on figure 10 

for the period August 1-5. Under the hydrologic conditions attending the rains of August 1-5 there would have been no run-off produced 

by the comparatively light rainfalls of August 9-11, so the run-off 

may be largely ascribed to the retention from the large antecedent 

rainfall during the period August 1-7.
FLOOD OF AUGUST 1935, MUSKISTGUM RIVER, OHIO 89 

CHANNEL STORAGE STUDIES

The study of the channel phase of flood run-off is one of the important uses to which continuous records of stream discharge may be 

put. The value and significance of the channel system and adjacent 

flood plains as a reservoir for the temporary storage and eventual discharge of flood water and the effect of such storage on flood-crest discharge has been discussed in an earlier report describing the floods of 

January 1937 in the Ohio River Basin. 21

The quantitative evaluation of the channel storage provides a 

convenient method for detailed analyses of the concentration of flood 

water with respect to time, the combination of flow from several 

tributaries into the major streams, and the routing of such flood waters 

through the channel system to the mouth or point of outflow.

In flood-routing procedure involving computations of nonsteady 

flow through river channels, there is great need for the development 

of relations between the volume of storage in partial basin areas or 

in specific river reaches and the rate of discharge from such storage. 

Moreover channel storage tends to obscure the evidence of all but the 

most general relations between storm precipitation and the resulting 

run-off, and in studies of rainfall and run-off the adjustment of the observed flow for the effects of such storage is necessary to derive hydrographs of inflow into stream channels free of the modifying influences 

of storage. The volume of channel storage in terms of discharge 

may be derived through topographic surveys of the river channels 

together with observations of water height throughout the channel 

system, which in large areas would require considerable time and expense, or it may be conveniently derived through analyses of records 

of flood discharge.22

In partial recognition of their general use and for specific use as 

comparative measures of basin characteristics, several relations between channel storage 23 and the rates of discharge have been derived for 

several drainage areas in the Muskingum River Basin using methods 

described by Horton 24 and Langbein.25 These methods consist essentially of analyses of the recession limbs of flood hydrographs on the 

assumption that the steeper portion of the recession limb represents 

drainage of surface water run-off that remains as storage in the channel system after the cessation of rainfall. Table 12 lists the volume

21 Floods of Ohio and Mississippi Rivers, January-February 1937: U. S. Geol. Survey Water-Supply 

Paper 838, pp. 594-605. 1938.

22 McCarthy, G. T., The unit hydrograph and flood routing, unpublished manuscript presented at Conference of North Atlantic Division, Corps of Engineers, U. S. Army, June 24, 1938.

23 The term " channel storage" in this report includes the volume of water in defined stream channels, 

however small, as well as that on the adjacent flood plains: it is synonymous in this sense with "valley 

storage."

24 Horton, R. E., Natural stream channel storage: Am. Geophys. Union Trans., 1936, pp. 406-415.

25 Langbein, W. B., Some channel storage studies and their application to the determination of infiltration: 

Am. Geophys. Union Trans., 1938, pp. 435-447.
90 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

of channel storage so computed at rates of flow of 1, 5, and 10 secondfeet per square mile above selected gaging stations in the Muskingum 

River Basin. Figure 18 shows these volumes in relation to the

drainage area. The lines of mean trend in figure 18 corresponding 

to rates of flow of 1, 5, and 10 second-feet per square mile are for 

comparative purposes only. It may be noted that the larger drainage
CHANNEL STORAGE STUDIES 91

areas contain a larger volume of storage per unit of area than the 

smaller areas. Of the basins studied it appears that on the basis of 

storage at 10 second-feet per square mile those numbered 1, 15, 17, 

and 27 had more than average storage volume. They are among the 

basins indicated in the section on "Rainfall and run-off studies" as 

being sluggish on the basis of comparison of the concentration ratio. 

Comparison of the mean trend with similar studies of the Wabash 

River Basin 26 indicates that within the limits and scope of these 

studies the storage volume tends to be proportional to the size of the 

drainage areas.

TABLE 12. Channel storage in selected drainage areas in Muskingum River Basin

at indicated rates of flow

No. on 

map 

(fig. 8)

1 

2 

3

5 

6 

7 

8 

12 

15 

17 

18 

19 

21 

23 

24 

27 

28

Basin

Tuscara was River at Clinton ... . . . .......

Nimishillen Creek at North Industry. . ___

Black Fork at Loudonville ... . . . _ Mohican River at Greer__ . _ __ ____ . .. __ ...

Kokosing River near Millwood . . . .

Killbuck Creek at Killbuck _________ _ _ _____^___

Drainage 

area 

(square 

miles)

165 

1.398 

2,432 

5,982 

7,411 

481 

175 

310 

367 

342 

942 

1,488 

120 

472 

466 

730 

672

Channel storage, in secondfoot-days, at indicated discharge rates per square mile

1 secondfoot

110 

2,300 

2,880 

12,000 

16, 500 

460 

140 

310 

260 

350 

i,600 

4,000 

40 

820 

5SO 

450 

1,270

5 secondfeet

650 

12, 400 

18,500 

72,000 

88,000 

2,580 

570 

1,550 

1,840 

3,610 

8,450 

16, 000 

175 

3,400 

3,400 

3,300 

4,630

10 secondfeet

1,750 

26,800 

49, 500 

175, 000 

205, 000 

5,370 

1,030 

3,000 

4,950 

6,180 

17, 000 

29, 000 

400 

5,200 

7,000 

17, 750 

7,150

Jarvis 27 presents data to show that maximum rates of flow of record 

in the Muskingum and Wabash River Basins in relation to drainage 

area as expressed in terms of the Myers scale do not appear to approach 

the peak rates of flow from outstanding floods in other regions. This 

may be due to lack of comparable rainfall or other climatic factors 

or the differences in basin characteristics. It is believed that in the 

comparison of peak rates of flow of different streams, differences in 

channel storage are important factors that warrant consideration. 

With equivalent volumes of run-off, the lower rates of discharge will 

be associated with those basins that possess the greater volumes of 

channel and flood-plain storage. Plate 3 shows two typical flood 

plains in the Muskingum River Basin during the flood.

As shown in figure 5, during August 8 the smaller streams in the 

Muskingum River Basin had begun to recede, and by midnight the

2« Langbein, W. B., op. cit., pp. 435-447.

« Jarvis, C. S., in Low dams a manual of design for small water storage projects, p. 32, Water Resources 

Comm. of Nat. Resources Comm., 1939.

233657 41 7
92 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

greater part of the flood waters was in the larger streams. The crest 

at McConnelsville was not reached until noon of August 9. By 

methods described in Water-Supply Paper 838, it has been computed 

that the total volume of storage of direct run-off in the channels and 

on the flood plains above McConnelsville reached a maximum of 

about 31,500,000,000 cubic feet at about midnight of August 8. This 

volume is equivalent to about 1.83 inches over the basin above

120

100

80

60

40

20 'Aug. 15

Aug.7

Aug. 12

K=

Aug. 10

0.65 day

0 10 20 30 40 50 

STORAGE IN THOUSANDS OF SECOND-FOOT-DAYS 

FIGUKE 19. Storage in Muskingum River between Dresden and McConnelsville in relation to discharge.

McConnelsville or about 80 percent of the total direct run-off from 

the flood.

The increase in valley storage during August 7 and 8 was equivalent 

to an average of 180,000 second-feet or 1.7 times the peak discharge 

at McConnelsville. These results afford some indication of the 

volume of valley storage available in the Muskingum Kiver Basin 

and of its significance with respect to flood discharge.

In flood-routing problems, relations between the volume of storage 

in specific river reaches and the rate of discharge are useful. Figure 

19 shows such a relation for the Muskingum Kiver between Dresden 

and McConnelsville as developed from flood records at these two 

places by methods explained by McCarthy.28 This method consists 

essentially of the preparation of tabulations of cumulative differences 

at selected intervals of time generally daily, but twice daily during

M McCarthy, G. T., op. cit.
CHANNEL STORAGE STUDIES 93

times of rapid changes in discharge from August 1 to August 20 

between the sums of the measured or estimated run-off into the 

reach and the measured outflow. The cumulative differences are 

equal to the water stored or released in the given reach from the 

beginning of the tabulation to the end of each selected interval. 

These amounts of storage were plotted as in figure 19 against the 

corresponding weighted mean discharge at the end of each selected 

interval. The weighted mean discharge was determined by assigning 

estimated weights of 75 percent to the discharge at the lower station 

and 25 percent to the discharge at the upper station. The upper 

part of this discharge-storage relation approaches a straight line whose 

slope (change in storage divided by corresponding change in discharge) 

is designated by the letter K. A similar relation was found for other 

selected reaches in the Muskingum River Basin. Values of K for 

such reaches in the Muskingum River Basin computed on the basis 

of flood records of August 1935 and January 1937 are listed in table 

13 together with the volume of storage in the indicated reaches at a 

rate of flow of 10 second-feet per square mile of drainage area. The 

length of a reach, L, when divided by the value of K for the corresponding reach yields a quotient, j^., which equals the ratio between

an increase in discharge and the corresponding increase in channel 

cross-sectional area and is comparable with the velocity of flood 

movement in Seddon's formula.29 The significance of wave velocity 

in river hydraulics is discussed in detail by Thomas,30 who describes 

its usefulness in appraising the hydraulic properties of river channels, 

in evaluating the effects of changing stage on the stage-discharge 

relation, and in flood routing. 31 The values of K in days as derived 

above and listed in table 13 are equal to the ratios between storage 

and discharge under conditions prevailing during actual floods in the 

indicated river reaches. Insofar as these conditions approach those 

of uniformly progressive flow in which no modifications of flood-wave 

shape are produced by intervening tributaries or by other factors, 

such values of K are equivalent to the time of travel of a flood wave 

from the upper end to the lower end of the indicated reaches. These 

values of K should be compared with the actual times of crest discharge as discussed in the section "General features of the flood," 

where there is also described the relative effects of tributary inflow 

and normal wave motion on flood-crest timing during the flood of 

August 1935.

» Seddon, J. A., River hydraulics: Am. Soc. Civil Eng. Trans., vol. 43, p. 179,1900.

so Thomas, H. A., The hydraulics of flood movements in rivers: Carnegie Inst. Technology, pp. 17-38, 

1934 [reissued 1937].

31 Jones, B. E., A method for correcting river discharge for a changing stage: TJ. S. Geol. Survey WaterSupply Paper 375, pp. 117-130, 1916.
94 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

TABLE 13. Summary of channel storage characteristics of selected river reaches in

Muskingum River Basin

River

Do_ 

Do.------. - ..

Reach Length 

(miles)

38.0

19.0

42.4

2 15.2

Storage at

10 secondfeet per 

square mile

(second -

foot-days)

21,500

44,000

26,000

3,300

K

(days)

1.11

.48

.81

.64

.275

L/K

("miles 

per

day)

34

22.5

66

55

' Weighted average of distance from Newcomerstown to Coshoeton along Tusearawas River and from 

Pomerene to Coshoeton along Walhonding River. Weights based on total flow through Tusearawas and 

Walhonding Rivers during flood period.

8 Weighted average of distance from Greer to Pomerene along Mohican River and from Millwood to 

Pomerene along Kokosing and Mohican Rivers. Weights equal to total flow through Mohican and Kokosing Rivers during flood period.

FLOOD CREST STAGES

During and immediately after the flood of August 1935 various 

agencies, principally the Corps of Engineers, United States Army, and 

the Muskingum Watershed Conservancy District, began to identify 

and mark crest stages reached by the rivers in the flood area. Field 

parties were dispatched to obtain comprehensive and systematic 

information with respect to these floodmarks and to refer them to 

mean sea level datum. Their relative positions were identified by 

distances from the mouths of the respective rivers.

Table 14 presents records of flood crest stages for the major river 

systems in the region covered by this report. These records are of 

special interest in planning future developments along the rivers. 

However, these crest stages were generally exceeded by those of the 

flood of March 1913.

TABLE 14. Flood crest stages, August 1935

Stream and location

Tusearawas River:

Baltimore & Ohio R. R. crossing. 

Barberton, Snyder Ave. bridge, downstream from right 

abutment.

right abutment.

stream side. 

Massillon, northeast corner of Cherry Rd. and 1st St., NW.

bank.

left abutment.

abutment, left bank.

State Highway 8.

Miles 

above 

mouth

111.6

108.8 

102.0

97.8

92.4

88.8 

88.2

88.2

81.7

75.5

66.2

63.0

Date and time

 -do . ... _

 .do..-- - 

_ -do --- ._ 

 .do... -- 

-.-do - . -

Aug. 8, 10 a. m_ __ -.

Altitude 

(feet)

963. 70

961. 17 

948. 10

945.25

940. 50

936. 03 

935. £6

935. 16

906. 10

890.56

884.68

See footnotes at end of table.
FLOOD CEEST STAGES 95

TABLE 14. Flood crest stages, August 1935 Continued

Stream and location

Tuscarawas River Continued.

River.

Brick Co. plant

bridge.

Muskingum River:

Ry., right bank.

Routes 77 and 16.

left bank.

Route 77.

Sandy Creek:

bank.

right bank.

from bridge on State Highways 43 and 80.

80.

Nimishillen Creek:

gaging station.

tion.

Creek. 

Sugar Creek:

on southeast wing wall.

on east end. 

Brewster, Wheeling & Lake Erie Ry. yards, northwest 

end.

Erie Ry. 

Beach City, 500 feet north of Baltimore & Ohio R. R.

station. 

Beach City Dam, Corps of Engineers, U. 8. Army, gage..

Dover. Baltimore & Ohio R. R. vards. on rjumc house. ..

Miles 

above 

mouth

EC Q

56.2

52.8

48.0

42.4

37.6

00 1

22.6

10.7

0

102.5

97.4

no 7

84.3

68.1

67.05

62 2

56.2

50 7

49.3

48.6

24.7

18.6

9 6

5 9

.4

OO 0

27.6

17.6

107

7.3

Q

14.3

11.7

9.3

8.3

3.6

1.7

.6

36.5 OH o

22.9

17 9

14.2

11.8

7.0

1.4

Date and time

Aug. 8, 3 a. m... -

Aug. 8.----- -----

 -.do . . 

 do - --

Aug. 9, 6 a. m ____ .

Aug. 8.----- - --

Aug. 8, 5 a. m ___ ...

Aug. 8--.- - 

 - do _ .

- .do. .... ... ...

Aug. 9, 2 a. m __ ---..

__ do _ .- ___ ---

 -do 

Aug. 9, 6 a. m._ -.- ....

Aug. 9, 9 a. m. _ .....

Aug. 9---- 

 do 

Aug. 9, 2 p. m_ __

Aug. 9, 8 p. m _ ......

Aug. 10, 2 a. m__ ......

Aug. 8, 10 a. m........

Aug. 7 .... .... ....

.....do . ... ....

_____ do ...... -

 ..do .

..--do ------------

Aug. 7, 11:30 a. m_.-_

Aug. 7--- -

-___do- ......... 

... ..do - 

_ do ----------

-.- do ...... ... -

..... do .... ------

 do 

...-do ------

. do ----------

Aug. 7, 3:30 p. m.. ..

Aug. T. ........ ...--

Altitude 

(feet)

876. 77

873. 84

865. 39

852. 34

840.47

832.68

822. 70

801.28

774.4

758.17

740. 78

732. 47

728.12

724.75

715.5

702.6

691. 2,

690.1

684.9'

675.5

669. 8*

668.2'

667. 3J

654.2

644.74

633.1

625. 2c

618.7

613. K

607.4

596.1

1, 085. 9'

1, 041. 81

992. 2C

966. 55

949.6

927. OS

902. 2C

1, 045. 28

1, 026. 41

1, 000. 85

988.0

980. 2S

953. 27

937. 45

931. 5£

1, 022. 2C

1, 007. 7]

993. U

981.3, 

968.85

963. &

942. 4f

910.9^

877. 0^

See footnotes at end of table.
96 FLOOD OF AUGUST 1935, MUSKLNGUM RIVER, OHIO 

TABLE 14. Flood crest stages, August 1935 Continued

Stream and location

Stillwater Creek: 

Kirkwood Township, highway bridge in the SW}4 sec. 11, 

T. 9, R.6. 

Flushing Township, highway bridge across Sixmile Run, 

sec. 13, T. 10, R. 6. 

Moorefleld Township, 500 feet above highway bridge in the 

NE}4 sec. 34, T. 10, R. 6, Corps of Engineers, U. S. Army 

gage.

Washington Township, Baltimore & Ohio R. R. bridge 

in sec. 15, T. 12, R. 7. 

Tippecanoe, }4 mile northwest of Baltimore & Ohio R. R. 

bridge. 

Rush Township, Baltimore & Ohio R. R. bridge in the 

SWM sec. 25, T. 13, R. 7. 

Mill Township, near Baltimore & Ohio R. R. and State 

Route 8 in the SEW sec. 27, T. 13, R. 7. 

Mill Township, Baltimore & Ohio R. R. bridge in the 

SEM sec. 1, T. 6, R. 1. 

Uhrichville, 1 mile south of, Geological Survey staff gage 

at Dennison Water Supply Co.

Black Fork: 

Franklin Township, at bridge in the NWH sec. 10, T. 22, 

R. 18. 

Weller Township, bridge in the NWH sec. 20, T. 24, R. 17, 

on left downstream abutment. 

Mifflin Township, bridge in south-central part of sec. 3, 

T. 23, R. 17, on right downstream abutment. 

Mifflin Township, below highway bridge in the SE}4 sec. 

35, T. 23, R. 17, right bank. 

Monroe Township, above Pennsylvania R. R. bridge in 

the SE}4 sec. 11, T. 22, R. 17, left bank. 

Green Township, highway bridge in the SWH sec. 29, 

T. 20, R. 16, on downstream side, left bank.

Hanover Township, Pennsylvania R. R. bridge in the 

NEH sec. 11, T. 19, R. 16, lower side, right bank. 

Mohican River: 

Hanover Township, just below Black Fork, left bank-. 

Knox Township, just above highway bridge in the SWH 

sec. 20, T. 19, R. 15.

Union Township, 100 feet below dam in the NWJ-i sec. 21, 

T. 8 N., R. 10 W., right bank. 

Tiverton Township, 400 feet above highway bridge in 

third quarter. 

Newcastle Township, right bank, 400 feet above bridge 

onU. S. Highway 36. 

Walhonding River:

Walhonding, 1 mile east of, on post west of abutment of 

Pennsylvania R. R. bridge.

Roscoe, 2.9 miles west of, on upstream wing wall of bridge, 

left bank. 

Roscoe, 200 feet upstream from highway bridge, right bank_ 

Clear Fork: 

Worthington Township, in the SW}4 sec. 17, T. 21, R. 17 

Worthington Township, highway bridge in the SW}4 sec. 

16, T. 21, R. 17, upper side.

Monroe Township, near Alfred W. Darling buildings in 

the SEH sec. 36. 

Pleasant Hill Dam, Corps of Engineers, U. S. Army, 

upper gage. 

Pleasant Hill Dam, Corps of Engineers, U. S. Army gage. 

Hanover Township, southeast corner of sec. 8, T. 19, R. 16, 

right bank. 

Hanover Township, left bank, just above bridge on State 

Route 3 in the NEH sec. 15, T. 19, R. 16. 

Jerome Fork: 

Montgomery Township, in the NWH sec. 23, T. 22, R. 16- 

Montgomery Township, at small steel truss bridge on 

county road in the SE}4 sec. 25, T. 22, R. 16. 

Jeromeville, Geological Survey gaging station, from highwater mark.

Miles 

above 

mouth

51.6 

48.3 

40.9

35.0

29.2 

24.9 

20.5 

16.4 

9.9 

7.08

4.81 

.7

£6.6 

30.1 

24.2 

17.9 

14.4 

8.2

2.6 

1.1

27.7 

22.5

16.3 

11.6

6.6 

.5

23.2 

20.7

19.4 

15.6 

11.3

4.6 

.3

15.1 

13.8

10.6 

7.9

5.5

5.0 

3.2

.4

10.8 

8.3

6.0

Date and time

--__do _ .............

Aug. 8, 10:30 a. m...._

Aug. 8. ...............

- do

A 110 Q

Aug. 8-9, 8 p. m. to 4 

a. m. 

Aug. 9.... --.....--...

Aug.8, ...............

_. ..do... ....... .......

do

Aug. 7, 12:30 p. m __ .

 ..do . 

 do 

. .do ...- _ 

_ . -do_ __ . . __

Aug.8.... . ......

 do 

 ..do _ 

Aug. 7, 7 a. m ........

.. do 

 do . 

..... do .

 do . 

Aug. 7, about midnight.

Altitude 

(feet)

916. 83 

907.44 

888.15

881. 21 

874. 77

867.5 

861. 69 

858.9 

955. 31 

853. 57

852.0 

848.3

1, 021. 1 

1, 010. 24 

1, 003. 90 

987. 64 

986. 40 

961.27

940. 75 

935. 06

931. 38 

908.18

886.54 

869. 21

853. 91 

835. 48

835. 41 

825. 83

821. 50 

810. 58 

793. 38 

766. 50

757. 60

1, 066. 52 

1, 052. 19

1, 027. 60 

1, 001. 51

980.14

, 974. 20 

962. 21

934. 57

972. 38 

966. 13

960.5

See footnotes at end of table.
FLOOD CEEST STAGE'S 97

TABLE 14. Flood crest stages, August 1935 Continued

Stream and location

Jerome Fork Continued. 

Jeromeville, about 4 miles southeast of, near center of sec.

15, T. 21, R. 15. 

Mohican Township, at bridge near center of sec. 26, T. 21,

R. 15. 

Lake Fork: 

Mohican Township, at bridge in east-central part of sec.

34, T. 21, R. 15. 

Mohicanville Dam, 1, 500 feet upstream from, Corps of

Engineers, U. S. Army, gage. 

Mohicanville Dam, 1, 500 feet downstream from, Corps of

Engineers, U. S. Army, gage. 

Washington Township, at Pennsylvania R. R. bridge __

Loudonville, near, Geological Survey gaging station, from

high-water mark. 

Kokosing River: 

Howard, near Pennsylvania R. R. station.- __ . __ .

Union Township, 80 feet north of railroad on Wm. W.

Whitney property. 

Millwood, 2*,$ miles southeast of, at Geological Survey

gaging station. 

Butler Township, on H. C. Young property. _ _ . _

Newcastle Township, near corner of John and Minerva

Walters residence. 

Killbuck Creek: 

Wooster, west of, on north side of U. S. Highway 30, 300

feet east of Killbuck Creek in southeast corner of sec. 6, 

T. 15, R. 13. 

Wooster Township, on Highway 3, in the SW)4 sec. 9, T.

15, R. 13. 

Wooster, south of, west of road, near Blue Knob, near line

between sees. 21 and 28, T. 15, R. 13. 

Prairie Township, 200 feet north of road near northwest

corner of sec. 28, T. 13, R.'14. 

Holmesville, west of, 150 feet east of bridge near southeast

corner of sec. 4, Prairie Township. 

Millersburg, Ity miles north of, west side of road near

point at which railroad and highway are nearest. 

Millersburg, south of, west of State Highway 76, near

northeast corner of the NW}4 sec. 2, Mechanic Township. 

Killbuck, northwest corner of railroad depot in... 

Killbuck, Geological Survey gaging station. .. ______ 

Killbuck Township, road near center of sec. 16, right side,

T. 8N., R. 7W. 

Clark Township, 300 feet south of bridge across Doughty

Run, west side of road. 

Clark Township, north side of road in the SW)4 sec. 18,

T. 7N., R. 7W. 

Bethlehem Township, between railroad crossing and

creek, southeast of road. 

Mill Creek: 

Mound, 4.9 miles upstream from, 150 feet north of bridge,

west side of road. 

Mound, 3.75 miles from, 100 feet north of creek 

Mound, 2.5 miles north of _ _ - 

Mound, 1.5 miles north of. _ _ __ - __ 

Mound, bridge in, northwest corner of.. ------- 

Little Mill Creek, 1.0 mile north of mouth of_. _ ....

Little Mill Creek, 0.4 mile upstream from mouth of __ 

Mill Creek Rd., east of, 0.4 mile north of State Highway 76

Lake Park, 4.9 miles north of, 250 feet north of iron bridge

on highway. 

Lake Park, 3.8 miles north of, 400 feet south of road leading

to iron bridge. 

Lake Park, 2.2 miles north of ... __ _ 

Lake Park, 0.9 mile north of.. _ .. ... - 

Lake Park, 0.2 mile north of ... ... ____ . __ _ .

Beards Run: 

Mill Creek Township House, 50 feet upstream from concrete bridge. 

Little Mill Creek: 

Crawford Township, upstream from road southeast of 

center of sec. 15, T. 7 N., R. 5 W., left bank. 

Crawford Township, below bridge in NWJ4 sec. 16, T. 7 

N., R. 5 W., left bank. 

Mill Creek Township, below bridge in SEJ4 sec. 20, T. 7 

N., R. 6 W., right bank. 

Mill Creek Township, below bridge west of center of sec. 

21, T. 7 N., R. 6 W,, left bank.

Miles 

above 

mouth

2.9

.2

12.7

12.5

11.9

6.4

1.9

11.8

8

0 

. O

5.3

3.2

2.0

48.6

47.0

45.2

37.2

34. 1

29.9

25.9

21.6 

19 4

13.7

11.2

4.3

15.0

13.8 

12.6

11.5

9.9

8

0 

. o

8.2 

7.2

5.9

4.7

2.8

1.0

.3

1.3

5.4 

4.6 

3.9 

2.8

Date and time

Aug. 7... 

Aug. 8...... . 

 do ..... 

Aug. 8, 1:30 p. m 

 do-.. 

Aug. 7... _ .. 

Aug. 7, 11 a. m. .......

Aug. 7..... 

 do 

Aug. 7, 1 p. m. ...

Aug. 7.... 

_ -do 

 do 

 do 

..... do ... ... ...

..... do .

... ..do ... ... ... 

. ..do ... 

... -do ... .... .....

 do. ..... 

Aug. 7, 7 a. m. _ .. 

Aug. 7.. 

..... do ... 

..... do ... ... ...

.... .do .... .... . .

..... do ....... -

..... do ... ... .... 

..... do ...

.....do- 

 do 

 do 

 . do 

. do. ....

... ..do ... ... .

 do ... -

..... do .

..... do - 

 do 

 do ... ... .

..... do ... ... ... - 

..... do .............. 

..... do ... ..... 

.....do ............

Altitude 

(feet)

949.7

946.3

942.9

942.3

941.2

925.96

916. 78

1 898. 43

2 875. 57

3 856. 59

< 844. 78

8838.41

857.5

856.1

846.3

838.8

836.4

825.0

815.1

811.4 

809.82 

806.3

800.0

798.0

790.2

920.29

886.66 

863.41

845.84

820.93

811. 49

801.53 

796. 96

790.80

781.60

773. 18

758.96

761.08

862. 32

975.97 

927.53 

894.79 

856.83

See footnotes at end of table.
98 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO 

TABLE 14. Flood crest stages, August 1935 Continued

Stream and location

Little Mill Creek Continued.

Creek in NEJ-4 sec. 2, T. 6 N., R. 6 W.

sec. 3, in sec. 2, T. 6 N., R. 6 W., right bank.

sec. 3, T. 6 N., R. 6 W. 

Turkey Bun:

Spoon Creek:

feet east of large red barn. 

Wills Creek:

line between sees. 4 and 24, T. 2 N., R. 3 W.

Fork.

T. 4 N., R. 5 W.

Wakatomika Creek:

Frazeysburg, first Pennsylvania R. R. bridge, downstream 

side. 

Dresden, west of, covered bridge on road across valley, 

downstream side.

Licking River:

Miles 

above 

mouth

1.8

1.3

.8

3.1

2.0

1.0

2.7

.6

78.9

71.8

65.6

61.6

56.6

52.6

48.7

41.7

34.6

30.8

26.9

18.9

13.4

9.9

2.7

11.6

6.7 

5.4 

1.0

27.8

21.6

17.6

12.5

7.9

3.4

1.0

Date and time

 do ..

- do - -

- do -

 ..do - . -------

 do _ 

- do 

..--do - -- "-

_. do- --------

Aug. 8.-. . .-

-.- do - . __ -----

-_-do --------

 . _do- ---------

 do - 

 -do- -------

- do ---------

Aug. 8, noon__ _ _ Aug. 8.-- -- 

---.do -----------

 - do - - -

- do -

.. do- -------

Aug. 10, 10:30 a. m__- 

Aug. 10, 10:50 a. m.-.-

Aug. 7---.- -

 do 

Aug. 8--- - 

-- do ---------

- do --. -.-

Aug. 9__-_ . _-_--

Altitude 

(feet)

832. 97

823.15

810. 54

897. 74

855. 01

808. 64

814.28

774. 24

804.70

800.67

794. 31

796. 72

791. 24

786. 10

783.61

777. 79

771. 32

768. 88

764. 45

757.96

750. 16

748. 17

739. 08

768.42

750.0

735. 30 

731. 62 

726. 30

801. 51

781. 33

761. 79

743. 64

725. 99

707. 36

699.9

1 Crest of flood of July 4 was 899.76 feet.

2 Crest of flood of July 4 was 877.07 feet.

3 Crest of flood of July 4 was 859.01 feet.

4 Crest of flood of July 4 was 846.46 feet.

5 Crest of flood of July 4 was 839.21 feet.

These data are also of value for furnishing basic information as to 

valley or channel storage and the natural or artificial effects of channel 

improvements and channel construction. The table shows the 

observation points along the principal rivers of the basin by reference 

to local features and river distances. The date and time of crest, 

where known, and the altitude of crest are generally available at 

places of information sufficient in number for satisfactory definition 

of the profile of the flood crest along the river. Where observations 

were more numerous than needed for adequate definition of a flood 

profile, selection for publication has been limited to those observations 

that are essential for that purpose. Table 15 lists minor streams in 

which flood-crest data are available as indicated below but were not
RECORDS OF OTHER FLOODS 99

included in table 14. Because of the great number of flood-crest 

observations on the minor streams, necessitated by the irregularity of 

the flood profiles, publication of those flood crests does not seem 

practicable. The table, however, gives the distance above the mouth 

of the respective streams to which these flood data apply. All 

available-information is accessible for examination in the district 

office of the Geological Survey at Columbus, Ohio, and in the office 

of the Muskingum Watershed Conservancy District at New Philadelphia, Ohio.

TABLE 15. Streams for which unpublished data on flood crest stages are available

Stream

Tuscarawas River: 

Wolf Creek.... ........... ..........

Wetmore Creek__ ...... ___ _________ West Sippo Creek-______.___ _ _______

Newman Creek. ________ _ _ _ _______

Ohippewa Creek _________ ____ _.__

Sandy Creek:

Still Fork of Sandy Creek_________

Bear Run_-___. ________ _ _ _ _ .

South Fork of Sugar Creek .. _ ___

Walnut Creek_____________

Stone Creek (tributary to Tuscarawas

Oldtown Creek. ______________________

Miles 

above 

mouth

3

1

1

3

1

3

6

16

7.2

2.8

35.2

6.3

'6.2

10.0

3.8

17.6 2.2

5.0

9.6

3.8

10.0

9.0

6.0

Stream

Tuscarawas River Continued. 

Stillwater Creek:

Skull Fork.. ______________________

Laurel Fork_. _____________________

Little Stillwater Creek____________

Mohican River:

Kiser Ditch. ____ __ __ ........

Wills Creek:

Buffalo Fork-_____________.______.

South Fork_ _____________ ___ __

Miles 

above 

mouth

10.4

12.9

2.35

20.0

2.2

5.6

4.2

21.8

2.5

4.7

.2

8.1

11.6

3.6

15.3

20.9

9.7

7.7

1,6

' Miles above mouth of McGuire Creek.

Figures 20 to 22 present the flood profiles referred to previously 

of the principal rivers of the Muskingum Basin showing the relative 

positions of the crests attained during the floods of August 1935 and 

March 1913; the low-water profile is also shown.

RECORDS OF OTHER FLOODS

Adequate knowledge of the floods of the past provides an effective 

basis upon which to formulate plans for protection against future 

floods and for control of the flood waters. Systematic observation 

of stage and discharge of rivers in the Muskingum River Basin covers 

short periods of time and may be said to be in its infancy. The records 

available diminish materially as they extend into the past. River 

stage observations at the locks of the Muskingum River were begun 

in 1888 and are nearly continuous to date. River stage observations 

at upstream points in the basin for flood warning purposes were
LEVEL SEA MEAN ABOVE FEET, IN ALTITUDE, 

(QlOlO -vl~-J--JO3O3CD 

v -t* 00 Ol N> l£> O) Co 

OOOOOOOQC

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05 F H) 

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5* 3 

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H« & 

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t>

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\ \ 

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HOCTON

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\ 

\ \ 

V \ 

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\ \ 

\ \ 

\ \ 

\ \ 

\ \ 

> \ 

v \ \ 

\\ \ 

\ \ 

\ \ 

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NEWCOME

\

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CLINTON

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001 aooig. ,10 isnonv 'se6i MnoNiixsaM 'aaAia OIHO 
775

750

725

700

675

650

625

600

'

575.

Low water

1 

, _ __ J

32 48 64 

MILES ABOVE MOUTH

FIGURE 21. Profile of maximum crest stages on Muskingum River during floods 
960

16 24 32 

MILES ABOVE MOUTH

FIGURE 22. Profile of maximum crest stages on Mohican and Walhonding Rivers during 
RECORDS OF OTHER FLOODS 103

undertaken by the United States Weather Bureau in 1905. A program of river measurement was begun by the Geological Survey in 

1921.3ia

Some information about outstanding floods of the period antedating the initiation of systematic river observations can be found in 

articles in newspapers and other journals of the past. Such information, however, is generally available only for the major rivers, and 

little definite information regarding floods on the smaller tributaries 

is obtainable.

OTHER SUMMER STORMS AND FLOODS 32

In the period of about 150 years during which this region has been 

inhabited by white men there seems to be no indication of another 

summer storm and flood in the Muskingum River Basin of the magnitude and extent of that of August 1935. The rainfall of August 

1935 caused the highest summer stages of record 011 many major 

streams, including the Tuscarawas River from Dover downstream, 

the lower reaches of the Walhonding River, Wills Creek below Cambridge, Killbuck Creek below Millersburg, and the main Muskingum 

River. In some streams, especially the smaller tributaries near the 

center of the storm, the stages resulting from this rain were the 

highest that old residents could recall. Inasmuch as the Muskingum 

River has been used for navigation, the records for the past 50 years 

for the main stream are complete. For the 50 years preceding that 

period the records of extraordinarily high stages seem to be fairly 

complete.

Of all storms to which the Muskingum River Basin has been subjected, the 5-day winter storm of March 1913 stands out in the 

resultant high stream stages generally prevalent on the major tributaries, on the Muskingum River proper, and on the Ohio River in the 

vicinity of the mouth of the Muskingum. The Ohio River record of 

March 1913 in this reach was exceptional in that it was not surpassed 

by the recent floods of March 1936 and January 1937. Of the other 

storms the 10-day storm of January 1937 stands second on the Muskingum proper. These were both winter storms of long duration 

embracing nearly the entire Ohio River Basin, causing generally less 

severe conditions 011 small tributaries than local summer storms of 

the cloudburst type and those general summer storms similar to that 

of August 1935. In 12- and 24-hour rainfall intensities few winter 

storms have approached the summer storms. However, during the

31 a Records of stream flow for the Muskingum River Basin are published annually in Surface water supply 

of the United States, Part 3, Ohio River Basin, which is a part of the series of Geological Survey watersupply papers. A summary of stream-flow records prior to 1921 has been published in Sherman, C. E., 

Ohio stream flow, Part 1, Areas of lakes and drainage basins; run-off records prior to 1921, Ohio State 

Univ. Eng. Exper. Sta., Bull. 73, 164 pp., 1932.

32 Based on material furnished the authors by Waldo E. Smith.
104 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

winter a greater portion of the rainfall appears as run-off than during 

the summer, even during intensive storms. Basic soil and vegetal 

conditions are more favorable for the retention of potential flood 

water in summer than in winter. Furthermore, the base or groundwater flow usually is less in summer than in winter.

Since this report has been in preparation another summer storm has 

occurred that possibly stands second to that of August 1935 in general 

magnitude. This is the storm of June 20-21, 1937. The overnight 

precipitation was as much as 7.51 inches at Bucyrus, where it centered 

near the watershed that divides the Muskingum, Sandusky, and 

Olentangy Kivers. This rainstorm commenced between 8 and 10 

o'clock on the evening of June 20, breaking almost simultaneously 

over a broad belt extending from Bucyrus and Akron southeastward 

to Carrollton and Cambridge and beyond and progressing slowly 

south westward. The Licking Kiver Basin received very little rain 

before midnight of June 20, but the rain continued until well into the 

afternoon of June 21, accumulating a total of about 4 inches. Across 

the Muskingum Kiver Basin from the Licking Kiver Basin southeastward, heavy rain fell, causing the highest summer stages of record on 

a few of the western tributaries, of which the most notable is the 

Kokosing River. The storm resulted in record-breaking stages on 

the headwaters of the Sandusky and Olentangy Rivers. A maximum 

stage of 27.5 feet was reached at Zanesville, on the Muskingum River 

proper, 2.5 feet above flood stage but 6.0 feet below the crest stage of 

the flood of August 1935. The maximum stage was reduced somewhat by the automatic action of the flood-control reservoirs that were 

in an advanced stage of construction at the time.

In July 1913 another summer storm occurred, farther to the southwest than those of 1935 or 1937, so that the northeastern third of the 

Muskingum Basin received only relatively light rain. It extended, 

however, with a total rainfall of 2 inches or more over a broad belt to 

the northwestern corner of the State and into Indiana and Michigan,33 

and similarly to the southeast into West Virginia. The heaviest 

rainfall, as much as 7.4 inches at Toboso, occurred over the lower 

Licking River Valley above Zanesville. This likewise resulted in 

high stages, but it had been preceded by a protracted dry period 

which probably tended to reduce the run-off. The maximum stage 

recorded on the Muskingum River at Zanesville was 23.0 feet or 2 

feet below flood stage. More detailed reports concerning this storm 

and resulting flood have been published by the United States Weather 

Bureau and the State of Ohio.34

83 Sherman, C. E., The Ohio water problem: Ohio State Univ., Coll. Eng., Bull. 15, p. 10, fig. 5, 1915.

8* Climatological data Tor July 1913, District No. 3, Ohio Valley: U. S. Dept. Agr. .Weather Bur., Monthly 

Weather Rev., vol. 41, pp. 996-997, July 1913. Alexander, W. H., A Climatological history of Ohio: Ohio 

State Univ., Eng. Exper. Sta., Bull. 26, 741 pp., 1924.
RECORDS' OF OTHER FLOODS 105

A summer storm that merits consideration here, since it preceded 

the August storm by only a month, is the storm of July 3-4, 1935. 

During the night of July 3 the observer at Bangorville, in the northwestern part of the basin, cooperating with the Weather Bureau,

&MA

FIGURE 23. Map of Muskingum Eiver Basin showing lines of equal precipitation, July 3-5,1935.

reported a rainfall of 5.91 inches, followed by 1.08 inches within the 

next 2 days. Nearby stations reported 3 to 4 inches, with an average 

over the Walhonding River Basin above Coshocton of about 2.6 

inches. Figure 23 shows lines of equal precipitation for this period. 

Local floods of great intensity occurred on several tributaries of the 

Walhonding River, notably on the Kokosing River, over which the
106 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

storm centered (see fig. 23). The crest stages at Millwood, on the 

Kokosing River, and at Newville, on Clear Fork, exceeded those of a 

month later as indicated in table 9. In other parts of the basin the 

flood was greatly surpassed by that of August 1935.

The stages of the Muskingum River in early September 1863 and 

May 1893 indicate that widespread summer storms occurred over the 

basin at those times, both of which may have equalled or exceeded 

the storms of June 1937 and July 1913 but did not approach that of 

August 1935 in producing maximum stages on the Muskingum.

The local cloudburst type of summer storm is of little importance 

in major flood considerations, since stages on the principal rivers may 

not be appreciably affected although on small drainage areas it may 

frequently result in record-breaking stages and local erosion and 

damage. In the consideration of local flood problems, the effects of 

such storms are significant. One such storm is worthy of mention. 

On July 16, 1914, 7.09 inches of rain fell in a period of 90 minutes 

near Cambridge, Ohio, in the Wills Creek Basin.35 The rain gage of 

the cooperating observer at Cambridge was apparently very near the 

center of this storm, which was very local in its nature, probably not 

more than 25 square miles receiving more than 1 inch of rain.

Newspapers furnish many references to contemporary local summer 

storms and floods but usually give no definite information with respect 

to precipitation or river stages, except in general ways not susceptible 

of translation into quantitative terms. During the period 1832 to 

1909 newspapers published accounts of at least 61 separate intensive 

summer storms and consequent floods in the Muskingum River 

Basin. The following quotations from newspaper sources were 

selected from a compilation made by the Soil Conservation Service 

and are furnished more as examples of the nature of these data than 

as evidence of the severity of the floods.

On Thursday evening last, rain commenced falling in this vicinity with unusual 

rapidity, continuing more or less during the night and the next day and night. 

The result was that Killbuck and all its tributaries got on a bender and played 

smish. In many places the bottoms were entirely overflowed doing considerable 

damage to the crops and fences. Our oldest citizens have not known Killbuck to 

be so high for a number of years, not since 1832.36

Crops, Fences, and Other Property Washed Away

The most copious rainfall that has ever been known in this county occurred on 

last Saturday and Sunday. There had been more or less rain for three weeks, 

and the ground was soaked with water and the streams all swollen. On Saturday 

there were several very heavy rains doing much damage but on Sunday afternoon 

the rain fell in torrents for hours filling all the streams of the county, principally 

Meigs Creek, Four Mile Creek, and Wolf Creek.37

35 Alexander, W. H.. op. cit., p. 306.

3« The Holmes County Farmer, June 17, 1858.

37 The McConnelsville Herald, Aug. 6, 1875.
RECORDS OF OTHER FLOODS 107

STORM AND FLOOD OF MARCH 1913

The great storm of March 1913, to which frequent reference has 

been made, was the result of a very unusual and unfavorable combination of weather conditions and when measured by its duration, extent 

of territory covered, and total rainfall it may be classed as one of the 

greatest storms on record in the eastern United States. The storm 

itself embraced nearly the entire Ohio River Basin and centered along 

an east-west axis just north of the central part of Ohio, where in 5 

days the precipitation averaged about 10 inches over 6,000 square 

miles. The storm was described in detail in several reports. 38

The daily and total rainfall over the principal subdivisions of the 

Muskingum Eiver Basin as computed by the Muskingum Watershed 

Conservancy District are as follows:

Rainfall, in inches, in Muskingum River Basin, Mar. 23-27, 1913

Area 23

0.75

.99

.86

.63

24

1.61

1.73

1.66

1.34

25

2.15

4.13

3.07

2.56

26

1.55

1.44

1.49

1.77

27

0.50

.90

.69

.64

Total

6.56

9.19

7.77

6.94

The floods that resulted from this storm throughout the State of 

Ohio and in the Ohio River above Point Pleasant, W. Va., as far as 

Woodland, W. Va., are the greatest known. In the Miami River 

Basin the consequences of these floods led to the construction of the 

famous system of retarding reservoirs. Throughout this region the 

flood stages attained are the highest of record on all major streams and 

have since served as a standard with which all subsequent floods are 

compared. However, practically no records of measured discharge 

are available for the floods of 1913 in Ohio, as an active river-measurement program was not initiated in that State until 1921. Estimates 

of maximum flood discharge at river-measurement stations within the 

Muskingum Basin have been made by the Corps of Engineers, 

United States Army, and others as indicated, based on interpretations 

of precipitation records, high-water marks, and channel conveyance. 

These estimates are given in table 16. Attention is also directed to 

the 1913 flood profile on the Tuscarawas, Muskingum, and Walhonding Rivers shown in figures 20 to 22.

3 * Horton, A. H., and Jackson, H. J., The Ohio Valley flood of March-April, 1913, including comparisons 

with some earlier floods: U. S. Geol. Survey Water-Supply Paper 334, 96 pp., 1913. Henry, A. J., The 

floods of 1913 in the rivers of the Ohio and lower Mississippi Valleys: U. S. Dept. Agr., Weather Bur. Bull. 

7, pp. 1-103, 1913. Special report on the flood of March 1913: Ohio State Board of Health, Monthly Bull., 

May 1913 (also reprinted separately). Morgan, A. E., The Miami Valley and the 1913 flood: Miami Conservancy Dist., Tech. Repts. pt. 1, 125 pp., 1917.

41-
108 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

TABLE 16. Summary of maximum stages and discharges during flood of March 1918

Stream

Do .............. ...

Do - _ -

Do. .......... ........

Do_-___. ..............

Sugar Creek. .............

Black Fork... ...... ......

Lake Fork... __ ........

Wills Creek....... ........

Licking River.... _ ....

Place

Toboso. ___ ............

Drainage 

area 

(square 

miles)

165 

1,398 

2,432 

4,847 

5,982 

7,411 

481 

310 

367 

342 

942 

1,488 

175 

120 

342 

472 

730 

672

Altitude 

of zero of 

gage (feet 

above 

mean sea 

level)

933. 28 

861. 51 

780.03 

733. 52 

693. 15 

650. 31 

913. 25

839.37 

928. 46 

872. 91 

805. 53 

1, 018. 32 

949. 14 

902. 53 

841. 06 

740. 98 

744. 84

Crest 

stage 

at gage 

(feet)

22 2 

23.5 

26.5 

s 30. 5 

46.0 

33.5 

4 14. 8

17.5 

±20.5 

27.0 

21.6 

15.7 

15.1 

26.0 

22.0 

28.8 

20.0

Maximum discharge

Secondfeet

i 62, 000 

2 83, 000 

202, 000 

228, 000 

270, 000 

s 18, 400 

6 16, 700 

' 8, 200 

8 11,700 

» 55, 000 

10 80, 000 

11 18, 900

12 20, 500 

40, 000 

is 22, 300 

i* 35, 000

Secondfeet per 

square 

mile

44.4 

34.1 

41.7 

38.1 

36.4 

38.3

22.3 

«54.2 

58.4 

53.8 

11 95. 0

» 76. 2 

84.8 

13 26. 4 

52.1

1 Muskingum Watershed Conservancy District estimates 50,500 second-feet.

2 Muskingum Watershed Conservancy District estimates 80.000 second-feet.

3 Observed at 4 a. m. Mar. 26 by U. S. Weather Bureau; Corps of Engineers give 31.8 feet as maximum 

stage, with respect to the same datum.

4 Not comparable with present stages owing to change in channel.

' Corps of Engineers, U. S. Army, estimates 26,100 second-feet at Bolivar dam site, 502 square miles 

drainage area.

6 At Beach City dam site, 300 square miles; the Muskingum Watershed Conservancy District estimates 

19,000 second-feet at same location.

7 Computed by the Muskingum Watershed Conservancy District. 

«At Charles Mill dam site, 16 miles above gage, 216 square miles.

8 Computed by the Geological Survey.

10 Computed by the Geological Survey; Corps of Engineers, U. S. Army, estimates 102,000 second-feet.

11 At Pleasant Hill dam site, 199 square miles.

12 At Mohicanville dam site, 269 square miles.

13 At Wills Creek dam site, below gage, 844 square miles.

14 Computed by Muskingum Watershed Conservancy District.

The following is a compilation by the Muskingum Watershed Conservancy District of damages inflicted by the flood of March 1913 in 

the Muskingum River Basin.

Damages in Muskingum River Basin by flood of March 1918

County

Muskingum ___ _ . ... _ .... _ . ....

Stark... _____ . _______ .

Wayne. ___ ...........................

Richland ________ . ______ . .......

Total......................

County and municipal 

bridges 

and roads

i $391, 000

3 284. 000

3 864, 000

1 330, 000

1 26, 000

1 7, 000

3 350, 000

1 166, 000

1 54, 000

1 48, 000

1 97, 000

1 116, 000

1 107, 000

i 16, 000

2, 856, 000

Railroads 

and other 

public 

utilities i

$235, 000

70,000

982, 000

510,000

8,000

5,000

148, 000

125, 000

50,000

160, 000

149, 000

51,000

215, 000

10,000

2, 718, 000

Private 

property

2 $1,463, 000

a 538, 200

23,335,000

2 368, 000

118.000

1 5, 500

2418,000

2942,000

143,000

1 59, 000

1 116, 000

141,000

8 550, 000

1 18, 000

7, 914, 700

Works to 

improve 

navigation l

$45, 000

29, 000

38,000

112,000

Total

$2, 134, 000

921, 200

5, 219, 000

1, 208, 000

52, 000

17,500

916, 000

1, 233, 000

147, 000

267, 000

362,000

208,000

872, 000

44,000

13, 600, 700

1 From report of the Ohio Valley Flood Board of Sept. 12,1916: House Document No. 1792, 64th Cong., 

2d sess., Dec. 21, 1916.

2 Obtained from local sources believed to be reliable.

3 County and city records of bonds issued and expenditures or estimates of expenditures for bridges and 

road repairs.
RECORDS' OF OTHER FLOODS 

FLOODS ON MUSKINGUM RIVER

109

The records of flood crest stages as obtained from the United States 

Weather Bureau gage at Coshocton are given in table 17.

TABLE 17. Annual maximum stages of Muskingum River and all crest stages above 

13 feet observed at Weather Bureau gage at Coshocton

Date

1884, Feb.. ............ .

1907 

1910 

1911, Dec. 16- _

1912, Feb. 27 

Mar. 30 

Jan. 18... . ..

Jan. 24............

Mar. 26..... ....

1914, Mar. 29 

1915, Feb. 5. ... ......

Mar. 28. .

Gage 

height

25.4

26.4

23.7

23.8

13.2

13.5

15.4

14.3

15.5

14.8

14.0

130.5

12.2

15.2

16.4

14.7

Date

1917, Apr. 7 -

1918, Feb. 15. . .

1919, Aug. 6 -. -.

1920, Apr. 22 ..

Mar. 29. ------

1922, Apr. ]5 

1923, May 13 ... .. ..

1924, Jan. 12....---.....

Mar. 30 

1925, Feb. 25 

1926, Feb. 27 . 

1927, Jan. 23. ...... _ ..

Mar. 22 ______ .

Dec. 2.. -----------

Gage 

height

11.6

16.2

15.3

17.6

13.5

15.7

14.4

14.6

14.0

15.3

10.2

13.6

19.2

20.1

17.7

17.4

Date

1928, Feb. 16. 

1929, Jan. 20... ____ ..

Feb. 27............

1930, Jan. 15... 

1931, Dee. 14 

1932, Jan. 19....... -.--

1933, Mar. 17 

May 15 - 

1934, Mar. 6 

1935, Aug. 8. . ...

1936, Feb. 17 

Feb. 28 

Mar. 26... _ ..---.

Gage 

height

10.4

14.0

20.0

216.2

10.7

19 1?

17.2

15.7

8.9

24.65

14.3

20.8

13.8

1 Observed at 4 a. m.; Corps of Engineers, U. S. Army, give 31.8 for maximum stage, when referred to a 

zero of 733.52 feet.

2 Estimated by the Geological Survey.

NOTE. Available continuous records begin in 1911. All maximum stages as given above refer to present 

altitude of zero, 733.52 feet above mean sea level. Prior to 1934 the gage was 3.0 feet higher.

The State of Ohio improved the Muskingum River for navigation 

by the construction of 11 locks and dams between Marietta and Dresden, which were completed in 1841. The operation and maintenance 

of the navigation works were turned over by the State to the Corps of 

Engineers, United States Army, in 1887, when the keeping of continuous records of river stages was initiated.

The compilations of known flood stages at Locks 10, 7, and 1, as 

prepared by Waldo E. Smith and W. T. Collins of the Muskingum 

Watershed Conservancy District, are assembled in tables 18, 19, and 

20 for convenient reference. Check has been made against the original 

records kept at Lock 10 at Zanesville and other possible sources, 

appropriate reference being given to such sources. Except as noted, 

gage heights listed for years prior to 1888 were obtained from information in the files of the Corps of Engineers.

The compilation of crest stages at the lower gage at Lock 10 at 

Zanesville given in table 18 includes all crests above 25 feet and the 

highest of each year since 1888, as obtained from the original lock 

records. Crest stages for the years 1832, 1860, and 1884 were obtained 

from other unpublished data of the Corps of Engineers. The crest 

stages for the years since 1888 are based on records consisting of three 

or four readings made daily since 1888, with the exception of that for 

March 1913, which is based on a floodmark.
110 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

TABLE 18. Annual maximum stages and all crest stages above 25.0 feet of Muskingum 

River at Lock 10, lower gage, Zanesville

Date

1890, Mar. 14-- 

1891. Feb. 17 

Mav 21. ---------

1894, Feb. 13 

1895, Dec. 27--, ... _ 

1896, July 25..- ----

1901, Apr. 27 -------

1902, Apr. 12 ..........

Gage 

height 

(feet)

34.8

33.5

34.5

18.1

15.9

22.9

27.3

17.1

2fi. 2

30. 1

17.8

17.4

20.8

24.5

36.8

19.4

24.5

17.1

Date

1905, Mavl5 -

1906, Mar. 28 -

Mar. 14- -

1909, Feb. 25... - ---

Mar. 3.-. . 

1911, Jan. 30 -- ... -

1912, Apr. 3 _ 

1915, Feb. 6 _,__ ____ _

1916, Mar. 28-- -----

1917, Mar. 14 _. .- -

1918, Feb. IS .. 

Gage 

height 

(feet)

27.2

25.9

27.9

24.5

31.9

26.0

29.0

32.5

23.5

22.8

'51.8

20.4

24.6

25.1

20.3

Date

1919, May 10-. ---

1920, Apr. 22 -........ 

1921, Mar. 29 -

1922, Apr. 15- 

1923, Dec. 23 ___.___.. _

1924, Mar. 30 -

1925, Feb. 12.- ------

1926, Feb. 27-- -----

1927, Jan. 23 _ . _

Mar. 22 . 

1928, Mar. 31 

1929, Feb. 27 

1930, Jan. 15__ _ 

1932, Jan. 18- . 

1933, Mar. 19 ___ _

1934, Mar. 6 --......-

1935, Aug. 9.. ----------

Gage 

height 

(feet)

21.7

26.8

23.2

19.9

25.8

17.2

19.8

26.0

26.7

18.2

26.4

24.9

19.4

20.4

26.5

15.8

33.6

1 Based on floodmark.

NOTE. The elevation of the zero of this gage as determined by different agencies at different times has 

varied, although the position of the gage has apparently never been changed. In February 1937 the Muskingum Watershed Conservancy District determined the zero to be 665.04 feet abov e mean sea level.

The records of observed crest stages at the upper and lower gages 

at Lock 7 at McConnelsville, listed in table 19, are generally based on 

two or more readings made daily since 1888. Crests prior to 1888 

given in table 19 are based on the account furnished by Captain 

Irven Travis, lockmaster at Lock 7 from 1887 until 1928. Captain 

Travis' account appears later in this report.
RECORDS OF OTHER FLOODS 111

TABLE 19. Annual maximum stages and all crest stages above 16 feet on upper 

gage and above 24 feet on lower gage of Muskingum River at Lock 7, McConnelsville

Date

1810, Nov. 10 I...

1832, Feb. 16'...

1847, Feb.. ......

1860, Apr. 13.....

1884, Feb. 9......

1888, Nov. 11.... 

1889, Jan. 28- 

1890, Jan. 17- 

Mar. 14. 

1891, Feb. 17 .. 

1892, Feb. 9

1893, Feb. 11 

May 3-- .

1894, Feb. 13 .. 

1895, Mar. 2..... 

1896, July 24 .... 

1897, Mar. 6_ .

1898. Jan. 24..... 

Mar. 24-25. 

1899, Jan. 15-16. 

1900. Mar. 7.....

1901. Apr. 27 

1902, Apr. 12-13-

Upper 

gage

i 20.6

123.3

124.6

13.2 

12.0 

215.0 

316.2 

U9. 2 

3 13.0

18.9 

21.4

13.3 

12.1 

16.0 

17.1

15.9 

4 25+ 

14.3 

14.0

17.1

12.9

Lower 

gage

16.1 

13.5 

19.0 

20.8 

25.1 

16.4

25.7 

26+

17.3 

19.0 

22.2 

23.8

21.9

27+ 

19.4

18.7

23.7

16.0

Date

1903, Mar. 1

1904, Jan. 25.---.

1905, Mar. 9- _ 

1906, Mar. 28 

1907, Jan. 21 

Mar. 14-15 

1908, Feb. 16 

1909, Feb. 25 .... 

1910,Jan. 19- 

Mar. 3___- 

1911, Jan. 30. . 

1912, Feb. 27_ 

Apr. 3 

1913,Jan. 12 - 

Mar. 27-28. 

July 14- 

1914, Apr. 2 _-_

1915, Feb. 6 ...

19I6,Jan. 3 -

Upper 

gage

14.5

17.1

5 19.0

19 3

13.7 

17.0 

17.4 

23.0 

16.8 

18.0

17.7 

20.6

23.1 

16.2 

15.6 

15.6

17.4 

629+ 

19.9 

14.6

17.0

17.0

Lower 

gage

18.7

23.6

26.2

27.0

17.7 

23.4 

24.1 

31.0 

23.1 

25.0

24.7 

27.8

31.6 

22.2 

21.3 

21.6

24.4 (9 ) 

27.8 

20.0

23.7

23.6

Date

1916, Mar. 28..-

1917, Jan. 6 

1918, Feb. 15 

1919, May 11.. 

1920, Apr. 22 

1921, Mar. 29 

1922, Apr. 16 

1923, Dec. 23_ 

1924, Mar. 30.--. 

1925, Feb. 24 

1926, Feb. 4 

1927, Jan. 23- 

Mar. 22-...

Dec. 16 

1928, Mar. 31 

1929, Feb. 28 ... 

1930,Jan. 15 

1931, Dec. 14 

1932,Jan. 19_ _ 

1933, Mar. 19. 

1934, Mar. 4 _-

1935, Aug. 9_._-

Upper

^a^e

17.5

14.6

17.8

15.6

18.3

16.2 

18.0 

14.6 

17.8 

13.0 

16.2

18.0 

18.5

17.3 

13.1 

18.0 

17.3

14.1 

14.5 

26.5 

16.8

12.6

23.6

Lower 

gage

24.4

19.6

24.8

21.8

25.7

22.2 

25.0 

19.5 

25.0 

16.9 

23.6

25.4 

25.9

24.5 

17.2 

25.6 

24.3

19.0 

20.1 

18.9 

23.8

15.8

32.8

1 From account furnished by Capt. Irven Travis.

2 Highest during period 1884-90.

3 Read all night.

4 Gages submerged, water 66 inches on wall at guard gate, 21 inches higher than on Feb. 9, 1884; U. S. 

Weather Bureau gives 26.4 feet as crest stage on upper gage, 

s Highest during period 1898-1904. 

6 Gages submerged; U. S. Weather Bureau gives 40.8 feet on upper gage and 49.1 feet on lower gage.

NOTE. Upper gage: February 1890, altitude of zero given as 644.838 feet above mean sea level, changed 

by resetting gage to 644.628 feet at 2 p. m. on Dec. 12,1891, when gage read 7.2 feet as against 7.2 feet previously. 

No change in installation made thereafter. Altitude of zero of gage as determined by the Muskingum Watershed Conservancy District in February 1937, 643.93 feet.

Lower gage: February 1890, zero altitude given as 636.829 feet, changed by resetting gage to 634.990 feet 

at 2 p. m. on Oct. 21,1891, when gage read 4.4 feet as against 2.8 feet previously. No change in installation 

made thereafter. Altitude of zero of gage as determined by Muskingum Watershed Conservancy District 

in February 1937, 634.42 feet.

Table 20 gives for the lower gage at Lock 1, Marietta, all crests 

of 30.0 feet or more and the highest for each calendar year from 1888 

to April 1938 inclusive, except January 1892 to June 1894 inclusive, 

when no definite records were kept. In general, the record at the 

lower gage at Lock 1 is more detailed and more complete than the 

record at the city gage on the Ohio River at Marietta. Readings 

have been made several times daily throughout the period of observation. In 1888, 1889, and 1894, routine readings were made at 

8 a. m., 1 p. m., and 8 p. m.; in 1890 and 1891, 6 a. m., 10 a. m., 2 p. m., 

and 6 p. m.; from 1895 to 1913, 6 a. m., 2 p. m., and 6 p. m.; and from 

1914 to May 1938, 6 a. m., 8 a. m., 2 p. m., and 6 p. m.

Table 20 also gives all the available crest stages for the city gage 

on the Ohio River from 1873 to 1935, when observation was discontinued by the United States Weather Bureau. The records from 

1873 to April 1913 were taken from a Geological Survey water-supply 

paper,39 and those from April 1913 to 1935 from the annual publications 

of the United States Weather Bureau. 40 From 1913 to 1935 all

38 Horton, A. H., and Jackson, H. J., The Ohio Valley flood of March-April 1913: U. S. Geol. Survey 

Water-Supply Paper 334, pp. 14-17, 1913.

40 Daily river stages at the river gage stations on the principal rivers of the United States: U. S. Dept. 

Agric., Weather Bur., vols. 12 to 33.
112 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

gage crests of 28.4 feet or higher and the highest for each calendar 

year are given.

TABLE 20. Observed crest stages at lower gage, Lock 1, and at city gage on Ohio River

at Marietta

Date

1847, Feb. _.

1873, Dec. 16 

1874, Jan. 9_ ..

1875, Aug. 3 

1881, Feb. 14....

1882, Feb. 23-.. _

1883, Feb. 9.....

1884, Feb. 9_ 

1888, Jan. 10 

1889, Feb. 21....

1890, Mar. 24 

1891, Feb. 20__- 

1892 

1893, Feb. 11..-.

1894, Jan ..

Dec. 16. ...

1895, Jan. 11.....

1896, Apr. !_....

1897, Feb. 25 

1898, Mar. 26 - 

1899, Mar. 7 

1900, Jan. 23 

1901, Apr. 23 

1903, Mar. 3 

1904, Jan. 25__.._

Mar. 6 

1905, Mar. 12 

Mar. 23 

1906, Apr. 2. _ _._

1907, Jan. 21 -

Lower 

gage at 

Lockl 

on Muskingum 

(feet)

26.8

20.3

DO 1

43.3 (3)

(3)

14.2

36.2

30.7

32.8 

48.3 

25.1

23.9

(4)

33.5

33.5

39.0

38.5 

31.6

40.5 

31.4

32.8

City 

gage on 

Ohio 

River 

(feet)

140.6

38.5

qrf rj

35.3

39.3

35.0

43.7

52.8

233.5

43.8

36 4

36.0 

47.5

41.4

38.4

38.6 

40.8

37.8

40.4

Date

1907, Mar. 16 

1908, Feb. 18 -

Mar. 21 

1909, Feb. 26 

1910, Jan. 21 

1911, Jan. 17 

1912, Mar. 25 

Mar. 29 

Nov. 17 

1915, Feb. 4 -

1916, Jan. 4 

Jan. 15 

Mar. 24-25_

Mar. 30 

1917 Jan 24

IVIar 15

1918, Feb. 15- 

Feb. 22 

Mar. 17 

1919, Jan. 4 

Nov. 28 

1920, Mar. 15 

Apr. 23- 

1921, Nov. 30----

Lower 

gage at 

Lockl 

on Muskingum 

(feet)

51.8

40.7

34.0

38.0

36.8

34.5

34.0

41.2

35.0

C)

30.0

37.5 

32.9

44.2

59.9

35.5

33.9

42.3

31.5

'33.7 

731.2 

30.1

37.3

SI 4

38.1

DO A

36.5

V\ 7

32.5 

31.7

36.3 

30 4

35.5

City 

gage on 

Ohio 

River 

(feet)

48.7

39.1

36.4

36.4

35.0

39.6

42.6

658.3

34.0

32.3

40.5

29.7

32.0 

29.2 

28.4

35.6

29.2

36.7

30.5

34.5 

34.0

30.7 

30.1

34.8 

28.4

34.0

Date

1921, Dec. 27-.-.

1922, Apr. 17 -

1923, May 15 -

1924, Jan. 5 ...

Apr. !_. 

May 15 

1925, Feb. 13....

1926, Nov. 19 

1927, Jan. 24 

Mar. 23 

Dec. 17---. 

1928, Apr. 1 

1929, Mar. 1 

1930, Jan. 16 . .

Feb. 28-.-

1931, Apr. 5- 

1932, Apr. 3 

1933, Mar. 17 

Mar. 21-22_ 

1934, Mar. 7-8 

1935, Mar. 14 

Aug. 8 .

Mar. 20 

Mar. 28_ 

1937, Jan. 26-27- 

Apr. 29_-._

Dec. 20-___ 

1938, Mar. 17 -

Apr. 4.-.--

Lower 

gage at 

Lock 1 

on Musking11TTI

(feet)

30.8

34.0

28.4

36.8

40.4

37.4

31.2

28.1

45.7

735.9

32.7

42.5 

28.9

34.7

30.1

32.7

31.0

28.2

42.7

37.8 

28.6 

33.1

30.0

OK A

48.1

40.4

54.9 

40.0

35.1 

29.6

31.1

City 

gage on 

Ohio 

River 

(feet)

29.6

32.4

26.5

34.9

39.1

35.8

29.5

26.5

44.0

34.3

30.5

40.7 

27.0

33.1

28.4

30.9

29.5

26.3

41.0

36.1 

26.2

 

.......

1 Based on account furnished by Capt. Irven Travis. N 

J Date not known.

* No records. 

«Above 24.3.

 Above 35.0.

6 Published as 58.6 feet in "Daily River Stages at the River Gage Stations on the Principal Rivers of the 

United States," by the U. S. Weather Bureau.

7 From the annual publication of the U. S. Weather Bureau "Daily River Stages at the River Gage 

Stations on the Principal Rivers of the United States" for the year indicated.

NOTE. The lower gage at Lock 1 on the Muskingum Rivfr is about 0.2 mile above the right bank of the 

Ohio River. The city gage on the Ohio River is in the vicinity of the intersection of Ohio and Second 

Streets, Marietta, about 0.1 mile upstream from the left bank of the Muskingum River.

The altitude of the zero of each of the two gages has been expressed in varying figures since their establishment, although the position of the gages has apparently never been changed. In February 1937 the 

Muskingum Watershed Conservancy District determined the zero of the lower gage at Lock 1 to be 566.41 

feet above mean sea level, and the city gage zero to be 568.02 feet above mean sea level. No attempt has 

been made to reconcile differences in water surface elevation at the crest as determined by the two gages for 

the same flood.

Because of its contribution to the flood history of the Muskingum 

River, an article entitled "Facts about Muskingum Valley floods" 

by Captain Irven Travis, which appeared in the McConnelsville 

Herald for February 14, 1935, is reprinted here. Captain Travis 

was lockmaster at Lock 7 at McConnelsville from 1887 to 1928. 

The article is included through the courtesy of the publisher of the 

McConnelsville Herald.
RECORDS' OF OTHER FLOODS 113

FACTS ABOUT MUSKINGUM VALLEY FLOODS

(As Observed by Captain Irven Travis)

In writing of floods of the Muskingum valley, it seems proper to enumerate 

them in the order of their occurrence. Nov. 10, 1810, is as far back as we feel 

justified in mentioning and is the first of which there is any record. In those 

days, no gauges were established; neither was there anyone to report the weather 

conditions and flood notes as was so ably done in 1913. To give an idea of this 

flood of 1810, we can do no more than give gauge readings at Cincinnati, which 

was 64.3. These figures will show at least, that high water occurred at this time 

in the Muskingum as this river and its tributaries drain practically 1-5 of the 

area of the State of Ohio. This reading at Cincinnati has been exceeded but 

four times to date; and each of the four times, the Muskingum has furnished a 

liberal share of the water.

1832

The next flood of importance was Feb. 16, 1832. The water gauge at Cincinnati read 63.7, which is 0.6 less than the flood of 1810. I find no record of damage 

by either of these floods and there could be none to the improvements of the river 

as the locks and dams were not built at that time; but they were finished before 

our next flood, which was in 1847. This was seven years after the completion 

of locks and dams, which were known as The Muskingum River Improvements.

MtrsKiNGUM IMPROVED

In March 1836, the improvement of the Muskingum was authorized by an 

act of the state legislature, and an appropriation of $400,000 was also made for 

that purpose. In August of the same year, proposals were called for to be opened 

at McConnelsville on the 20th of the following October. Three years was the 

alloted time in which to complete this work, but for various causes, such as changes 

of the location of dams, contention concerning the size of locks, high water, etc., 

five years elapsed before its completion. Since then, the improvements have 

been subject to damage by many floods.

The first to do damage probably should not be classed as a flood. It occurred 

in 1842 or 43 when the river cut around the dam at Luke Chute, now known as 

Dam No. 5. This was quite a loss as many acres of valuable land were destroyed 

on which stood several houses which made this place of such importance as to be 

called Roektown. In the closing of this break, the nearby hills owned by John 

Buck were practically cleared of timber.

1847

In February 1847, another flood is recorded, and although the river had now 

been improved for about seven years, there seems to be less known of this than 

of previous high waters. There is no report even from Cincinnati, but Marietta 

reported 40.6. However, it was of enough importance to cause much damage 

to the river improvements. Navigation was suspended for a long period and 

at a time when it was most keenly felt, for a good business had been built up in 

the seven years of slackwater navigation. The greatest damage was at the head 

of the canal at Beverly, where the canal bank was carried away for six or seven 

hundred feet. The entire river now passed through this crevasse.

* * * * * * *

Now to get back to the subject and give gauge readings of this flood, I will 

say the water was 3 inches deep on the Goodlive & McClain bar room counter, 

whatever that indicates. This counter was located in the old American house 

which stood on the site of the present Van Fossen building. It is known, however, that the reading was a little less than the next flood, April 13, 1860.
114 FLOOD OF AUGUST 1935, MUSKIFGUM RIVER, OHIO

1860

This many of us remember, therefore a more definite report can be given. 

This, again, exceeded any previous flood. The water stood 29 inches deep on 

the abutment at the head of the canal, which reduced to gauge readings as have 

since been established, would read 23.3. This would be about 3 feet deep on 

the famous bar room counter before mentioned.

This breaking of the record was then, as it has been in all later floods, very 

gratifying to some people. While this was a very destructive flood, the greatest 

damage was to the river improvements. The most severe loss was at Stockport, 

now known as Dam No. 6. Here the water cut around the east end of the dam, 

carrying in its path, a small farm or rather a small part of a large farm. This 

land was owned by Arthur Taggart whom the State of Ohio paid $2500 as damage 

and in a few years Mr. Taggart was raising a better corn crop on this territory 

than before.

The total cost of the repairs at this point was about $60,000.

* * * * * * *

Many marks showing the crest waterline were placed on what were thought 

to be permanent buildings, but I doubt if any can now be found. One of these 

marks was a board nailed on the joist of the second floor of the Shepard mill 

which stood immediately below the locks. Another mark of black paint was on 

the corner post of the floral hall in the fair ground, and the still famous bar room 

counter remained as a bench mark to measure from. None of these marks now 

remain. The river having been improved by the state, as has been mentioned, 

had up to this time been managed by a board of public works. On the 2nd day 

of June, 1861, the public works of Ohio were leased by an act of the legislature 

passed May 9 of the same year. The lessees were to pay a rental of $20,075 per 

year. This lease continued in force until December 1, 1877, at which time the 

lessees abandoned the public works and by appointment of the superior court of 

Montgomery county, they were placed in the hands of a receiver until May 15, 

1878, at which time the state board again took possession.

THE GREAT GORGE OF 1867

While great damage was done during the high water of 1867, this probably 

should not be classed among the big floods, as it was not general and was caused 

by the gorging of the heavy ice. The first bridge spanning the river between 

McConnelsville and Malta was built of iron and was nearing completion. The 

three main spans were in place but the draw had not been erected. The piers 

were not nearly so high as at present, having been raised two and possibly three 

times since.

There was very heavy ice in the river and when the ice flow came in the spring, 

it gorged at many places, both above and below McConnelsville. When the gorge 

from above came down, it stopped against the bridge piers. There was no strong 

current as another gorge below had backed the water up over the dam. When 

this gorge below let go, the river fell suddenly and an immense pressure was 

created on the gorge now resting against the bridge, and as the water was rising 

above and falling below, the ice soon crowded the bridge off the piers. Two spans 

went off, but the one next to the draw remained. This was on Saturday, Feb. 2, 

and about 7 o'clock p. m., when the crash came. The friction of the iron struck 

fire, which was like a flash of lightning, and the roar was equal to thunder. One 

span dropped through the ice, a short distance below the piers. The other was 

carried on the top of the gorge and dropped below the dam, where much of the 

iron was recovered during the next summer. Quite a lot of this iron was carried 

on down the river and was found below the Stockport dam. This deposit of iron
RECORDS OF OTHER FLOODS 115

in the river below the dam was a picnic for us boys. For this was nuggets, compared with hunting bones and old rubber in the alleys. Most of this iron was 

cast and for such pieces as we could handle, we found ready sale to the Pittsburgh 

packet and could then buy ammunition and fishing tackle. Much damage was 

done to the McConnelsville dam by this run of ice, there being breaks at two points 

where the dam was gone down to bedrock.

FIRST BRIDGE IN 1867

While this does not pertain to floods, I will say that the remaining span of the 

bridge was taken down and a covered bridge of wood was erected, which was our 

first bridge in service and was opened for traffic on Sept. 5, 1867. The present 

bridge, therefore, is the fourth on the one set of piers. This, as you all will agree, 

is a fine structure, and in my estimation is more symmetrical and of finer appearance than any spanning the Muskingum.

1884

Our next flood in this valley was in 1884, which again was a record breaker. 

The crest was recorded on February 9, reaching a depth of 45 inches on the abutment at the head of the canal. This, compared with the present gauge, would 

read 24 ft., 8 in., which would be about 21 inches higher than that of April 13, 

1860. Again much loss was sustained, but it is difficult, at this date, to give much 

information concerning individual losses. However, this is the first instance 

when floods came to be regarded as a calamity for which the people felt that it 

was incumbent upon them to make some provision for the relief of the sufferers. 

Consequently, a meeting was called at the Morris music hall at which a considerable sum of money was raised, augmented by a canvass of the two towns. Little 

of this money was used here but was sent on down the river to towns which had 

suffered more. For the same purpose, our state legislature made an appropriation of $20,000 and Gov. Hoadley appointed Atty. J. T. Crew, who was then a 

resident of McConnelsville, to inspect the homes of the unfortunate in the different districts and to aid those who had little of anything with which to repair 

their dwellings. Mr. Crew reported that he found many instances where the 

people hesitated to receive aid, feeling that it made them appear as objects of 

charity.

I think it can be truthfully said that had Mr. Crew been in the same position 

after the flood of 1913 he would have found few cases of that kind. In this flood, 

as usual, the Muskingum improvement suffered another great loss, the principal 

one being at Taylorsville. The river at this point is narrower than at any other 

on the river, the natural rock bluff on the one side and the lock wall on the other 

chokes the current, so it often happened that the water was practically level on 

the dam, one mile above. Steamboats could pass up over this dam nothing 

to prevent if they were able to stem the current at this narrow point. It was the 

choking of the water here that caused the river to overflow the canal banks, 

crossing the canal and getting back to its channel below the lock. Through 

navigation was again suspended and freight was transferred from Mason's Landing 

below, to Duncan Falls above the dam. The bridge at Duncan Falls had been 

carried off the pier by this flood and this made it possible for boats to pass up 

over the dam at times when there was sufficient water, thus avoiding transfer. 

No serious losses were sustained at McConnelsville, but much was prevented by 

timely action of our citizens in raising the embankment at the head of the canal 

and on the west side of the river. Business men of all classes could have been 

seen at this work. The late C. L. Barker was one of the principal laborers. This 

work went on continuously by night and day, hot coffee and lunch being brought 

bv the women folk.
116 FLOOD OF AUGUST 1935, MUSKINGUM RIVER, OHIO

A RECORD RUN

When it became known that the river had cut across the canal at Taylorsville, 

it was apparent that through navigation would be interfered with. Capt. Ed 

Martin, who was interested in the steamboats Gen. H. F. Devol and Lizzie Cassell, 

which were at Zanesville, summoned his pilots who lived in McConnelsville to 

Zanesville. This trip was made overland, of course, and via Chandlersville. 

Upon their arrival at Zanesville, a council was held, when it was decided to run 

these two boats out while there was plenty of water, rather than have them 

bottled up to lay idle. So without delay longer than to raise steam, these two 

boats started. One of them landed at Malta in one hour and 35 minutes and 

the other made a landing a few minutes later. This, no doubt, is the fastest 

time on record for a Muskingum river boat.

1898

Having two more floods to mention, both of still greater proportions, I wiU 

pass to that of March 1898. The water reached the highest point at 9 p. m. on 

March 24th, and remained stationary until 5 p. m., the following day. Water 

gauges had now been established and the reading was 24 feet and 7 inches, which 

was about 22 inches higher than that of 1884.

Since 1887, the Muskingum Improvement has been controlled by the federal 

government and had been much improved. The lock and dam, having been 

previously rebuilt, were in much better condition to withstand flood waters, so 

no great damage was done. There was slight interruption in navigation on 

account of several of the lock chambers being partially filled with sand, logs, 

etc. Again, as in 1884, prompt action and continuous work for days was necessary and a repetition of the efforts of 1884 prevented heavy loss. In building the 

embankment across the head of the island near the Elk Eye Mill, 3500 grain 

sacks were used, each filled with earth and built in crib fashion and kept above 

the level of the rising water.

THE FLOOD

We will now have something to say of THE flood. It seems unnecessary to 

attempt to go into detail concerning this flood of March, 1913, as many, both 

old and young, certainly have a vivid recollection of the worry and excitement 

of our citizens. How quickly the news spread when at 1 p. m. on Friday morning, 

Mar. 28, the water, after having reached a stage of 40 ft. and 8 inches began to 

fall, after leaving its mark 14 ft. and 4 inches above that of any previous high 

water. In the reports of losses and damages caused by this flood, there was not 

much said about the government loss as this did not concern anybody very much. 

I may say that the lower lock gates at both Locks Nos. 5 and 6, Luke Chute and 

Stockport, were floated out of their recesses and lodged a short distance below. 

These gates were wrecked and the irons recovered and new gates built.

At McConnelsville, the head of the canal was completely filled with sand and 

long before the water had fallen to normal, teams were driven across this fill. 

In one respect, this was fortunate, as the bridge had been dumped into the canal 

a short distance below the abutment where it lay upside down. The bridge was 

hauled out of the canal, turned over and finally replaced on its pivot and shows 

no signs of the accident. This is probably the only bridge that got back home 

and there were 15 that spanned the Muskingum carried away between ZanesviUe and Marietta. The only bridge remaining was the famous Y bridge at 

Zanesville and it was seriously damaged. It was my business at this exciting 

time to take care of government property, and I gave it my undivided attention, 

which was simply to stand and watch it go and report that it had gone.
INDEX

Page 

Abstract_______________________.......... 1

Acknowledgments.---____-----___ 3,6,31-32 

Atwood dam site, Indian Pork at.......... 60,71, 74

Baltimore & Ohio Railroad, damage sustained

by................................ 17

Base flow, effect of, on run-off___--_--._-.- 79,80 

effect of rainfall on._________........ 29

Beards Run, crest stage of _-.--_------ 97

Birds Run, Wills Creek at....... 54-55,71,74,91,108

Black Fork, at Loudonville ....__ 45,71,74,91,108

crest stages of ___.... 96,108

Brushy Pork, near Tippecanoe..-_-.__ 61,71, 74

Cambridge, flood near, damage caused by., pi. 3, B 

Cause of flood.._------------------_.-.--. 1

Chambers, C. C., quoted--.................. 17,18

Chandlersville, Salt Creek near ...... 56-57,71,74

Channel storage, meaning of term. ......... 89

volume and rate of discharge of, interrelations of.....-..--.______-. 89-Q4

Clear Fork, at Newville__..-.-_- 48-49,71,74,91,108 

crest stages of__.--...-_ 96,108

Clinton, Tuscarawas River at-.. 33-34,71,74,91,108 

Conotton Creek, near New Cumberland___ 59-

60,71,74

Coshocton, floods at, crests of ... 11,12,108,109 

floods at, monthly distribution of-..._.. 11,13 

Little Mill Creek near ____._..__..__.__ 71

Muskingum River at 57-59,71, 74,91,108,109 

Tuscarawas River at__.-.-._-______ 58, pi. 4, B

Coshocton County, rainfall in, records of. _ _ 25 

Crooked Creek, overflow of, damage caused

by............................. pi. 3, B

Crops, loss of, due to flood_ 17

Damage caused by floods.._. _.__-.---.__ 17-19, 

108, 113-116, pis. 3, 4, 8 

Dams. See Locks and dams. 

Discharge, hydrographs of _-----------_ 4, 5,76

records of, character of_ __. ___ 31-33,99, J 03 

See also Flood of August 1935; Floods 

earlier than 1935; names of streams. 

Dover, Tuscarawas River near.. 34-35,71,74,91,108 

Drainage in the basin____................ 6-7

Dresden, Muskingum River at. 5,38-39,71,74,91,108

Flood control, provision for_-..-.__..__ 8-9 

sites of dams for, records at..-.I..._____ 59-61

Flood of August 1935, comparison of, with

other floods..___._____ 11,100-106 

crest stages of_._____--....---. 11-17,94-102

damage caused by.___--.._ 17-19, pis. 3, 4, 8

discharge during, records of.__ 31-61,70-72,74

peaks of_____...._._____ 13-17

general features of....----..__-------_ 9-19

loss of life attributed to_. ..____.-..- 19 

meteorologic and hydrologic conditions

affecting........... 1, 11,19-31, pis. 6, 7

Page

Flood of August 1935, newspaper accounts of. 18-19 

stage during, records of____ 11-17,31-69,73,94-99

views of streams during.............. pis. 3,4,8

See also names cf streams.

Flood plains, views of_._.___............ pi. 3

See also Channel storage.

Floods earlier than August 1935, crests of.._11-12,

100-102,103,104,106,108,109-112

damage caused by_____...___ 108,113-116

hydrologic conditions affecting...... 103,104-108

newspaper accounts of___._... 106,113-116 

records of, character of ------ ------- 99,103

Floods later than 1935, crests of... ... 104,109,112 

hydrologic conditions affecting 104

Geography of the basin_________-------- 6-9

Greer, Mohican River at ---------- 46, 71,74,91,108

Ground-water flow. See Base flow.

Guernsey County, rainfall in, records of.. 26

Holmes County, rainfall in, records of.. 25 

Holmes County Farmer, article quoted from. 106 

Hydrographs of discharge __ 4,5,76 

Hydrologic conditions..- - 19-29

Indian Fork, at Atwood dam site.. 60,71,74 

Industries in the basin .. _ 8 

Introduction.._____--- - - 1-3

Jerome Fork, at Jeromeville.--. 49-50, 71,74,91,108 

crest stages of-__------------------ 96-97,108

Killbuck Creek, at Killbuck ... 4,53-54,71,74,80,91 

crest stages of. __-_ _ - - --- 97 

mouth of, Walhonding River at -- pi. 3, A

KokosingRiver,creststagesof-_-_-------- 97,108

near Millwood ... 4,51-52,71,74, 76,91,108

Lake Fork, crest stages of- _. 97,108

near Loudonville ------ 50-51,71,74,91,108

Leesville dam site, McGuire Creek at-.-.. 59,71, 74 

Licking River, at Toboso _.... 55-56, 71,74,91,108

crest stages of ----------------------- 98,108

Little Mill Creek, crest stages of - 97-98

near Coshocton. _-_ . __ . 71 

Locks and dams, stages at--------- 61-69,73,110-112

Losses due to flood-._____-______ 1-2,17-18 

Loudonville, Black Fork at -.. 45,71,74,91,108

Lake Fork near. ... . 50-51,71,74,91,108

McConnelsville, Muskingum River at . 5, 

39-40,71,74,91,108,111

McConnelsville Herald, articles quoted from. 106,

113-116

McGuire Creek, at Leesville dam site. - 59,71, 74 

Meteorologic and hydrologic conditions, by

Waldo E. Smith....-.--_ _ -- 19-29 

Meteorology of the storm, by A. K.Showalter. 29-31

117
118 INDEX

Page 

Mill Creek, crest stages of_____--____.________ 97

Millwood, Kokosing River near___-_---._____ 4,

51-52, 71,74, 76,91,108

Mohican River, at Greer____-.___ 46,71, 74,91,108 

channel-storage characteristics of________ 94

crest stages of-.___________________ 96,102,108

Muskingum River, at Coshocton__ __________ 57-59,

71, 74,108,109 

at Dresden__.____________ 5,38-39,71,74,91.108

atlocksanddams____. 61-69,101,109-112.pl. 8,-B

at McConnelsville_____ 5, 39-40. 71, 74,91,108, 111

at Zanesville..._--_-_._-_ ..____ 11, lll.pl. 8, B

channel-storage characteristics of__________ 94

crest stages of__ _____________ 95,100.108,109-112

flood records of, basis of_______ ____________ 58

flood stages of, summary of._.__________ 73

general features of..______________________ 6

Muskingum River Basin, channel-storage

characteristics in_____________ 94

flood discharges in, summary of_._________ 70-73

flood stages in, summary of _______________ 73

mapof--.-_--_-.___________._____ pi. 1

New Cumberland, Conotton Creek near___._ 59-60,

71,74 

Newcomerstown, rainfall at, Aug. 6-7, 1935._ 19

Tuscarawas River at_ _ __ 5.36-37, 71,74,91,108 

Newville, Clear Fork at,________ 48-49,71.74,91,108

Nimishillen Creek, at North Industry._ 42, 71, 74,91

crest stages of _______ __________________ 95

North Industry, Nimishillen Creek at._ 42. 71, 74.91

Pennsylvania Railroad, damage sustained by_ 17 

Personnel... _______________________________ 3

Piedmont darn site, Stillwater Creek at- _ _ 60, 71, 74 

Pomerene, Walhonding River at.. ... .-_-_ 5,

47-48, 71, 74,91,108 

Population of the basin. _____________________ 8

Precipitation. See Rainfall.

Railroads, damage to_._ ___.__________ 17

Rainfall, effect of, on base flow_______________ 29

extraordinary, 1879-1937.____________ 24.103-106

general features of, 1889-1935.___________ 7,10

August 1935___._________________ 9-10,19

hourly, Aug. 1-10, 1935_______________ _ 20, pi. 5

isohyetal maps showing_________ 27, 28.105, pi. 2

meteorologic conditions affecting Aug.

6-7, 1935.__.__._.._____... 29-31,pis. 6.7

records of____________________ 19-29,74,107

run-off resulting from_______ ____________ 73-88

Reservoirs in the basin. __________________ 8-9

Roads, damage to, by flood .________ 17. pi. 3, B

Run-oft', records of____-__- _____-. _______ 74

relation of channel storase to_ __________ 89

relation of rainfall to__ _ ___ _ 73-88 

See aho names of streams.

Salt Creek, near C handlers ville__- ______ 56-57,71,74

Sandy Creek, at Sandyville, Ohio.. 41, 71,74,91,108 

crest stages of____._____________________ 95,108

Scope of report.-__-__-.-_-__-_---._._____ 3

Showalter, A. K., Meteorology of the storm_. 29-31 

Smith, Waldo E., Meteorologic and hydrologic conditions___. _____________ 19-29

Spoon Creek, crest stages of___.______________ 98

Stage of streams, records of, character of_--__ 31-32

See also names of streams.

Stillwater Creek, at Piedmont dam site. _ 60, 71, 74 

at Tippecanoe_-_-__-__------__--_- 60-61,71,74

at Uhrichsville.. ________ _____ 44,71,74,91,108

crest, stages of._______._______________ 96,108

Storage. See Channel storage.

Sugar Creek, at Strasburg__-____ 4,43,71,74,91,108

crest staees of____-___-__._______._.._._ 95,108

Sugar Creek Falls Bridge, damage to___-_- pi. 4, A

Tippecanoe, Brushy Fork near _______ __ 61,71,74

Stillwater Creek at ______________ 60-61,71,74

Toboso, Licking River at__-___ 55-56, 71, 74,91,108 

Topography of the basin. _________ ________.. 6

Transportation in the basin... __ _.._____ 7

Travis. Irven, quoted___________________ 113-116

Turkey Run, crest stages of___._ ____--____ 98

Tuscarawas County, rainfall in, records of___ 26 

Tuscarawas River, at Clinton__ 33-34, 71, 74, 91,108 

at confluence with Walhonding River

pis. 4, B, 8, A 

at Coshocton._______.___-_._ . 58, pi. 4, B

at Newcomerstown....._. 5, 36-37, 71, 74, 91,108

channel-storage characteristics of _-._____ 94

crest stages of.-.- - 94-95,100,108 

general features of____----_._____________ 6

near Dover______--.______ 34-35,71,74,91.108

Uhrichsville, Stillwater Creek at__ 44,71,74,91,10S

Valley storage. See Channel storage.

Wakatomika Creek, crest stages of ______ 9S

Walhonding River, at confluence with Tuscarawas River.-__--_---------- pi. 8. A

at mouth of Killbuck Creek_.____.-_ pi. 3, A

at Pomerene- ____________ 5,47-48,71,74,91,108

crest stages of_-_________--_-------- 96,102.108

general features of - - 0-7

Wayne County, rainfall in, records of _______ 26

Weather charts of United States, Aug. 5-7,

conditions indicated by. 30-31, pis. 6, 7 

Wheeling & Lake Erie Railway, damage sustained by-------.. ------- 17

Wills Creek, at Birds Run. _ ___ 54-55, 71, 74,91.10S

crest stages of-- 98,108

Zanesville, Muskingum River at.__ 11,110, pi. 8, B

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