UNITED STATES DEPARTMENT OF THE INTERIOR 

Harold L. Ickes, Secretary

GEOLOGICAL SURVEY 

W. C. Mendenhall, Director

Water-Supply Paper 816

MAJOR TEXAS FLOODS 1936

BY i

TATE DALRYMPLE AND of

Prepared in cooperation with tl

FEDERAL EMERGENCY ADMINISJ 

OF PUBLIC WORKS I

fl

UNITED STATES

GOVERNMENT PRINTING OFFICE 

WASHINGTON : 1937

For sale by the Superintendent of Documents, Washington, D. C. Price 25 cents

CONTENTS

Page

Abstract........................................................... 1

Introduction....................................................... 2

Authorization...................................................... 3

Definition of terms................................................ 3

Administration and personnel....................................... 5

Acknowledgments.................................................... 6

Physical features of the State..................................... 7

Cause of floods.................................................... 10

Flood investigations............................................... 11

Field work..................................................... 11

Office procedure............................................... 12

Computation of discharge at gaging stations........................ 18

Precipitation...................................................... 21

The June-July flood................................................ 35

General discussion............................................. 35

Stages and discharges.......................................... 41

Guadalupe River at Victoria................................ 44

San Marcos River at Ottine................................. 45

Plum Creek near Luling..................................... 46

San Antonio River near Falls City.......................... 47

Guadalupe River above Comal River at New Braunfels......... 48

Comal River at New Braunfels............................... 48

Blanco River at Wimberley.................................. 49

Cibolo Creek near Falls City............................... 49

Neches River near Rockland.................................. 50

Neches River at Evadale.................................... 50

The September floods............................................... 52

Trinity River Basin............................................ 52

Brazos River Basin............................................. 53

Colorado River Basin........................................... 56

Colorado River flood....................................... 56

Concho River flood......................................... 58

San Saba River flood....................................... 61

Llano River flood.......................................... 62

Discussion of precipitation.................................... 62

Stages and discharges.......................................... 73

Maximum discharges......................................... 73

Brazos River near Glen Rose................................ 75

Brazos River at Waco....................................... 76

Brazos River near Bryan.................................... 77

Brazos River at Richmond................................... 78

North Bosque River near Clifton............................ 79

Bosque River at Lake Waco, near Waco....................... 80

Little River at Cameron.................................... 81

Colorado River at Ballinger................................ 82

Colorado River near San Saba............................... 83

Colorado River at Austin................................... 84

Colorado River at Smithville............................... 85

Colorado River near Eagle Lake............................. 86

South Goncho River at Christoval........................... 87

South Concho River at San Angelo........................... 88

Concho River near San Angelo............................... 89

Concho River near Paint Rock............................... 90

Middle Concho River near Tankersly......................... 91

Spring Creek near Tankersly................................ 92

North Concho River near Carlsbad........................... 93

Pecan Bayou at Brownwood................................... 94

San Saba River at Menard................................... 95

San Saba River at San Saba................................. 96

North Llano River near Junction............................ 97

Llano River near Junction.................................. 98

Llano River near Castell................................... 99

Pedernales River near Spicewood............................ 100

Trinity River at Dallas.................................... 101

Trinity River near Oakwood................................. 101

Brazos River near Palo Pinto............................... 102

Clear Fork of Brazos River near Crystal Falls.............. 102

Guadalupe River near Spring Branch......................... 103

Nueces River at Laguna..................................... 103

Frio River at Concan....................................... 104

Devils River near Juno..................................... 104

Previous floods.................................................... 112

III
IV CONTENTS

Previous floods Continued. Page

Upper Colorado River floods.................................... 113

Concho River floods............................................ 114

Floods of September 1921....................................... 117

Floods of May 1929............................................. 117

Floods of July 1932............................................ 119

Precipitation.............................................. 120

Flood discharge............................................ 126

Rio Grande floods of September 1932............................ 126

Major floods of 1935........................................... 126

Flood-discharge records........................................ 127

Index.............................................................. 143

ILLUSTRATIONS

Plate 1. Slope-area reach on the Concho River near San Angelo.... 14

2. Slope-area reach on the Concho River near San Angelo.... 15

3. A, Dry Creek near San Angelo; B, Grape Creek near

Carlsbad.............................................. 16

4. A, Brazos River near Hearne; B, Brazos River near Bryan. 17

5. A, Colorado River at Winchell; B, Railroad bridge near

Miles................................................. 58

6. A, Concho River near Paint Rock; B, North Concho River

at San Angelo......................................... 58

7. North Concho River at San Angelo at about peak of flood

of September 17, 1936................................. 58

8. North Concho River at San Angelo at about peak of flood

of September 17, 1936................................. 58

9. Damage at San Angelo caused by flood of September 17,

1936, on the North Concho River....................... 58

10. A, North Concho River at San Angelo; B, Flood of August

1906 at Ballinger..................................... 59

11. Flood of August 1906 at San Angelo...................... 114

12. Guadalupe River at Kerrville. Flood of July 1, 1932.... 115 

Figure 1. Map of Texas showing principal towns and streams mentioned in text........................................ 4

2. Map of Texas showing major topographic divisions and

major drainage basins................................. 8

3. Profiles of high-water marks and sections of slope-area

reach on the Concho River near San Angelo............. 14

4. Map, profiles of high-water marks, and sections for contracted-opening measurement on Dry Creek near San 

Angelo................................................ 16

5. Stage and discharge hydrographs of the Frio River at

Concan, September 16, 1936............................ 19

6. Map of Texas showing location of rainfall stations at

which data were obtained for flood periods in 1936.... 22

7. Isohyetal map of Texas showing total rainfall, in

inches, observed June 28 to July 1, 1936.............. 37

8. Isohyetal map of Texas showing total rainfall, in

inches, observed June 28 to July 4, 1936.............. 38

9. Isohyetal map of the Guadalupe and San Antonio River 

Basins, showing total rainfall, in inches, observed 

June 28 to July 1, 1936............................... 39

10. Graph of cumulative rainfall, in inches, at Uhland, June

30 to July 1, 1936.................................... 40

11. Hydrographs of discharge, Plum Creek near Luling,. San 

Marcos River at Ottine, and Guadalupe River at Victoria, June 29 to July 16, 1936....................... 51

12. Isohyetal map of part of the Brazos River Basin above 

Waco and of the Little River Basin above Cameron, 

showing total rainfall, in inches, observed September 

25-28, 1936............................................ 54

13. Isohyetal map of Texas showing total rainfall, in

inches, observed September 13-14, 1936................ 63

14. Isohyetal map of Texas showing total rainfall, in

inches, observed September 13-lp, 1936................ 64

15. Isohyetal map of Texas showing total rainfall, in

inches, observed September 13-18, 1936................ 65

16. Isohyetal map of Texas showing total rainfall, in

inches, observed September 25-26, 1936................ 66
ILLUSTRATIONS V

Page 

Figure 17. Isohyetal map of Texas showing total rainfall, In

inches, observed September 25-28, 1936............... 67

18. Isohyetal map of Texas showing total rainfall, in

inches, observed September 19-24, 1936............... 68

19. Isohyetal map of the Concho, San Saba, Llano, and parts 

of adjacent river basins, showing total rainfall, in 

inches, observed September 13-18, 1936............... 69

20. Isohyetal map of the Concho River Basin showing total

rainfall, in inches, September 25-28, 1936........... 70

21. Graph of cumulative rainfall, in inches, at point about 

11 miles northwest of San Angelo, September 14-18, 

1936................................................. 71

22. Graph of cumulative rainfall, in inches, at point about 

11 miles northwest of San Angelo, September 23-26, 

1936................................................. 72

23. Hydrographs of discharge at river-measurement stations

on the Brazos River, September 16 to October 9, 1936. 105

24. Hydrographs of discharge at river-measurement stations 

on tributaries to the Brazos River, September 16 to 

October 9, 1936...................................... 106

25. Hydrographs of discharge at river-measurement stations 

on the Concho and upper Colorado Rivers, September 15 

to October 7, 1936................................... 107

26. Hydrographs of discharge at river-measurement stations 

on the lower Colorado River, September 15 to October 

8, 1936.............................................. 108

27. Hydrographs of discharge at river-measurement stations 

on tributaries to the Colorado River, September 15 to 

October 5, 1936...................................... 109

28. Hydrographs of discharge at river-measurement stations 

on tributaries to the Concho River, September 14-19, 

1936................................................. 110

29. Hydrographs of discharge at river-measurement stations 

on tributaries to the Concho River, September 25-28, 

1936................................................. Ill

30. Excerpt from the Tom Green Times of San Angelo, August 

26, 1882, giving an account of the Ben Picklin flood 

on the Concho River in August 1882................... 115

31. Isohyetal map of part of Texas showing total rainfall,

in inches, observed June 30 to July 3, 1932.......... 123

32. Chart showing the maximum discharges, in second-feet 

per square mile, determined for various drainage 

areas as given in table 14........................... 129

33. Map of Texas showing locations of stations at' which 

discharge data were obtained for flood periods in 

1936................................................. 130

TABLES

Page 

Table 1. Computations for slope-area determination of discharge

of Concho River near San Angelo...................... 15

2. Computations for contracted-opening determination of

discharge of Dry Creek near San Angelo............... 17

3. Gage heights and discharges, Prio River at Concan...... 20

4. Rainfall records for storms of June-July and September

1936................................................. 24

5. Summary of maximum discharges for June-July 1936....... 42

6. Flood-crest stages along the Brazos River.............. 55

7. Flood-crest stages along the Colorado River............ 57

8* Flood-crest stages along the Concho River.............. 61

9. Summary of maximum discharges for September 1936....... 74

10. Summary of maximum discharges in May and June 1929..... 118

11. Rainfall records for storm'of July 1932................ 121

12. Summary of maximum discharges of July 1932............. 124

13. Mean daily flow past river-measurement stations, flood

of July 1932......................................... 125

14. Records of major floods in Texas....................... 132

MAJOR TEXAS FLOODS OP 1936

By Tate Dalrymple and others

ABSTRACT

In 1936 floods occurred in parts of Texas during two periods one 

about July 1 and the other in the later portion of September which were 

marked by record-breaking or outstanding stages and discharges on some 

of the larger rivers.

Heavy rain storms occurred during the period June 30 to July 4 in 

a region extending across central Texas and covering about one-fourth of 

the area of the State, from the Neches River on the east to the Rio 

Grande on the west. The rainfall amounted to more than 10 inches over 

the areas centering at Rockland, in the Neches River Basin, at Hallettsville, near Gonzales, and near Kyle, in the Guadalupe River Basin; in 

the southeast corner of Kendall .County, in the San Antonio River Basin; 

and at Eagle Pass, in the Rio Grande Basin. Extraordinary floods followed in these basins, and record-breaking floods occurred in the Guadalupe River Basin, in the central part of which a rain of over 20 inches 

fell, mostly on June 30 and July 1.

The rains in September occurred in several rather distinct storms 

over about three-fourths of the State, which led to considerable variation in the times of the resulting floods in different river basins.

In the Trinity River Basin during the period September 25-28 over 

15 inches of rain fell at Kaufman, causing an unusually high flood on 

Cedar Creek.

Prom September 13 to 28 the Colorado River Basin was subjected to a 

series of floods, the greatest of which were in the Concho, San Saba, 

and Llano River Basins. The most destructive floods occurred in the 

Concho River Basin; the city of San Angelo suffered great damage, mostly 

from the flood of September 17. Prom September 13 to 18, in the Concho 

River Basin, the rainfall amounted to 24 inches near Christoval and 30 

inches at Broome. During the same period, September 13 to 18, 30 inches 

of rain fell south of Port McKavett, on the drainage basins of the San 

Saba and North Llano Rivers, causing record-breaking floods in those 

basins.

An enormous volume of water passed down the Colorado River during 

the floods. For the 20 days September 16 to October 5, the run-off of 

the Colorado River at Austin was over 3,200,000 acre-feet;, this quantity 

of water is considerably more than enough to fill the Elephant Butte 

Reservoir on the Rio Grande, which was the largest artificial lake in 

the United States prior to the eonstruction of the Boulder Dam. The 

average yearly run-off of the Colorado River at Austin for the 38 year 

period 1898-1936 is 1,960,000 acre-feet, or only about 61 percent of the 

run-off for the 20-day period in September-October 1936. However, the 

peak discharge of the Colorado River at Austin during the flood of 

September 1936 was 234,000 second-feet, as compared with 481,000 secondfeet, or more than twice as much, during the flood of June 1935. The 

flood peak in 1936 was relatively much greater above Austin, and the 

flood wave had flattened materially at Austin.

During the floods of June-July and September 1936 drainage areas of 

about S0,000 square miles contributed discharges greater than ever known 

before from those areas, and areas of about 50,000 square miles contributed discharges that were extraordinarily high. The maximum discharge 

September 17, 1936, of the Concho River at Paint Rock, with a drainage 

area of 5,257 square miles, was. 301,000 second-feet, which is greater 

than any known in a period beginning prior to the flood of 1882. At 

San Angelo on September 17, 1936, the peak discharge of the North Coneho 

River was 184,000 second-feet from a drainage area of 1,675 square miles; 

no higher stage has occurred since 1853, when a higher"stage may have 

been reached. The highest known stage in Copperas Creek, tributary to 

the North Llano River above Junction, occurred September 15 or 16, 1936, 

with a peak discharge of 98,900 second-feet from a drainage area of 118 

square miles. On Red Bank Creek near San Angelo a discharge of 2,490 

second-feet was measured from a drainage area of 0.76 square mile; the 

rate of discharge as shown by this measurement was 3,280 second-feet to 

the square mile.

The information in this report includes profiles of flood-crest 

stages on about 884 miles of rivers, results of 40 determinations of peak 

discharges made at miscellaneous places, records of peak stages and discharges and of mean daily discharges during flood periods at about 40 

regular river-measurement stations, hydrographs of discharge at 26 rivermeasurement stations, records of rainfall at about 400 places, 8 isohyetal 

maps showing rainfall over the entire State and 4 isohyetal maps showing 

rainfall in more detail over smaller areas, records of past floods at all 

places in the State at which authentic records were available, and other 

data pertinent to floods in Texas. - -
2 MAJOR TEXAS FLOODS OP 1936

INTRODUCTION

Unusual floods occurred in Texas in 1936 in the Trinity, Brazos, 

Colorado, and Guadalupe River Basins. Heavy rainfall over a small area in 

south-central Texas June 28 to July 4 produced floods on the lower Guadalupe River and several tributaries that were greater than had ever been 

known. Rains from September 14 to 30 produced floods in the Trinity, Brazos, and Colorado River Basins that exceeded all previous records on many 

streams, and floods in the Red, Guadalupe, and Nueces River Basins that 

were moderately high.

This report deals with the June-July and September storms and the 

resultant floods. A brief summary is also given of available information 

about previous floods. Figure 1 is a map of Texas showing towns and 

streams mentioned in the text of this report.

The rivers of Texas are subject to great and frequent floods. Some 

of the maximum rates of discharge have exceeded any rates recorded from 

areas of comparable size elsewhere in the United States. The rivers of 

Texas are also subject to long periods of exceedingly low flow. Pew people outside the State and probably not many of the residents of the State 

realize the great difficulties arising from these conditions that must be 

overcome in controlling and utilizing the flow of Texas streams. To provide economic and safe designs of dams, reservoirs, levees, and other 

controlling works, long-time records of stream flow at many points are 

essential, together with records of the magnitude and important characteristics of flood flow.

When it became apparent that the floods, of June-July and September 

1936 were of unusual magnitude, the importance was recognized of obtaining more complete data than are customarily obtained of ordinary floods. 

It was realized also that much valuable information would be lost unless 

it could be obtained without delay and that it would be desirable to obtain information of discharge at many points other than the regular river-measurement stations. In order to permit a more complete analysis of ' 

the floods, special attention was given to gathering information about 

the rainfall that caused them.

The scope and detail of the work greatly exceeded that customarily 

done under the regular river-measurement program. This special report on 

the major Texas floods of 1936 was prepared to present and record the 

information so collected about these floods. The Public Works Administration, acting in accordance with the National Industrial Recovery Act of
DEFINITION OF TERMS 3

1933, allotted to the United States Geological Survey in November 1936 

$10,000 for investigation of stages and discharges of the floods and for 

preparing and printing reports thereon.

AUTHORIZATION

The data presented in this report were collected by the United States 

Geological Survey under the following authority contained in the organic 

law (20 Stat. L., p. 394):

Provided, That this officer £the director] shall have the direction 

of the Geological Survey and the classification of public lands and examinations of the geological structure, mineral resources, and products 

of the national domain.

Work under this statute was begun In 1888 in connection with special 

studies relating to Irrigation. Since the fiscal year ending June 30, 

1895, successive appropriation bills passed by Congress have carried the 

following item:

For gaging the streams and determining the water supply of the United States, and for the investigation of underground currents and artesian 

wells, and for the preparation of reports upon the best methods of utilizing the water resources.

DEFINITION OF TERMS

The volume of water flowing in a stream the "run-off" or "discharge" 

 is expressed in various terms, each of which has become associated with 

a certain class of work. These terms may be divided into two groups (1) 

those that represent a rate of flow, as second-feet, gallons a minute, 

miner's inches, and discharge in second-feet per square mile; and (2) 

those that represent the actual quantity of water, as run-off in inches 

of depth on the drainage basin, acre-feet, and millions of cubic feet. 

The principal terms used in this report are "second-feet", "second-feet 

per square mile", and "acre-feet." They may be defined as follows:

"Second-feet" is an abbreviation for "cubic feet per second." A 

second-foot is a rate of flow of 1 cubic foot per second, or the rate of 

discharge of water flowing in a channel of rectangular cross section 1 

foot wide and 1 foot deep at an average velocity of 1 foot per second. 

It is generally used as a fundamental unit from which others are computed.

"Second-feet per square mile" Is the average number of cubic feet of 

water flowing per second from each square mile of area drained, on the 

assumption that the run-off is distributed uniformly both as regards time 

and area.
MAJOR TEXAS FLOODS OF 1936

Figure 1. Map of Texas showing principal
DKPISITION OF TER1B

96°

towns and streams mentioned in text.
6 MAJOR TEXAS FLOODS OF 1936

An "acre-foot", equivalent to 43,560 cubic feet, is the quantity required to cover an acre to the depth of 1 foot. The term is commonly 

used in connection with storage for irrigation. In tables this term is 

abbreviated as "Ac.ft."

The following terms not in common use are here defined:

"Stage-discharge relation" is an abbreviation for the term "relation 

of gage height to discharge."

"Control" is a term used to designate the natural section, reach of 

the channel, or artificial structure below the gage, which determines 

the stage-discharge relation at the gage.

"Isohyetals" or "isohyetal lines" are lines joining points on the 

earth's surface having equal depths of rainfall in a given interval of 

time.

In tables 12:00 o'clock noon is designated "12N" and 12:00 o'clock 

midnight is designated "12M."

ADMINISTRATION AND PERSONNEL

The field and office work incident to 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, and C. G. Paulsen, chief of the division of surface water. The 

field work and the collection and tabulation of the basic information with 

respect to stages and discharges were done by Tate Dalrymple and others, 

under the immediate direction of C. E. Ellsworth, district engineer. The 

general technical direction of the special work and assembling of the report was carried on under the division of water utilization, R. W. Davenport, chief. In carrying on this work the permanent field and office 

staffs were assisted by temporary employees appointed by the Secretary of 

the Interior under the provisions of the National Industrial Recovery Act.

ACKNOWLEDGMENTS

The river-measurement work of the United States Geological Survey in 

Texas is carried on in cooperation with the State Board of Water Engineers, C. S. Clark, chairman, A. H. Dunlap, and John W. Pritchett.

Acknowledgments are due to the United States Weather Bureau for many 

of the data on rainfall and storms.

Many miscellaneous rainfall records were obtained from the Austin 

office of the Bureau of Reclamation, United States Department of the
PHYSICAL FEATURES OF THE STATE 7

Interior, which made extensive surveys of the storm areas and collected 

much information on rainfall.

Information appearing in this report has been obtained from many other sources, including individuals, corporations, and city officials.

So far as practicable, acknowledgments for individual contributions 

of information are given at appropriate places in the report.

PHYSICAL FEATURES OF THE STATE

Texas may be divided topographically into three general regions the 

Staked Plains, the Central Plateau, and the Coastal Plain. (See fig. 2.) 

The dividing lines between these sections are the Cap Rock and the Balcones fault zone, at each of which there is a pronounced change in the 

topographic character.

The Staked Plains extend from the Cap Rock to the northern and western boundaries of the State. This region is comparatively flat, ranges 

in altitude from 2,500 to 4,000 feet, has very few trees and not many 

streams, and receives a sparse rainfall. It contributes little if any 

run-off to the lower reaches of the river systems that head in it.

The Central Plateau ranges in altitude from 800 to 2,500 feet, consists mostly of low hills, is fairly well wooded, has a considerably 

greater rainfall than the Staked Plains, to the northwest, and the rain 

that falls on it feeds many streams. The southern and eastern edge of 

this region is along the Balcones fault zone, which forms the boundary 

between the Central Plateau and the Coastal Plain. This fault zone 

crosses the State from a point near Dallas through Waco, Austin, and San 

Antonio to the Rio Grande at Del Rio. The escarpment along this fault 

is a rather prominent topographic feature from Waco to Del Rio. The rise 

from the Coastal Plains to the plateau ranges from 200 or 300 feet to 

over 1,000 feet and is rather abrupt over much of its course. This fault 

area is characterized by steep slopes and shallow rocky soil, with narrow 

flood plains along the streams.

The Coastal Plain region, extending from the Balcones fault zone to 

the Gulf of Mexico, consists mostly of rolling flat hills in the inland 

part and of relatively flat areas along the coast. A large part of the 

eastern section is covered with timber. Much of the Coastal Plain is 

devoted to farming and is more densely populated than the other sections 

of the State. The streams in this region are comparatively large and 

have wide overflow channels.
MAJOR TEXAS FLOODS OF 1936
PHYSICAL FEATURES OF THE STATE
10 MAJOR TEXAS FLOODS OP 1936

CAUSE OP FLOODS

Floods in Texas are caused by excessive rainfall. Snow, ice, and 

frozen ground have not been contributing factors, as they often are in 

more northern parts of the United States.

The major floods have been produced by tropical or semitropical 

storms that enter the State directly from the Gulf of Mexico or across 

the northeast corner of the Republic of Mexico.

Occasionally, though rarely, floods are caused by tropical cyclones 

(low-pressure areas) which cross Mexico from the Pacific Ocean. The 

record-breaking floods on the upper Colorado, Guadalupe, and Frio River 

Basins, in July 1932 were caused by a storm of this type.

Very rarely do storms from the north or west cause major floods. 

The storm of May 1908 that produced the highest stage on record on the 

Trinity River between Dallas and Riverside crossed the country from the 

Pacific coast.

Thunderstorms, which may or may not be parts of more general storms, 

often produce intense precipitation over relatively small areas. Most of 

the floods in the mountainous region west of the Pecos River are caused 

by storms of this type.. These storms generally occur during the summer 

and early fall.

The general path of Gulf storms is up or across the major streams 

a course which tends to produce smaller flood peaks than might be produced if the storms moved down the streams. However, many of the storms 

pass down some of the large tributaries of the main streams.

The escarpment along the Balnones fault zone tends doubtless to increase the rainfall in its vicinity to some extent, because it forces 

warm moist air from the Gulf to rise, then to expand and cool, thus inducing heavy rainfall. The possible effect of the escarpment may be exaggerated, because whenever intense rains occur in that area terrific 

floods are likely to follow, not because the rain was greater in volume 

or intensity than often occurs in the coastal area, but because of the 

steepness of the slopes, the shallowness and rocky character of the soil, 

and the narrow flood plains of the stream channels. The flood of July 

1936 was produced by rains that fell almost entirely below the escarpment, but the September floods were caused by rains that fell in the escarpment zone.
MAJOR TEXAS FLOODS OF 1936 11 

FLOOD INVESTIGATIONS 

Field work

The first consideration on the advent of a flood is to obtain current-meter measurements for aa high stages as possible at the regular gaging stations. During the floods of 1936 all available personnel was 

occupied in obtaining measurements at such gaging stations as could be 

reached, and but little time could be given to special work until after 

the floodd had receded below peak stages. Many of the wide overflow sections are not spanned by structures from which discharge measurements 

could be made. Under these conditions some other method of determining 

discharge must be used, usually the slope-area method. After the flood 

waters had receded sufficiently to allow travel, a reconnaissance was made 

of the areas most affected. Tentative sections were selected for making 

slope-area determinations of discharge. There are few opportunities on 

Texas rivers for computing flow over dams or falls or through contracted 

openings.

In selecting a site for a slope-area determination of discharge the 

following factors were considered and the best possible selection made: 

(1) Straightness of channel, (2) concentration of flow,in deep narrow 

channel, (3) length of reach, (4) permanence of channel during flood, 

(5) absence of trees, brush, and other obstructions, (6) uniformity of 

cross sections and slope, (7) quality and quantity of high-water marks, 

(8) approach and get-away conditions, (9) debris movement, and (10) bed 

slope*

After the tentative selection of a site, levels were run to determine the altitude of the high-water line on both banks over the length 

of the reach selected. A profile of the high-water points so obtained 

was plotted in the field, and a study made of the uniformity of the indicated surface slopes. If a sufficiently long reach was found to have 

satisfactorily uniform slopes on both banks, two or more cross sections 

were surveyed in the reach. If the slopes were not uniform, another meas- 

'uring site was selected and investigated in a like manner} this procedure 

was followed until a satisfactory reach was found.

Photographs were made of the reacji finally selected, enough views 

being taken to show the pertinent characteristics of the channel.

Close attention was paid to the evidence of debris carried by the 

stream. In some places a considerable quantity of gravel may have been
12 MAJOR TEXAS FLOODS OP 1936

moved by the stream In flood, but In this Investigation no place was found 

in which the quantity appeared sufficient to affect the accuracy of the 

measurement appreciably.

At all measuring points inquiry was made of local residents as to 

the heights of previous high floods. Levels were run to flood marks found 

by such inquiry, and the altitudes of all known flood peaks were determined and referred to a common datum.

Considerable time was spent in searching for information as to the 

rainfall that caused the floods. Many ranches, farms, and villages were 

visited, and many valuable rainfall records were obtained.

Office procedure

For each slope-area measurement profiles of the altitude of the highwater marks were plotted, and the surface slopes were determined. The 

cross sections were also plotted, and the characteristics of each part of 

the channel were described by notes. The cross-sectional area and the 

wetted perimeter were computed from the field notes. Computations of velocities and discharges were generally made on separate sheets and attached to the cross sections and profile sheet. All notes, computation 

sheets, and photographs were clipped together before placing in the permanent files.

In computing flood discharge by the slope-area- method the average 

velocity was determined from Manning's formula:

y _ 1.486 r2/3 g l/2 

n

in which V = average velocity in feet per second, 

n s coefficient of roughness, 

r * hydraulic radius in feet (area of cross section divided by

wetted perimeter). 

s = slope of energy gradient.

The selection of values of "n", the coefficient of roughness to be 

used in Manning's formula, has been guided by the Geological Survey's 

background of experience in the determination of "n" from measurements of 

the discharge of Texas streams, where many rating curves based on slopearea determinations of discharge have been checked later by current-meter 

measurements.
FLOOD INVESTIGATIONS 13

Cross sections of reaches of channels were divided into parts to provide for variation in the hydraulic radii and coefficients of roughness 

in the different parts. Where a subdivided part of a channel was bounded 

by dense vegetation or trees, such boundary was treated as a part of the 

wetted perimeter.

At many points, owing to a difference in the area of the upstream 

and downstream cross sections, it was necessary to consider the velocity 

head and to correct the surface slope to a value representing the energy 

grade line. Where the velocity at the downstream section was less than 

at the upstream section it was assumed that there was a 50 percent recovery of the theoretical kinetic energy head. Where a section was composed of two or more parts, with different "r's" and "n's", the weighted 

velocity head for the section was determined by an application of the 

method of O'Brien and Johnson* which is based upon the following formula:

in which oc a ratio of weighted velocity head to velocity head determined

from the average velocity in the entire section. 

V » average velocity in any channel into which the entire section may be divided, 

da » area of any channel into which the entire section may be

subdivided. 

ZV^da the summation of the product of V^ and da for the channels

into which the entire section may be subdivided. 

Vm « average velocity in the entire section. 

A area of the entire section.

As an example of the application of the slope-area method the computations for discharge of the Concho River near San Angelo, Tex., are 

given. The slope lines and cross sections are shown in figure 3. Views 

of the reach, taken soon after the flood, are shown in plates 1 and 2. 

All computations are given in table 1.

Plow through openings in a railroad embankment was computed at two 

places. The altitude of the high-water line was determined along the upstream side of the embankment for several hundred feet perpendicular to 

the flow of the stream and was generally found to be level except for a

* O'Brien, M. P., and Johnson, J. W., Velocity head correction for 

hydraulic flow: Eng. Hews Record, Aug. 1-6, 1934.
Pr

200 400 600 800 1,000 1,200 1,400 

Feet along center of channel

1,600 1,800 2,000 45o 

200 

800 1,000 1,200 1,400 

Distance In feet from left edge of high

Figure 3* Profiles of high-water marks and sections of slope-area reac
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 816 PLATE 1

A. LOOKING DO\\N OVERFLOW SECTION ON LEFT BANK.

B. LOOKING iK-rtlN vlAIN CHANINEL.

SLOPE-AREA REACH ON CONCHO RIVER NEAR SAN ANGELO.
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 816 PLATE 2

A. LOOKING DOWN OVERFLOW SECTION ON RIGHT BANK

B. LOOKING DOWN OVERFLOW SECTION ON EXTREME RIGHT BANK.

SLOPE-AREA REACH ON CONCHO RIVER NEAR SAN ANGELO.
FLOOD INVESTIGATIONS 15

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GEOLOGICAL SURVEY 

T

WATER-SUPPLY PAPER 816 PLATE 3

A. DRY CREEK NEAR SAN ANGELO. 

Looking downstream through contracted-opening measuring section after bridge had been repaired.

B. GRAPE CREEK NEAR CARLSBAD.

Looking downstream on relief channel, contracted-opening measuring section. Section on Dry Creek 

was similar to this section before bridge was repaired.
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 816 PLATE 4

A. BRAZOS RIVER NEAR HEARNE.

Looking upstream, near peak stage on October 2, 1936, showing break in levee and inundated land near 

Kolb Bridge. Courtesy of J. A. Norris.

,1*.

B. BRAZOS RIVER NEAR BRYAN. 

Showing overflowed farms and winding course of the river, October 2, 1936. Courtesy of J. A. Norris.
FLOOD INVESTIGATIONS 17

distance of a few feet adjacent to the opening in the embankment. The 

assumption was made that the level line indicated the head corresponding 

to zero velocity and that the difference between the altitude of this 

water line and the altitude of the high-water line at the mouth of the 

opening in the embankment was a measure of the velocity head at the mouth 

of the opening. The discharge was computed from the equation

Q = A\/2gh 

where ft = discharge in second-feet.

A = area, in square feet, of section at mouth of opening.

h = velocity head, in feet, at mouth of opening.

The discharges of Dry Creek and Grape Creek at the Gulf, Colorado & 

Santa Pe Railway bridges 8 and 12 miles respectively, northwest of San 

Angelo, Tex., were computed by this method. The application of the method 

to the determination of the discharge of Dry Creek is illustrated herewith. The slope lines and cross sections are shown in figure 4. All computations are given in table 2. Views of the section on Dry Creek and a 

similar section on Grape Creek, made soon after the flood are shown in 

plate 3.

Table 2. Discharge computations for contracted opening measurement, 

Dry Creek near San Angelo, Sept. 17, 1936 *

Discharge computed by formula: Q - k A\/2g (H + ~- - hf) 

Where ft - discharge in second-feet

k - coefficient of contraction, to be applied if water moves 

around a sharp corner in entering contracted section 

A = area, in square feet, of most contracted section 

H = surface drop, in feet, at entrance to contracted section 

V = velocity of approach, in feet per second 

hf s head loss, in feet, due to friction.

Then, ft » 1.00 x 1,210 N/64.32 (6.17 + 0.60 - 2.86) 

" 1,210 x 8.02 \/ 3 « 91 

« 19,185 second-feet. 

To check assumed hf:

Cross 

section

1

2

A

1,210

3,100

V

15.856

6.189

V2

2£

3.91

.60

Elevation of energy 

gradient

Elev. = 43.05 + 3.91 = 46.96

Elev. = 49.22 + .60 = 49.82

hf = 49.82 - 46.96 - 2.86 feet - assumed value in original computation.

* Houk, I. E., Calculation of discharge from measurements at contracted openings: Miami Conservancy Dist. Techn. Kept., pt. 4, p. 262, 

1918t Calculation of flow in open channels.
18 MAJOR TEXAS FLOODS OP 1936

At two places the discharge over dams was computed. Each dam had an 

ogee section topped by talntor gates. The following formulas were used:

Ogee section, Q = CLH1 * 5 

Talntor gate, Q = 3.34 LH1 ' 47

where Q = discharge In second-feet.

L = length, In feet, of crest.

H = static head, In feet, on crest. Velocity of approach was small 

and was neglected.

C - a coefficient depending on the shape of the cross sections of

the crest and the ratio of the head on the crest to the head 

for which the crest section was designed. This coefficient 

ranges from 3.15 at a ratio of It4 to 4.13 at a ratio of 5:4.

COMPUTATION OP DISCHARGE AT GAGING STATIONS

The mean daily discharge and the volume of run-off were computed at 

all gaging stations irt the flood areas. The discharge is treated as a 

function of the stage, or gage height. The discharge for an appropriate 

Interval of time was found by taking the mean gage height for that interval and applying It to the rating curve. Rating curves were developed 

from discharge measurements at the station by plotting discharges as abscissas and gage heights as ordinates. Efforts were made to obtain sufficient data to determine the stages satisfactorily and to define the 

rating curve throughout the range of stages observed.

At several gaging stations the peak stage occurred at an altitude 

considerably above that of the stage-recorder instrument, which was protected by a submergence cover. At each of those stations, the graph record was a horizontal line during the comparatively short time the water 

was above the instrument shelf, and a direct graph record of the peak was 

not obtained. For this short interval the gage-height graph was interpolated from the direction of the graph preceding and following the 

horizontal line and from the peak gage height as determined or deduced 

from readings of the staff gage outside the recorder structure, or from 

neighboring high-water marks.

The stilling wells at several recorder stations were destroyed and 

all the chart records for the flood lost. At these stations careful 

Inquiry was made of local residents as to the time of flood stages observed by them, and the altitudes In relation to the gage were determined
Discharge In thousands of second-fe

Gage height, In feet
20 MAJOR TEXAS FLOODS OF 1936

by levels. Generally such stations were visited by an engineer within a 

day or two after being destroyed, while the details of the flood were 

still fresh in the minds of local residents. The gage-height records obtained in this manner are subject to possible error but are the best obtainable under the circumstances. The records of discharge computed at 

such stations were carefully compared with records at other stations on 

the same or adjacent streams in order to avoid large errors.

In the plateau region of Texas current-meter measurements of maximum 

flood discharges can be obtained only very rarely, because of the flashy 

character of the discharge. Stages and discharges of the Frio River at 

Concan on September 16, 1936, present an example of such flashiness: 

Time Gage height Discharge

8:00 a.m'. 

10:30 a.m. 

12M

2.84 feet

30.65 feet

4.35 feet

746 second-feet

103,000 second-feet

1,760 second-feet

Both gage height and discharge hydrographs for this flood peak are 

shown in figure 5, as plotted from data given in table 3.

Table 3. Gage height, in feet, and discharge in second-feet, 

of Frio River at Concan, Sept. 16, 1936

Time

l:00am

4:00

5:00

6:00

7:00

8:00

8:15

8:30

8:45

9:00

9:15

9:30

9:45

10:OO

10:15

10:30

Gage 

height

3.03

2.76

2.73

2.91

2.90

2.84

4.80

10.10

15.40

20.70

22.55

24.40

26.25

28.10

30.25

30.65

Discharge

870

694

674

792

785

746

2,020

6,310

13,900

28,000

37,700

44,700

55,500

71,600

97,800

103,000

Time

10: 45am

11:00

11:15

11:30

11:45

12N

12: 15pm

12:30

12:45

1:00

1:15

1:30

1:45

2:00

2:15

2:30

Gage 

height

30.47

30.00

29.00

27.90

26.02

24.14

22.86

21.55

20.00

18.70

17.53

16.55

15.54

14.00

12.73

11.90

Discharge

102,000

95,000

81,500

69,600

54,000

43,000

37,000

31,400

25,500

21,600

18,200

16,200

14,000

11,400

9,410

8,380

Time

2: 45pm

3:00

3:30

4:00

4:30

5:00

5:30

6:00

7:00

8:00

9:00

10:00

11:00

12M

Gage 

height

11.03

10.50

9.57

8.77

7.98

7.36

6.90

6.50

5.87

5.44

5.13

4.77

4.55

4.35

Discharge

7,300

6,750

5,840

5,120

4,400

3,870

3,480

3,200

2,780

2,430

2,220

2,020

1,890

1,760

In constructing a rating curve, from which the discharge is computed, 

the curve must often be extended beyond the point defined by current-meter 

measurements to the point defined by the determination of peak discharge 

by some less reliable method. In the present investigation former measurements by the slope-area method were carefully examined and were frequently recomputed on the basis of more recent knowledge and experience 

or were discarded because of lack of sufficient data for a satisfactory 

recomputation. The logarithmic plotting of stage and discharge has been 

found helpful in drawing a rating curve. This method is especially
PRECIPITATION 21

helpful in interpolating or extrapolating a rating curve for any considerable range in stage. The graph of the relation thus developed usually 

tends to be a very flat curve or nearly a straight line, provided certain 

adjustments are made to the observed gage heights to make them conform to 

the physical conditions of the site. This adjustment consists of the 

addition or subtraction of some constant amount, which is determined by 

a study of such conditions. For example, at a river-measurement station 

with a riffle control of uniform altitude across the channel the gage 

height of zero flow should be subtracted from each observed gage reading. 

The straight line or flat curve usually produced may be extended without 

great error provided no marked changes take place in the cross section 

within the range of stage of such extension. In the logarithmic plotting 

the measurement of peak discharge may not be consistent with the lower 

measurements. In such circumstances after a study of the control the 

direction of the rating curve was usually changed at or near the gage 

height corresponding to the stage at which the characteristics of the 

control changed. After the logarithmic rating curve was drawn it was 

transferred to rectangular coordinates.

PRECIPITATION

In Texas it is necessary to obtain rainfall data from miscellaneous 

sources, as the official United States Weather Bureau stations are widely separated, especially in that section of the State where many of the 

intense rainstorms occur. There are areas in Texas larger than the 

State of Massachusetts in which there is not a single official rain gage. 

Consequently it is difficult or Impossible to make reliable comparisons 

between rainfall and run-off for individual storms or flood periods. 

Immediately after the storm of June 30 to July 3, 1932, an extensive 

search »as made in the field for information regarding rainfall in areas 

remote from official gages. This search produced much reliable information that the maximum rainfall was about 35 inches instead of 20.3 inches, 

the maximum measured by an official gage. Prom official records only, 

the average rainfall over the Guadalupe River Basin above Kerrville for 

that storm was about 8 inches, although the actual rainfall was nearly 

if not quite 20 inches. The more adequate coverage of this region by representative rainfall stations has been prevented by limitation of funds*

As a result of years of effort and experience in obtaining additional 

rainfall information many persons become known who regularly maintain rain
22 MAJOR TEXAS FLOODS OF 1936

I ._ _j.._®*T?rl!Lo ' _ 1 _. _ 1 \ T '

l___ll^rv|___ "I _^J _ r\ .«J-. .IPX . ' " 1 /^< ^

h H-f-^

tLB°
PBECIPITATION

0 K L A H 0 M A

at which data were obtained for flood periods in 1936*
Table 4. 'Rainfall, In inches, for periods shown, 1936

T|,§. Weather BiveaT;

Canadian Elver Basin:

.AnarilloCanadianDalhartMiami

Pampa

Red River Basin:

Arthur City

Bonham

Chillloothe

ClarendonClarfcsville

ClaudeCrowell

Frlona (near)

Oilmer (near)

HenriettaHoney drove

Mount Pleasant

Faducah

Paris

QjuanahQuitaque

Rlngo Crossing

ShamrockShe man

35°13'

35 55

36 5

35 4135 3233 53

33 3434 16

34 56

33 36

35 7

33 59

34 38

32 4533 47

33 35

33 9

34 1

33 39

34 IS34 22

33 2235 1333 38

101°50'100 23102 30100 38100 57

95 30

96 11

i nn 1 9

99 30

100 52

95 2

101 22

99 42

102 40

94 57

98 1295 55

94 58

100 19

95 35

99 44

101 1

95 17

100 15

96 37

June

2a

o.o8 _.50

T----__.02 _---___-_- 29 0.29 .31 .55 ---_.32 .04 .----__-.09 - 30. -_T.46 ----.10 ___---.S3 ___-_- July 1--T--0.02 .35 T_-T.25 -.46 .08 .04 .95 -.14 _- 2-----2.06 --_-T 2.95 .10 2.71 2.03 -_1.90 _.06 3-----0.03 --___.05 -.11 .06 --.OS _- 4--------___0.20 -.10 --_--_- Jtae 28 to July 1 0.37 .31 .50 .46 .55 .02 .35 -.10 _.32 -.06 .25 -.46 .08 .83 .04 .95 -.14 .09 - July 4 0.37 .31 .50 .46 .55 2.11 .35 -.10 -.32 -.06 3.45 .10 .56 2.90 2 20 .S3 2.13 .95 _2.12 .09 .06 September 13---0.02 ----.70 ---__-------_- 14--------_---0 28 *.23 --------_- 15-0.60 --.01, .03 -T_--1.97 -T.80 .33 1.30 .04 .02 --_.09 16T--0.52 .27 -.34 .54 .40 _.22 2.00 .77 .13 .05 1.30 .08 .55 1.23 .22 1.19 T 170.02 T.24 -.02 .34 1.10 1.05 --.35 _4.50 .38 1.13 -1.56 .07 -_1.21 IS---TT 0.03 .14 1.20 T1.38 .12 .75 -1.04 Tf\ir 1.80 .25 .53 .17 -T1.59 13-18 0.02 .60 -.78 .27 .08 .32 2.84 2.15 1.38 .34 5.57 .23 .77 5.67 1.23 2 Q3 .33 5.58 .37 2.66 1.47 .22 1.19 2.89 19-24 1.01 .SO.03 .39 .4344 1 08 .93 1.25 1 30 8.60 2.10 -1.31 3.25 1.49 -.53 2.36 .47 1.13 1.07 3.96 3.18 .47 1.31 .37 25T.30 T----T_--.48 .02 -.10 .15 -.75 .08 1.82 .03 -_- 260.01 -T.30 .12 .06 .46 2.05 .20 --1.1042 .02 ..83 3.46 .82 -1.10 .22 .10 1.02 .82 27 0.67 -.13 .08 .80en12 6.28 3.85 .55 _3.10 .65 1.20 1 37 .10 -1.10 1.85 3.70 .18 4.95 .28 .53 4.00 .64 5.13 26-0.48 .35 .50 -1.19 1.15 .30 .75 --_.36 .74 .27 1.50 --.57 _2.72 25-28 0.68 .78 .48 .83 .92 7.53 5.46 2.90 .95 3.10 .65 2.78 7 35 .14 .36 2.77 5.46 3.97 1.75 6.53 3.20 .78 4.67 1.66 8.67
PRECIPITATION

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O CT> IO

rH rH tO

8 t i i i

S t'lii

rH 

1 1 t 1

O Cft to ^* CCM ^< ^i IO tO

to ^* tO IO to

CM O rH O tQ to to to to to

rH 

rH

8*3l!

tO rH O LO 

CM rH CM CM

rH rH CM O

SSoo

1-4

S3S8

rH CO

SS5 S

3* S

to to o

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32SS

rH rH

1 1 1 1

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IO CM

, ,«S

§

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0

5 22 S
Table 4. Bainfall, in Inches, for periods shown, 1936 Contin

Station

U.S. Weather Bureau-Continued

San Jaointo Elver Basin i

Conroe

Houston

Houston Airport

Brazos River Basin:

Abilene

Albany

Anderson

Aspermont 

Breokeuridge

Bre&hani

Cameron

Clelmrne

Clifton

College Station

Comanohe

Copperas Cove

Crosbyton

Dublin

East land

IVeeport

Gatesville

Gr&h&n

Hamilton

Haskell 

Hempstead

Hewitt

Hioo

Hillsboro

Jarrell

Knox City

Lampasas

Levelland

Littlefield

Lubboek

lljarlin

MoGregor

Mezia

Lat.

30°18

29 46

29 41

32 27

32 43

30 28 

33 9

32 45

30 10

30 51

32 19

31 47

30 37

31 54

31 7

33 38

32 5

32 24

28 59

31 26

33 6

31 43 

33 9

30 6

31 27

31 59

32 1

30 51

33 25

31 4

33 36

33 55

33 35

31 18

31 25

31 40

Long.

95°28*

95 21

95 17

99 43

99 18

95 59 

100 13

98 54

96 24

96 59

97 23

97 27

96 23

98 36

97 54

101 6

98 20

98 48

95 20

97 45

98 35

98 7 

99 43

96 5

97 10

98 1

97 7

97 40

99 48

98 10

102 22

102 20

101 51

96 54

97 24

96 30

Jane

28

-

T

-

_

_

0.39

-

_

-

_

-

-

_

_

-

-

-

_

-

-

_

_

_

-

_

.01

.

-

-

_

_

-

29

-

-

-

_

_

-

-

_

0.75.

_

T

.35

_

_

_

-

-

_

.25

_

.09

-

_

.35

_

_

_

-

-

.33

.39

-

30

0.17

.10

.01

_

_

.40

-

.42

2.35

.29

.01

6.00

.03

.42

_

.02

?

_

.13

_

.13

I

_

1.92

_

.16

-

_

-

.07

.06

T

July

1

0.81

.63

.90

_

_

4.50

-

2.85

.80

.83

.51

3.49

T

.20

.44

T

T

.54

2.13

_

-

2.36

.42

.12

.19

.06

_

.18

.20

.21

-

2.49

.18

4.10

2

3.51

1.24

2.13

_

-

-

-

1.40

-

_

_

-

_

_

_

T

T

.91

-

_

-

1.78

-

_

.20

-

_

_

-

-

-

_

-

1.76

3

1.05

.60

.33

.

-

.70

-

.29

-

_

-

.03

_

.98

-

-

-

.15

-

-

-

.12

T

_

_

T

_

_

_

-

-

_

1.60

-

4

0.97

.11

.14

.72

-

.60

-

.26

2.26

-

.45

.72

_

.38

-

-

-

_

.57

-

1.25

1.01

1.02

T

_

.58

_

-

-

-

-

2.05

-

-

June 28 to

July 1

0.98

.73

.91

-

-

5.29

-

3.27

3.90

1.12

.52

9.84

.03

.62

.44

.02

-

.54

2.51

-

-

2.36

.64

.12

.19

2.33

_

.35

.20

.21

-

2.89

.63

4.10

July 4

6.51

2.68

3.51

.72

-

6.59

-

5.22

6.16

1.12

.97

10.59

.03

1.98

.44

.02

-

1.60

3.08

-

1.25

5.27

1.68

.12

.39

2.91

_

.35

.20

.21

-

4.94

2.23

5.86

13

0.16

.57

.72

T

-

.08

-

.01

.14

-

.02

.44

_

_

.19

-

-

1.04

-

-

2.00

.25

.02

.06

_

-

_

-

-

.12

T

.46

-

-

14

0.64

.28

.16

.03

-

-

.33

.47

.20

T

.70

.37

.10

.48

-

.24

-

_

.45

1.52

1.50

.55

.05

.12

-

.73

_

.21

_

-

-

.34

1.03

.51

15

0.30

1.48

1.63

1.54

.15

-

2.20

.43

.32

1.12

.44

.52

1.22

3.10

.03

.66

2.50

1.30

1.25

.91

.75 

.27

.33

.20

.72

.22

2.13

.12

3.50

_

-

T

.30

2.10

.31
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Table 4. Rainfall, In inches, for periods shown, 1936 Contin

Station

U.S. Weather Bnraau-Cnjit.ljiuad

Colorado River Basin Contd.

Morris Banch

Paint Rook

Pierce

San Angel o

Semlnole

Sloan

Smlthville

Snyder

Sterling City

Wharton

Lavaca River Basin:

Edna

Hallettsvllle

Yoalcura

Quadaltipe River Basin:

Blanco

Cuero

Flatonla

Gonzales

Kerrvllle

Luling

New Braunfels

Hlxon

San Karoos

Seguln

Victoria

San Antonio Blver Basini

Boerne

Floresvllle

Qollad

Karnes City

Riomedina

Range

San Antonio

Nueoai River Basin:

Big Wells

Lat.

30°13'

31 30

29 14

31 28

32 42

31 7

30 1

32 4.4

31 51

29 19

28 59

29 26

29 17

30 5

29 4

29 41

29 30

30 1

29 41

29 42

29 17

29 53

29 34

28 47

29 47

29 8

28 40

28 52

29 26

28 54

29 25

28 34

Long.

99° 4'

99 55

96 12

100 26

102 31

98 57

97 10

100 55

100 59

96 7

96 38

96 56

97 11

98 25

97 17

97 7

97 .27

99 7

97 39

98 7

97 46

97 58

97 58

97 0

98 44

98 9

97 23

97 54

98 52

97 43

98 31

99 34

June

28

0.17

-

-.73

-

-

_

_

_

.33

-

T

-

_

1.53

-

.89

.05

.36

.06

T

.25

.67

-

.86

-

_

-

.40

_

.52

1.33

29

1.77

-

-

-

-

_

.58

_

-

.40

T

2.50

.23

T

.09

-

1.11

T

.02

T

_

.07

.86

2.10

.19

.11

1.97

5.00

.27

2.33

.17

30

1.26

-

.05

-

T

.46

1.55

_

-

-

2.30

7.30

4.67

3.00

2.03

1.34

2.92

.62

3.13

1.56

.68

8.07

2.13

6.07

4.90

1.89

.40

4.B7

1.24

1.55

-

July

1

0.14

-

1.30

-

.50

_

6.00

.93

3.78

11.30

2.81

2.85

3.15

5.34

9.01

1.02

7.75

.13

7.78

3.10

.65

2.13

-

.50

3.07

1.55

-

2.12

.03

-

2

-

-

0.95

T

-

_

1.30

1.00

.33

.70

.28

1.57

2.50

.77

3.14

.15

.84

.25

.16

1.32

.06

.68

.90

-

.70

.90

-

.23

.02

-

3

-

-

0.85

-

-

_

1.65

2.27

-

1.10

.93

-

.28

2.10

1.98

-

_

.05

.40

T

1.02

-

.02

.85

.31

-

.32

_

-

-

4

T

0.27

.55

-

-

_

.18

1.14

-

1.00

.75

.22

.23

.45

3.69

.01

.06

.07

.22

.25

-

-

.08

-

.62

.32

.32

_

T

-

June 28 to

July 1

3.34

-

2.08

-

.50

.46

8.13

_

1.26

4.18

13.60

12.61

7.95

7.68

7.46

11.24

5.10

8.73

3.34

9.34

4.03

9.46

5.12

9.03

5.59

5.07

3.92

10.27

3.63

4.43

1.50

July 4

3.34

.27

4.43

-

.50

.46

11.26

_

5.67

4.51

16.40

14.57

9.74

10.69

10.78

20.05

5.26

9.63

3.71

10.12

5.60

10.54

5.80

10.03

6.44

6.70

5.14

10.91

3.86

4.45

1.50

13

0.04

-

.24

-

-

_

T

_

.03

2.40

T

1.23;

-

.17

.04

_

-

.08

.13

.84

-

.05

1.04

.10

.65

.45

.60

.16

.15

-

14

4.00

-

.91

1

~

.38

.70

-

.70

-

1.45

.19

.57

.63

1.84

.34

.56

.54

.93

.52

.75

1.23

.04

2.60

.66

1.30

;40

.95

.31

2.00

15

5.80

6.74

.10

11.75

-

2.25

.07

T

.85

-

.19

.05

.84

1.45

.83

.28

.83

6.42

1.00

.05

.22

.60

.25

.03

3.40

-

-

~

_

.41

-
Carrizo Springs 

Gotulla 

Dilley 

Enoinal 

George West

Hondo 

Montell 

Fearsall 

Sabinal 

Three Elvers

Uvalde 

Whitsett

Pecos River Basini 

Alpine 

Balmorhea 

Fort Davis 

Fort Stoelrton 

MoCamey

Monahans 

Mount Loeke 

Peoos

Rio Grande Basin: 

Brackettville 

Brownsville 

Clint 

Del Bio 

Eagle Pass

El Paso 

Harlingen 

Hidalgo 

Johnson Ranch 

langtry

Leredo 

Mercedes 

Mission 

Presidio 

Rio Grande

San Benito 

Substation No. 14

Coastal Basins: 

Alice 

Analmao 

Angleton

28 32

28 26

28 40

28 3

28 20

29 20

29 32

28 53

29 19

28 28

29 13

28 40

30 21

30 58

30 35

30 54

31 7

31 34

30 41

31 25

29 18

25 54

31 35

23 22

28 43

31 47

26 11

26 6

29 2

29 48

27 30

26 9

26 13

29 36

26 22

26 8

30 26

27 45

29 46

29 10

99 51

99 14

99 10

99 20

98 7

99 8

100 1

99 6

99 28

98 11

99 48

98 18

103 40

103 43

103 53

102 52

102 13

102 51

103 53

103 30

100 25

97 30

106 14

100 53

100 30

106 29

97 42

98 15

103 22

101 33

99 30

97 54

98 21

104 27

98 49

97 38

100 41

98 4

94 41

95 25

4.40

.37

2.29

.27

.10

1.63

.06

1.73

.34

5.33

.43

_

_

-

_

_

-

.09

T

T

.44

.67

_

_

_

-

T

_

-

_

-

_

-

.08

_

-

.11

2.10

1.09

.60

-

1.37

6.64

4..12

1.88

-

3.75

_

_

-

_

_

-

2.96

_

T

3.20

15.60

T

_

_

T 

7.00

_

-

_

-

_

.61

_

.15

_

_

1.38

3.70

.71

3.10

T

-

.74

1.61

-

_

_

_

-

_

_

.10

1.48

T

_

T

.05

T

.05

_

2.00

2.16

T

_

_

-

_

-

.56

_

.04

_

_

-

_

-

.29

_

-

-

.67

-

.04

.33

.80

-

1.26

_

.29

_

-

_

_

-

T

_

_

.16

_

-

.15

-

_

-

.71

.88

_

-.

_

_

.45

.84

.19

-

-

-

.41

_

_

_

T

_

.12

-

.76

.02

T

.23

.43

_

.45

-

-

.33

-

_

-

_

.08

2.12

4.65

_

_

_

_

-

1.02

_

-

-

.28

T

_

_

_

-

_

_

-

.24

_

T

.68

-

_

.35

.07

-

.17

.36

_

1.96

.08

-

.22

.68

1.18

.88

_

.57

.63

-

_

.03

-

.40

.02

.80

_

_

_

-

_

_

-

_

.04

_

.02

.31

_

_

.01

-

.05

T

.17

_

.33

.54

-

-

.09

4.51

2.47

4.76

4.57

.81

6.39

6.70

5.85

2.96

7.61

4.18

.04

.33

.80

-

1.26

_

.39

4.5.3

_

_

3.64

16.32

_

.05

_

.16 

9.00

2.16

_

_

.15

-

_

.61

.64

.71

1.07

5.39

2.47

5.33

5.20

1.26

8.25

6.92

5.85

3.36

7.91

1.21 

4.18

.04

.33

.80

-

1.26

.12

.39

5.53

.06

_

4.57

17.06

_

.85

.08

.16 

9.00

2.21

.50

.53

.15

2.29

.62

.69

.86

3.51

6.99

_

-

-

_

.67

.51

.37

.65

.10

.03

-

.14

_

_

-

_

.08

-

.

2.99

_

.09

-

_

.95

.45

-

.91

.72

.05

-

.95

-

.51

.53

.77

3.85

1.20

.48

2.89

-

2.42

1.88

-

1.80

.30

3.25

_

.20

_

-

_

T

-

.21

1.02

_

.18

.88

_

.15

.22

-

3.33

.16

.05

.07

.53

.39

.60

.53

.20

.69

.23

_

.01

_

-

.14

.07

-

.28

.03

T

_

_

_

-

_

_

-

.01

_

_

_

.07

_

.08

-

-

_

T

_

-

T

2.98

_

.68
Table 4. Rainfall, in inches, for periods shoim, 1936 Contin

Station

U.S. Weather Bureau-Continued

Coastal Basins Continued:

Austwell

Beeville

Bishop

Corpus Christ!

Danevaug 

Falfurrias

Galveston 

Soose Creek 

Hebbronville

La Farra

Matagorda

Port Arthur

Fort Isabel

Bayraondville

Sinton

Sugar land

Woodsboro

Red Hiver Basin: 

Daingerfield

Trinity Hiver Basin:

Daws on

Bants 

Qrandview

Italy

Kemp

Terrell

Brasos River Basin:

Bertram

Itasoa

Leander

Levita

Colorado River Basin:

Arden (9 rai. N. )

Barnhart

Lat.

28022'

28 24

27 35

27 47

29 3 

27 13

39 18 

29 45

27 18

27 12

38 42

39 52

26 4

26 30

38 2

29 36

28 13

33 3

31 54

32 19 

32 16

32 11

32 27

32 44

30 44

32 11

30 34

31 33

31 29

31 8

Long.

96°51'

97 44

97 48

97 24

96 14 

98 9

94 48 

94 59 

98 40

97 43

95 58

93 56

97 13

97 47

97 31

95 40

97 20

94 42

96 42

96 38 

97 11

96 53

96 12

96 16

98 3

97 9

97 51

97 53

100 44

101 10

28

_

_

-

0.01

.05

-

-

_

T

_

.42

-

_

"

June

29

0.52

.23

_

.34

T

T 

.15

-

_

_

_

_

.04

.01

.16

30

_

0.87

.56

.24

.17 

1.24

T 

T 

1.01

1.10

T

T

_

_

.05

.16

.30

1

2.50

.09

-

.38

2.74

.38 

1.22

.35

1.18

.16

_

_

.61

.88

.60

Ju]

2

3.09

.25

.05

T

1.13 

.04

2.45 

2.27

.30

.70

1.16

.07

_

T

2.09

.90

iy

3

0.18

_

.85

.91

.05

T

.18 

.05

1;98

1.12

.17

_

.10

-

.19

.46

4

-

0.48

.03

.01

.09

.04 

.16

T

_

.31

_

.42

.68

.04

.55

June

July 1

3.02

1.18

.56

.77

2.96 

1.24

.28

1.37 

1.01

1.45

1.18

.16

_

.42

.70

1.05

1.06

28 to

July 4

5.29

1.91

1.49

1.69

4.23

1.28

2.95 

3.69 

1.17

3.73

3.00

1.80

.07

.94

1.38

3.37

2.97

13

0.95

.93

1.84

1.39

1.34 

.80

.89 

1.08

1.60

1.50

1.39

4.17

1.86

4.80

1.04

3.08

_

-

_

.55

-

-

14

0.10

.58

.05

.03

.10 

.59

.72 

.31

.19

T

2.03

.50

.20

.09

.10

_

-

-

3.76

-

-

15

0.25

_

-

.05

.30

T

T 

1.10

.50

.44

.06

.18

-

-

.06

.12

_

6.5

-

4.49

-

2.0
Bar-S Hanoh

Big Lake

Blackwell

Brady

Buohanan Dam

Bnda

Carlsbad

Christ oval

Colorado

Cross Cut

Eldorado

Eola

Fort MoKavett

Fredericks burg

Harper

Lometa

Mason

May (6 mi. U.K.) _

Uertzon

Novice

Richland Springs

Hook Springs (30 mi.-E, )

San Angelo (11 mi. N.W. ) (a!

San Saba

Sonora (22 mi. S.E. )

Stanton

Stiles

Stonewall

Streater

Talpa

Texon

Veribest (a)

Wall (a)

Wall (4 mi. E.) ( a )

Guadalupe River Basin:

Bandera

Comfort

Fisoher Store

Gonzales (near) (b)

Gonzales (near) (b)

31 25

31 10

32 5

31 8

30 45

30 5

31 36

31 13

32 24

32 2

30 52

31 23

30 50

30 15

30 17

31 13

30 45

31 59

31 13

31 59

31 17

30 6

31 34

31 12

30 20

32 7

31 25

30 13

30 43

31 46

31 11

31 29

31 22

31 20

29 43

29 59

29 59

29 30

29 32

101 15

101 27

100 23

99 20

98 22

97 51

100 38

100 30

100 51

99 8

100 36

100 5

100 06

98 53

99 15

98 23

99 14

98 55

100 49

99 37

98 57

99 50

100 34

98' 43

100 25

101 48

101 33

98 39

99 24

99 42

101 41

100 17

100 19

100 15

99 3

98 54

98 14

97 34

97 42

_

_

.15

_

.32

.27

.

3.62

6.00

5.69

10.60

7.30

_

1.44

.47

_

.71

.15

_

.05

.45

5.69

13.54

13.72

5.69

15.74

14.79

* Precipitation included in next following figure.

a Heoord- furnished by U. S. Soil Conservation Service.

-

_

_

-

-

_

_

1.6

-

_

-

-

-

_

_

-

-

-

_

.4

_

_

_

-

1.2

.50

-

1.9

.1

1.5

1.0

-

_

_

-

2.0

0.60

.7

.2

-

1.5

1.1

-

-

-

.6

-

_

_

-

-

3.3

10.4

1.36

-

.5

.7

5.0

3.2

-

1.7

8.0

4.0

5.5

2.5

2.1

3.0

.5 

.3

_

3.6

5.2

4.7

-

6.5

2.0

_

10.1

7.5

9.0

5.5

.4

1.46

b 
Table 4. Rainfall, in inches, for periods shown, 1936 Contin

Station

Stn?plementary-0 ontimied

Quadalupe River Basin-Contd. 

Kyle

Lima

Lookhart

Medina Dam

Medina Diversion Dam

MoQueeney (b)

Hueoes River Basin:

D'Hanis

D'Hanis (10 mi. H. )

Xerrville (near)

Rock Springs 

Tarpley

Rio Grands Basin t

Crane (near )

Ozona 

Rarikin

Sonora

Trinity River Basini

Barry

Blooming Grove

Frost

Irene

Jiba

Mabank

Uaypearl

Mertens

Milford

Wills Point

Brazos River Basin t

Auras

Aquilla

Arnett

Slum

China Springs

Clifton (1 mi. H. )

Lat.

29059'

39 50

29 53

29 31

39 29

29 34

29 19

39 24

39 50

30 1 

29 38

31 19

30 43 

31 13

30 34

32 6

33 6

33 5

31 59

32 30

33 33

33 18

32 3

32 8

33 42

31 34

31 50

31 33

32 9

31 39

31 47

Long.

97053'

99 22

97 41

93 56

98 50

98 2

99 16

99 16

99 33

100 13

99 16

102 22

101 13 

101 57

100 38

96 38

96 43

96 48

96 53

96 16

96 7

97 1

96 53

96 57

96 1

97 48

97 13

97 50

97 24

97 18

97 34

38

_

T

Jane

39

0-.74

_

.14

30

13.37

8.45

2 67

i

-

_

0.38

ju:

2

0.45

T

iy

3

*

0.35

1.27

4

0.13

.33

.10

June i

July 1

14.01

8.45

3.19

.8 to

July 4

14.13

9.47

4.56

13

-

-

-

-

-

-

"

-

_

"

14

3.33

2.48

1.75

-

1.5

-

3.0 

.9

-

_

.4

15

.

5.42

-

-

1.9

.1

-

1.3 

3.0

.55

5.3
PRECIPITATION

 m M OOOOO OO IT) O CM o o m o i oo IOCM in in to o 

co «# « 10 in M co in

1 1 1 1 1 1 1

IO O to O O I 

H § iH M «

O C- O O OO OO 00 Oi

I I I

- rH -rl 

>-< fc

£ §

o r-i ^»< o M locotomcp chi

liHIA r-tEOn^rH IO^* tQ<d<rHtO CV]Mw^jtC4 a

_ ____ _____ ~>ocnor ~~ ~ " ~ ~

I rH l-l

C- O3 I> CO ** LTld) C^tOtOtOtO lO vD CO <7* O> IQ ifl O O I> O> ^ O ITI O «£t ^ <* <M O O CO 1^ 

tOtfStO-^tO 10LO r-t tO-$ ^ K tO in -r* tO -^ ^ CO rH K f-H lAlO « tOtOrH

Q 

i-HrHrHrHrH MrH rH « CVJ rH rH OrHrHOO* OOOOO WWOrHO rHt-Ji-HOlrH QOS- towtowtQ ton tototototo totototocvi tototototo totototow tototototo wto-H

2 E

2£

f

1«S » 5§ S|cS"S5I ^'S-SgS

I lil"S Si Slwlgg BhHlt. S

3 aS&sS SS °SnSSS «oooo o< iss & w« « «
Table 4. Rainfall, in inches, for periods shown, 1936 Contin

Station

Hlsoallaneous-fl ontlnued

Colorado Hirer Basin-Oontd. :

Roosevelt (near)

Roosevelt (near)

Rowana

San Aagelo (near)

San Aagelo (5 mi. E. 4 mi. Hj

San Angel o (10 mi. ". )

San Angelo (11 mi. S. ) (o)

San Aagelo (l2toi.N.B. ) (o)

San Angelo (17 mi. S.E. )

Santa Anna

Sonora (25 mi . E. )

Sterling City (18 mi. U.W. )

Telegraph

Tennyson

TricKhara

Water Valley

Winchsll

Winters

Zephyr

Lavaoa River Basin:

Shiner

Quadalupe River Basin:

Bebe

Cheapside

Dewitt

Harwood

Leesville

Meyersville

Mountain City

Mountain Home

Smiley

Steen Sin .

Waelder

Weser

Wrightsboro

Lat.

30°32'

30 32

31 39

31 36

31 32

31 37

31 18

31 34

31 15

31 44

30 44

31 59

30 21

31 44

31 36

31 41

31 29

31 58

31 40

29 27

29 "23

29 18

29 20

29 39

29 24

28 57

30 2

30 9

29 14

29 12

29 42

28 52

29 21

Long.

100° 3'

100 1

100 4

100 33

100-20

100 25

100 30

100 16

100 18

99 19

100 18

101 15

99 54

100 18

99 14

100 42

99 10

99 58

98 48

97 10

97 38

97 23

97 42

97 31

97 45

97 21

97 53

99 18

97 38

97 17

97 19

97 19

97 35

June

28

-

29

-

1.0

30

2.75

*

*

*

»

*

*

15.5

*

*

*

*

*

July

1

21

13

21

18

20

14

4.37

21

3.5

8

15

2

7.75

3

1.50

4

June 28 to

July 1

2.75

21

13

31

18

20

14

15.5

5.37

21

3

S

15

 July 4

12.0

21

13

21

18

20

14

15.5

7

21

9

8

20

13

_

_

-

_

-

-

-

-

_

-

-

_

-

_

_

_

-

_

14

_

-

7.6

-

-

-

4.5

_

_

-

15

4.0'

_

5.0

4.0

7.0

1.5

* Precipitation included in next following figure. 
THE JUNE-JULY FLOOD 35

gages. Many of these gages are of standard United States Weather Bureau 

type or are vessels that are suitable for reasonably accurate measurement 

of the rainfall. Many persons make measurements In cans, tubs, troughs, 

washpots, stock water tanks, or other vessels; these measurements are 

perhaps not highly accurate, but they may be used with confidence when 

several such measurements In the same locality are found to agree satisfactorily.

Table 4 gives the available records of rainfall for the storm periods In June and July and in September 1936 and Includes all United 

States Weather Bureau records for the State as well as miscellaneous records obtained In the flood areaso

The amounts of the dally rainfall are given as published by the 

United States Weather Bureau In "Climatological data, Texas section", 

but do not always represent the rainfall that occurred from midnight to 

midnight of the day Indicated. Observations at many stations are made 

late In the afternoon, near sunset, and the precipitation for the 24 hours 

ending at the time of such observation is usually recorded under the date 

of observation. At about half the stations the precipitation for the preceding 24 hours Is measured in the morning and may be recorded under the 

date of observation or the previous day. In the tables "T" indicates 

precipitation less than 0.01 inch, "-" indicates zero precipitation, and 

a blank indicates no record.

The location of rainfall stations over the State of Texas is shown 

in figure 6, in which the stations of the United States Weather Bureau 

are shown by a distinctive symbol.

THE JUNE-JULY FLOOD 

General discussion

Flood-producing rains, amounting to as much as 21 inches in some 

places, fell from June 28 to July 4 over-parts of the Rio Grande, Nueces, 

Guadalupe, Colorado, and Neches River Basins. Heavy rain, amounting to 

17 Inches at Eagle Pass, over a small area in the Rio Grande Basin raised 

small streams out of their banks. The flood on the Rio Grande Itself was 

not serious, and the most damage was suffered in Piedras Negras, Mexico, 

opposite Eagle Pass. Floods in the Nueces and Colorado Rivers were of 

short duration and did not approach the maximum known stages. A rainfall 

of over 10 Inches at Rockland, in the middle of the Neches River Basin,
36 MAJOR TEXAS FLOODS OF 1936

caused a moderate rise In the lower course of that stream. The heaviest 

recorded precipitation occurred over the central part of the Guadalupe 

River Basin. During the night of June 30-July 1 a rain of cloudburst 

intensity fell over this region, causing the loss of 26 lives and an estimated property damage of over $2,000,000. The greatest floods known 

occurred on the lower reaches of the Guadalupe River and several of its 

tributaries.

The Austin American for Thursday, July 2, carried the following 

account of the flood:

Thursday, 24 hours after spouts of water poured from the skies, the 

full story of the disaster was coming from the Isolated regions. Soon 

after the cloudbursts dry stream beds contained torrents that swept 

everything before them. Hundreds of thousands of acres of farm lands 

were Inundated, as were several towns. Property damage was estimated in 

the millions.

The cloudbursts struck In Gonzales and adjoining counties In South 

Texas. The flood waters were receding Thursday as rapidly as they rose, 

revealing a more grave picture than had been anticipated. The flood 

ripped through the settlement of Kyle, between Austin and San Antonio, 

where three bodies were found Thursday. Business buildings and streets 

In Gonzales were at one time under 3 to 5 feet of water. A number of 

frame houses were washed down the river.

The flood wrecked a train when It washed out a bridge north of Kyle. 

Two were known dead there.

The blinding cloudbursts descended In dim early daylight Wednesday. 

Scores of Mexicans at Kyle were trapped in their homes.

At Uhland 9 Inches of rain fell within minutes. A 10-inch cloudburst at Gonzales swelled the tiny Guadalupe River into a roaring flood.

The water Thursday was sliding out of the dry arroyos from 300,000 

acres of farm land in Guadalupe valley. The flood wiped out corn and 

cotton crops.

The San Antonio Express of Monday, July 6, contained the following 

dispatch:

Victoria, Tex., July 5.- Ravaging flood waters of the Guadalupe 

River flowed slowly Gulfward today, taking a heavy toll of crops, livestock, highways, and railroads.

Waters which flooded the Guadalupe and other South Texas rivers had 

taken a toll of 26 lives in the upper reaches, where sudden summer rains 

sent the streams bounding over their banks without warning.

The following description of the Guadalupe River Basin is taken from 

a report on the Guadalupe River by the Corps of Engineers, U. S. Army, 

(74th Gong., 1st sess., H. Doc. 238, pp. 11-12):

The Guadalupe River drains a narrow valley about 320 miles long, 

containing approximately 6,000 square miles. It rls'es In Kerr County and 

flows eastward about 150 miles over the Edwards Plateau, thence southeastward across the Coastal Plain, 275 miles, Into San Antonio Bay, an estuary 

of the Gulf of Mexico. The total fall of the river Is approximately 1,630 

feet. From the source to New Braunfels the slope is 7.0 feet per mile for 

the first 150 miles, 3.25 feet .per mile for the next 108 miles to Gonzales, 

and an average of 1.4 feet per mile for the remaining 167 miles to tidewater. Tidal effect extends 25 miles upstream from the mouth. The river 

varies greatly in width on the plateau, flowing between high banks and
THE JUNE-JULY FLOOD 37

canyon walls. Between New Braunfels (mile 275) and Victoria (mile 52) 

the width increases from 150 to 200 feet, the average height of banks decreasing from 40 to 20 feet.

7. Isohyetal map of Texas showing total rainfall, in 

observed June 28 to July 1, 1936.

The watershed is divided into two topographic provinces by the Balcones escarpment, a series of limestone bluffs bearing northeast-southwest across Medina, Bexar, Comal, and Hays Counties, through which the 

Guadalupe and Blanco Rivers have cut channels 200 to 300 feet deep. The 

plateau to the northwest is characterized by bold relief, the high elevation covered by dwarf timber, with grazing land on the lower slopes. 

Southeast from the base of the escarpment, the Coastal Plain is featured 

by low hills and broad flat valleys, giving place to prairie along the 

Gulf coast. About 40 percent of the Coastal Plain is cleared and under 

cultivation.

The greatest and most destructive floods in the Guadalupe River 

Basin in 1936 occurred on Plum and Sandies Creeks. Plum Creek is formed 

from several small tributaries draining the eastern parts of Caldwell
38 MAJOR TEXAS FLOODS 0? 1936

and Hays Counties and follows a winding course for about 40 miles to its 

junction with the San Marcos River below Luling. Sandies Creek, with a 

drainage area of 720 square miles, has its source in numerous small 

streams on the southern and western uplands of Gonzales County and flows

26°

Figure 8. Isohyetal map of Texas showing total rainfall, in inches, 

observed June 28 to July 4, 1936.

southeastward in a meandering course about 80 miles to join the Guadalupe 

River above the town of Cuero. It is interesting to note that the floods 

on both Plum and Sandies Creeks were caused by rainfall on the area below 

the Balcones escarpment.

The San Antonio River Basin lies south and west of and adjacent to 

the Guadalupe River Basin and is similar in topography, climate, and land 

character and use. The San Antonio River enters the Guadarupe River a
THE JUNE-JULY FLOOD 39

few miles above Its mouth and may be considered a tributary, although Its 

basin Is practically independent. The storm above the gaging station on 

the San Antonio River near Palls City caused the greatest peak discharge 

since the establishment of the station in 1925, although higher stages 

have been previously caused by backwater.

Figure 9. Isohyetal map of the Guadalupe and San Antonio River Basins,

showing total rainfall, In Inches, observed June 28

to July 1, 1936.

Records of rainfall in addition to those of the United States Weather Bureau were obtained at 22 miscellaneous stations. All records are 

given in table 4.

The rain causing the floods in the Guadalupe River Basin came before 

July 1, but the heavy rain in east Texas, principally over the Heches 

River Basin, fell from July 2 to 4. The distribution of the rains over
Cumulative rainfall in inches
STAGES AND DISCHARGES 41

the State Is shown by the isohyetal maps, figures 7 and 8, for the periods June 28 to July 1 and June 28 to July 4.

For the period June 28 to July 1 most of the rain fell In a few 

hours during the night of June 30-July 1 and was the cause of the extremely high river stages that occurred. Figure 9 Is an Isohyetal map of the 

Guadalupe and San Antonio River Basins showing the excessive rainfall for 

this period. A recording rain gage, operated by the Soil Conservation 

Service at Uhland, about 8 miles northeast of San Marcos, gives a record 

of the time and Intensity of the rain. As the capacity of this gage Is 

only 9 inches, the record above 9 Inches is based on the measurement of 

the amount in the overflow can and an estimate by an employee of the Soil 

Conservation Service of the time the rain ceased. A graph of the accumulative rainfall as measured at this gage is shown In figure 10.

Stages and discharges

The July flood exceeded previously known stages only In the Guadalupe River Basin. Besides measurements made at the regular gaging stations, slope-area determinations of discharge were made at Bunton Branch 

near Kyle, O'Neil Creek near Leesville, Sandies Creek near Dewitt, and 

Sandies Creek near Westhoff. One storm centered in Bunton Branch, and 

the flood passed successively down Bunton Branch, Plum Creek, and the San 

Marcos River to the Guadalupe River. Another flood originated largely In 

upper Sandies Creek and passed down O'Neil Creek and Sandies Creek to 

the Guadalupe River. An unusually high flood, for that stream, passed 

down the San Antonio River. The places at which determinations of maximum discharges were made are shown in figure 32.

The peak discharge and the run-off for the period of the flood were 

computed at all gaging stations. At certain other places only the peak 

discharge was determined.

On the following pages there are presented stage and discharge records of the flood at the river-measurement stations in the areas that 

experienced unusual floods. These records consist essentially of a station description, a table of the mean daily discharge and the total runoff for the flood period, and a table of discharges at Indicated times 

during the flood in sufficient detail for reasonably reliable delineation 

of the hydrograph. The last-mentioned table may be used to determine the 

rating curve for the station provided account is taken of the limits to 

which gage-heights were applied, as given in the "Gage-height record"
42 MAJOR TEXAS FLOODS OF 1936

paragraph of the station description, and of periods when the shiftingcontrol method of determining discharge was used.

For some stream-measurement stations adjacent to the flood area 

there are also given records of the flood which include a station description and a table of daily discharges and total run-off for the flood 

period. These data are also given for stations on the Neches River near 

Rockland and at Evadale, to show the run-off caused by the excessive precipitation in the Neches River Basin.

Jn the "Drainage area" paragraph of the station description for 

some stations, the probable noncontributing area is noted. This is the 

area that lies above the Cap Rock and is believed never to contribute 

any surface run-off to the lower reaches of the streams.

The paragraph "Maxima" in the station description Is divided into 

three subparagraphs. The first subparagraph, headed "1936", gives the 

maximum discharge and gage height occurring during the June-July flood, 

and for some stations also the maximum for that year when it did not occur in June or July. The second subparagraph, headed by the inclusive 

dates of systematic records, gives the maximum gage height and the corresponding discharge, when determined^ which have occurred during the period of systematic records prior to September 30, 1935. The third subparagraph, headed by the inclusive dates, gives the maximum stage and 

discharge, if determined, during the period prior to the beginning of 

systematic records. The information in this third subparagraph is based 

mostly on local information.

Table 5. Peak discharge at various points in the Guadalupe River Basin,

June and July 1936

Stream

Bunton Branch near

Kyle

O'Neil Creek near

Leesville

Sandies Cresk near

Dewitt

Sandies Creek near

Westhoff

Lat.

50° 1»

29 23

29 20

29 12

Long.

97° 51 «

97 43

97 40

97 26

Drainage 

area 

(sq. mi.)

4.1

30

95

493

Maximum discharge

Time

June 30

July 1,

12:30am

July 1

July 2

Sec. -ft.

13,800

30,000

54,300

92,700

Sec. -ft. 

per 

sq. mi.

3,370

1,000

572

188

The maximum discharges at all points of determination are summarized 

in table 5. This table gives the drainage area and discharge per square 

mile for each item. The drainage areas were measured from such topographic
STAGES AND DISCHARGES 43

maps as were available and from airplane pictures, soil maps, and county 

road maps. The relatively small drainage area of Bun ton Branch near Kyle 

was determined by a transit survey.

Figure 11 shows hydrographs of discharge at river-measurement stations on Plum Creek near Luling, San Marcos River at Ottine, and Guadalupe 

River at Victoria. As the crest of the flood progressed downstream it 

passed these stations in the order given.
44 MAJOR TEXAS FLOODS OP 1936

fluadalupe River at Victoria, Tex.

Location.- Lat. 28°47', long. 97°!', at Victoria-Goliad highway bridge in Victoria,

Victoria County, and 1,300 feet above flalveaton, Harriaburg 8: San Antonio Hallway

bridge.

Drainage-area.- 5,676 square milea. 

3age -he ight record. - Water-stage recorder graph., flage heighta -uaed to half tenths

below 4.0 feet and tenths above.

Stage-discharge relation.- Defined by current-meter measurements.

Maxima.- 1956 t Discharge, 179,000 second-feet 4 p.m. July 3 (gage height, 31.22 feet). 

1904-SSs Discharge, 79,000 second-feet June 1, 1929 Tgage height, 29.9 feet,

present datum). 

Remarks.- Low flow partly regulated by power plants upstream.

Mean discharge, in second-feet, and run-off, in acre-feet, 1936

Day Sec. ft. Ac. ft.

June 

29 1,220 2,420 

30 4,230 8,390 

July 

1 13,600 26,980

Day |Sec.ft. Ac. ft.

2 33,600 66,640 

3 129,000 255,900 

4 122,000 242,000 

5 75,200 149,200 

6 44,400 88,070

Day |sec.ft. Ac. ft.

7 30,000 59,500 

8 21,100 41,850 

9 13,300 26,380 

10 6,220 12,340 

11 4,730 9,380

Day Sec. ft. I Ac. ft.

12 3,960 7,850 

13 3,550 7,040 

14 3,190 6,330 

15 2,940 5,830 

16 2,860 5,670 

17 2,580 5,120

Qage height, in feet, and discharge, in second-feet, at indicated time, 1956

Time

lam

3 

5

2pm

6 

12M

Sam 

6 

8 

12N

2pm

4 

8

12M

2am 

4 

5

8

10

12N 

1pm

2 

3

4

5

6

8 

10 

12H

Peet Sec.ft.

June 29 

5.58 1,160

5.50 

5.50

5.95

1,140 

1,140

1,270

5.96 1,270 

5.89 1,240 

June 30

5.85 

6.11 

10.30 

16.43

17.05

17.35 

18.98

20.82

~~ 1,220 

1,300 

2,740 

5,480

5,800

6,020 

6,940

8.230

July 1 

21.22. 8,550 

21.30 8,630 

21.39 8.710

22.64 

24.34

25.76 

26.66

27.18 

27.62

27.94

28.15

28.33

28.63 

28.84 

28.97

9,770 

11,500

13,2OO 

14,400

15,200 

16,000

16,700

17,800

18,200

20,600 

23,000 

24,?00

Time 1 Peet Sec.ft.

July 2 

 2am 29.06 25.600

6 29,06 

10 28.97

2pm 28.95

6 28.91 

9 28.99 

11 29.08

29,100 

31,000

35,000

38,000 

40,000 

43.000

July 5 

lam 29.26 47,500 

2 29.37 50,500 

4 29.66 62.000

8 30.13

12N 30.96 

1pm 31.10

2 31.18

4 31.22 

6 31.18 

7 31.16 

8 31.12

10 31.04 

12H 30.94

96,500

159,000 

171,000

179,000

179,000 

179,000 

175,000 

171,000

167,000 

159,000

July 4 

4am SO. 76 143,000

8 30.64 

12N 30,47

4pm 30.33

8 30.23

12H 30.16

135,000 

119,000

111,000

104,000

96,500

July 5 

6am 30.02 86,000 

12N 29.84 75.500

Time

6pm 

12H

Sam

4pm

1211 

Sam

4pm 

12H

Sam

12N

4pm 

6

8

10 

12H

2am

4

8

10 

12N

2 

4

6

8

10

12H 

4am

Peet

29.62 

29.45

Sec.ft.

59,000 

53,500

July 6 

29.26 47,500

29.02 40,000

28.82 36,000 

July 7 

28.60 32,000

28.38 28,200 

28.19 24,800 

July 8 

28.04 22,700

27.92

27.81 

27.75

27.66

20,800

19,800 

19,400

19,000

27.58 18,400 

27.48 18,000 

July 9 

27.37 17,700

27.23 

26.79

26.42 

25.80

25.12 

24.30

23.18

22.00

20.92

17,100 

16,000

15,000 

13,200

12,600 

11,500

10,300

9,260

8,400

20.00 7,760 

July 10 

18.67 6,900

Time

8am 

12N

4pm 

8

12M

Sam 

4pm

12H

Sam 

4pm

121!

Sam

4pm

12H

Sam 

8pm

6am

3pm 

8

lam

6

10

6pm

12N 

7pm

12M

Peet Sec.ft.

17.88 6,410 

17.37 6,110

16.93 5,840 

16.52 5,620

16.13 5,400

July 11 

15.32 4,900 

14.56 4,550

13.92 4,200 

July 12 

13.56 4,000 

13.38 3,910

13.17 3,820

July 15 

12.86 3,640

12.60 5,500

12.56 5,420 

July 14 

12.14 5,240 

11.77 5,100

July 15 

11,59 2,980

11,46 2,900 

11.46 2,900

July 16 

11.44 2,900

11.52 2,940

11.43 2,900

11.14 2,780

July 17 

10.56 2,540 

10,40 2,500

10.40 2,500

Note.- Discharge determined by ahif ting- control method July 2 (2am-2pm), 11-17.
STAGES AND DISCHARGES 45

San Karoos River at Ottine, Tex.

location.- Lat. 29°36', long. 97°35', at highway bridge a quarter of a mile southwest 

of Ottine, Oonzales County. Zero of gage is 285.1 feet above mean sea level.

Drainage area.- 1,249 square miles. i Gage-height record.- Water-stage recorder graph. Gage heights used to hundredtha below 2.9 feet, half tenths between 2.9 and 4.4 feet,also 37.7 and 38.4 feet, tenths 

outside these limits.

Stage-discharge relation.- Defined by current-meter measurements below 12,000 secondfeet; extended to peak discharge on basis of one slope-area measurement at 125,000 

second-feet.

Maxima.- 1936: Discharge, 165,000 second-feet 1 p.m. July 1 (gage height, 42.05 feet), 

from rating curve extended above 12,000 second-feet by slope-area method.

1915-35: Discharge, 202,000 second-feet May. 29, 1929 (gage height, 43.32 

feet), from rating curve extended above 12,000 second-feet by slope-area method. 

Maximum stage known, 44.0 feet in December 1913 (discharge not determined).

Remarks.- Small diversions and power plants upstream affect low flow only.

Mean discharge, in second-feet, and run-off. In acre-feet, 1936

Day |Sec.ft. Ac. ft.

June 

30 190 377 

July 

1 81,200 161,100 

2 21,200 42,050

Day

3 

4 

5 

6 

7

Sec.ft. | Ac.ft.

6,560 13,010 

4,770 9,460 

3,380 6,700 

1,500 2,980 

1,140 2,260

Day Sec.ft. | Ac.ft.

8 1,370 2,720 

9 988 1,960 

10 773 1,530 

11 671 1,330 

12 603 1,200

Day jsec.ft. [ Ac.ft.

13 552 1,090 

14 501 994 

15 467 926

Page height, in feet, and discharge, in second-feet, at indicated time, 1936

Time

lam 

10pm

11

12H

lam

2 

3 

4

5

6

7 

8 

9

10

11

12N

1pm 

2 

3

4

5

6

8

10 

11 

12M

lam

Peet Sec.ft.

June 30 2750" 

2.87

3.75

6.80

172 

209

348

862

July 1 

ITTIO 3,220

27.75 

30.26 

30.86

31.48

33.00

35.56 

37.50 

39.90

41.10

41.76

42.03

42.05 

41.94 

41.69

41.30

40.90

40.40

39,34

38.40 

37.99 

37.59

8,660 

11,100 

11,800

12,600

15,400

26,100 

43,900 

105,000

139,000

159,000

165,000

165, OQO 

162,000 

156,000

145,000

134,000

119,000

88,600

64,400 

54,000 

45,600

July 2 

37715^ 39,200

Time

2am

3

4

6

7

10 

12N

2pm 

4 

6

8

10

12M 

2am

4

6

8

10 

12H 

2pm

4

6

8

10

12M 

3am

6 

9

Peet

36.85

36.50 

36.17

35.48

35.15

34.22 

33.51

32.67 

31.86 

31.00

30.17

29.27

Sec.ft.

35,000

32,300 

29,900

25,500

23,800

19,200 

16,800

14,600 

13,100 

12,000

11,000

10.100

28.44 9^210 

July 3 

27761T 8,490

26.79

25.89

25.00

24.11 

23.30 

22.90

25.34

23.60

23.70

23.56

7,820

7,130

6,520

5,980 

5,550 

5,350

5,550

5,700

5,760

5.700

23.16 5^500 

July 4 

22722 5,030

21.35 

20.82

4,680 

4,440

Time | Peet I Sec.ft.

12N 20.58 4,360

1pm 20.50 4,320 

2 21.36 4,680

3 21.82 4,850

4 22.01 4,940

5 21.89 4,900 

8 21.50 4,720

10 21.36 4,680 

July 5 

lam 21735 4,680

3 21.20 4,600

6 20.40 4,290

9 19.00 3,810 

12H 17.40 3,310 

3pm 16.00 2,900

6 14.70 2,540

9 13.45 2,230

12M 12.60 2,030

July 6 

4am llTTtr 1,820 

8 10.80 1,620

12H 10.05 1,450

4pm 9.40 1,33.0

8 8.85 1,210

12M 8.55 1,170

July 7 

6am 8T3O 1,120 

12H 8.05 1,060

6pm 8.76 1,210 

9 8.72 1,190

Time

12M

6am

6pm

8

10 

12M

6am 

12H

6pm

12M

2am 

10

1pm

6

12H 

5pm

10

12H

12H 

llpm

Peet

8.80

Sec.ft.

1,210

July 8 

9725 1,290

9.95

10.06

9.98 

9.74

1,450

1,470

1,450 

1,390

July 9

87*ET 1,120

7.46 916

7.15

6.90

880

826

July 10 

67S9 790 

6.99 808

6.99

6.76

Jul

808

756

y 11

6718 654 

July 12 

577!T 586

6.07 Jul5754

Jul572? 

47^

637

j 13

535

r 14

501 

450

Note.- Discharge determined by shifting-control method June 30, July 9-15.
46 MAJOR TEXAS FLOODS OP 1936

Plum Creek near Luling, Tex.

Location.- Lat. 29°42 ! , long. 97°37', at highway bridge 2 miles above Galveston, 

Harrisburg & San Antonio Railway bridge and 3 miles northeast of Luling, Caldwell County. Zero of gage is 326.5 feet above mean sea level.

Drainage area.- 356 square miles.

Bage-height record.- Water-stage recorder graph except for period 4 a.m. July 1 to 

4 p.m. July 3, when it was determined from graph drawn from flood marks and staffgage readings. Gage heights used to hundredths below 1.6 feet; half tenths from 

1.6 to 2.8 feet and 15.8 to 19.5 feet; tenths outside these limits.

Stage discharge relation.- Defined by current-meter measurements below 5,200 secondfeet; extended to peak discharge on basis of one additional current-meter measurement at 54,200 second-feet.

Maxima.- 1936: Discharge. 78,500 second-feet 7 a.m. July 1, 1936 (gage height, 25.7 

feet, from flood marks), by extending rating curve above 54,200 second-feet.

1930-35: Discharge, 4,270 second-feet June 16, 1930; stage, 16.83 feet Jan. 

5, 1932.

Highest known discharge and stage, that of July 1, 1936.

Remarks.- No diversions or regulation.

Mean discharge, in second-feet, and a-off. in acre-feet. 1956

Day jsec.ft. 1 Ac. ft.

June 

29 13 26 

30 48 95 

July 

1 43,800 86,880

Run-off, in acre-feet,

Day |Sec.ft. Ac. ft.

2 5,980 11,860 

3 2,180 4,320 

4 1,790 3,550 

5 733 1,450 

6 108 214

for period June 29 to

Day Isee.ft.l Ac. ft.

7 92 18S 

8 627 1,240 

9 167 331 

10 96 190 

11 48 95

Day Isee.ft.l Ac.ft.

12 35 69 

13 31 61 

14 28 56 

15 27 54

Gage height, in feet, and discharge, in second-feet, at indicated time, 1936

Time

lam

7pm

9

10

11 

12M

lam

2

3

4

5

6

7 

8

9

10

12N

2pm 

4

6

8

10

12M

2am

4 

6

8

10

Feet [ Sec. ft.

June 29

0.02 12

June 30

0°70 44

2.50 203

4.90 419 

9.90 1,030 

July 1 

1575TT 2,810

16.86 5,060

21.70 38,800

23.82 59,500

24.70 68,500

25.30 74,500

25.70 78,500 

25.65 77,500

25.50 76,500

25.05 71,500

23.95 61,500

22.90 50,500 

21.90 40,600

21.10 33,400

20.35 27,200

19.65 20,800

19.15 17,200

July 2 

1876TT 13,400

18.15 10,500 

17.75 8,350

17.40 6,800

17.00 5,450

Time

12N

2pm

4

6

8

10

12M

3am 

6

8

9

10

11

12N

1pm 

3

5

6

7

8 

9

10

12M

lam

2 

3

6 

9

12N

3pm

Feet

16.65

16.35

16.05

15.75

15.40

15.05

Sec. ft.

4,570

3,940

3,420

3,080

2,740

2.490

14.80 2^390 

July 3 

14730 2,150 

13.80 1.950

13.65

14.10

14.70

15.10

15.15

14.95 

14.40

13.92

13.68

13.52

13.61 

14.06

14.70

15.42

July

15.52

15.53 

15.47

15.06 

14.28

12.64

10.88

1,890

2,070

2,340

2,550

2,610

2,490 

2,190

1,990

1,920

1,860

1,890 

2,070

2,340

2,740

4

2,550

2,550 

2,550

2,340 

1,990

1,480

1,130

Time

4pm

5

6

9

10

11

12M

Sam 

6

9

12N

4pm

8

12M

4am

8

12N

12M

5am

10

3pm

5

8

10 

12M

4am

8

11

Feet

10.56

10.62

10.98

13.00

13.34

13.37

13.08 

JiU.3 

uTTT 

9.71

9.18

8.53

6.59

4.26

2.69

Sec. ft.

1,080

1,080

1,160

1,600

1,680

1,710

1,620 

5 

 1,190 

925

839

743

520

329

203

July 6 

1797 144

1.63

1.43

1.08

116

98

67

July 7

iToT 55

1.20

1.05

1.06

1.57

3.45 

4.68

69

56

57

101

266 

383

July 8 

6750 553

7,65

8.11

683

743

Time

12N

1pm

2

3

6

12H

4am 

6 

12N

6pm

9

12 M

lam

2 

3

8

4pm

12M

12N

12N

12N

12N

llpm

Feet | See.ft.

8,26 769

8.35 783

8.34 769

8.19 755

7.52 671

5.05 410

July 9 

27132 212 

2.45 172 

2.10 140

1.70 104

2. 05 136

2.41 167

July 10

2.51 172

2.5'5 176 

2.51 172

2.01 126

1.24 58

0.92 32

July 11 

0775 48

July 12

0759 35

July 15

07BT 31

July 14

oTBlr 28

July 15 

OT1F 27

Note.- Daily discharge determined by s hifting-ccntrol method June 29, 7 p.m. June 30, 

July 4-10.
STAGES AMD DISCHARGES 47 

San Antonio River near Palls City, Tex.

Location.- Lat. 280 57'5n , long. 98°3'55n , at highway bridge half a mile above Soared 

Dog Creek and 3.4 milea southwest of Palls City, Karnes County.

Drainage area.- 2,067 square miles.

Sage-height record.- Water-stage recorder graph. Gage heights used to half tenths between 3.9 and 4.6 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements.

Maxima.- 19568Discharge, 16,200 second-feet 8 p.m. July 3 (gage height, 19.44 feet).

1925-35: Discharge, 14,300 second-feet June 15, 1935 (gage height, 17.97 

feet, affected by backwater); maximum gage height 22.3 feet June 13, 1935 (affected 

by backwater).

1875-1924: Stage, 28.36 feet in October 1913 (discharge not determined).

Remarks.- Plow partly regulated by 254,000"acre-feet of storage in Medina Reservoir on 

Medina River.

Mean discharge, in second-feet, and run-off, in acre-feet, 1956

Day

June 

30 

July

1 

2

Sec. ft. | Ac. ft.

1,080 2,140

4,600 9,120 

9,610 19,060

Day

5 

4 

5 

6 

7

Sec. ft.

15,400 

15,500 

6,860 

3,640 

2,570

Ac. ft.

50,550 

26,780 

15,610 

7,220 

4,700

Day

8 

9 

10 

11 

12

Run-off, in acre-feet, for period June 50 to July

Sec. ft. | Ac. ft.

2,020 4,010 

1,820 5,610 

1,580 2,740 

1,180 2,540 

1,130 2,240

Day

13 

14 

15

15. .........

Sec. ft. | Ac. ft.

996 1,980 

948 1,880 

900 1,790

.... 155,800

Gage height, in feet, and discharge, in second-feet, at indicated time. 1956

Time ] Feet

June

lam TTST 

8 2.00

12H 2.27

4pm 2.40

7 2.40

9 5.50

10 5.00 

11 6.90

12M 8. 80

July

lam 9.18 

2 8.74

5 8.00

4 7.00

5 6.53

8 5.92 

10 5.70

12N 5.58

2pm 5.55

4 5.60 

8 5.85

10 6.20 

12M 6.76

Sec. ft.

50

 592 

490

669

760

760

1,720

5,280 

5,170

6,690

1

~~ 6,990 

6,620

6,080

5,260

4,800'

4,220 

4,020

3,910

3,910

3,910 

4,120

4,510 

5,080

July 2 

2am 7755 5,760

Time

4am

6 

8

10

12N

2pm

4

6 

8

10

12M

2am

4

61

8

10 

12H

2pm

4

6 

8

10 

12M

2am

Feet

8.60

9.65 

10.70

11.65

12.55

13.45

14.35

15.10 

15.72

16.50

16.80

Sec. ft.

6,540

7,280 

8,120

8,860

9,710

10,410

11,310

12,000 

12,500

13,100

13,600

July 5 

17.25 14,000

17.65

18.00

18.30

18.62 

18.82

19.00

19.16

19.37 

19.44

19.35 

19.19

14,400

14,800

15,100

15,400 

15,600

15,800

16,000

16,200 

16,200

16,200 

16,000

July 4 

19.00 15,800

Time

4am

6 

8

10

2pm

7

12M

3am

6

9

12N 

5pm

6

9

12M

4am

8

12H

6pm 

12M

6am

12N 

6pm

Feet

18.72

18.38 

18.00

17.47

16.45

14.92

13.17

Sec. ft.

15,500

15,200 

14,800

14,500

15,200

11,800

10,200

July 5 

12.05 9,200

10.92

9.83

8.80 

7.88

7.10

6.58

6.23

8,280

7,450

6,690 

6,000

5,540

4,890

4,510

July 6 

5.87 4,220

5.61

5.55

4.92 

4.59

5,910

5,600

5,170 

2,840

July 7 

~4'.52 2,520

4.10 

4.00

2,320 

2,220

Time | Feet Sec.ft.

12M 3.97 2,170

July 8 

6am 3.87' 2,070

12K 3.75 1,970

6pm 3.77 1,970

12M 3.83 2,070

July 9

6am 3.78 2,020 

12H 5.62 1,820

6pm 5.43 1,670

12M 5.50 1,520

July 10 

6am 3.20 1,420

12H 3.12 1,330

6pm 3.07 1,280

12M 5.02 1,240

July 11 

12H 2.93 1,200

July 12

12H 2.93 1,200

July 15 

12N 2.72 996

July 14 

12H 2.66 948

July 15 

12N 2.60 900
MAJOR TEXAS FLOODS OP 1936

Ouadalupe River above Comal River at New Braunfels, Tex.

Location.- Lat. 29°42'55, long. 980 6'40n , at New Braunfels, Comal County, 1.1 miles 

above Comal River. Zero of gage ia 586.56 feet above mean sea level.

Drainage area.- 1,666 square miles.

Page-height record..- Water-stage recorder graph. Gage heights used to half tenths between5.7 and 4.9 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 105,000 secondfeet.

Maxima.- 1956: For June-July, discharge, 55,400 second-feet 6 a.m. July 1 (gage height, 

20.66 feet). For year, 52,800 second-feet 7 p.m. Sept. 28 (gage height. 24.85 feet). 

1928-55: Discharge, 101,000 second-feet 5:45 p.m. June 15, 1935 (gage height, 

52.95 feet).

1869-1927: Stage, about 58 feet in 1869 and December 1915.

Remarks.- Small diversions and regulation upstream affect low flow only.

Mean discharge, in second-feet, 1956

Day

June 29 

50 

July 1 

2 

5 

4 

5 

6

Second-feet

275 

8,590 

25,500 

4,410 

3,070 

2,200 

2,540 

1,760

Day

July 7 

8 

9 

10 

11 

12 

13 

14

Second-feet

1,500 

1,550 

1,440 

1,160 

1,040 

949 

903 

859

Day

July 15 

16 

17 

18 

19 

20 

21 

22

Second-feet

816 

773 

2,170 

1,400 

938 

784 

713 

695

Comal River at New Braunfels, Tex.

Looatlon.- Lat. 29°42'5n , long. 98°7 I 10n , 200 feet upstream from San Antonio Street 

viaduct in New Braunfels, Comal County, and 1.1 miles above confluence with 

Quadalupe River. Zero of gage is 582.61 feet above mean sea level.

Page-height record.- Water-stage recorder graph. Gage heights used to half tenths 

between 5.7 and 5.4 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 1,200 secondfeet.

Maxima.- 1936J For June-July, stage, 18.54 feet 8 p.m. June 30, affected by backwater from Guadalupe River (discharge not determined). For year, stage, 20.6 feet 

7:50 p.m. Sept, 28, from flood marks, affected by backwater from Guadalupe River 

(discharge not determined).

1927-55: Stage, 50.71 feet June 15, 1935, from flo.od marks, affected by 

backwater from Guadalupe River (discharge not determined).

1915-26: Stage, 35.4 feet in December 1913 (affected by backwater from 

Guadalupe River (discharge not determined).

Remarks.- Flow partly regulated by steam power plant half a mile above station.

Mean discharge, in second-feet, 1956

Day

June 29 

30 

July 1 

2 

3 

4 

5 

6

Second-feet

594 

912 

499 

419 

598 

594 

580 

569

Day

July 7 

8 

9 

10 

11 

12 

15 

14

Second-feet

565 

565 

569 

558 

554 

590 

565 

558

Day

July 15 

16 

17 

18 

19 

20 

21 

22

Second-feet

558 

558 

565 

558 

558 

565 

565 

358
STAGES AND DISCHARGES 4 

Blanco River at Wimberley, Tex.

Location.- Lat. 29°59', long. 98°4', 800 feet below mouth of Cypress Creek and. a quarter of a mile south of Wimberly, Hays County.

Drainage area.- 378 square miles.

&age-height record.- Water-stage recorder graph. Gage heights used to half tenths between 2.9 and 4.6 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 6,500 seoondfeet; extended to peak discharge on basis of two slope-area measurements.

Maxima.- 1936: Discharge, 25,300 second-feet 1 a.m. July 1 (gage height, 16.87 feet). 

1924-26, 1928-35: Discharge, 113,000 second-feet, by slope-area measurement, 

May 28, 1929 (gage height, 31.10 feet).

Remarks.- Ho diversions or regulation.

Mean discharge, in second-feet, 1936

Day Second-feet

June 29 62 

30 6,640 

July 1 4,740 

2 1,410 

3 766 

4 819 

5 852 

6 551

Day | Second-feet

July 7 493 

8 433 

9 423 

10 365 

11 333 

13 307 

13 294 

14 274

Day 1 Second-feet

July 15 258 

16 634 

17 547 

18 320 

19 274 

20 254 

21 239. 

22 228

Clbolo Creek near Palls City, Tex.

Location.- Lat. 29°!', long. 97°56', 200 feet downstream from Cestohowa Bridge, 6

miles above confluence with San Antonio River, and 6 miles northeast of Palls City,

Karnes County.

Drainage area.- 831 square miles. 

Gage-height record.- Water-stage recorder graph except July 1, 2, Aug. 15 to Sept. 30,

when it was determined from graph drawn from occasional gage readings. Gage

heights used to half tenths between 2.6 and 4.9 feet; hundredths below and tenths

above these limits. 

Stage-discharge relation.- Defined by current-meter measurements below 15,400 seoondfeet; extended above. 

Maxima.- 1936: Discharge, 16,200 second-feet 11:25 a.m. July 2 (gage height, 26.90

feet, observed at crest).

1931-35: Discharge, about 28,600 second-feet June 14, 1935 (gage height,

33.0 feet, from flood marks).

1913-30: Stage, about 38 feet in October 1913 (discharge not determined). 

Remarks.- Ho large diversions or regulation above station.

Mean discharge, in second-feet, 1936

Day

June 29 

30 

July 1 

2 

3 

4 

5 

6

Second-feet

32 

42 

5,680 

13,100 

1,980 

994 

1,220 

718

Day

July 7 

8 

9 

10 

11 

12 

13 

14

Second-feet

523 

839 

612 

240 

170 

139 

173 

172

Day

July 15 

16 

17 

18 

19 

20 

21 

22

Second-feet

165 

157 

89 

74 

66 

61 

57 

55
50 MAJOR TEXAS FLOODS OP 1936

Heches River near Roekland, Tex.

Location.- Lat. 31°1'45'1 , long. 94°23'5011 , half a mile above Texas & Hew Orleans Railroad bridge and 1 mile north of Rockland, Tyler County. Zero of gage Is 91.3 feet

above mean sea level. 

Drainage 'area.- 3,539 square miles. 

Page-height record.- Graph drawn from two or more dally staff-gage readings. Sage

heights used to half tenths between 0 and 1.2 feet} hundredths below and tenths

above these limits. 

Stage-ells charge relation.- Defined by current-meter measurements below 35,000 seeondfeetj extended to peak discharge. 

Maxima.- 1936: Discharge, 11,400 second-feet 12:10 p.m. July 5 (gage height, 19.7

feet, from graph based on staff gage readings).

1903-36: Discharge observed, 48,500 second-feet May 22, 1935 (gage height,

28.90 feet).

1884-1902: Stage, 34.9 feet in May 1884 (discharge not determined). 

Remarks.- Ho diversions or regulation.

Mean discharge, in second-feet, 1936

Day

June 29 

30 

July 1 

2 

3 

4 

5 

6

Second-feet

232 

232 

298 

1,570 

4,090 

8,460 

11,000 

10,800

Day

July t 

8 

9 

10 

11 

12 

13 

14

Second-feet

9,250 

7,870 

5,500 

4,290 

1,980 

1,590 

1,510 

1,510

Day

July 15 

16 

17 

18 

19 

20 

21 

22

Second-feet

1,510 

1,760 

1,810 

1,900 

1,720 

1,390 

1,150 

957

Heches River at Bvadale, Tex.

Location.- Lat. 30°21», long. 94°5', at highway bridge 200 feet upstream from Gulf,

Colorado & Santa Pe Railway bridge at Evadale, Jasper County. Zero of gage Is 8.3

feet above mean sea level. 

Drainage area.- 7,908 square miles. 

Sage-height record.- Graph drawn from two or more dally staff-gage readings. Gage

heights used to tenths throughout. 

Stage-discharge relation.- Defined by current-meter measurements below 72,000 secondfeetj extended logarithmically to peak discharge.

ima.- 1936: Discharge, 14,600 second-feet, 7 a.m. to 6 p.m. July 11 (gage height,

14.98 feet, observed at crest).

1923-35J Discharge, 83,800 second-feet June 1, 1929 (gage height, 22.2 feet,

observed at crest).

1884-1922: Discharge, 175,000 second-feet in May 1884 (gage height, 26.2

feet). 

Remarks.- Ho diversions or regulation.

Mean discharge, in second-feet, 1936

Day

June 29 

30 

July 1 

2 

3 

4 

5 

6

Second-feet

713 

686 

686 

826 

1,870 

4,600 

7,050 

8,390

Day

July 7 

8 

9 

10 

11 

12 

13 

14

Second-feet

10,000 

11,800 

13,500 

15,100 

15,500 

15,100 

13,100 

9.290

Day

July 15 

16 

17 

18 

19 

20 

21 

22

Second-feet

6,490 

5,410 

4,990 

4,710 

4,540 

4,290 

4,050 

3,530
STAGES ADD DISCHARGES 51

jo spxrestion^
52 MAJOR TEXAS FLOODS OP 1936

THE SEPTEMBER FLOODS

During the last half of September torrential rains fell in almost 

every section of Texas, causing unusually large floods on many streams. 

Two lives were lost, and damages to property by these floods are estimated as about $6,000,000, according to reports of the local press. The 

most damage occurred at San Angelo, on the Concho River, a tributary of 

the Colorado River, where about 300 buildings were washed away and damage 

to property of about $2,000,000 was reported by county and city officials.

Maximum previously known stages were exceeded at several places in 

the Trinity, Brazos, and Colorado River Basins. The greatest floods occurred in the Colorado River Basin, principally in the Concho, San Saba, 

and Llano River drainage areas. In the Trinity River Basin only a small 

area near Kaufman experienced unusual flood conditions. The floods in 

the Brazos River Basin were confined to an area around Wacoj several 

small streams Immediately above Waco and the Brazos River at Waco had 

record-breaking stages.

In the Nueces River Basin floods occurred on September 16 on the 

Nueces River at Laguna and on the Frio River at Concan. Stages were unusually high, but the corresponding discharges were only about 60 percent 

as great as occurred in June 1935. Peak stages receded rapidly, and the 

total quantity of water passing the river-measurement stations was small.

There were floods but not of record-breaking size on streams in other river basins. The United States Weather Bureau reports* that flood 

stages were exceeded in September on the Sulphur River, in the Red River 

Basin, at Ringo Crossing from the 28th to 30thj on the Guadalupe River 

at Gonzales on the 18th to 19th and at Victoria from the 20th to 23dj on 

the Nueces River at Cotulla from the 16th to 24thj on the Rio .Grande at 

Del Rio and Eagle Pass on the 28th and at Brownsville from the 17th to 

19th, 21st to 23d, and from the 30th to October 5th.

Trinity River Basin

In the Trinity River Basin rainfall was generally light until after 

September 25, except that during the period September 19 to 24 a rain 

with a maximum depth of 7.65 inches occurred over a small area around

* Climatological data, Texas section, September 1936, p. 72; Ootober 1936, p. 80.
THE SEPTEMBER FLOODS 53

Weatherford, In the upper part of the drainage basin of the Clear Pork of 

Trinity River, which, however, caused no flood of consequence. The center of the most Intense rain after September 25 was near Kaufman, within 

a small area drained principally by Cedar Creek, where over 15 Inches 

fell from the 25th to the 28th» Stages on the Trinity River were not especially high, and, with the exception of a slope-area determination of 

discharge on Cedar Creek near Trinidad, no supplementary flood records 

were collected in the basin,,

Records of the flow at the gaging stations on the Trinity River at 

Dallas and near Oakwood, which are situated above and below the mouth of 

Cedar Creek, respectively, are Included In this report. Prom these records the run-off from the area receiving the excessive rainfall can be 

computed.

Brazos River Basin

During the period September 13 to 18 moderate rains, amounting to 

about 8.5 Inches at Graham, fell over the upper part of the Brazos River 

Basin. Medium stages occurred on the upper and middle parts of the river, but there was no flood of consequence.

Prom September 19 to 24 rains fell over a wide area of the Staked 

Plains In the extreme upper part of the Brazos River Basin. The maximum 

rainfall measured was 9.39 Inches at Tahoka; there was 8.32 inches at 

Lubbock. Prom this area, lying above the Cap Rock, the run-off Is small 

and Is generally produced by the rain that falls In the immediate area 

of the narrow canyons through which the few streams flow. Heavy rains 

outside these narrow river valleys seldom, If ever, produce floods. Two 

slope-area determinations of discharge made in this area showed that the 

heavy rains during this period did not cause high discharges. One determination of discharge was made of White River, or Blanco Canyon, about 

7 miles south of Ploydada. The rainfall over this area in a period of 

less than 3 days was between 5 and 6 Inches. Higher stages are known to 

have occurred In the past at this point on White River. The other determination of discharge was made on the Double Mountain Pork of the Brazos 

River (known also as Yellowhouse Canyon), at a reach about 5 miles northeast of Slaton. The rainfall over the drainage area above this point was 

about 8 Inches. Much of the peak flow of this stream is reported to have 

come from storm sewers In the city of Lubbock. No higher stage is known 

to have occurred at this point in the last 45 years.
54 MAJOR TEXAS FLOODS OF 1936

^*7 N -> v 7 < \ \

10 20 30 40 MILES

Figure 12. Isohyetal map of part of the Brazos River Basin above Waco

and of the Little River Basin above Cameron, showing total rainfall,

in inches, observed September 25-28, 1936.
THE SEPTEMBER FLOODS 55

A heavy rain, amounting to over 15 Inches at Hillsboro and ranging 

from that amount down to about 6 Inches, fell over a relatively small 

area of the Brazos River Basin above Waco from September 25 to 28. Figure 12 Is an isohyetal map of the area on the Brazos River above Waco 

and on the Little River above Cameron, showing the excessive rainfall, 

for this period that caused the high peak stages on several small streams 

In the region. More moderate rainfall caused moderate stages and discharges on the river above this place, as shown by the slope-area determination of discharge of the Brazos River near Whitney. Slope-area 

determinations of discharge were made of several small tributaries entering the Brazos River above Waco and below Whitney, on which the stages 

were the highest known. The flow of the Bosque River over Lake Waco Dam 

was computed for the period September 26 to 29 from data obtained from 

the engineering department of the city of Waco. The results of the determinations of maximum discharges on various streams are given in table 9.

The Brazos River reached the highest stage of record at Waco, but 

below Waco the stages were generally much less than those previously recorded. A considerable portion of the eastern part of Waco was Inundated, causing considerable damage to business houses, Industrial plants, 

and residences. Plate 4 (p. 17) shows air views of the flood on the 

Brazos River below Waco.

The progress of the flood down the river Is shown by the hydrographg 

of discharge past river-measurement stations In figure 23. The Inflow 

from tributaries on which gaging stations are maintained Is shown In figure 24 by hydrographs of discharge past these stations.

Table 6 shows the flood crest stages as determined at points on the 

Brazos River from one near Kopperl, about 65 miles above Waco, to Richmond, 328 miles below Waco.

Table 6. 'Flood crest stages along the Brazos River, 1936

River distance 

from mouth 

(miles)

489.5

480.5

470

464

A.A.'?

A1^

429

425

418

415

Place of determination

Nela Siding. ...............

Waco, U. S. Geological SurTime of crest

o aT.4- nrj

Qo-n-H O*7

Qo-n-H C»7

Sept 27

Sent. 27

Altitude above 

mean sea level 

(feet)

512.0

492.3

471.8

 s-Afil A.

4.PO o

4.1 $> A.

405.9

397.9

385.5

380.5

* Altitude from Corps of Engineers, United States Army, Mineral 

Wells, Tex.
56 MAJOR TEXAS FLOODS OP 1936

Table 6. Flood creat stages- along the Brazoa River, 1936 Continued

River distance 

from mouth 

(mile a)

396

386

375

366.5

349

^AP

335.5

331.5

308 

303

OQR

253

97

Place of determination

Wildcat Bridge .............

Valley Junction, U. S.

Stone City 

Bryan, U. S. Geological

Washington, U. S. Weather

Richmond, U. S. Geological

Time of crest

Altitude above 

mean aea level 

(feet)

356.8

347.0

326.1

314.5

289.5

279.5

*274

267.5

*239.5 

234.2

*227

181.2

73.0

* Altitude from Corps of Engineers, United States Army, Mineral 

Wella, Tex.

Colorado River Baain

Colorado River flood

The upper Colorado River Baain waa aubjected to intense raina, amounting to 30 inches in some places, during the laat half of September. The 

raina fell moatly west of the Colorado River, producing extremely high 

atages in the Concho, San Saba, and Llano River Baains. Maximum flooda 

on the Concho and upper Colorado Rivers on September 17 reached their junction at about the same time and caused the higheat atagea known on the 

Colorado River for aome distance below the mouth of the Concho.

The following accounta of the flood in the Colorado River have been 

taken from the San Angelo newapapera:

Morning Times, September 19: Rockwood, Coleman County, Sept. 18. 

Hundreda of farmera and their familiea were fleeing from the Colorado 

River bottoma near here tonight as the river reached a flood atage of 70 

feet, 17 feet higher than ever known. The ateel highway bridge at Stacy 

and the one here went out thia afternoon under the hammering of heavy 

debria pounded againat them by the turbulent flood. The Colorado, already on a riae from recent heavy raina upatream, reached ita higheat 

atage thia afternoon under the impetua of flood waters poured into it 

at Leady, north of here, from the Concho River.* * * Farm homea along a 

50-mile stretch of the Colorado River through Coleman County and McCulloch 

County, on the south aide of the atream, were abandoned. Flood atage here 

is 35 feet. The previous high-water mark here waa aet in 1906, when the 

river reached 55.5, long-time reaidenta aaid.

Standard-Timea, September 20: Brownwood, Sept. 19. The treacherous 

flood watera of the Colorado River late today claimed their aecond victim 

when a farmer waa drowned while attempting to aave hia liveatock.* * * 

The angry river waa 2 milea wide at Indian Creek community, in Brown 

County, waahing away a number of homea and barna. The flood atage climbed 

to 72 feet where the Brownwood-Brady highway bridge croaaea the Colorado. 

Thia mark ia 14 feet higher than any ever recorded before. Gradual recession of the high water aouth of Coleman waa reported aa the creat of 

the torrent raged through a vaat farming region. At Coleman the Colorado
THE SEPTEMBER FLOODS 57

River rose to the highest flood stage on record; lives and property were 

menaced in its wild sweep through several hundred miles of the richest 

farming country in Texas. Hundreds of farm families in the inundated 

river bottoms fled for their lives and only the daring work of boatmen 

saved some from death in the muddy current, which spread widely over 

thousands of acres of fertile land.

Evening Standard, September 21: San Saba, Sept. 21. The rampaging 

Colorado River reached a stage today of 62 feet 2 feet higher than ever 

before as its destructive waters spread widely over the San Saba-Lometa 

bridge area. Apparently the flood crest had reached the bridge, for it 

held stationary at 62 feet. The water was raging 2 feet below the bridge 

flooring, and all houses in the vicinity were under water.

Table 7 gives flood-crest stages at points along the Colorado River 

from Ballinger to Austin. From Kingsland, at the mouth of the Llano 

River, to Austin, the crests of the flood from the upper Colorado River 

were lower than those reached by later floods coming from the Llano River.

Table 7. Flood crest stages along the Colorado River, 1936

River distance 

above mouth 

(miles)

637.5

610

603 

599

585 

566 

555.5

538.5

535

514.5

506.5

496

477 

451

449

433.5 

405

395

382.5

373 

355.5

317.5

288.5 

263.5

Place of determination

Ballinger, U. S. GeologiLeaday, 1^- miles south.... 

Leaday, 2: 3/4 miles southStacy, 2 miles northeast.. 

Waldrip, ij miles north...

Winchell. . ................

Milburn, former U. S. Geological Survey gage

Whittet crossing, J- mile

San Saba-Goldthwaite 

bridge, 1 mile below... 

Chadwick, railroad bridge

San Saba, U. S. Geological

Bend, 1^- miles upstream... 

Tow, former U. S. Geological Survey gage near...

Kingsland, railroad bridge 

Marble Falls, U. S. WeathMud, U. S. Weather Bureau 

gaget........ ..........

Marshall Ford Dam site**.. 

Austin, U. S. Geological

Time of crest

Sept. 18

Sept. 18 

Sept. 18

Sept. 20

Sept. 21 

Sept. 21

Oft-r.4- QQ

Sept. 22

Sept. 22 

Sept. 22

Qa-rfl- QQ

Sept. 22 

Sept. 23

Altitude above 

mean sea level 

(feet)

1,622.5

1,518.0 

1,504.1

1,458.9 

1,402.8 

1,383.5

1,327.7

1,314.9

1,280.4

1 262 1

1,241.7

1,197.7 

1,156.5

1,152.9

1,102.6

985.8 

953.2

857.7

822.3 

»733.0

600.6

520.7 

446.3

» Approximate altitude.

t Information from Houston & Texas Central Railroad. 

 a-* Information from U. S. Bureau of Reclamation.

Most of the damage done by the Colorado River was in the section between Ballinger and Kingsland; several bridges were destroyed, pecan trees
58 MAJOR TEXAS FLOODS OF 1936

washed down, livestock drowned, farm houses flooded, and fields swept 

clean. Plate 5, A shows the wreckage of the railroad bridge across the 

Colorado River at Wlnchell.

Below the mouth of the Llano River the stages reached on the Colorado 

River during the floods of 1936 were much lower than the stages In the 

notable floods of 1935. Hydrographs of discharges at river-measurement 

stations on the Concho and Colorado Rivers In figures 25 and 26 show the 

progress of the floods down the Concho and Colorado Rivers. Hydrographs 

of discharge at river-measurement stations on tributaries of the Colorado 

River are shown In figure 27.

Slope-area determinations were made of the discharges of the Colorado River near Stacy and near San Saba. At Balllnger and stations below 

It, except at the station near San Saba, the peak discharges were determined from rating curves based on current-meter measurements of discharge. 

The maximum discharges at various additional stations are shown In table 9.

A rain of 6 to 10 Inches fell over a relatively small area from Marble Palls west on September 14 and 15 and caused Sandy and Walnut Creeks, 

draining areas of 344 and 24 square miles respectively, to reach the highest stages known. Again on September 25 and 26 a rain of 6 to 10 Inches 

fell over a small area between Marble Palls and Burnet, causing Hamilton 

Creek, with a drainage area of 67 square miles, to rise higher than at any 

other time since 1884. The peak discharges of these creeks were determined by the slope-area method. The results of such determinations are 

given in table 9.

Concho River flood

The main Concho River begins at the eastern edge of the city of San 

Angelo at the confluence of the South Concho and North Concho Rivers. 

The drainage area above the river-measurement station just below the confluence is 4,217 square miles, not including noneontributing area, and 

lies in a fan shape to the south, west, and north of San Angelo. The 

South Concho River, not including the Middle Concho River, drains an area 

of about 1,250 square miles south of San Angeloj the Middle Concho River, 

which is tributary to the South Concho River, drains an area of about 

1,150 square miles we&t of San Angeloj the North Concho River drains about 

1,680 square miles northwest and north of San Angelo.

Rains exceeding 30 inches in some places fell during September over 

a large part of the Concho River drainage basin. Three separate flood
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 816 PLATE 5

A. COLORADu RIVER AT WINCHELL. 

Railroad bridge destroyed by flood of September 19, 1936.

B. RAILROAD BRIDGE INEAR MILES.

Bridge over small creek between Sail Angelo and Ballinger damaged by flood of September 17, 1936.
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 816 PLATE 6

A. T.ONCHO RIVER NEAR PAINT HOCK.

Railroad bridge destroyed by flood of September 17, 1936. Pile of rock in background marks end of 

embankment. Stumps of piles sheared off near ground may be seen between pier on left bank and 

end of embankment. Recording gage was attached to downstream, or bottom, side of overturned 

pier.

B. NORTH CONCHO RIVER AT SAN ANGELO. 

Abe Street Bridge damaged by flood of September 17, 1936.
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 816 PLATE 7

A. LOOKING WEST AT BEAUREGARD STREET TOWARD BRIDGE OVER NORTH CONCHO

RIVER.

B. LOOKING EAST ON CONCHO STREET. 

Showing fire station and other buildings partly submerged.

NORTH CONCHO RIVER AT SAN ANGELO AT AROUT PE\K OF FLOOD 

OF SEPTEMRER 17, 1936.
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 816 PLATE 8

A. LOOKING SOUTH ON CHADBOURNE STREET.

B. LOOKING SOUTH AGROSS OAKES STREET BRIDGE.

The South Concho River is shown in background.

NORTH CONCHO RIVER AT SAN ANGELO AT VBOUT PEAK OF FLOOD 

OF SEPTEMBER 17, 1936.
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 816 PLATE 9

A. LEFT END OF OAKES STREET BRIDGE AFTER FLOOD HAD RECEDED. 

Courtesy of Associated Press and San Angelo Standard-Times.

B. STREET AND BUILDINGS NEAR LEFT END OF OAKES STREET BRIDGE.

DAMAGE AT SAN ANGELO CAUSED BY FLOOD OF SEPTEMBER 17, 1936, 

ON NORTH CONCHO RIVER.
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 816 PLATE 10

A. NORTH CONCHO RIVER AT SAN ANGELO. 

Looking upstream from railroad bridge at about peak of flood of September 17, 1936.

B. FLOOD OF AUGUST 1906 AT BALLINGER.

Looking west from top of Runnels County Courthouse. Town flooded by Colorado River and Elm 

Creek. Main channel of Colorado River is shown in the background. Courtesy of C. A. Doose.
THE SEPTEMBER FLOODS 59

peaks occurred on the main Concho River, on September 15, 17, and 26, the 

peak on September 17 being the highest. Previous flood stages on the 

South, Middle, and main Concho Rivers near San Angelo have slightly exceeded those reached in September 1936, but on the North Concho and other smaller streams the stages reached in September 1936 were higher than 

known before.

The city of San Angelo suffered greater damage than any other place 

in the State. On September 17 the discharge of the South Concho River 

reached a maximum of 111,000 second-feet and caused stages which backed 

water up the North Concho River to the center of the city. Just as this 

water began to recede, the flood from the North Concho River with a peak 

discharge of 184,000 second-feet, reached the city. The river channel 

was inadequate for this enormous quantity of water and the river broke 

over its banks, flooding large areas of the residential and business sections of the city.

The story of the flood as taken from newspapers is given below:

San Angelo Morning Times, September 18: An insane burst of brown 

waters wrapped round the dust of a prolonged drought leaped the channels 

of the Concho rivers here yesterday, hurled to destruction an approximate 

of 300 houses in all parts of town and left an uninsured flood damage of 

about $1,500,000, the worst water damage in the history of this 68-yearold city. It is the major catastrophe of all time for San Angelo. More 

than 100 persons were rescued from drowning on the streets or from flooded houses, while many hundred more were removed under conditions less 

dangerous. There was an estimated 300 homeless families last night, who 

were sleeping in the schoolhouses and in other public buildings, in stores, 

while hotels were filled. Numerous buildings not destroyed were flooded 

and filled with silt. The North Concho River, chief trouble maker of the 

day, charged drunkenly into the negro and Mexican section, threw houses 

and shacks against the Sixth Street Bridge now under construction, spread 

wanton piles of other wrecked houses here and there. Then it moved into 

the elite residential district, climbed a 40-foot cliff to run a stream 

knee-deep in the home of Preston Northrup. It tore the C. R. Hallmark 

home from its foundations, raced it over the Santa Pe Golf Course, and 

cracked it into matchwood at the submerged Millspaugh Bridge. The Casino, 

place of song and dance, was leaned against the Murphy Bridge over West 

Beauregard, the east end of this bridge being in part washed away.

San Angelo Evening Standard, September 18t The enraged stream of 

yesterday had taken all that 25-inch cloudbursts could give and swirled 

unrelentlessly against low-lying houses to run up a toll estimated all 

the way from 200 to 300. Sometimes the shell-like framework broke as 

it tumbled into the waters; more often one of three bridges in the heart 

of the city cracked up the structures. Today Santa Pe Park, residential 

and business districts bore the marks of rushing waters, which left silt, 

splinters, animal carcasses and the odds and ends of civilization scattered profusely. House-cleaning days had come to town for owners of 700 

residences and business buildings here. Renewing of wood work, refurbishing of furniture and rugs, cleaning of clothes that could be salvaged these provided labor for hundreds, for loss to some was gain to 

others. Perhaps the most dramatic episode of the flood in downtown San 

Angelo was the evacuation of approximately 75 persons from the Naylor 

Hotel, at Chadbourne and Concho, at midafternoon. A crowd of at least 

1,000 persons witnessed the rescues. The water flowed 6 feet deep through 

the lobby of the hotel, which stands on the site of the old Landon Hotel, 

destroyed by fire. The 1906 flood had brought the water up to within 2 

feet of the old Landon.
60 MAJOR TEXAS FLOODS OP 1936

San Angelo Morning Times, September 19: Free from the clutches of 

angry flood waters that curled around the heart of the city Thursday, San 

Angelo today, water-raked, debris-covered, and scarred along the Concho 

front, looks to rehabilitation after the greatest flood in its history 

had subsided, laaving hundreds destitute and property losses at $2,000,- 

000. Dried mud caked on the floors of countless homes, the countryside 

was strewn with carcasses of drowned sheep and goats, communications were 

disrupted, and public services in many parts of town were barely functioning, but the city's 26,000 inhabitants met the disaster fortunately without loss of life.* * * The Red Cross organized to feed refugees from soup 

kitchens set up in two churches. More than 300 destitute persons were 

taken care of Friday. Highway traffic was resumed Friday afternoon over 

badly washed roads, and the first mail in 2 days was sent out. The washing out of the railroad bridge and shifting of another in flood waters 

blocked rail transportation, but it was considered possible repair crews 

might open a rail line early today.* * * Besides the damage to hundreds 

of homes, business establishments suffered untold losses as murky waters 

rolled into basements and ground floors, ruining stocks, fixtures, and 

buildings. Several expensive bridges were hard hit, streets were piled 

with debris,, shrubbery and trees were uprooted, and paving was undermined. 

Special guards patrolled the streets to prevent looting of smashed residences. Thieves were caught lurking in the ruins last night, and police, 

hastily deputizing dozens of special officers, put a quick stop to the 

forays. Many citizens, armed with guns, kept watch over the remains of 

their property.

San Angelo Standard-Times, September 20: The relief picture in San 

Angelo presented a degree of orderliness for the first time Saturday as 

the total number aided climbed to approximately 1,500 persons.

Fort Worth Star Telegram, September 27: San Angelo, Sept. 26. This 

central western Texas city, recovering from a $5,000,000 flood last week, 

braced Saturday against possible new high water danger. Fed by 3-inch 

rains over its watershed, the North Concho River developed a 30-foot crest 

near Water Valley, 10 miles northwest of here. The Middle Concho, reported by observers near Mertzon at the highest level in its history, 

created an additional hazard.

San Angelo Standard-Times, September 27: The two Concho Rivers, 

which run through San Angelo, achieving a parallel to the lightning which 

struck twice in the same place, raced through this city again Saturday 

at record heights for the second time in 9 days. The South Concho, carrying more water into San Angelo in a fortnight than it produces ordinarily 

in a year, was one up on the North Concho, for on Tuesday, Sept. 15, it 

sent northward the flood which touched off the three-round battle of the 

waters. But fortunately, as in the first two instances, the high waters 

from the two streams did not reach their Junction at the eastern city 

limits here simultaneously, and damage Saturday was calculated in the 

thousands of dollars where it had been listed as high as $5,000,000 in 

the major catastrophe of Thursday, Sept. 17.* * * Early this morning the 

North Concho had dropped about 9 feet from its peak Saturday afternoon at 

4 o'clock of about 38 feet at the Chadbourne Street Viaduct. Seven persons were marooned at the 12-mile bridge on the Middle Concho at 12:30 

this morning, while the river on the biggest rise in its recorded history 

rose and fell, only to rise again. The seven persons were caught when 

the waters rushed out down the stream about 8 o'clock yesterday morning. 

From that time on they never had a chance to escape. Between them and 

safety on each side were one-quarter of a mile of water, swift, often 15 

feet deep, while it was not known whether the full crest of the flood 

from the Centralia Draw country had been reached.

The altitude of the flood crest on the Concho River was determined 

at several places as shown in table 8.
THE SEPTEMBER FLOODS 61

Table 8. Flood crest stages along the Concho River, 1936

River 

distance 

(miles)

57.0

51.7

19.5

4.5

0

Place of determination

San Angelo, TJ. S. Geological

Paint Rock, U. S. Geological

Winkler ford. ................

Time 

of crest

Sept. 17

Sept. 17, 9pm

Altitude above 

mean sea level 

(feet)

I,823e4

1,792.5

1,628.0

1,549

The drainage area between San Angelo and Paint Rock received a very 

heavy rain, which tended not only to sustain the flood discharge but probably increased it somewhat between these two places. The highest stage 

known on the Concho River at Paint Rock occurred on September 17, 1936.

Plate 5, B,is a view of a railroad trestle across a small creek between San Angelo and Ballinger showing damage done by flood of September 

17, 1936. Plate 6, A,is a view of part of the remains of a plate-girder 

railroad bridge over the Concho River near Paint Rock, destroyed by the 

flood of September 17. A recording-gage structure is attached to the 

downstream or bottom side of the bridge pier shown in horizontal position 

on the bed of the stream.

The recording-gage installations on the Concho River near San Angelo 

and near Paint Rock and on the North Concho River near Carlsbad were destroyed by the flood.

At regular river-measurement stations and at many miscellaneous stations where there were extremely high stages, the peak discharge was 

determined by the slope-area or other methods. The result of the determinations of maximum discharges at various places are given in table 9.

Hydrographs of discharge at river-measurement stations on the Concho 

River and its tributaries are shown in figures 28 and 29. Plates 6, B,to 

10, A,are views of the flood in San Angelo.

San Saba River flood

The floods in the San Saba River Basin were more severe than had 

been known before, or were extremely high, on the upper part of the main 

and on tributaries near the headwaters. In the vicinity of Port McKavett, 

where the San Saba River drains an area of 688 square miles, over 10 

inches of rain fell from September 13 to 16, and on the head of Terrett 

Draw, about 10 miles south of Fort McKavett, between 21 and 25 inches of 

rain fell from noon September 15 to noon September 16, causing very high
62 MAJOR TEXAS FLOODS OP 1936

stages In all streams of that region. At Menard and San Saba the river 

was slightly lower than In 1899.

Discharge determinations were made by the slope-area method at several reaches on tributaries In the upper part of the basin, on the San Saba 

River near Port McKavett, and at the river-measurement station at Menard. 

The discharge at the river-measurement station at San Saba was determined 

from an extension of the rating curve as defined by current-meter measurements. The results of the determinations of maximum discharges are given 

In table 9.

Llano River flood

A very heavy rain of 8 to 30 Inches, with a concentration of 14 

Inches In about 2^ hours at one place, occurred In the North Llano River 

Basin from September 13 to 16. The North Llano River, having a drainage 

area of 914 square miles at the river-measurement station near Junction, 

experienced the highest stage known. The rainfall centered below Roosevelt and caused small streams in that region to reach the maximum stages 

of record. The South Llano and Llano Rivers had stages considerably below those of 1935.

The maximum discharges of the North Llano River near Roosevelt and. 

at the river-measurement station near Junction and of West Copperas and 

Copperas Creeks near Roosevelt and Bear Creek near Junction were determined by the slope-area method. The results of the determinations are 

given in table 9.

At the river-measurement station on the North Llano River near Junction the recording-gage Installation was destroyed. A gage-height record 

was obtained, but the rating curve for this station Is too poorly defined 

to use in computing discharges.

The maximum discharges at the river-measurement stations on the Llano 

River near Junction and near Gastell were determined by the slope-area 

method and were used to check the rating curves at these stations. The 

total flow for the flood period was computed at these stations.

Discussion of precipitation

All rainfall records for the September storms are given in table 4. 

In addition to records of rainfall obtained by the United States Weather 

Bureau, records were obtained at 134 other stations, most of which are in 

the Colorado River Basin. At 62 stations systematic written records of
THE SEPTEMBER FLOODS 63

the dally amount of rainfall are kept, which are accurate and reliable 

and which have been listed under the heading "Supplementary" In table 4. 

The data for 72 stations, listed In table 4 under the heading "Miscellaneous", were generally measurements or estimates of the total rainfall 

for the period of rain at places at which no systematic records are kept t

26°

Figure 13. Isohyetal map of Texas showing total rainfall, In inches, 

observed September 13-14, 1936.

To show the amount and distribution of the rainfall over the State, 

Isohyetal maps showing the total rainfall for the periods September 13 

to 14, 13 to 16, and 13 to 18 during the first storm, and for the periods 

September 25 to 26 and 25 to 28 during the second storm are presented in 

figures 13 to 17. The total rainfall for the period September 19 to 24 

is given in table 4. This rain did not produce excessive floods; an Isohyetal map is shown for this period as figure 18.
64 MAJOR TEXAS FLOODS OP 1936

Figure 19 is an isohyetal map showing in detail the rainfall over 

the Concho, San Saba, and Llano River Basins for the period September 13 

to 18, and figure 20 is an isohyetal map showing in detail the rainfall 

over the Concho River Basin for the period September 25 to 28.

A continuous record of the rainfall was obtained by a recording gage 

maintained by the United States Soil Conservation Service about 11 miles

26°

106

Figure 14. Isohyetal map of Texas showing total rainfall, in inches, 

observed September 13-16, 1936.

in an airline northwest of San Angelo. Figure 21 showing the record for 

the period September 14 to 18, and figure 22 for the period September 23 

to 26, indicate the intensity of the rainfall in the area near San Angelo 

that received the heaviest rain.

The following account of the September storms has been prepared by 

Mr. C. E. Norquest, senior meteorologist, United States Weather Bureau, 

Houston, Tex.:
THE SEPTEMBER FLOODS 65

An excellent index of the unusual character of the rainfall in Texas 

during September 1936 is afforded by the flood stages, some of which are 

without precedent, recorded on the principal rivers of the State. The 

Rio Grande, Nueces, Guadalupe, and Colorado were in flood for varying periods but mostly in the second decade of the month. However, a second 

sharp rise was experienced in these streams in the third decade, when 

flood stages were reached also in the upper and middle reaches of the

Figure 15. Isohyetal map of Texas showing total rainfall, in inches, 

observed September 13-18, 1936.

Brazos and Trinity Rivers. The fact that these great floods occurred at 

a season and under conditions not most favorable for a rapid rise in the 

rivers accentuates the unusual character of the September rains.

During August and the first decade of September Texas rainfall was 

generally and decidedly deficient. The deficiency was most pronounced 

in the western division. It was the season when drainage basins are covered by lush vegetation and when extensive areas are under cultivation 

conditions that tend to check run-off. In spite of these retarding influences the rivers rose rapidly and in places reached unprecedented 

stages. Such floods can be produced only by exceptionally heavy and prolonged rainfall over extensive areas.
66 MAJOR TEXAS FLOODS OP 1936

There were two well-defined storm periods. The first prevailed from 

the 13th to the 18th, inclusive, while the second obtained from the 25th 

to the 28th, inclusive.

The first aeries of the accompanying I'sohyetal charts shows the development and progress of the precipitation area attendant on the first 

storm from its beginning over the lower Rio Grande Valley and lower Texas 

coast on September 13th to its culmination on the 18th, by which time it

Figure 16. Isohyetal map of Texas showing total rainfall, in inches, 

observed September 25-26, 1936.

had overspread middle Texas. The next series of charts shows the development of the precipitation area accompanying the second storm, which began 

on the 25th over the headwaters of the Colorado and spread rapidly eastward and northward over the drainage basins of the Brazos and Trinity Rivers, culminating on the 28th.

Available weather maps show that an extensive low-pressure system was 

present off the west coast of Mexico and Central America from the first 

of the "month and that this development was accompanied by heavy rainfall 

over central and southern Mexico. During this period a vast body of tropical maritime air overlay the Gulf States and extended far up into the 

middle Mississippi Valley.
THE SEPTEMBER FLOODS 67

The morning map of September 13 shows a well-developed storm center 

off the lower Texas coast. This storm moved inland* north of Brownsville, 

attended by heavy rains in the lower Rio Grande Valley and on the lower 

Texas coast. The slow northwestward movement of this center of low pressure induced strong southeasterly winds over Texas. These in-blowing 

winds transported vast masses of air from the tropics. The far fetch of 

this warm air across the Caribbean Sea and the Gulf of Mexico had laden 

it, probably well-nigh to capacity, with moisture.

Figure 17. Isohyetal map of Texas showing total rainfall, in inches, 

observed September 25-28, 1936.

One of the most effective processes of condensation of atmospheric 

moisture is the raising of moisture-laden air over a barrier, such as a 

mountain range or such as that interposed by a mass of dense cold air 

a cold front. In this instance the effects of both types of barrier were 

in operation. Great rivers of tropical maritime air were flowing up 

country, from sea level to an elevation of 2,000 feet over the Edwards 

Plateau section, and also against the barrier interposed by a cold front 

that from the 13th to the 15th was practically stationary over eastern 

New Mexico and from the 16th to the 18th advanced slowly across the northern portion of the State, finally moving out of the Texas picture on the 

19th. During the slow advance of the cold front the flow of broad, deep
MAJOR TEXAS ELOODS OP 1936

streams of tropical air continued, transporting vast quantities of moisture, which was released as excessive rainfall over extensive areas as 

the air masses moved up country and up the cold-front barrier. With the 

passage of this cold front the rain ceased.

36°-

102°

Figure 18. Isohyetal map of Texas showing total rainfall, in inches, 

observed September 19-24, 1936.

Similar processes were in operation during the second storm period. 

Near the middle of the third decade the cold front of a vast mass of 

polar continental air entered the Texas Panhandle from the north. During 

its slow progress from the Panhandle to the Gulf coast this cold front 

interposed an effective barrier to the in-flowing masses of tropical maritime air, effectually depriving them of their load of moisture, which fell 

in excessive amounts over much of east Texas.

The second storm was of shorter duration than the first, and the 

rainfall was generally not as intense} but as this rain fell on soil still 

soaked from the first storm the run-off was rapid and the rise of streams 

was quick.
THE SEPTEMBER FLOODS

Figure 19. Isohyetal map of the Conoho, San Satia, Llano, and parts of adjacent river 

basins, showing total rainfall, in inches, observed September 13-18, 1936.
70 MAJOR TEXAS FLOODS OF 1936

10 20 30 40 MILES

Figure 20. Isohyetal map of the Concho River Basin showing 

total rainfall, in inches, September 25-28, 1936.
THE SEPTEMBER FLOODS

\
Inches In rainfall Cumulative 

HOPVW SVX3I SdOOTi fLO 926T 
MAJOR TEXAS FLOODS OP 1936 73 

Stages and dlachargea

At river-measurement stations In the flood areas, except at the station on the North Llano River near Junction, the flow past the stations 

during the flood period has been computed. At various other places the 

peak discharge was determined, but insufficient data were obtained for 

determining the volume of flow during the entire flood period.

On the following pages there are given for each river-measurement 

station In the flood areas a station description, a table of daily discharges and total run-off for the flood period, and a table of gage 

heights and discharges at indicated times during the flood in sufficient 

detail for reasonably reliable delineation of the hydrograph. For further explanation of the data that are presented reference is made to the 

description pertinent to records of the July flood as presented on pages 

41 and 42.

Maximum discharges

The maximum discharges at the various points of determination are 

summarized in table 9. Drainage areas and maximum discharges per square 

mile of the streams above the points of determinations are also given in 

this table for the stations listed. The drainage areas were measured 

from such topographic maps as were available and from airplane pictures, 

soil maps, and county road maps. The small drainage area of Red Bank 

Creek near San Angelo was determined by a transit survey.
74 MAJOR TEXAS FLOODS OP 1936

Table 9.--Maximum discharge at various points during floods of September 1936

Stream

Trinity River Basin

Cedar Creek near Trinidad

Brazos River Basin

Double Mountain Pork of Brazos

River near Slaton

Brazos River near Whltney

White River near Ploydada

Chlldress Creek near China

Springs

Aqullla Creek near Gholson

Bosque River at Lake Waco Dam

Sevenmlle Draw at Ames

Sulphur Creek near Lampasas

Colorado River Basin

Colorado River near Stacy

Colorado River near Tow

Concho River Basin

Pecan Creek near San Angelo

North Concho River at San

Angelo

Grape Creek near Carlsbad

Grape Creek at railroad

bridge near Carlsbad

East Pork of Grape Creek

near Carlsbad

West Pork of Grape Creek

near Carlsbad

Dry Creek near San Angelo

Dry Creek at railroad bridge

near San Angelo

Red Bank Creek near San Angelo

San Saba River Basin

San Saba River near Port

McKavett

North Valley Prong of San Saba

River near Port .McKavett

Middle Valley Prong of San

Saba River near Port

McKavett

East Pork of Terrett Draw

near Port McKavett (d)

East Pork of Terrett Draw

near Port McKavett (e)

Terrett Draw near Port

McKavett

West Pork of Terrett Draw

near Port McKavett

Colston Draw near Port

McKavett

Llano River Basin

North Llano River at Roosevelt

West Pork of Copperas Creek

near Roosevelt

Copperas Creek near Roosevelt

Bear Creek near Junction

South Llano River below

Telegraph

Miscellaneous Basins

Sandy Creek near Marble Palls

Walnut Creek near Marble

Palls

Hamilton Creek near Marble

Palls

Nueces River Basin

West Nueces River near

Brackettvllle

Lat.

32°13'

33 27

31 51

33 52

31 43

31 44

31 34

31 31

31 4

31 31

30 52

31 19

31 27

31 38

31 34

31 39

31 40

31 40

31 33

31 41

30 52

30 51

30 50

30 41

30 43

30 50

30 45

30 47

30 30

30 33

30 31

30 32

30 21

30 34

30 32

30 38

29 44

Long.

96° 5'

101 33

97 19

101 19

97 20

97 12

97 12

97 47

98 8

99 40

98 27

100 27

100 26

100 34

100 34

100 34

100 35

100 29

100 32

100 26

100 1

100 8

100 8

100 11

100 10

100 7

100 10

100 7

100 3

100 3

100 0

99 50

99 54

98 28

98 27

98 14

100 24

Drainage 

area 

(sq. ml.)

910

(a)

16,940

(a)

79

372

1,660

2.4

112

11,660

19,320

81

1,675

53

79

32

17

14

48

.76

688

328

188

19

33

103

21

24

443

81

118

155

540

344

24

67

402

Maximum discharge

Time

Sept. 29

Sept. 21

Sept.28(b)

Sept. 21

Sept. 26 or

27 (c)

Sept.27,12N

Sept. 27, 1pm

Sept. 26,

10 : 30pm

Sept.27,12N

Sept. 18

Sept. 21

Sept. 15,

6: 30am

Sept. 17, 4pm

Sept. 17

Sept. 17

Sept. 17

Sept. 17

Sept. 17

Sept. 17

Sept. 17

Sept. 16

Sept. 16

Sept. 16

Sept. 16

Sept. 16

Sept. 16

Sept. 16

Sept. 16

Sept. 16

Sept. 16

Sept. 16

Sept. 16

Sept. 16

Sept. 15

Sept. 15

Sept. 26

Sept. 16

Sec. -ft.

35,400

1,070

63,000

875

47,000

84,500

96,000

5,140

30,400

356,000

202,000

30,500

184,000

31,800

45,600

23,500

14,200

24,600

19,200

2,490

50,700

38,800

20,900

12,100

18,700

35,800

5,880

10,000

22,600

50,400

98,900

31,300

87,600

41,500

13,600

29,100

32,500

Sec. -ft. 

per

sq. ml.

39.0

-

_

-

595

227

57.8

2,140

271

30.5

10.5

377

110

600

577

734

836

1,760

400

3,280

73.7

118

111

637

567

348

280

417

51.0

622

838

202

-

121

567

435

-

a Indeterminate.

b Peak early In morning.

c Peak during night.

d Above Coal Kiln Draw, 

e Below Coal Kiln Draw.
STAGES AHD DISCHARGES 75 

Brazos River near Glen Rose, Tex.

location.- lat. 320 15'40n , long. 97° 41'50", a quarter of a mile above Glen RoseCleburne highway bridge, 4 miles northeast of Glen Rose, Somervell County. Zero of 

gage is 566.66 feet above mean sea level.

Drainage area.- 24,840 square miles, of which about 9,240 square miles is probably noncontributing.

Gage-height record.- Water-stage recorder graph except Sept. 20 to 8 p.m. Sept. 26 and 

Oct. 1-20, when it was determined from graph drawn on basis of daily Weather Bureau 

gage readings. Gage heights used to half tenths between 2.7 and 4.5 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 67,400 secondfeet; extended to peak stage.

Maxima.- 1936S Discharge, 67,300 second-feet 9 p.m. Sept. 27 (gage height, 19.42 feet), 

1923-35! Discharge, 97,600 second-feet May 18, 1935 (gage height, 23.68 feet), 

by rating curve extended above 67,400 second-feet.

Maximum stage known, about 30.0 feet May 8 or 9, 1922 (discharge not determined) .

Remarks.- No diversions of consequence.

Mean discharge, in second-feet, and run-off, in acre-feet, 1936

Day

Sept.

16

17

18

19

20

21

22

23

24

Sec.ft.| Ac.ft.

1,240 2,460

13,400 26,580

40,500 80,330

23,700 47,010

13,200 26,180

9,850 19,540

7,550 14,980

8,550 16,960

13,000 25,790

Day

25

26

27

28

 29

30

Oct.

1

2

3

Sec.ft.

25,100

19,700

45,100

58,300

58,000

42,900

24,700

15,600

10,700

Ac.ft.

49,790

39,070

89,450

115,600

115,000

85,090

48, 990

30,940

21,220

Day | Sec.ft.

4 7,980

5 5,720

6 5,240

7 4,170

8 3,000

9 2,230

10 1,740

11 1,440

12 1,230

13 1.010

Run-off, in acre-feet, for period Sept. 16 to Oct. 20 . 

Ac.ft.

15,830

11,350

10,390

8,270

5,950

4,420

3,450

2,860

2,440

2.000

Day

14

15

16

17

18

19

20

Sec.ft. | Ac.ft.

851 1,690

740 1,470

719 1,430

648 1,290

610 1,210

572 1,130

536 1,060

Page height, in feet, and discharge, in second-feet, at indicated time, 1956

Time

lay! 

9 

3pm 

4 

6 

7 

8 

9 

11 

12M

2am 

4 

6 

7 

10 

1pm 

2 

3 

4 

6 

12

Sam 

6 

7 

8 

opm 

5 

9

6am 

12N 

6pm 

ISM

12N 

6pm 

12M

Feet Sec.ft.

September 16

0.53 33 

.60 52 

1.06 272 

2.49 1,940 

3.90 4,760 

4.61 6,440 

4.67 6,680 

3.53 3,840 

1.62 761 

1.50 638 

September 17

1.64 784 

3.68 4,170 

3.87 4,640 

3.86 4,640 

3.67 4,170 

3.49 3,840 

5.22 7,980 

6.77 12,400 

8.13 16,500 

11.08 27,700 

13.50 37,900 

September 18

14.20 41,000 

14.44 41,900 

14.47 42,400 

14.46 42,400 

14.14 40,600 

14.13 40,600 

13.76 Z&,20Q 

September 19

11.50 29,400 

9.60 21,800 

8.34 17,200 

7.70 15,200 

September 20 

77CO" 13,000 

6.70 12,100 

6.45 11,200

Time

12N 

6pm 

12M

12N 

12M

lam 

4 

7 

12K 

6pm 

12M

3am 

6 

10 

12K 

6pm 

12M

3am 

5 

8 

3pm 

12M

12N 

5pm 

6 

7 

8 

11 

12M

lam 

2

4 

6

Peet Sec.ft.

September 21

5.95 10,100 

5.70 9,280 

5.50 8,760 

September 22

5.00 7,460 

4.65 6,440 

September 23

4.70 6,680 

5.80 9,540 

6.30 10,900 

5.80 9,540 

5.00 7,460 

4.50 6,200 

September 24

4.40 5,960 

4.60 6,440 

5.60 9,020 

6.40 11,200 

8.80 19,000 

10.60 25,700 

September 25

11.25 28,100 

11.40 29,000 

11.15 28,100 

10.30 24,500 

9.00 19,700 

September 26

7.85 15,600 

7.40 14,300 

7.70 15,200 

9.10 20,000 

10.80 26,500 

13.20 36,600 

13.40 37,500 

September 27

IS. 48 

13.24 

11.97 

11.17

37,900 

36,600 

31,500 

28,100

Time | Peet Sec.ft.

8am 10.76 26,500 

9 10.73 26,100 

10 11.18 28,100 

12N 12.95 35,700 

3pm 17.13 54,600 

6 19.03 64,900 

8 19.38 67,300 

10 19.37 67,300 

September 28

Sam 17.64 57,200 

6 17.44 56,200 

7 17.34 55,700 

11 17.62 57,200 

3pm 17.73 57,700 

7 18.07 59,900 

12M 18.16 60,400 

September 29

9am 18.38 61,500 

11 18.16 60,400 

6pm 17.20 55,100 

12M 16.20 50,300 

September 30

6am 15.58 47,500 

12N 15.00 44,700 

6pm 13.67 38,800 

12M 11.92 31,100 

October 1 

6am 11.05 27,300 

121} 10.34 24,500 

6pm 9.62 21,800 

12M 8.94 19,300 

October 2 

6am 8.30 17,200 

12N 7.72 15,200 

6pm 7.29 14,000 

12M 6.97 13,000 

October 3 

6am 6.67 11,500 

12N 6.38 10,700

Time

6pm 

12M

12N 

12M

Sam 

6pm

6am 

12N 

12M

12N 

12N 

12N 

12N 

12N 

12N 

12N 

12N 

12N 

12N 

12N 

12N 

12N 

12N

Peet [ Sec.ft.

6.10 10,100 

5.82 9,280 

October 4

4.66 6*200 

October 5 

4.50 5,840 

4.44 5,720 

October 6 

4.37 5,480 

4.30 5,360 

4.07 4,760 

October 7 

3.79 4,170 

October 8

October 9 

October 10

2.56 1,720 

October 11

2.38 1,440 

October 12

2.23 1,230 

October 13

2.08 1,010 

October 14

1.97 851 

October 15

1.89 740 

October 16

1.87 719 

October 17

1.80 648 

October 18 

1.76 610 

October 19

1.72 572 

October 20

1.68 536

Note.- Discharge determined by shifting-control method Sept. 16, 17, Oct. .3-20.
76 MAJOR TEXAS FLOODS OP 1936

Brazos River at Waco, Tex.

Location.- Lat. 510 55'40", long. 97°7'45", at Washington Avenue Bridge in Waoo, 

McLennan County, 2^ miles below Bosque River. Zero of gage is 357.10 feet 

above mean sea level.

Drainage area.- 28,500 square miles, of which about 9,240 square miles is probably noncontributing; 1,661 square miles affected by 39,000 acre-feet of storage in Lake 

Waco on Bosque River.

Gage-height record.- Water-stage recorder graph. Gage heights used to half tenths between 8.5 and 10.7 feetj hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements.

Maxima.- 19568Discharge, 246,000 second-feet 9:30 p.m. Sept. 27 (gage height, 40.9

*1898-1935: Stage 39.7 feet Dec. 3, 1913 (levee on left bank broken, discharge not determined;.

1854-97J Discharge, 119,000 second-feet May 28, 1885 (gage height, 34.2 feet). 

Remarks.- Small diversions above affect low flow only.

Mean discharge, in seoond-feet, and run-off, in acre-feet, 1956

Day

Sept.

17

18

19

20

21

22

23

24

Seo.ft.

3,250

19,500

28,300

18,500

15,100

11,300

7,810

13,400

Ac.ft.

6,450

58,280

56,150

36,690

25,980

22,410

15,490

26,580

Day

25

26

27

28

29

30

Oct.

1

2

Sec. ft.

16,800

25,600

143,000

158,000

72,800

54,200

40,400

24,100

Ao.ft.

33,520

50,780

283,600

313,400

144,400

107,500

80,130

47,800

Day

3

4

5

6

7

8

9

10

11

Run-off, in acre-feet, for period Sept. 17 to Oct.

Sec. ft.

18,200

10,700

7,080

7,430

6,210

4,110

3,330

2,620

2,090

Ac.ft.

36,100

21,220

14,040

14,740

12,32Q

8,150

6,600

5,200.

4,150

Day |seo.ft.

12 3,600

13 1,650

14 1,500

15 1,400

16 1,300

17 1,170

18 1,040

19 2,670

20 888

Ac.ft.

7,140

3,270

2,980

2,780

2,580

2,320

2,060

5,300

1,760

442,000

Gage height, in feet, and discharge, in second-feet, at Indicated time, 1956

Time Feet Sec. ft.

September 17

lam 7.03 222 

12N 7.71 556 

1pm 9.15 1,700

2 10.98 4,030 

5 12.27 6,020 

6 12.40 6,180

8 13.45 8,000 

10 13.62 8,400 

September 18

lam 15.67 8,600 

4 15.94 9,000 

6 15.69 15,000 

9 17.71 18,500 

12N 19.04 22,500

3pm 19.21 22,900

7 20.13 25,800 

12M 20.32 26,600 

September 19

4am 20.75 28,300

10 20.91 28,600 

6pm 20.95 29,000

8 20.73 28,000 

September 20

Sam 19.38 23,600

12N 17.45 17,500 

3pm 16.88 16,000 

6 16.66 15,500

September 21

lam 16.61 16,000 

6 16.21 14,200 

6pm 15.27 12,000 

12M 14.92 11,100 

September 22

4am 14.96 11,500 

2pm 15.28 12,000

5 15.28 12,000 

7 14.99 11,500

10 14.42 10,000 

September 25

, Sam 14.34 9,830 

12H 13.24 7,600

10pm 12.80 6,860

11 12.88 7,040

September 24

lam 14.49 10,200

5 15.65 12,700

Time Feet | Sec.ft.

9am 15.89 13,400

12N 16.84 15,800 

2pm 16.86, 16,000

7 16.37 14,700 

9 15.17 11,800 

September 25

2am 13.88 9,000 

3 13.79 8,800 

4 14.25 9,620

7 16.24 14,200 

12H 17.72 18,300 

3pm 18.15 19,800 

7 18.74 21,400 

September 26

lam 18.98 22,500

2 19.79 24,900 

3 19.88 25,200 

5 19.83 24,900

10 19.65 24,200 

1pm 19.23 22,900

3 20.77 28,300 

5 21.30 50,200

8 20.43 26,900 

12M 19.29 23,300 

September 27

lam 20.55 27,600

3 24.98 45,200 

4 27.30 65,500 

5 29.50 66,200 

7 51.97 83,000

12H 56.65 141,000

5pm 38.71 187,000 

6 39.90 217,000

8 40.81 245,000 

9 40.91 246,000

10 40.75 243,000 

12M 40.37 252,000

September 28

Sam 59.81 215,000

6 38.77 189,000

11 37.29 155,000

12H 37.19 153,000

Time Feet | Sec.ft.

3pm 36.41 138,000

8 35.17 117,000 

12M 35.82 100,000 

September 29

6am 51.67 80,900 

12H 50.00 70,000 

6pm 28.73 62,800

10 28.16 60,100 

11 28.31 60,600 

September 50

lam 28.23 60,100 

7 27.78 58,000 

8 27. 62 56,500 

12N 26.89 53,500 

9pm 25. S3 49,000

October 1

6am 24.96 45,200 

12H 24.00 41,000 

6pm 22.80 36,200

12M 21.41 50,600

October 2 

6am 20.19 26,200

1pm 19.13 22,600 

5 19.52 23,900

4 19.39 25,600

6 18.73 21,400 

12M 18.09 19,500 

October 3

9am 1*7.55 18,600

11 18.23 20,400 

1pm 18.37 21,100 

2 18.36 21,100 

3 17.78 19,200 

6 16.92 16,600

12M 16.00 14,200 

October 4

8am 14.8'? 11,800 

4pm 13.86 9,620

12M 15.06 8,000 

October 5

12H 12.54 6,680 

8pm 12.00 6,180

9 12.57 6,860

11 15.50 9,000

October 6

lam 13.89 9,830

2 13.97 10,000

Time Feet Sec.ft.

7am 14.04 10,000

12H 11.99 6,180 

9pm 11.45 5,230

10 11.61 5,540 

12M 12.63 7,220 

October 7

3am 15.35 8,800 

5 15.47 9,000 

6 13.48 9,000

8 12.85 7,600 

12H 11.53 5,380 

4pm 11.15 4,930 

12M 10.91 4,480

October 8

12H 10.54 4,030 

October 9 

12H 9.87 5,260

October 10

12N 9.26 2,620 

October 11

llpm 8.65 1,920 

12M 9.37 2,740

October 12

2am 10.93 5,080 

4 11.47 6,020 

6 11.67 6,340

7 11.68 6,340

8 11.18 5,540 

11 9.74 3,400 

3pm 8.92 2,520 

6 8.68 2,090 

9 8.55 1,920

12M 8.47 1,820 

October 15

12H 8.27 1,650 

October 14

12K 8.04 1,500 

October 15

12K 7.83 1,400 

October 16

12K 7.62 1,500

October 17

12N 7.44 1,170

October 18

llpm 7.24 994

Note.- Discharge determined by shifting-control method Oot. 5-18.
STAGES AND DISCHARGES 77

Brazos River near Bryan, -Tex.

Location.- Lat. 30°37', long. 96°29', 2.4 miles below mouth of Little Brazos River and

9 miles southwest of Bryan, Brazos County. Zero of gage is 192.2 feet above mean

sea level. 

Drainage area.- 38,430 square miles, of which about 9,240 square miles is probably none ont r ibut ing. 

Sage-height record.- Water-stage recorder graph except Oct. 7 to 5 p.m. Oct. 14, 1936,

when it was determined from graph plotted from two or more gage readings daily.

Gage heights used to hundredths between 4.8 and 7.0 feet; hundredths below and

tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements. 

Maxima.- 1956;Discharge, 133,000 second-feet 6-9 p.m. Oct. 1, 1936 (gage height,

4TT56 feet).

1918-35S Stage observed, 46.1 feet, present site and datum, May 20, 1930

(discharge not determined).

189g-1917: Stage, about 54.0 feet (present datum) Dee. 3, 1913 (discharge

not determined). 

Remarks.- Small diversions above affect low flow only.

Mean discharge, in second-feet, and run-off, in acre-feet, 1956

Day

Sept.

17

18

19

20

21

22

25

24

Sec. ft.

1,100

6,060

24,600

34-,400

23,200

14,800

12,900

10,100

Ac. ft.

2,180

12,020

48,790

68,250

46,020

29,560

25,590

20,030

Day 1 See. ft.

25 14,700

26 17,300

27 50,400

28 54,600

29 82,300

50 105,000

Oet.

1 128,000

2 106,000

Ae.ft.

2g,160

54,310

60,500

108,500

163,200

208,500

255,900

210,200

Day

5

4

5

6

7

8

9

10

11

Run-off 3 In acre-feet, for period Sept. 17 to Oet

Sec. ft. | Ae.ft.

5g,,000 117,000

52,900 65,260

22,400 44,430

18,100 35,900

18,500 36,700

18,300 36,300

16,900 33,520

14,200 28,170

8,250 16,560

Day

12

13

14

15

16

17

18

19

20

Sec. ft. I Ae.ft.

6,240 12,380

6,070 12 ,-040

5,600 11,110

4,890 9,700

4,470 8,870

4,050 8,050

3,790 7,B20

3,550 7,000

3,410 6,760

Gage height, in feet, and discharge, in second-feet, at indicated time, 1956

Time

3am 

12N 

3pm 

6 

9 

12M

3am 

6 

12N 

3pm 

6 

9 

12M

Sam 

5 

9 

6pm 

12M

6am 

10 

3pm 

5 

9

3am 

9 

3pm 

9

6am 

12N 

9pm 

12M

4pm 

9

Feet Sec.ft.

September 17

5.48 385 

3.67 484 

4.40 940 

5.43 1,730 

6.14 2,360 

6.67 2,940 

September 18

7.27 3,660 

7.92 4,470 

8.98 6,070 

9.42 6,800 

9.69 7,400 

9.89 7,820 

10.33 8,710 

September 19

12.26 13,700 

15.55 17,400 

15.32 22,700 

17.58 30,200 

18.41 32,800 

September 20

18.96 34,800 

19.19 35,400 

19.20 35,400 

19.14 35,100 

18.75 54,100 

September 21

17.64 50,200 

16.13 25,300 

14.78 21,100 

13.92 18,300 

September 22

13.19 16,200 

12.73 14,800 

12.16 13,400 

12.07 13,200 

September 23

12.08 

11.79

15,200 

12,400

Time

12M

9am 

5pm

lam 

4 

5

g

1011

12N 

5pm 

5 

6 

10 

12M

5am 

5 

9 

11 

1pm 

3 

5

g

5am 

12N 

8pm 

9 

10 

12M

6am 

12N 

6pm 

12M

6am

Peet See.ft.

11.55 11,800 

September 24

10.97 10,400 

10.75 9,880 

September 25

10.61 9,400 

11.02 10,400 

11.98 12,900 

13.41 16,800 

13.57 17,400 

13,58 17,400 

15.50 17,100 

13.02 15,600 

12.87 15,300 

12.84 15,000 

12.84 15,000 

12.91 15,300 

September 26

13.16 16,200 

15.65 17,400 

14.50 20,200 

14.58 20,500 

14.25 19,300 

14.50 20,200 

16.17 25,600 

16.63 27,000 

September 27

17.02 28,200 

17.54 29,200 

17.66 50,500 

17.79 50,800 

18.22 52,200 

20.08 58,400 

September 28

22.03 45,500 

24.20 52,900 

26.60 61,400 

28.59 69,000 

September 29

50.59 76,000

Time

12N 

6pm 

12M

5am 

6 

9 

12N 

5pm 

6 

9 

12M

3am 

6

g

12N 

3pm 

6 

9 

12M

3am

g

3pm 

9 

12M

5am 

6 

12N 

6pm 

12M

6am 

6pm 

12M

12H

Peet Sec.ft.

52.06 81,900 

53.51 87,900 

35.00 93,600 

September 30

35.76 97,500 

56.65 100,000 

57.54 104,000 

58.48 107,000 

59.28 109,000 

40.07 111,000 

40.58 115,000 

41.00 119,000 

October 1

41^50 125*.000 

41.66 128,000 

41.77 150,000 

41.87 151,000 

41.96 155,000 

41.96 133,000 

41.91 131,000 

October 2

4l!o6 113*000 

39.82 100,000 

58.00 88,000 

56.79 81,700 

October 3

33^79 69*100 

30.58 57,900 

27.45 48,400 

24.70 41,200 

October 4 

22.75 56,500 

19.83 29,300 

18.57 26,600 

October 5 

16.68 22,200

Time

6pm 

1211

5am 

6 

llpm

6am 

6pm 

12M

6pm 

12M

6am 

12N 

6pm 

1211

6am 

12N

7am 

12N 

7pm

12N 

12N 

12N 

12N 

12H 

12N 

12 H

Peet See.ft.

October 6

14*87 1-6*100 

October 7

15*06 18*500 

15.06 18,500 

October 8

15*00 18*,500 

14.91 18,100 

October 9

15^54 14*,800 

October 10

13.21 15,000 

13.16 15,000

12, ag 14,200

11.40 10,400 

October 11

10.54 8,710 

October 12

9.20 6,070 

October 13

8.80 5,450 

9.07 5,910 

9.5g 6,800 

October 14

October 15

8.33 4,890 

October 16

8.00 4,350 

October 17

7.72 4,050 

October 18

7.53 3,790 

October 19

October 20

7.09 3,170

Note.- Discharge determined by shifting-control method Sept. 17-50, Oct. 11-20.
MAJOR TEXAS FLOODS OF 1936

Brazos River at Richmond, Tex.

Location.- Lat. 29°35 T , long. 95°45', on highway bridge in Richmond, Port Bend County, 

about 1,500 feet downstream from Galveston, Harrisburg & San Antonio Railway bridge. 

Zero of gage is 40.8 feet above mean sea level.

Drainage area.- 44,050 square miles, of which about 9,240 square miles is probably none ontr ibuti ng.

Sage -he ight record.- Water-stage recorder graph. Oage heights used to half tenths below 4.0 feet and tenths above this limit.

Stage-discharge relation.- Defined by current-meter measurements.

Maxima.- 19567Discharge, 77,100 second-feet 12:01 a.m. to 4 a.m. Oct. 5, 1936 (gage 

height, 32.17 feet).

1903-6, 1922-351 Discharge, 120,000 second-feet June 6, 1929 (gage height, 

40.6 feet).

1899-1902, 1907-21: Stage, 45.4 feet (present datum) December 1913 (discharge not determined).

Remarks.- Considerable water diverted above station for irrigation and municipal use.

Mean discharge, in second-feet, and run-off, in acre-feet, 1956

Day

Sept.

20

?1

22

23

24

25

26

27

Sec.ft.

1,260

15,600

25,400

17,600

15,500

11,900

10,800

14,100

Ac .ft.

2,500

50,940

46,410

54,910

26,580

25,600

21,420

2.7,970

Day

28

29

30

Oct.

1

2

3

4

5

Run-off, in acre-feet, for j

Sec.ft.

22 , 600

32 , 600

47,200

59,800

68,100

75,000

76,100

75,700

Ac.ft.

44,830

64, 660

95,620

118,600

155,100

144, 800

150,900

150,100

Day |Sec.ft.| Ac.ft.

6 65,100 129,100

7 45,000 89,260

8 30,200 59,900

9 24,000 47,600

10 20,900 41,450

11 18,400 56,500

12 14,600 29,000

15 11,000 21,820

14 8,480 16,820

Day

15

16

17

18

19

20

Sec.ft.

6,890

7,400

6,890

5,970

5,550

5,020

Ac.ft.

15,670

14,680

15,670

11,840

11,010

9,960

. . . 1,665,000

Oage height, in feet, and discharge, in second-feet, at indicated time, 1936

Time] Feet | Sec.ft.

September 20

lam 3.79 1,060 

8pm 3.85 1,090 

9 4.08 1,220

10 5.00 1,770 

11 6.44 2,830

1211 7.90 4,520 

September 21

lam 9.15 5,830

2 10.12 7,400 

5 10.82 8,660

6 12.48 12,400

12H 14.56 17,100 

6pm 15.48 20,000

12M 15.98 21,400 

September 22

4am 16.27 24,600 

6 16.28 24,600 

9 16.17 24,500 

6pm 15.57 22,600 

September 25

6am 14.29 18,900 

6pm 15.20 16,100 

September 24

6am 12.3& 14,10O

6pm 11.88 12,800 

September 25

6am 11.63 12,100 

6pm 11.37 11,700

September 26

12H 10.92 10,600

4pm 10.93 10,600 

9 11.12 11,000

Tlaie| Peet Sec.ft.

September 27

6am 11.74 12,400 

12H 12.19 13,600 

5pm 12.54 14,500

9 15.45 16,600 

September 28

6am 14.92 20,600 

12H 15.72 22,800

6pm 16.50 24,600

12M 16.93 26,400 

September 29

6am 17.74 29,000

12H 18.78 52,600 

6pm 19,84 55,900

12M 20.98 59,900 

September 50

6am 22.11 45,500 

12H 25.27 47,500 

6pm 24.58 51,100 

12M 25.55 54,100 

October 1

6am 56.32 57,400 

12H 27.12 60,000 

6pm 27.86 62,700

12M 28.58 65,000

October 2 

6am 29.15 67,000

12H 29.60 68,300 

6pm 30.02 69,600

12M 50.45 71,000

October 5

6am 30.76 72,500 

12H 51.00 73,000

6pm 51.50 74jOOO

Time] Feet Sec.ft.

12M 31.54 74,700

October 4 

6am 31.78 75,700 

12H 31.96 76,400

6pm 32.12 76,800 

12M 32.17 77,100

October 5 

4am 32.17 77,100

12H 31.93 76,100 

6pm 31.49 74,700

October 6 

6am 29.97 69,600

12N 28.82 65,600 

6pm 27.37 61,000

12M 25.77 55,700 

October 7 

6am 24.20 50,500 

12H 22.30 44,200 

6pm 20.90 39,600

12M 19.74 35,600 

October 8 

6am 18.80 52,600

6pm 17.31 27,700 

12M 16.84 26,100

October 9 

6am 16.54 24,600

12H 16.02 25,700

6pm 15.80 25,100

12M 15.61 22,600 

October 10

6am 15.40 2l,40U

Time] Feet Sec.ft.

12H 15.21 20,900

12M 14.80 19,800 

October 11

6am 14.55 19,200 

12H 14.50 18,400

12M 15.64 16,600

Sam 13.10 15,500 

4pm 12.56 14,100

October 13

12H 11.26 11,000 

October 14

12H 10.24 8,480 

October 15

11 9.14 6,570 

4pm 9.23 6,750 

12M 9.52 7,250 

October 16

6am 9.62 7,400 

2pm 9.66 7,570 

12M 9.49 7,230

12N 9.26 6,890 

October 18

October 19

12H 8.47 5,550

12H 8.12 5,020
STAGES AND DISCHARGES 79

North Bosque River near Clifton, Tex.

Location.- Lat. 31°48', long. 97°35', a quarter of a mile above Gulf, Colorado '&

Santa Pe Railway bridge and 1.4 miles northwest of Clifton, Bosque County. Zero Of 

gage is 622.7 feet above mean sea level.

Drainage area.- 974 square miles.

Gage-height record.- Graph drawn from two or more readings daily of staff gage and readings of peak stages from marks left on gage. Gage heights used to half tenths between 1.9 and 2.8 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements and one slope-area 

measurement at an intermediate stage.

Maxima.- 1936: Discharge, 34,700 second-feet 8:45 a.m. Sept. 27 (gage height, 19.8 

feet, observed at crest).

1923-35: Discharge, 38,300 second-feet May 18, 1935 (gage height, 21.3 feet, 

from flood marks).

1887-1922: Stage, about 25 feet May 9, 1922 (discharge not determined).

Remarks.- No diversions.

Mean discharge

Day

Sept. 

16 

17 

18

See.ft.

2,320 

3,990 

1,120

Ac. ft.

4,600 

7,910 

2,220

Day

19 

20 

21 

22

, in second-feet, and run-off,

See. ft. | Ac. ft.

138 274 

49 97 

35 69 

26 52

Day

23 

24 

25 

26

Sec. ft.

26 

37 

239 

2,700

in acre-feet,

Ac. ft.

52 

73 

474 

5,360

Day

27 

28 

29 

30

1936

See.ft.

26,700 

9,400 

608 

302

Ac. ft.

52,960 

18,640 

1,210 

599

94,590

Gage height, in feet, and discharge, in second-feet, at indicated time, 1936

Time) Feet See.ft.

September 16

lam 0.87 62 

7 0.83 53 

10 1.07 123 

12N 1.29 229 

2pm 1.65 484 

4 2.88 1,860 

6 4.20 3,990 

8 5.47 6,650 

10 6.85 9,950 

11 7.00 10,200 

12M 6.96 10,200 

September 17

lam 6.60 9,200 

4 4.95 5,590 

6 4.02 3,610 

7 3.97 3,610 

8 3.94 3,430 

12N 3.81 3,250 

6pm 3.62 2,910 

10 3.27 2,440 

September 18

6am 2.68 

12N 2.25

1,600 

1,040

Time

6pm 

12M

6am 

12M

12N 

12N 

12N 

12N 

12N

4pm 

6 

8 

10 

12 M

lam 

2

Feet | See.ft.

1.92 680 

1.54 373 

September 19

1.22 176 

.91 65

September 20

.84 49 

September 21

.77 35 

September 22

.72 26 

September 23

.72 26 

September 24

.78 37 

September 25

0.85 51 

1.25 192 

1.70 500 

2.25 1,040 

2.70 1,600 

September 26

2.95 2,000 

3.00 2,000

Time

3am 

6 

12N 

2pm 

3 

4 

5 

6 

8 

10 

12M

lam 

2 

3 4' 

6 

8 

9 

10 

11 

12N 

2pm 

4

Feet Sec. ft.

2.90 1,860 

2.50 1,340 

1.70 500 

1.50 342 

1.45 308 

1.50 342 

1.60 420 

2.30 1,100 

4.65 4,770 

7.00 10,200 

9.25 15,600 

September 27

10.45 

11.55 

12.65 

13.95 

16.10 

18.35 

19.80 

19,80 

19.00 

18.40 

17.10 

16.10

18,000 

20,200 

21,900 

24,100 

27,600 

31,800 

34", 700 

34,700 

33,000 

31,800 

29,400 

27,600

Time] Feet | See.ft.

8pm 14.50 24,900 

12M 12.60 21,900 

September 28

2am 11.70 26,300 

4 10.75 18,700 

6 9.90 17,000 

8 8.90 14,900 

10 7.55 11,700 

12N 6.20 8,240 

2pm 4.80 5,170 

4 3.45 2,590 

5 2.90 1,860 

6 2.75 1,660 

8 2.50 1,340 

10 2.35 1,160 

12M 2.15 935 

September 29

4am 1.90 730 

8 1.80 626 

12M 1.50 373 

September 30

12M 1.30 240

Note.- Discharge determined by shifting-control method Sept. 16, 29, 30.
80 MAJOR TEXAS FLOODS OP 1936

Bosque River at Lake Waco,'near Waco, Tex.

Jocation.- Lat. 31°54'50n ; long. 97°22 1 0V , at Lake Waco Dam on Bosque River,5 miles 

above mouth and 6 miles northwest of Waco, McLennan County,, Zero of gage is at 

mean sea level.

Drainage area.- 1,660 square miles.

&age-h.eight record.- Water-stage recorder graph.

Stage-discharge relation.- Variable, depending on position of gates. Discharge record 

of gate openings and copy of water-stage recorder graph furnished by Water Department o-f City of Waco.

Maxima.- 1936: Discharge, 96,000 second-feet 1 p.m. Sept. 27 (gage height, 430.65 

feet).

1929-35: Discharge not known but was less than in 1936.

Remarks.-Storage capacity of lake is 27,000 acre-feet at spillway crest, 415.0-foot 

stage, and 80,000 acre-feet at top of gates, 430.0-foot stage.

Mean discharge, in second-feet, and run-off, in acre-feet, 1956

Day

September 26 

27 

28 

29

Second-feet

6,000 

68,400 

29,600 

2,040

Acre-feet

11,900 

155,700 

58,710 

4,050

Run-off, in acre-feet, for period September 26-29 - - 210,400

Discharge, in second-feet, at indicated time, 1956

Time Sec. -ft.

September 26

10: 40am

10:45

11:50

12:25pm

12:25

12:40

12:40

1:50

2:50

5:25

5:25

5:00

5:00

6:00

8:00

10 tOO

12:OOM

0

9,880

10,000

9,880

14,800

14,700

19, 600

18, 800

18,000

17,200

12,900

12,400

8,250

8,080

7,860

7,500

7,550

September 27

Is 50am

1:50

1:40

1:40

1:50

1:50

2sOO

2:00

2:10

2:10

7,660

11,500

11,600

15,400

15,500

19,400

19,600

25,500

23,600

27,600

Time

2: 45am

2:45

5405

5:05

5:10

5s50

5:50

5:15

5:15

5:25

5:25

6JOO

6:00

6J15

6:15

6:30

6J30

7:00

8:00

9:00

10:00

11:00

12:OON

UOOpm

2:00

5:00

4:00

5:00

6:00

Sec. -ft.

28,000

52,000

52,400

36,400

57,800

58,200

42,500

44,100

48,400

49,400

55 , 800

55,100

59,600

60,400

64,900

65,700

74,900

75,900

79,400

85,100

89,400

94,700

95,500

96,000

94,700

95,600

92,600

91,600

90,200

Time

6 : 00pm

6:15

6:15

7:00

8:05

8:05

8:10

8:10

8:15

8:15

8:20

8:20

8:50

8:50

9:00

10:00

11:00

12:OOM

Sec. -ft.

84,600

85,100

79,500

80,400

79,500

74,000

74,000

68,500

69,500

63,700

64,400

58,700

59,400

55,600

54,700

54,700

53,700

52,800

September 2&

l:00am

1:55

1:55

3SOO

3:00

5:15

5:15

4:00

4S50

4:50

51,900

51,400

45,900

45,400

40,000

40,000

54,500

54,900

35,500

29,900

Time

5: 55am

5:55

7SOO

8:25

8s25

10SOO

11:20

11:20

l:00pm

3:00

4:00

5sOQ

etoo

6:00

7:00

8:50

8:30

8:45

8:45

10:00

11:00

12:OOM

Sec. -ft.

50,600

56,400

56,200

55,800

30,100

30,500

50,500

28,600

28,700

28,900

28,400

28,200

27,600

22,100

22,000

21,200

15,900

15,700

10,500

10,400

10,500

10,100

September 29

l:25am

1:25

3:00

6:00

8:40

8:40

9,780

4,890

4,830

4,740

4,660

0
STAGES AND DISCHARGES 81 

Little River at Cameron, Tex.

Location.- Lat. 30°50', long. 96°57', 2,100 feet above Gameron-Rockdale highway bridge, 

2 miles southeast of Cameron, Milam County. Zero of gage is 281.9 feet above mean 

sea level.

Drainage area.- 7,034 square miles.

Sage-he ight record.- Water-stage recorder graph. Sage heights used to half tenths between 5.0 and 6.2 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 84,000 secondfeet; extended to peak stage on basis of logarithmic curve and slope-area measurement of 647,000 second-feet made Sept. 10, 1981.

Maxima.- 1936: Discharge. 150,000 second-feet 4 p.m. Sept. 29 (gage height, 38.75 feet, 

present site and datum).

1916-358 Discharge, 647,000 second-feet, by slope-area method, Sept. 10, 1921 

(gage height, 53.2 feet, present site and datum).

1852-1915 S Stage, 52.4 feet, present site and datum, in 1852 (discharge not 

determined).

Remarks.- Small diversions affect low flow only.

Mean discharge, in second-feet, and run-off, in aere-feet, 1956

Day

Sept.

16

17

18

19

20

21

22

23

24

Sec. ft.

1,220

5,830

8,480

7,070

5,770

1,640

2,610

5,090

3.210

Ac.ft.

2,420

11,560

16,820

14,020

7,480

3,250

5,180

6,150

6.370

Day

25

26

27

28

29

50

Oct.

1

2

5

Sec.ft.

5,550

3,540

4,470

8,220

80,000

60,500

25,800

16,200

11.500

Ac.ft.

6,600

7,020

8,870

16,500

158,700

119,600

51,170

52 , 150

22.810

Day

4

5

6

7

8

9

10

11

12

13

Run-off, in acre-feet, for period Sept. 16 to Dot

Sec.ft.

9,400

9,200

9,480

10,500

11,600

9,550

4,490

2,810

2,450

2,410

. 20 . .

Ac.ft.

18,640

18,250

18,800

20,430

23,010

18,550

8,910

5,570

4,860

4,780

Day

14

15

16

17

18

19

20

Sec.ft.

2,290

1,980

1,790

1,640

1,560

1,450

1,370

Ac. ft.

4,540

5,950

3,550

5,250

3,090

2,880

2,720

662,200

Sage height, in feet, and discharge, in second-feet, at indicated time, 1936

Time Feet Sec.ft.

September 16

lam 3.97 167 

9 4.02 179 

11 5.06 517 

3pm 8.15 1,680 

12M 12.13 5,250 

September 17

6am 14.05 4,040 

12H 17.70 5,660 

6pm 21.85 7,550 

9 25.28 8,500 

12M 24.25 8,750 

September 18

4am 24.80 9,050 

8 24.50 8,900 

10pm 22..14 7,700 

September 19

6am 21.37 7,550 

6pm 20.56 6,880 

12M 18.68 6,120 

September 20

6am 16.18 5,000 

12N 13.02 3,620 

6pm 10.26 2,530 

12M 8.52 1,830 

September 21

4am 7.70 1,520 

8 7.44 1,410 

12H 7.58 1,490 

6pm 8.46 1,830 

12M 9.50 2,140 

September 22

6am 10.06 2,450 

12H 10.61 2,650 

6pm 11.06 2,850 

12M 11.41 2,970

Time Feet f Sec.ft.

September 25

12JT 11.75 5,130 

September 24

12H 11.99 3,210 

September 25

12N 12.25 5,290 

September 26

12N 15.83 3,540 

September 27

6am 13.90 4,000 

12N 14.78 4,380 

6pm 16.12 4,950 

12M 17.32 5,480 

September 28

6am 19.V6 6,610 

12N 25.20 8,250 

6pm 26.06 9,760 

12M , 28.46 11,200 

September 29

6am 51.07 12,800 

7 51.87 15,500 

8 52.61 15,500 

9 34.13 28,800 

10 35.77 56,600 

11 56.81 80,600 

12N 57.71 108,000 

1pm 58.25 126,000 

S 58.62 142,000 

3 38.71 146,000 

4 38.75 150,000 

5 38.70 146,000 

6 58.60 142,000 

8 58.29 129,000 

10 57.98 118,000 

12M 37.62 104,000 

September 3D

3am 37.09 88,800

Time Feet | Seo.ft.

6am 36.57 75,400 

9 56.10 63,200 

12N 35.69 54,500 

3pm 55.54 46,700 

6 35.01 41,700 

9 34.74 57,200 

12M 54.50 54,200 

October 1 

6am 34.08 28,800 

12N 35.76 25,600 

6pm 33.52 22,700 

12M 33.28 20,900 

October 2 

6am 33.08 19,200 

12H 32.77 16,800 

6pm 32.38 14,400 

9 32.10 15,700 

12M 31.64 13,200 

October 5 

6am 50.47 12,400 

12H 29.02 11,400 

6pm 27.46 10,600 

12M 26.58 9,920 

October 4 

6am 25.68 9,540 

12N 25.31 9,320 

6pm 25.15 9,260 

October 5 

2pm 25.10 9,200 

October 6 

12N 25.53 9,420 

8pm 25.75 9,590 

12M 26.27 9,860 

October 7 

12N 27.06 10,200 

12M 28.00 10,800

Time Feet Seo.ft.

October 8 

12N 29.50 11,800 

5pm 29.68 11,900 

12M 29.35 11,600 

October 9 

6am 28.13 10,900 

12N 25.65 9,480 

6pm 22.56 7,950 

12M 19.48 6,480 

October 10

6am 16.93 5,510 

12N 14.62 4,500 

6pm 15.00 5,620 

12M 11.96 5,210 

October 11

12H 10.85 2,77U 

12M 10.58 2,570 

October 12

6pm 10.02 2,410 

October 15

12M 9.98 2,410 

October 14

12N 9.75 2,550 

October 15

12N 8.91 1,980 

October 16

October 17

12H 8.01 1,640 

October 18

12N 7.74 1,520 

October 19

October 20

12N 7.32 1,570
82 MAJOR TEXAS FLOODS OP 1936

Colorado River at Balllnger, Tax.

Location.- Lat. 31°43'50n , long. 99°56'25n , at Ballinger-Palnt Rock highway bridge In 

Balllnger, Runnels County, 2,000 feet above Elm Creek. Zero of gage Is 1,593.94 

feet above mean sea level.

Drainage area.- 16,840 square miles, of which about 11,500 square miles Is probably 

noncontributlng.

Sage-height record.- Water-stage recorder graph. Oage heights used to half tenths between 3.7 and 5.1 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 55,200 secondfeet} extended to peak stage on basis of one float measurement of 65,500 second-feet.

Maxima.- 1936s Discharge, 75,400 second-feet 12:30 a.m. Sept. 18 (gage height, 28.6

1903-35! Maximum stage observed, about 32 feet Aug. 6, 1906, present site and 

datum (discharge not determined; probably less than in 1936); affected by backwater 

from Elm Creek.

1882-1902: Stage, about 36 feet in 1884. 

Remarks.- Small diversions for irrigation above station affect low flow only.

Mean discharge ; In second-feet, and run-off, in acre-feet, 1936

Day |Sec.ft.| Ac.ft.

Sept. 

15 7,760 15,390 

16 2,540 5,040 

17 48,200 95,600 

18 54,300 107,700 

19 6,120 12,140 

20 2,080 4,130 

21 864 1.710

Run-off, In acre-feet

Day Sec.ft. Ac.ft.

22 576 1,140 

23 7,150 14,180 

24 8,900 17,650 

25 3,160 6,270 

26 10,500 20,830 

27 28,300 56,130 

28 14,300 28,360 

29 7,370 14.620

for period Sept. 15 t

Day |sec.ft. | Ac.ft.

30 2,050 4,070 

Oct. 

1 1,100 2,180 

2 736 1,460 

3 549 1,090 

4 432 857 

5 364 722 

6 313 621

o Oct. 10 ......

Day |sec.ft. Ac.ft.

7 268 532 

8 235 466 

9 216 428 

10 200 397

. . . . . 413,700

Sage height, in feet, and discharge, In second-feet, at indicated time, 1936

Time

1 BTH

7 

8 

10 

1pm 

4 

8 

9 

10 

12M

lam 

3 

6 

9 

12N 

1pm 

4 

7 

9 

10 

11 

12M

lam 

3 

5 

6 

7 

8 

9 

10 

11 

12N 

1pm 

2

Feet Sec. ft.

September 15

1.10 2 

1.27 9 

4.00 1,900 

8.00 6,950 

11.08 11,100 

12.54 13,000 

13.64 14,600 

13.75 14,900 

13.63 14,600 

11.85 12,100 

September 16

9.80 9,380 

6.15 4,600 

4.13 2,080 

3.62 1,460 

3.36 1,160 

3.48 1,300 

3.12 917 

3,00 810 

3.06 863 

3.60 1,430 

6.35 4,850 

8.90 8,160 

September If

11.25 

14.37 

16.74- 

17.90 

19.27 

21.40 

23.97 

25.93 

27.10 

27.68 

28.01 

28.13

11,300 

15,700 

19,200 

21,300 

24,100 

29,500 

37,900 

45,100 

62,300 

58,000 

63,600 

65,500

Time

3pm 

6 

8 

10 

12M

1 BTH

2 

4 

9 

10 

12H 

4pm 

6 

8 

10 

1211

lam 

2 

S 

7 

9 

12N 

1pm 

3 

5 

12M

12N 

6pm 

12M

6am 

11 

6pm

12M

Feet Sec. ft.

28.81 67,400 

28.34 69,400 

28.42 71,400 

28.54 73,400 

28.58 75,400 

September 18

28.58 75,400 

28.56 75,400 

28.50 73,400 

28.00 63,600 

27.82 59,800 

27.43 54,700 

26.22 46,500 

25.28 42,700 

23.60 36,500 

20.96 28,300 

18.14 21,700 

September 19

16.36 18,700 

12.50 13,000 

5.56 3,850 

4.56 2,620 

4.23 2,200 

6.98 5,620 

7.46 6,280 

7.74 6,680 

7.50 6,280 

5.68 3,980 

September 20

4.03 1,900 

3.59 1,370 

3.28 1,010 

September 21

3.14 

3.25 

3.04 

2.87

880 

984 

785 

643

Time

llpm 

12M

lam 

9 

6pm 

12M

6am 

8 

4pm 

8

3pm

12M

8am 

1pm 

6 

12M

Sam 

6 

7 

10 

12N 

2pm 

4 

7 

9 

10 

12M

3am 

6 

9

Feet, Sec.ft.

September 22

2.68 576 

3.17 965 

September '23

4.61 2,560 

7.22 5,880 

10.00 9,660 

11.36 11,500 

September 24

12.02 12,400 

11.98 12,400 

7.46 6,280 

5.90 4,220 

September 25

4.48 2,500 

6.06 4,480 

September 26

6.45 4,850 

11.16 11,300 

14.92 16,500 

16.80 19,400 

September 27

18.76 23,000 

20.28 26,400 

21.48 29,800 

22.40 32,600 

22.67 33,500 

22.73 33,500 

22.36 32,600 

21.26 29,200 

20.12 26,000 

19.56 24,800 

18.23 21,900 

September 28

15.98 

13.95 

12.73

18,100 

15,200 

13,300

Time

12H 

4pm

2am 

4 

10 

1pm 

12M

12N 

12M

12M 

12N 

12N 

12N 

12N 

12H 

12H 

12N 

12N 

12N

Feet Sec.ft,

12.28 12,800 

12.12 12,500 

September 29

12.54 13,000 

12.44 12,900 

8.58 7,760 

6.48 4,980 

4.80 2,860 

September 30

4.08 2,020 

3.67 1,510 

October 1

October 2 

October 3 

October 4 

October 6

October 6 

2.35 313 

October 7

October 8 

October 9 

October 10

2.08 aoo

Note.- Discharge determined by shifting-control method Sept. 20, 21 and 1 a.m. 23, 

Oct. 1-10.
STACES AND DISCHARCES 83

Colorado River near San Saba, Tex.

location.- Lat. 31°12'45", long. 98°34'l", at Red Bluff Crossing, 5.7 miles below confluence with San Saba River and 9.2 miles east of San Saba, San Saba County. Zero

of gage Is 1,096.22 feet above mean sea level. 

Drainage area.- 30,600 square miles, of which about 11,800 square miles is probably

noncontributing. 

gage-height record.- Water-stage recorder graph, except for periods 7 p.m. Sept. 20 to

5 p.m. Sept. 27, 7 p.m. Sept. 27 to 9 a.m. Sept. 28, 6 p.m. Sept. 29 to 9 a.m. Oct. 1,

4 a.m. Oct. 3 to Oct. 20, when It is determined from graph plotted from flood marks

and two or more gage readings daily. Sage heights used to half tenths between 3.9

and 6.8 feet; hundredths below and tenths above these limits. 

Stage-discharge relation.- Defined by current-meter measurements below 120,000 secondfeet; extended to peak discharge (219,000 second-feet) on basis of one slope-area

measurement. 

Maxima.- 1936: Discharge, 219,000 second-feet 11:30 a.m. Sept. 21 (gage height, 56.7

feet by flood marks).

1916-35: Discharge, 181,000 second-feet 3 p.m.. Apr. 26, 1922 (gage height,

about 54 feet, present site and datum).

1900-15S Discharge, 234,000 second-feet Sept. 25, 1900 (gage height, about

57.5 feet, present site and datum). 

Remarks.- Small diversions above station for irrigation and municipal use affect low

Mean dlsehare, in second-feet, and run-off, in acre-feet, 1956

Day

Sept.

15

16

17

18

19

20

21

22

23

Sec. ft.

284

7,700

46,200

55,600

66,900

96,800

202,000

125,000

49,000

Ac. ft.

563

15,270

91,640

110,300

132,700

192,000

400,700

247,900

97,190

Day |sec.ft.

24 6,970

25 6,070

26 12,200

27 26,900

28 63,900

29 56,600

30 97,500

Oct.

1 100,000

2 50,800

Ac.ft.

13,820

12,040

24,200

53,360

126,700

112,300

193,400

198,300

100,800

Day

3

4

5

6

7

8

9

10

11

12

Run-off, in acre-feet, for period Sept. 15 to Oct

Sec. ft. | Ac.ft.

10,800 21,420

8,110 16,090

5,340 10,590

4,640 9,200

4,810 9,540

8,080 16,030

5,760 11,420

3,740 7,420

3,080 6,110

2,660 5,280

Day |sec.ft.

13 2,320

14 2,140

15 2,050

16 1,960

17 1,880

18 1,760

19 1,760

20 1,720

Ac.ft.

4,600

4,240

4,070

3,890

3,730

3,490

3,490

3,410

,267,000

Sage height, in feet, and discharge, in second-feet, at indicated time, 1956

[Time Feet | Sec. ft.

September 15

3am 2.18 56 

1pm 3.36 504 

11 3.00 328

 September 16

3am 4. SO 1,210 

7 6.63 3,140 

9 8.13 5,340 

11 9.50 7,920

4pm 11.34 11,300 

7 12.13 12,800

11 12.54 13,600 

September 17

lam Is. Ob 14,5UU 

7 18.00 24,000 

10 26.61 40,400

1pm 32.50 55,900 

3 34.71 64,100 

5 36.00 69,300 

6 36.34 70,500 

7 36.46 71,300 

8 36.46 7i;300 

9 36.36 70,900 

10 36.18 70,100 

11 35.90 68,900

1211 35.56 67,700 

September 18

Sam 34.38 62,900

9 31.88 53,900

12H 31.17 51,700 

3pm 31.00 51,100 

6 31.23 61,700 

12M 33.00 57,600

September 19

Sam 34.26 62,500

6 36.20 66,100 

9 35.78 68,500

12N 36.03 69,300

2pm 36.11 69,70C

6 35.97 69,700 

8 35.72 68,100

12M 35.43 66,900 

September 20 

L gain jib. 46 67,500

Time Feet Sec. ft.

6am 36.00 69,300

8 36.98 73,300 

10 38.50 79,500 

12N 40.50 88,300

2pm 42.16 96,400

4 44.16 106,000 

6 46.00 116,000 

8 48.50 132,000 

10 51.00 151,000

12M 52.50 165,000 

September 21

2am 53.87 180,000 

6 55.66 203,000

7 56.00 208,000 

8 56.24 211,000 

9 56.40 214,000

10 56.52 216,000 

11 56.70 219,000 

12H 56.70 219,000 

1pm 56.66 219,000 

2 56.58 218,000 

3 56.48 216,000 

4 56.32 213,000 

5 56.13 209,000 

6 55.92 206,000

9 55.04 194,000 

12M 53.66 178,000

September 22

bam ril.UO 151,000

12H 47.16 123,000 

6pm 43.14 101,000 

12M 39.16 82,500 

September 23

6am 34.36 62,900

10 31.53 52,600

1pm 26.00 39,200 

1211 17.34 22,700

September 24

5am 10.44 8,300

12H 8.22 4,310 

4pm 8.90 5,520

12M 7.72 3,600 

September 25 

Iran 7.19 3.210

Time Feet Sec.ft.

2pm 8.98 6,080

6 11.00 9,780 

12M 11.89 11,500 

'September 26

6am 12.25 12,200

6pm 12.64 12,800 

12M 12.00 11,600 

September 27

2am 12.55 13,600 

10 19.10 26,100

1pm 20.44 28,600 

3 20.45 28,600

9 25.67 38,600 

11 28.80 45,300 

September 28

lam 32.08 54,500 

3 35.28 66,500 

4 36.02 69,300 

5 36.40 70,900 

7 36.50 71,300 

8 36.43 70,900 

10 36.12 69,700 

12N 35.60 67,700 

2pm 35.00 65,300

4 34.38 62,900 

8 33.02 57,600

12M 32.16 54,900

September 29

7am 31.66 53,300 

12N 31.86 53,900 

5pm 32.34 55,200 

9 35.00 65,300

12 M 36.57 71,700

September 30

Sam 38.18 78,200 

7 40.00 86,000

12H 43.21 101,000

6pm 45.09 111,000

9 45.74 114,000 

11 45 . 87 115 , 000

October 1 

2am 45 . 90 115,000 

3 45.81 115.000

Time Feet Sec.ft.

4am 45.62 114,000

12H 43.48 103,000 

4pm 41.86 94,900

8 40,00 86,000

October 2 

4am 35.97 69,300 

8 33.62 59,800

12H 30.76 50,500 

6pm 25.26 37,900

12M 16.60 21,300 

October 3

2am 13.92 16,200 

4 11.98 12,600 

6 11.08 10,900

12H 9.82 8,480 

October 4 

Sam 9.90 8,660 

4 9.52 7,920 

October 5 

6am 8.26 5,520 

October 6 

12H 7.70 4,470 

October 7

6am 7.94 4,980 

6pm 7.67 4,640

October 8

lam 7.75 4,810

8 10.00 8,850 

10 10.34 9,400 

4pm 10.34 9,400 

October 9

2pm 8.10 5,340

12H 7.16 3,740 

October 11

12M 6.48 2,840

October 13

12M 5.90 2,230 

October 17

12H 5.48 1,880 

October 20 

llm 5.20 1.640

Note.- Discharge determined by shifting-control method Sept. 24-26, Oct. 5-7, 10-20.
84 MAJOR TEXAS FLOODS OF 1936

Colorado River at Austin, Tex.

Location.- Lat. 30°16', long. 97°45', at Congress Avenue viaduct in Austin, Travis

County. Zero of gage is 421.86 feet above mean sea level. 

Drainage area.- 38,150 square miles, of which about 11,800 square miles is probably

noncontributlng. 

Gage-height record.- Water-stage recorder graph. Gage heights used to half tenths between 1.4 and 3.6 feet; hundredths below and tenths above these limits. 

Stage-dlacharge relation.- Defined by current-meter measurements. 

Maxima.- 1956:Discharge, 234,000 second-feet 3 to 5 a.m. Sept. 29 (gage height,

31.40 feet).

1898-1935: Discharge, 481,000 second-feet June 15, 1935 (gage height, 42.0

feet, from flood marks).

1843-97: Stage, about 43 feet July 7, 1869 (discharge not determined). 

Remarks.- Low flow partly regulated by diversions and reservoirs upstream.

Mean discharge, in second-feet

Day Sec.ft. Ac. ft.

Sept. 

15 7,380 14,640 

16 90,500 179,500 

17 115,000 228,100 

18 97,800 194,000 

19 84,000 166,600 

20 70,500 139,800 

21 74,800 148,400 

22 111,000 220,200 

23 127,000 251,900

Day Sec.ft. Ac.ft.

24 74,300 147,400 

25 21,800 43,240 

26 11,800 23,400 

27 73,800 146,400 

28 166,000 329,300 

29 81,400 161,500 

30 66,100 131,100 

Oct. 

1 79,000 156,700 

2 96,600 191,600

and run-off, in acre-feet, 1936

Day Sec.ft. Ac.ft.

3 70,700 140,200 

4 26,400 52,360 

5 13,400 26,580 

6 9,800 19,440 

7 9,770 19,380 

8 10,300 20,430 

9 8,650 17,160 

10 10,800 21,420 

11 7,870 15,610 

12 6,010 11.920

Day I Sec.ft. Ac.ft.

13 5,500 10,910 

14 5,020 9,960 

15 4,420 8,770 

16 4,280 8,490 

17 4,150 8,230 

18 4,150 8,230 

19 4,020 7,970 

20 3,760 7,460

Gage height, in feet, and discharge. in second-feet, at indicated time, 1956

Time Feet Sec.ft.

September 15

3am -0.74 490

11 .28 2,050 

4pm 1.63 4,420 

6 1.65 4,420 

8 5.22 18,600

11 9.00 37,000 

September 16

lam 9.70 40,800 

3am 9.88 42,000

6 13.48 62,800 

12N 20.37 104,000 

3pm 22.68 120,000

5 22.97 122,000

6 22.83 120,000 

8 22.13 115,000 

11 20.62 105,000 

September 17

lam 19.66 99,400 

2 19.54 98,200 

3 19.67 99,400

5 20.68 105,000

9 23.26 125,000 

12N 23.93 131,000 

1pm 24.15 134,000 

3 23.78 130,000

5 23.14 123,000 

8 21.77 113,000 

12M 19.76 100,000 

September 18

2am 19.32 97,100

4 19.44 97,700 

7 19.98 101,000 

10 20.00 101,000

1pm 19.66 99,400 

5 19.00 98,300

12M 18.06 90,000

September 19

6am 17.88 88,800 

11 17.68 87,600

3pm 17.03 83,500 

12M 14.75 70,500

September 20

3am 14.38 68,200

4 14.34 67,600

Time Feet | Sec.ft.

6am 14.34 67,600

8 14.43 68,200

2pm 14.80 70,500 

8 15.05 71,700 

12M 15.03 71,700 

September 21

10am IB. 01 71,700 

2pm 15.28 73,500

12M 17.61 87,000 

September 22

6am I9.5S 98,200 

12N 21.66 112,000 

10pm 24.00 132,000

September 23

3am 24.44 136,000 

5 24.48 137,000 

7 24.39 136,000 

11 24.00 132,000

5pm 23.00 122,000 

12M 21.00 107,000 

September 24

6am 18.63 92,900

12N 15.74 75,800 

6pm 12.28 55,800 

1211 9.00 37,000 

September 25

3am 7.78 31,200 

7 6.59 25,300 

11 5.69 21,000 

10pm 4.20 14', 000

September 26

lam 3.80 12,700 

5 3.62 11,800 

2pm 3.40 11,000

6 3.50 11,400 

12M 3.88 13,200

September 27

Sam 4.28 14,000

7 4.92 16,800 

8 5.62 20,000

9 7.80 30,700 

12N 15.40 74,100

3pm 17.83 88,200

6 20.26 103,000

9 26.39 158,000

Time Feet Sec.ft.

12M 29.56 204,000

September 28

2am 31.30 232,000 

4 31.40 234,000 

6 31.26 232,000 

7 30.90 225,000

9 29.58 204,000 

12N 27.07 166,000

3pm 23.84 130,000 

6 21.55 111,000

9 19.64 98,800 

12M 18.19 90,600 

September 29

3am 17.31 85,300

6 16.90 82,900 

7 16.83 82,300 

11 16.76 82,300 

2pm 16.68 81,700

3 16.60 81,100 

9 15.83 76,400 

12M 15.32 73,500

September 30

6am 14.30 67,600 

9 13.90 65,200 

12N 13.66 64,000 

3pm 13.57 63,400

6 13.57 63,400 

1211 13.78 64,600 

October 1 

lam 13.94 65,200

3 14.28 67,600

6 14.85 70,500 

9 15.52 74,600 

12N 16.24 78,800

3pm 16.97 83,500 

7 17.87 88,800

12M 18.78 94,100

October 2

3am 19.16 96,500 

6 19.30 97,700

9 19.50 98,200 

2pm 19.46 98,200

3 19.40 97,700

6 19.16 96,500

9 18.76 94,100

Time Feet Sec.ft.

12M 18.30 91,200

October 3

3am IV. 66 87,600 

9 16.04 77,600 

1pm 14.71 69,900 

6 12.88 59,300

October 4

3am 9.08 37,600 

9 7.22 27,700

6pm 5.50 19,600 

12M 4.82 16,300

October 5

October 6 

6am 3.52 10,800 

10pm 3.13 9,070

October 7 

2am 3.39 10,300 

4pm 3.21 9,490

October 8 

6am 3.48 1 0 , 800 

12M 3.26 9,700 

October 9

6pm 2.82 8,040 

1211 3.07 9,070 

October 10

llam 3.70 11,800

6pm 3.57 11,000 

12M 3.30 9,910 

October 11

12N 2.78 7,850 

October 12

12N 2.20 6,010

October 14

12N 1.70 5,020 

October 16

12N 1.47 4,280 

October 18

12N 1.39 4,020

October 20

12N 1.28 3,760

Note.- Discharge determined by shifting-control method Sept. 15 (3am-8pm), 25, 26, 

Oct. 6-20.
STAGES AND DISCHARGES 85

Colorado River at Smithville, Tex.

location.- Lat. 30°!', long. 97°10', 1,200 feet above highway bridge at Smithville, 

Bastrop County. Zero of gage Is 270.14 feet above mean sea level.

Drainage area.- 39,650 square miles, of which about 11,800 square miles is probably 

nonoontributing.

Gage-height reeord.- Water-stage recorder graph. Gage heights used to half tenths between2.9 and 5.2 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 148,000 secondfeet; extended to 1935 peak stage on basis of one slope-area measurement of that 

peak.

Maxima.- 1936: Discharge, 148,000 second-feet at 2 p.m. Sept. 29 (gage height, 31.2 

feet).

1920-35: Discharge, 305,000 second-feet June 16, 1935 (gage height, 42.5 

feet, from flood marks), by slope-area method.

1913-19: Stage, about 47.4 feet December 1913 (discharge not determined).

Remarks.- Low flow partly regulated by diversions and reservoirs upstream.

Mean discharge, in second-feet, and rjn-off, in acre-feet,

Day

Sept.

16

17

18

19

20

21

22

23

24

See. ft. I Ac. ft.

11,200 22,210

64,500 127,900

86,000 170,600

92,400 183,300

85,300 169,200

73,600 146,000

73,600 146,000

88,600 175,700

113.000 224.100

Day (Sec.ft.

25 92,600

26 21,200

27 14,800

28 72,900

29 138,000

30 107,000

Oct.

1 78,100

2 81,800

3 93,400

Ac .ft.

183,700

42,050

29,360

144,600

273,700

212,200

154,900

162,200

185,300

Day

4

5

6

7

8

9

10

11

12

13

Run-off, in ac're-feet, for period Sept. 16 to Oct

Sec.ft.| Ac. ft.

75,700 150,100

23,000 45,620

13,200 26,180

12,000 23,800

11,300 22,410

10,600 21,020

9,320 18,490

10,400 20,630

8,300 16,460

7,020 13,920

Day

14

15

16

17

18

19

20

. 20. ........

1936

Sec.ft.

6,140

5,820

5,500

5,180

4,860

4,700

4,500

. . 3

Ac.ft.

12,180

11,540

10,910

10,270

9,640

9,320

8,930

,184,000

Sage height, in feet, and discharge, in second-feet, at indicated time. 1956

Time Peet Sec.ft.

September 16

lam 1.95 455 

2pm 2.13 548

3 6.20 5,020 

5 11.34 15,900

7 14.08 28,600 

9 15.63 37,500 

12M 17.04 45,900

September 17

3am 18.06 52,500 

9 19.60 61,900 

3pm 20.72 69,000 

9 21.52 74,200 

12M 21.87 76,800

September 18

6am 22.56 81,400 

12H 23.38 86,600 

6pm 24.05 90,500

12M 24.47 93,800 

September 19

9am 24.46 93,800 

11 24.40 93,100

6 24.08 91,200 

September 20

6am 23.49 87,200

12H 23.15 85,300 

6pm 22.67 82,000

12M 22.12 78,200 

September 21

9am 21.30 73,000 

12H 21.23 72,300

10pm 21.30 71,600 

September 22

6am 21.19 72,300 

12H 21.32 73,000

6pm 21.59 74,900

12M 22.13 78,200

September 23

12H 23.63 87,900

Time Peet | Sec.ft.

6pm 24.72 95,000

12M 25.85 103,000 

September 24

6am 26.70 110,000 

12H 27.34 114,000

7pm 27.61 117,000 

10 27.46 116,000 

September 25

3am 26.96 112,000

6 26.56 109,000 

12K 25.36 99,800 

3pm 24.22 91,800 

6 22.17 78,800 

12M 16.66 44,100

September 26

Sam 14.58 31,500 

6 13.44 24,800 

9 12.60 20,800

12H 12.14 18,600 

6pm 11.26 15,900

12M 10.62 14,000 

September 27

6am 10.27 13,200 

12H 10.10 12,700

6pm 10.51 13,700

8 11.10 15,300 

9 12.30 19,400

11 14.06 28,600 

September 28

lam 16.33 41,700 

3 17.42 48,300

9 19.77 63,200 

12H 21.77 76,200

6pm 23.54 87,200 

12M 26.89 111,000

September 29

Sam 28.60 124,000

9 30.50 142,000

1pm 31.18 148,000

Tlme| Peet | Sec.ft.

3pm 31.17 148,000

4 31.10 147,000 

6 30.64 142,000

12M 29.47 132,000 

September 30

Sam 28.58 126,000 

9 26.92 111,000 

3pm 25.46 100,000

9 24.14 91,200

October 1 

6am 22.62 81 , 4 00 

12H 21.86 76,800 

6pm 21.47 74,200 

10 21.49 74,200

12M 21.60 74,900

October 2 

6am 22.06 78,200 

12H 22.66 82,000

6pm 23.19 85,300 

12M 23.76 89,200

October 3 

6am 24.22 91,800

2pm 24.71 95,000 

8 24.67 95,000

12M 24.56 94,400

October 4 

6am 24.00 90,500

12H 22.63 81,400 

6pm 19.80 63,200

9 17.90 51,300 

12M 16.05 39,900

October 5 

6am 13.87 27,400

12H 12.55 20,800 

6pm 11.67 17,200

12M 11.12 15,300

October 6

6am 10.66 14,200

6pm 9. 98 12 , 500

Time Peet | Sec.ft.

12M 9.74 11,800

October 7 

3pm 9.74 11 , 800

October 8

lam 9,94 12,300 

1pm 9.28 10,900 

5 9.30 10,900

7am 9.36 11 , 100 

6pm 9.16 10,600 

12M 8.93 9,980 

October 10

12H 8.51 9,100

12M 8.81 9,760 

October 11

6am 9.24 10,600 

12H 9.37 10,900

12M 8.82 9,540

October 12 

12H 8.24 8,300

October 13

12H 7.54 7,020 

October 14

12H 7.14 6,140 

October 15

October 16

12H 6.69 5,500 

October 17

October 18

12H 6.34 4,860

12N 6.20 4,700

12H 6.10 4,550

Hote.- Discharge determined by shifting-control method Oct. 10-20.
86 MAJOR TEXAS FLOODS OP 1936

Colorado River near Eagle Lake, Tex.

Location.- Lat. 29°35', long. 96°25', at Lakeside Irrigation Co.'s pumping plant, 5 

miles southwest of Eagle Lake, Colorado County. Zero of gage is 139.56 feet above 

mean sea level.

Drainage area.- 40,940 square miles, of which about 11,800 square miles is probably 

noncontributing.

Gage-height record.- Water-stage recorder graph. Gage heights used to half tenths between2.7 and 5.5 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements.

Haxima.- 1956" Discharge, 123,000 second-feet 8 a.m. Oct. 2, 1936 (gage height, 24.4

'l930-35s Discharge, 177,000 second-feet June 19, 1935 (gage height, 29.45 

feet).

1913-29S Stage, about 32.0 feet December 1913, present site and datum (discharge not determined). 

Remarks.- Diversions above for irrigation and municipal use affect low flow only.

Mean discharge, in second-feet, and run-off, in acre-feet, 1956

Day

Sept.

17

18

19

20

21

22

25

24

Sec.ft.

10,900

49,400

65,800

76, 800

83,400

83,400

78,600

81,000

Ac.ft.

21,620

97, 980

130,500

152,500

165,400

165,400

155,900

160,700

Day 1 Sec.ft.

25 89,800

26 99,200

27 67,500

28 50,900

29 62,800

50 88,600

Oct.

1 109,000

2 120,000

Ac.ft.

178,10.0

196,800

155,900

61,290

124,600

175,700

216,200

258,000

Day

5

4

5

6

7

8

9

10

11

Run-off, in acre-feet, for period Sept. 17 to Oct

Sec.ft.

102,000

95,100

93,200

41,500

22,700

19,500

15,200

15,200

11,500

Ac.ft.

202,500

188,600

184,900

81,920

45,020

38,680

50,150

26,180

22,810

Day

12

13

14

15

16

17

18

19

20

Sec.ft.

12,100

10,400

8,810

7,670

7,050

6,500

6,160

5,830

5,520

3

Ac.ft.

24,000

20,630

17,470

15,210

15,980

12,890

12,220

11,560

10,950

,334,000

Gage height, in feet, and discharge, in second-feet, at indicated time. 1956

Time Feet Sec.ft.

September 17

lam 2.83 832

12N 2.69 742 

1pm 2.78 805 

2 5.30 5,620

5 8.20 9,570 

4 10.40 16,100

5 11.70 20,900 

7 15.55 27,700

9 14.55 51,900 

12M 15.46 56,800 

September 18

6am 16.98 44,500

12N 17.97 50,400 

6pm 18.71 55,100 

12M 19.20 58,600

September 19

12H 20.06 66,500

9pm 20.57 71,700 

September 20

12H 21.11 77,400 

September 21

12K 21.64 83,400 

llpm 21.78 85,900

September 22

12N 21.67 84,700

12M 21.36 81,000

September 23

5pm 21.08 77,400 

12M 21.12 77,400

September 24

12N 21.52 79,800

Time] Peet Sec.ft.

12M 21.67 84,700

September 25

12H 22.03 88,500 

12M 22.50 95,100 

September 26

12U 22.90 101,000 

8pm 23.05 102,000

12M 22.97 102,000 

September 27

Sam 22.77 9¥,200 

6 22.27 92,400 

9 21.50 79,800

12N 20.00 65,500

6pm 16.65 42,000 

12M 14.55 51,900 

September 28

Ham 12.50 24,000

1pm 12.70 24,800

5 15.65 28,500 

6 15.10 55,000

12M 17.22 45,400 

September 29

6am 18.74 55,100 

12N 19.76 63,600

6pm 20.60 71,700

12M 21.20 78,600

September 50

12H 21.95 88,500

12M 22.80 99,200 

October 1

12N 23.55 109,000

12M 24.17 120,000

Time! Peet | Sec.ft.

October 2

6am S'4,,38 123,000

8 24.40 123,000 

11 24.37 123,000 

4pm 24.20 120,000

8 24.00 116,000 

12M 23.74 112,000

October 5 

6am 25.25 T05 , 000

6pm 22.60 96,400 

12M 22.48 95,100 

October 4

12N 52. 46 95,100

12M 22.60 96,400 

October 5 

6am 22.66 97,800

12N 22.62 96,400

5pm 22.52 95,100

6 22.25 91,100 

9 21.75 85,900

12M 20.90 75,000 

October 6

6am 18.20 51,700 

12N 15.50 56,800

6pm 15.80 29,400

12M 12.76 25,200

October 7

6am 12.18 22,800

12N 12.00 22,000 

9pm 12.16 22,800

12M 12.11 22,400

Time] Peet 1 Sec.ft.

October 8

12N 11.25 19,000

12M 10.71 17,200 

October 9 

12N 10.00 14,800

12M 9.75 14,200 

October 10

1214 9.25 12", 400 

October 11

12K 8.87 ll,500 

6pm 8.79 11,200 

12M 8.91 11,500

October 12

12N 9.27 12,600 

12M 80 95 11,800 

October 15

12N 8.60 10,400

October 14

12H 7.88 8,810 

October 15

12N 7.45 7,670 

October 16

12N 7.12 7,050 

October 17

12N 6.85 6,500

October 18

12N 6.60 6,160

October 19

12N 6.40 5,830 

October 20

12N 6.24 5,520
STAGES AND DISCHARGES 81 

South Concho River at Christoval, Tex.

location.- Lat. 31°13', long. 100°30', at Panhandle it Santa Fe Railway bridge in

Christoval, Tom Green County. Zero of gage is 2,010.22 feet above mean sea level. 

Drainage area.- 434 square miles. 

Gage-height record.- Water-stage recorder graph. Gage heights used to half tenths between 3.7 and 5.2 feet; hundredths below and tenths above these limits. 

Stage-discharge relation.- Defined by current-meter measurements below 8,300 secondfeet; extended to peak discharge on basis of slope-area measurement at the peak. 

Maxima.- 1936J Discharge, 80,100 second-feet 6 a.m. Sept. 17 (gage height, 20.5 feet)

by slope-area measurement.

1930-35J Stage, 20.2 feet Oct. 13, 1930 (discharge not determined). 

1882-1929: Stage, about 23 feet Aug. 6, 1906 (discharge not determined). 

Remarks.- Diversions above station affect low flow only.

Hean discharge, in second-feet, and run-off, in acre-feet, 1956

Day

Sept. 

14 

15 

16 

17

Sec. ft.

188 

22,900 

569 

24,100

Ac. ft.

373 

45,480 

1,130 

47.800

Day

18 

19 

20 

21 

22

Run-off, in acre-feet, for j

Sec. ft. | Ac. ft.

376 746 

62 123 

48 95 

47 93 

46 91

Day

23 

24 

25 

26 

27

Sec. ft.

46 

46 

46 

20,100 

1,440

Ac.ft.

91 

91 

91 

39,870 

2,860

Day

28 

29 

30

Sec. ft.

300 

123 

80

Ac.ft.

595 

244 

159

139,900

Gage height, in feet, and discharge, in second-feet, at indicated time, 1936

Time | Feet | Sec. ft.

September 14

12H 0.86 3 

8pm .86 3 

9 1.09 18 

10 4.80 1,840 

10:10 4.84 1,880 

11 4.03 1,240 

12M 9.00 7,620 

September 15

lam l4.So 28,7OO 

2 16.70 43,400 

3 18.15 55,700 

3»30 18.48 58,500 

4 18.15 55,700 

5 15.90 37,500 

6 13.40 34,200 

7 11.90 16,200 

8 10.23 10,500 

9 10.43 11,100 

11 11.75 15,800 

12H 12.50 18,500 

2pm 15.13 32,300 

3 16.15 39,700 

4 16.77 44,100 

5 15.50 34,900 

6 12.83 19,800 

7 9.66 9,210 

8 7.20 4,310 

9 6.00 2,870 

10 5.00 2,000 

1211 4.00 1,200

Time Peet Sec. ft.

September 16

4am 2.93 515 

10 2.12 210 

1pm 2.34 282 

3 3.08 591 

5 2.50 336 

6 3.29 709 

8 2.90 501 

10 4.25 1,400 

12M 3.87 1,100 

September 17

lam 6.50 2,420 

2 11.50 14,700 

3 14.50 28,700 

4 16.76 44,100 

5 19.00 63,200 

6 20.50 80,100 

7 19.81 71,800 

8 19.25 65,400 

9 18.45 57,600 

10 17.15 47,200 

11 15.00 31,600 

12H 13.00 20,800 

1pm 11.10 13,300 

3 8.70 6,990 

5 7.20 4,310 

7 5.57 2,510 

10 5.46 2,420 

12M 4.57 1,640 

September 18

2am 3.83 1,100

Time Peet Sec. ft.

6am 2 . 88 491 

9 2.39 299 

12H 2.07 196 

6pm 1.72 122 

12M 1.51 87 

September 19

12H 1.32 59 

September. 20

12N 1.23 48 

September 21 

12H 1.21 46 

September 22

12H 1.21 46 

September 23

12H 1.21 46 

September 24

12N 1.21 46 

September 25

12N l.2i 46 

September 26

Sam 1.25 50 

6 4.43 1,560 

7 7.40 4,600 

8 10.65 11,700 

9 14.50 28,700 

10 15,58 35,600 

11 15.85 36,900 

12N 16.05 38,200 

1pm 16.34 40,400 

2 16.90 44,900 

3 17.14 46,400

Time | Peet | Sec. ft.

4pm 17.08 46,400 

5 16.75 43,400 

6 15.85 36,900 

7 14.00 25,800 

8 12.40 18,100 

9 10.50 11,400 

10 8.40 6,380 

11 6.90 3,900 

September 27

lam 5,22 2,160 

3 4.26 1,400 

6 3.52 864 

7 3.32 728 

8 3.81 1,060 

9 3.78 1,060 

10 4.47 1,560 

11 5.50 2,420 

12H 5.63 2,510 

1pm 5.52 2,420 

5 4.47 1,560 

8 3.62 934 

12H 2.89 496 

September 28

6am 2.60 375 

12H 2.37 292 

1211 2.03 186 

September 29

12H 1.83 123 

September 30

12H 1.62 80

Note.- Discharge determined by shifting-control method Sept. 14 (12N-9 pm), 29, 30.
88 MAJOR TEXAS FLOODS OF 1936

South Concho River at San Angelo, Tex.

Location.- Lat. 31°S6'45n , long. 100°25'30", at highway bridge half a mile south of 

San Angelo, Tom Green County, and 1 mile above confluence with North Concho River. 

Zero of gage is 1,802.94 feet above mean sea level.

Drainage area.- 2,687 square miles, of which about 152 square miles is probably noncontributing, affected by 11,000 acre-feet of storage in reservoirs upstream.

Sage-height record.- Water-stage recorder graph. Gage heights used to half tenths between 4.4 and 6.7 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 11,800 secondfeet, formula for flow over control dam from 11,800 to 40,000 second-feet; extended 

to peak discharge on basis of study of flow over Lake Nasworthy Dam,6g miles upstream.

Maxima.- 1936s Discharge, 111,000 second-feet at 12:30 p.m. Sept. 17 (gage height, 

23.4 feet, affected by backwater) by slope-area measurement.

1931-55S Discharge, 44,000 second-feet May. 10, 1952 (gage height, 10.98 

feet), from rating curve for 1956, discharge not previously published.

1854-1950: Stage, 29.7 feet Aug. 6, 1906 (discharge not determined).

Remarks.- Plow partly regulated by 10,500 acre-feet of storage in Lake Nasworthy, 6i 

miles upstream,and by about 500 acre-feet of storage in small reservoirs below Lake 

Nasworthy.

Mean discharge, in second-feet, and run-off, in acre-feet, 1936

Day

Sept. 

15 

16 

17

Sec.ft.

54,400 

7,410 

53,100

Ac.ft.

107,900 

14,700 

105,300

Day

18 

19 

20 

21

Sec.ft.

8,170 

1,630 

475 

445

Ac.ft.

16,200 

3,230 

942 

883

Day

22 

23 

24 

25

Sec.ft.

400 

300 

276 

2,900

Ac.ft.

793 

595 

547 

5,750

Day

26 

27 

28 

29 

30

Sec.ft.

41,000 

44,200 

2,970 

1,280 

743

Ac.ft.

81,320 

87,670 

5,890 

2,540 

1.470

435,700

Gage height, in feet,

Time

1am 

2 

3 

4 

5 

6 

8 

10 

11 

12N 

2pm 

4 

6 

8 

10 

11 

12M

lam 

2 

4 

7 

2pm 

4 

7 

11

4am

Feet Sec. ft.

September 15

2.08 9 

2.95 800 

4.14 3,940 

5.91 11,400 

7.08 18,700 

12.07 50,400 

18.34 91,600 

20.16 105,000 

20.60 108,000 

19.95 104,000 

16.92 81,800 

13.43 58,500 

9.95 38,500 

9.44 36,100 

10.22 39,600 

11.18 45,100 

10.88 43,400 

September 16

9.67 36,800 

8.28 27,600 

6.10 12,500 

4.24 4,260 

3.18 1,260 

3.15 1,200 

2.61 276 

2.37 89 

September 17

3.69 2,530

Time

Sam 

6 

7 

8 

10 

11 

12N 

Spa 

5 

8 

10 

12M

2am 

4 

6 

10 

11 

12N 

6pm 

7

2am 

9 

6pm

11am 

2pm 

4

and discharge, in second-feet, at indicated

Feet Sec. ft.

4.55 5,580 

9*46 55,700 

14.20 63,600 

16.80 73,900 

22.00 97,400 

23.01 101,000 

23.4 111,000 

22 . 82 72 , 800 

22.53 68,100 

19.76 53,800 

16.50 42,000 

12.64 29,900 

September 18

9.21 22,700 

7.27 16,400 

528 9 880 

4^38 4^750 

4.79 6,330 

4.60 5,560 

3.49 1,990 

3.46 1,920 

September 19

4.02 3,560 

3.28 1,480 

2.95 800 

September 20

2.76 

2.64 

2.78

475 

312 

505

Time

5pm

lam 

6 

4pm

2am 

6 

10

12H 

12N

Sam 

7 

9 

12H 

7pm 

8 

9 

10

2am 

4 

5 

6 

8 

10

Feet Sec.ft.

2 . 80 535 

September 21

2.72 415 

2.86 620 

2.70 385 

September 22

2 . 67 349 

2.74 445 

2.74 445 

September 23

2.63 300 

September 24

2.61 276 

September 25

2 . 64 312 

3.04 973 

3.14 1,170 

3.64 2,410 

4.75 6,140 

4.81 6,330 

4.79 6,330 

4.67 5,750 

September 26

3.67 

3.35 

3.25 

3.34 

4.89 

6.73

2,500 

1,640 

1,410 

1,620 

6,740 

16,100

Time

12N 

2pm 

4 

5 

6 

7 

10 

12 M

2am 

4 

6 

8 

12 N 

4pm 

6 

8 

10 

12M

2am 

6 

9 

12N 

6pm 

12M

12H 

12N

time, 1936

Feet Sec.ft.

12.20 28,000 

16.50 47,100 

19.46 74,100 

19.87 ' 83,000 

19.94 87,200 

19.77 89,700 

19.05 90,800 

18.79 93,500 

September 27

18.01 84,600 

16.58 69,800 

15.16 56,100 

13.94 47,800 

11.95 39,300 

10.39 33,400 

9.42 30,200 

7.92 24,200 

6.43 15,900 

5.27 8,270 

September 28

4.59 5,560 

3.90 3,190 

3.65 2,440 

3.53 2,100 

3.50 2,020 

3.42 1,810 

September 29

3.13 1,150 

September 30

2.89 688

Note.- Backwater 8 a.m. Sept. 17 to 6 a.m. Sept. 18; 12N Sept. 26 to 10 p.m. Sept. 27.
STAGES AND DISCHARGES 89 

Concho River near San Angelo, Tex.

Location.- Lat. 310 27'10n , long. 100°24'40n , half a mile below confluence of North 

Concho and South Concho Rivers and 1 3/4 miles southeast of San Angelo, Tom Green 

County. Zero of gage is 1,776.8 feet above mean sea level.

Drainage area.- 4,492 square mile's, of which about 275 square miles is probably noncontributing.

Sage-height record.- Graph drawn on basis of comparison with South Concho at San Angelo, 

recorder chart, flood marks, points obtained by levels to water surface, local information, and staff-gage readings. Gage heights given to tenths.

Stage-discharge relation.- Defined by current-meter measurements below 22,000 secondfeetj extended to peak stage on basis of one float and three slope-area measurements.

Maxima.- 1936: Discharge, 230,000 second-feet 1 p.m. Sept. 17 (gage height, 46.6 feet, 

from flood marks), by slope-are a measurement.

1915-35: Discharge, 109,000 second-feet (revised) Apr. 26, 1922 (gage height, 

36.8 feet).

1854-1914: Discharge, about 246,000 second-feet Aug. 6, 1906 (gage height, 

47.5 feet), by extension of 1936 curve.

Remarks.- Plow partly regulated by diversions and reservoirs upstream.

Mean discharge, in second-feet, and run-off, in acre-feet, 1956

Day

Sept. 

15 

16 

17 

18

Sec.ft.

82,500 

14,700 

151,000 

17,000

Ac .ft.

163,200 

29,160 

259,800 

33,720

Day

19 

20 

21 

22 

23

Sec.ft.

5,040 

594 

1,280 

702 

424

Ac.ft.

6,030 

1,180 

2,540 

1,390 

841

Day

24 

25 

26 

27 

28

Sec.ft.

552 

5,280 

81,400 

70,600 

10,500

Ac.ft.

698 

6,510 

161,500 

140,000 

20.430

Day

29 

30

Sec.ft.

1,810 

1,010

Ac.ft.

5,590 

2,000

832,600

Gage height, in feet, and discharge, in second-feet, at indicated time, 1956

Time

12»30 

lam 

2 

3 

4 

5 

6 

7 

8 

9 

10 

12N 

1pm 

2 

3 

4 

5 

6 

7 

9 

10 

12)1

2am 

4 

6 

8 

10 

4pm 

12 V.

3am 

4

Feet Sec.ft.

September 15

0,73 4 

S.O 5,140 

17.4 15,600 

20.0 19,200 

22.1 22,800 

24.0 28,400 

30.0 60,600 

56.5 107,000 

40.?. 140,000 

42.0 160,000 

43.0 172,000 

43.6 181,000 

42.0 160,000 

40.2 140,000 

37.2 113,000 

34.7 92,800 

32.0 73,600 

29.2 55,800 

27.3 44,400 

26.9 42,000 

27.4 45,000 

29.9 60,000 

September 16

25.9 36,700 

23.0 25,200 

19.2 18,100 

14.4 11,500 

12.8 9,510 

10.8 7,120 

9.5 5,690 

September 17

9.6 

12.7

5,69C 

9,390

Time

6am 

7 

8 

9 

10 

II 

12N 

1pm 

6 

7 

8 

10 

12)1

2am 

4 

6 

10 

4pm 

8

2am 

3 

4 

5 

7 

8 

10 

2pm 

8 

12M

12N

Feet Sec.ft.

22.0 22,600 

30.0 60,600 

36.0 103,000 

41.2 151,000 

44.6 196,000 

45.9 218,000 

46.4 226,000 

46.6 230,000 

45.6 215,000 

45.1 204,000 

43.6 181,000 

39.2 151,000 

33.5 84,100 

September 18

27.4 " 45,000 

24.4 29,900 

21.3 21,100 

15.5 13,000 

9.4 5,580 

8.2 4,340 

September 19

7.7 3,880 

8.1 4,240 

10.4 6,680 

11.3 7,710 

10,3 6,570 

8,8 4,940 

6.7 2,980 

5.0 1,710 

3.8 952 

3.5 792 

September 20

3.0 549

Time Feet Sec.ft.

September 21

3pm 

4 

6 

6 

7 

9 

12)1

6am 

12N

12N 

12N

lam 

6 

9 

12N 

3pm 

5 

7 

9 

1211

2am 

5 

6 

7 

8 

9 

10 

11

2.7 424 

3.8 952 

7.1 3,340 

8.1 4,240 

7.9 4,060 

6.6 2,890 

4.7 1,500 

September 22

3.4 740 

3.0 549 

September 23

2.7 424 

September 24

2.5 352 

September 25

2.4 316 

3.8 952 

6.2 2,570 

8.0 4,150 

9.5 5,690 

10.0 6,240 

9.5 5,690 

8.2 4,340 

7.3 3,520 

September 26

7.0 

7.0 

7.2 

9.5 

14.5 

19.3 

24.0 

28.3

3,250 

3,250 

3,430 

5,690 

11,600 

18,200 

28,400 

50,400

Time

12N 

1pm 

2 

3 

5 

6 

8 

10 

12)1

2am 

4 

6 

8 

12N 

3pm 

6 

7 

8 

9 

10 

12)1

3am 

6 

12N 

6pm 

12)1

6am 

12N 

6pm

12N

Feet Sec.ft.

32.5 77,100 

36.5 107,000 

39.7 136,000 

41.9 158,000 

42.6 167,000 

42.4 164,000 

41.7 156,000 

41.4 153,000 

40.8 146,000 

September 27

39.8 137,000 

37.2 113,000 

34.7 92,800 

33.0 80,600 

30.8 65,400 

28.9 54,000 

26.7 40,900 

25.5 34,800 

24.6 30,700 

23.6 27,000 

22.7 24,400 

20.9 20,500 

September 28

18.5 17,100 

16.5 14,300 

12.7 9,390 

9.7 5,910 

7.3 3,520 

September 29

5.6 2,130 

4.8 1,570 

4.5 1,370 

September 30

3.8 952
90 MAJOR TEXAS FLOODS OF 1936

Conoho River near Paint Rook, Tex.

Location.- Lat. 31°31', long. 99°57', at Gulf, Colorado & Santa Fe Railway bridge 2 

miles north-west of Paint Rook, Conoho County.

Drainage area.- 5,532 square miles, of which about. 275 square miles is probably noncontributing.

Sage-height record.- Water-stage recorder graph. Sept. 15; graph drawn from one or more 

daily readings and from flood marks at temporary staff gage 1.6 miles below recorder 

site Sept. 16-30. Sage heights used to half tenths between 3.6 and 5.8 feet; hundredths below and tenths above these limits Sept. 15 to half tenths between 12.8 and 

14.0 feet, hundredths below and tenths above these limits Sept. 16-30.

Stage-discharge relation.- For both gages relation is defined by current-meter measurements below 30,500 second-feet; extended to peak discharge on basis of two slopearea measurements.

Maxima.- 1936: Discharge, 301,000 second-feet 9 p.m. Sept. 17 (gage height, 41.3 feet, 

from flood marks, recorder site and datum), by slope-area measurement.

1915-35: Discharge, 86,100 second-feet Apr. 27, 1922 (gage height, 27.5 feet, 

recorder site and datum).

1882-1914: Discharge, 201,000 second-feet August 1882 (gage height, 38.4 

feet, recorder site and datum), from 1936 rating curve.

Remarks..- Flow affected by diversions and storage upstream.

Mean discharge, in second-feet, and run-off, in acre-feet, 1936

Day

Sept. 

15 

16 

17 

18

Sec.ft.

52,600 

61,900 

134,000 

90,500

Ac. ft.

104,300 

122,800 

265,800 

179,500

Day

19 

20 

21 

22 

23

Sec.ft.

25,600 

6,070 

1,090 

922 

635

Ac.ft.

50,780 

12,040 

2,160 

1,830 

1,260

Day

24 

25 

26 

27 

28

Sec.ft.

1,480 

1,980 

22,100 

99,000 

13,100

Ac.ft.

2,940 

3,930 

43,830 

196,400 

25,980

Day

29 

30

Sec.ft.

3,750 

1,910

. . . 1

Ac.ft.

7,440 

3,790

.025.000

Sage height, in J

Time Feet Sec. ft.

September 15

lam 0.98 2.6 

4 1.14 9.5

5 4. 35 2,130 

6 6.70 4,220

7 7.86 6,090 

8 9.70 10,100 

10 13.40 18,900 

11 15.00 24,000 

12N 18.00 37,600

2pm 22.90 61,300 

4 26.90 82,600 

5 29.17 96,000 

6 27.8 87,800

7 30.8 105,000 

8 34.2 128,000

9 35.3 140,000

10 35.1 137,000 

11 34.2 028,000

12M 33.4 121,000 

September 16

lam 33.7 113,000

3 34.4 123,000 

4 34.4 123,000 

5 33.8 114,000

6 32.8 101,000

9 29.8 68,700

12N 26.9 45,400 

3pm 24.4 30,600 

4 23.7 27,800

feet, and discharge, ii

Time Feet Sec. ft.

5pm 23.6 27,500

7 23.6 27,500 

9 24.0 28,800

12M 27.0 46,000 

September 17

Sam 30.0 70,500 

6 32.4 96,000 

8 33.0 104,000 

11 33.0 104,000 

3pm 32.8 101,000

5 32.9 102,000 

6 35.4 137,000 

7 38.6 195,000 

8 41.9 266,000

9 43.4 301,000 

10 43.4 301,000

11 43.0 291,000

12M 41.6 259,000 

September 18

Sam 37.3 170,000 

6 33.4 109,000

9 31.0 80,000

12N 29.6 66,900 

6pm 28.0 53,500 

12M 26.2 40,900

September 19

6am 24.5 31,000

12N 22.8 25,000 

6pm 21.0 19,400 

12M 19.2 14,200

i second -feet, at indi

Time! Feet I Sec.ft.

September 20

Sam 16.7 7,530 

4pm 14.9 3,550

12M 13.8 1,690 

September 21

Sam 13.2 922 

12N 13.1 820 

4pm 13.2 922 

12M 13.6 1,420 

September 22

6am 13.6 1,420 

3pm 12.9 635 

5 12.8 550 

September 23

12N 12.8 550 

8pm 13.0 725

September 24

6am 13.4 1,150 

12N 13.8 1,690

3pm 13.9 1,840 

September 25

lam 13.9 1,840

12N 14.0 1,980 

12M 14.1 2,140 

September 26

2am 14.4 2,630

4 15.1 3,950

9 17.5 9,550 

12N 19.3 14,500 

6pm 23.1 25,900

jated time. 1936

Time Feet Sec.ft.

9pm 26.0 39,700

12M 34^.2 120,000 

September 27

lam 35.1 132,000 

2 35.6 140,000

3 35.8 144,000 

4 35.8 144,000 

6 35.5 139,000 

9 34.5 124,000 

12N 33.0 104,000

2pm 32.6 98,500 

3 31.8 88,800 

6 29.1 62,400 

9 26.9 45,400

12M 24.9 33,300 

September 28

6am 21.2 20,100

12N 17.8 10,300 

3pm 16.3 6,590

6 15.8 5,440 

8 15.6 5,000

September 29

5am 15.4 4,580 

10 15.2 4,160 

- 6pm 14.5 2,800

12M 14.2 2,300

September 30

5am 14.0 1,980 

12M 13.8 1,690

Note.- Sage heights Sept. 16 to 30 from temporary staff gage.
STAGES AND DISCHARGES 91 

Kiddle Conoho River near Tankersly, Tex.

Location.- Lat.31°22'35n , long. 100°36'50", at Twelvemile Bridge, 3 miles northeast of

Tankersly, Tom Green County. Zero of gage is 1,919.5 feet above mean sea level. 

Drainage area.- 1,280 square miles, of which about 152 square miles is probably noncontributing. 

Page-height record.- Water-stage recorder graph. Sage heights used to half tenths between 4.7. and 5.5 feetj hundredths below and tenths above these limits. 

Stage-discharge relation.- Defined by current-meter measurements below 11,000 secondfeet; extended to peak stage on basis of study of flow over lake Nasworthy Dam. 

Maxima.- 1936: Discharge, 35,000 second-feet 10 p.m. Sept. 26 (gage height, 24.2 feet). 

1930-35: Discharge, 19,400 second-feet (revised), May 11, 1932 (gage height,

22.45 feet).

1922-29: Stage, 27.2 feet during 1922 (discharge not determined). 

Remarks.- Small diversions above station affect low flow only.

Mean discharge, in second-feet, and run-off, in acre-feet, 1936

Day

Sept. 

17 

18 

19

See. ft.

7,650 

921 

445

Ac.ft.

15,170 

1,830 

883

Day | Sec. ft.

20 64 

21 114 

22 97 

23 28

Ac.ft.

127 

226 

192 

56

Day |Sec.ft.| Ac.ft.

24 44 87 

25 3,240 6,430 

26 25,600 50,780 

27 25,200 49,980

Day jSec.ft.

28 1,270 

29 600 

30 312

Ac.ft.

2,520 

1,190 

619

130,100

Sage height, in feet, and discharge, in second-feet, at indicated time, 1956

Time

Inm

2

3 

4 

5 

6 

7 

8 

9 

10 

11 

12N 

1pm 

2 

3 

5 

7 

8 

9 

10 

11 

12H

2am 

4

Feet | Sec.ft.

September 17

2.53 9 

4.00 265 

8.20 1,870 

15.20 6,240 

19.60 9,480 

22.05 16,500 

23.55 29,600 

23.75 31,400 

23.30 26,900 

22.54 20,200 

20.74 10,600 

17.40 7,800 

13.90 5,340 

11.12 3,460 

8.68 2,120 

5.81 980 

4.72 565 

4.54 498 

7.85 1,680 

10.84 3,280 

11.27 3,580 

9.80 2,710 

September 18

6.26 1,160 

4.68 557

Time

6am 

8 

4pm 

5 

7 

10 

12 It

lam 

4 

6 

12K

12N 

llpm 

12M

6am 

7pm 

8

12N 

12N 

llam

Feet Sec.ft.

5.39 840 

4.89 645 

3.90 230 

4.05 282 

7.00 1,380 

8.30 1,920 

8.50 2,020 

September 19

8.07 1,820 

5.45 858 

4.58 516 

3.90 230 

September 20

3.20 52 

3.30 68 

4.40 430 

September 21

3.27 63 

3.00 31 

4.10 300 

September 22

3.37 83 

September 23

2.95 28 

September 24

2.70 15

Time| Peet Sec.ft.

1pm 3.50 114 

12M 3.12 42 

September 25

lam 5.70 945 

2 7.25 1,450 

5 5.35 822 

7 8.08 1,820 

10 11.50 3,700 

2pm 14.75 5,960 

4 15. ->2 6,590 

6 14.90 6,030 

9 9.40 2,490 

12M 5.24 785 

Septembe. 26

Sam 4.52 

4 12.60 

5 17.95 

6 21.00 

7 23.37 

8 23.86 

9 24.02 

10 24.09 

2pm 24.09 

4 '24.01 

6 24.06 

8 24.15

489 

4,420 

8,250 

11,200 

27,800 

32,300 

33,200 

34,100 

34,100 

33,200 

34,100 

35,000

Time

10pm

1pm 

3 

4 

5 

6 

7 

9 

12M

2am 

5 

7 

9 

12N 

2pm 

3 

4 

6 

12M

4am 

8

12M

12N

Feet Sec.ft.

24.20 35,000 

September 27

23.97 33,200 

23.86 32,300 

23.58 29,600 

22.29 18,600 

19.80 9,640 

16.70 7,290 

12.38 4,280 

8.86 2,220 

September 28

7.53 1,560 

6.29 1,160 

6.00 1,050 

6.25 1,120 

6.74 1,280 

6.85 ' 1,310 

6.87 1,340 

6.85 1,310 

6.72 1,280 

5.74 945 

September 29

5.19 765 

4.88 645 

4.35 408 

September 30

4.12 308
92 MAJOR TEXAS FLOODS OF 1936

Spring Creek near Tankersly, Tex.

Location.- Lat. 51°21'50", long. 100°32'5", 2 3/4 miles above confluence with Middle

Concho River and 6 1/2 milea east of Tankersly, Tom Green County. Zero of gage is

1,874.6 feet above mean sea level. 

Drainage area.- 734 square miles. 

Qage-helght record.- Water-stage recorder graph. Gage heights used to half tenths between 3.6 and 6.0 feet; hundredths below and tenths above these limits. 

Stage-discharge relation.- Defined by current-meter measurements below 17,000 second-

^eetj extended to peak stage by logarithmic curve. 

Maxima.- 1936s Discharge, 23,900 second-feet 6J30 a.m. Sept. 17 (gage height, 20.3

feet), from rating curve extended above 17,000 second-feet.

1930-35: Discharge, 17,000 second-feet May 10, 1932 (gage height, 17.70 feet). 

Remarks.- Small diversions upstream affect low flow only.

Mean discharge, in second-feet, and run-off, In acre-feet, 1956

Day

Sept. 

15 

16 

17 

18

Sec. ft.

5,040 

248 

6,300 

429

Ac.ft.

10,000 

492 

12,500 

851

Day

19 

20 

21 

22 

25

Sec. ft. | Ac.ft.

225 446 

108 214 

96 190 

71 141 

55 109

Day

24 

25 

26 

27 

28

Sec. ft. | Ac.ft.

54 107 

149 296 

4,950 9,820 

982 1,950 

197 591

Day Sec.

29 

30

ft. Ac.ft.

110 218 

93 184

Gage- height, In feet, and discharge, In second-feet, at indicated time, 1956

Time

lam 

2 

5 

4 

5 

6 

7 

8 

9 

10 

11 

12S 

2pm 

4 

6 

8 

12M

5am 

6 

12S 

9pm

lam 

2 

5 

4

Feet Sec.ft.

September 15

2.40 83 

7.75 2,730 

15.20 12,000 

16.70 14,800 

18.52 19,100 

18.70 19,900 

15.40 12,300 

11.60 6,580 

10.27 5,080 

11.14 5,980 

10.65 5,410 

8.53 3,300 

7.30 2,370 

6.45 1,780 

5.24 1,110 

5.00 983 

4.10 619 

September 16

3.55 436 

3.15 508 

2.75 180 

2.54 118 

September 17

2.97 

5.20 

11.00 

15.17

250 

1,080 

5,870 

12,000

Time

Sam 

6 

7 

8 

9 

10 

11 

12S 

2pm 

4 

5 

6 

8 

10 

12M

5am 

6 

9 

3pm 

4 

5 

7 

12M

6am 

12N

Feet Sec.ft.

17.80 17,500 

19.99 25,100 

20.50 25,900 

18.96 20,400 

17.06 15,600 

12.96 8,500 

9.96 4,760 

7.94 2,800 

6.51 1,720 

5.19' 1,080 

5.71 1,360 

6.61 1,910 

5.46 1,210 

4.48 765 

3.93 568 

September 18

3.36 375 

5.02 266 

2.83 206 

2.64 147 

4.26 672 

5.56 1,160 

4.60 805 

5.67 470 

September 19

5.08 

2.79

286 

193

Time

8pm 

11

lam 

4 

12N 

4pm

lam 

5 

12M

12N 

12N

2pm 

4 

5 

6 

12M

5 an 

9 

10 

11 

12N

Feet Sec.ft.

September 20

2.38 80 

3.04 273 

September 21

2.86 215 

2.58 129 

2.36 76 

2.52 69 

September 22

2.33 71 

2.42 88 

2.27 61 

September 23

2.23 55 

September 24

2.25 55 

September 25

2.23 55 

3.16 311 

3.45 404 

5.39 385 

2.90 228 

September 26

2.71 

5.61 

4.51 

8.96 

9.41

168 

455 

765

3,760 

4,140

Time Feet Sec.ft.

1pm 11.56 6,580 

2 12.90 8,360 

3 13.86 9,850 

4 15.19 12,000 

5 15.38 12,300 

6 15.05 11,600 

8 14.74 11,100 

9 15.92 9,850 

10 12.56 7,660 

11 10.56 5,190 

12M 9.16 3,940 

September 27

lam 8.12 2,960 

3 6.66 1,980 

6 5.49 1,240 

9 4.76 863 

12N 4.29 690 

5pm 5.85 556 

12M 5.17 514 

September 28

6am 2.92 254 

12N 2.76 184 

12H 2.60 135 

September 29

12N 2. Si 110 

September 50

12N 2.44 93
STAGES AHD DISCHARGES

North Concho River near Carlsbad, Tex.

Location.- Lat. 31°36', long. 100°40'

above Carlsbad, Tom Green County.

level. 

Drainage area.- 1,529 square miles, of which about 123 square miles is probably non-

, just above State Sanatorium Dam and 2 miles 

Zero of gage is 2,000.8 feet above mean sea

contributing. atr3

Gage-height record.- Water-stage recorder graph Sept. 15 to 7 a.m. Sept. 17. Graph

drawn from occasional staff gage readings, flood marks, and local information 8 a.m.

Sept. 17 to Sept. 30. Gage heights used to half tenths between 7.5 and 10.8 feet;

hundredths below and tenths above these limits. 

Stage-discharge relation.- Defined by current-meter measurements below 7,600 secondfeet, extended to peak discharge on basis of 3 slope-area measurements. 

Maxima.- 1936: Discharge. 94,600 second-feet 10 a.m. Sept. 26 (gage height, 16.0

feet, from flood marks), by slope-area measurement.

1924-35: Discharge, 55,200 second-feet May 30, 1925 (gage height, 14.45

feet), by slope-area measurement (revised),

1922-23: Stage, 14.0 feet Apr. 1, 1922. 

Remarks.- Small reservoir above gage affects low flow only.

Mean discharge, in second-feet, and run-off, in acre-feet, 1936

Day |See.ft.

Sept. 

15 238 

16 820 

17 62,900 

18 4,170

Ac.ft.

472 

1,630 

124,800 

8,270

Day jSec.ft.

19 560 

20 84 

21 971 

22 133. 

23 64

Ac.ft.

1,100 

167 

1,930 

260 

127

Day

24 

25 

26 

27 

28

Sec. ft.

46 

189 

45,500 

3,920 

610

Ac.ft.

91 

375 

90,250 

7,780 

1,210

Day |See.ft.

29 242 

30 136

Ae.ft.

480 

270

239,200

Gage height, in feet, and discharge, in second-feet, at indicated time, 1956__

Time | Peet See.ft.

September 15

12M 2.17 0 

2am 2.50 0 

3 5.80 428 

4 6.84 1,140 

6 5.98 510 

8 5.53 321 

12N 4.98 144 

6 4.44 28 

12H 4.31 10 

September 16

2pm 4.18 2 

6 5.00 150 

7 7.50 1,940 

8 7.25 1,600 

10 8.20 3,160 

12M 11.50 15,000 

September 17

2am 13.75 

4 14*45 

6 15.10 

8 15.45 

10 15.55 

2pm 15.80 

4 15.60 

6 15.15 

8 14.35 

10 13.40 

12M 12.10

41,400 

54,400 

70,800 

78,400 

83,600 

89,000 

83,600 

73,200 

54,400 

34,000 

19,000

Time | Peet See.ft.

September 18

2am 10.95 12,500 

4 9.95 8,000 

6 9.20 5,410 

8 8.50 3,780 

10 7.90 2,600 

12N 7.50 1,940 

2pm 7.10 1,410 

4 6.75 1,050 

6 6.50 835 

8 6.20 625 

9 6.20 625 

10 8.70 4,210 

11 9.04 5,000 

12M 8.60 3,990 

September 19

2am 7.20 1,530 

4 6.50 835 

6 6.10 570 

8 5.80 428 

10 5.55 329 

12N 5.35 258 

2pm 5.20 210 

4 5.10 180 

6 5.00 150 

8 4.90 122 

10pm 4.90 122 

September 20

12N 4.75 84

Time

8am 

9 

10 

11 

12N 

1pm 

2 

4 

6 

10

4am 

12 N

12N 

12N

12N 

8pm 

10 

12M

2am 

4 

6 

8 

10

Peet See.ft.

September 21

4.60 54 

4.70 73 

6.00 520 

8.40 3,570 

8.50 3,780 

8.35 3,460 

7.95 2,690 

7.15 1,470 

6.60 915 

5.90 472 

September 22

5.20 210 

4.80 96 

September 23

4.65 64 

September 24

4.55 46 

September 25

4.50 37 

4.60 54 

5.85 450 

9.30 5,710 

September 26

11.90 

13.45 

14.50 

15.40 

16.00

17,500 

34,000 

56,600 

78,400 

94,600

Time | Peet See.ft.

11am 15.90 91,800 

12N 15.70 86,200 

2pm 14.80 63,600 

4 13.95 45,600 

6 13.10 29,600 

8 12.10 19,000 

10 11.35 14,500 

12M 10.70 11,200 

September 27

2am 10.10 8,600 

4 9.60 6,700 

6 9.20 5,410 

8 8.85 4,540 

10 8,50 3,780 

12N 8.20 3,160 

2pm 7.90 2,600 

4 7.65 2,170 

6 7.40 1,800 

8 7.20 1,530 

12M 6.85 1,140 

September 28

6am 6.40 760 

12N 6.05 545 

6pm 5.80 428 

12M 5.60 348 

September 29

12N 5.30 242 

September 30

12N 4.98 236
94 MAJOR TEXAS FLOODS OF 1936

Pecan Bayou at Brownwood, Tex.

Location.- Lat. 310 44'101', long. 98°58 l 30n , three-eighths of a mile above city dam, 1 

mile north of Brownwood, Brown County. Zero of gage is 1,319.2 feet above mean 3ea 

level.

Drainage area.- 1,614 square miles, affected by 140,000 acre-feet of storage in Brownwood Reservoir, 10 miles upstream.

Sage-height record.- Water-stage recorder graph. Gage heights used to half tenths between 3.1 and 4.6 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 38,000 secondfeet; extended above to peak discharge reached in 1930.

Maxima.- 1936: Discharge, 19,800 second-feet 4 p.m. Sept. 28 (gage height, 14.26 feet).

1917-18, 1923-35: Discharge, 52,700 second-feet Oct. 14, 1930 (gage height, 

16.92 feet), from rating curve extended above 38,000 second-feet. (Flood of July 3, 

1932, probably the greatest known, reached a discharge of about 235,000 second-feet 

as it entered Brownwood Reservoir (computed from rate of storage in reservoir).

Remarks.- Flow regulated by storage in Brownwood Reservoir.

Mean discharge, in second-feet, and run-off,

Day

Sept. 

16 

17 

18 

19 

20

See. ft.

1,700 

8,310 

11,500 

8,380 

3.660

Ae.ft.

3,370 

16,480 

22,810 

16,620 

7,260

Day | Sec. ft.

21 2,250 

22 1,540 

23 1,080 

24 800 

25 604 

26 540

Ac. ft.

4,460 

3,050 

2,140 

1,590 

1,200 

1,070

Day

27 

28 

29 

30 

Oct. 

1

Run-off, in acre-feet, for period Sept. 16 to Oet

Sec. ft.

5,650 

15,900 

10,700 

4,270

2,500

in acre-feet,

Ae.ft.

11,210 

31,540 

21,220 

8,470

4,960

Day

2 

3 

4

5

1936

Sec .ft.

1,700 

1,200 

910 

701

Ae.ft.

3,370 

2,380 

1,800 

1,390

166,400

Sage height, in feet,

Time

12M 

2am 

3 

4 

7 

9 

12H 

3pm 

6 

9 

12M

3am 

5 

7 

9 

11 

1pm 

3 

4 

8 

10 

12M

3am 

6 

9 

12H 

2pm 

4 

6 

8

Feet Sec. ft.

September 16 

1.06 23 

2.04 572 

2.89 1,460 

3.08 1,690 

3.06 1,660 

2.86 1,420 

2.83 1,390 

2.55 1,070 

3.10 1,710 

4.15 3,000 

5.01 4,210 

September 17

5.96 5,700 

6.65 6,440 

7.50 7,400 

8.36 8,210 

9.33 8,930 

10.06 9,610 

10.25 9,700 

10.26 9,800 

10.18 9,700 

10.27 9.8PO 

10.47 10,000 

September 18

10.92 

11.41 

11.83 

12.16 

12.27 

12.29 

12.26 

12.15

10/400 

11,000 

11,500 

12,100 

12,300 

12,300 

12,300 

12,100

Time

10pm 

12M

3am 

6 

9 

12H 

3pm 

6 

9 

12M

3am 

6

12N 

3pm 

6 

9 

12M

6am 

12N 

6pm 

12M

6am 

12N 

6pm 

12M

12N

and discharge, in second-feet, at indicated

Feet Sec. ft.

12.00 11,800 

11.77 11,500 

September 19

11.29 10,900 

10.60 10,100 

9.71 9,250 

8.72 8,450 

7.72 7,590 

6.76 6,680 

6.02 5,700 

5.51 4,990 

September 20

5.12 4,360 

4.90 4,060 

4.72 3,760 

4.54 3,550 

4.39 3,340 

4.25 3,140 

4.12 2,940 

3.96 2,750 

September 21

3.72 2,440 

3.53 2,250 

3.36 2,010 

3.21 1,830 

September 22

3.07 1,670 

2.94 1,520 

2.83 1,390 

2.73 1,270 

September 23

2.55 1,070

Time

12N 

12H

1pm 

12H

5am 

8 

10 

12H 

2pm 

4 

6 

8 

10 

12H

2am 

4 

6 

9 

12 H 

3pm 

4 

5 

7 

9 

12M

3am 

6

Feet Sec. ft.

September 24

2.29 800 

September 25

2.07 596 

September 26

1.93 488 

2.17 683 

September 27

2.47 984 

3.34 2,010 

4.91 4,060 

6.50 6,320 

9.00 8,690 

9.93 9,430 

10.C2 9,520 

10.02 9,520 

10.26 9,800 

10.80 10,300 

September 28

11.40 11,000 

12.05 11,800 

12.71 13,100 

13.45 15,100 

13.94 17,300 

14.23 19,100 

14.26 19,800 

14.26 19,800 

14.18 19,100 

14.03 17,800 

13.64 15,800 

September 29

13.17 

12.57

14,500 

12,900

Time

9am 

12H 

3pm 

6 

9 

12M

3am 

6 

9 

12 H 

3pm 

6 

9 

12H

6am 

12H 

6pm 

12H

6am 

12 H 

6pm 

12M

12H 

12 H 

12H

time. 193 6 __

Feet Sec. ft.

11.88 11,700 

11.00 10,600 

9.96 9,520 

8.76 8,530 

7.60 7,500 

6.57 6,440 

September 30

5.90 5,570 

5.45 4,340 

5.11 4,360 

4.85 3,910 

4.72 3,760 

4.55 3,550 

4.37 3,270 

4.24 3,140 

October 1

3l?3 2^500 

3.52 2,190 

3.36 2,010 

October 2

slos 1*650 

2.93 1,510 

2.85 1,410 

October 5

October 4 

2.37 880 

October 5
STAGES AND DISCHARGES

San 3aba River at Menard, Tex.

Location.- Lat. 30°55 I , long. 99°48', 1,000 feet above highway bridge in Menard, 

Menard County, and half a mile below mouth of Las Moras Creek. Zero of gage is 

1,865.05 feet above mean sea level.

gralnage. area.- 1,151 square miles.

Sage-height record.- Graph drawn from two or more gage readings daily, observer's

estimates of peaks, and flood marks. Gage heights used to half tenths between 3.4 

and 4.1 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 17,000 secondreetj extended to peak discharge on basis of slope-area measurement of the peak.

Maxima.- 1936: Discharge, 68,600 second-feet 8 a.m. Sept. 16 (gage height, 21.2 feet, 

from flood marks) by slope-area measurement.

1915-355 Discharge, 44,600 second-feet Oct. 6, 1930 (gage height, 18.3 feet), 

from curve extended by slope-area method.

1899-1914: Stage, 23.7 feet, present site and datum, June 5 or 6, 1899 (discharge not determined;.

Remarks.- Small diversions above affect low flow only.

Mean discharge, in second-feet, and run-off, in acre-feet, 1936

Day

Sept. 

IE 

16 

17 

18 

19

Sec. ft.

62 

28,300 

17,700 

14,700 

678

Ac. ft.

123 

56,130 

35,110 

29,160 

1,340

Day Sec

20 

21 

22 

23 

24 

25

ft. Ac.ft.

255 506 

165 307 

103 204 

96 190 

94 186 

295 585

Day

26 

27 

28 

29 

30

Run-off, in acre-feet, for period Sept. 15 to Oct.

Sec.ft.

2,650 

11,500 

3,720 

755 

432

6. . .

Ac.ft.

5,260 

22,810 

7,380 

1,500 

857

Day jSec.ft.

Oct. 

1 300 

2 250 

3 215 

4 196 

5 188 

6 169

Ac.ft.

595 

496 

426 

389 

373 

335

164,300

Gage height, in feet, and discharge, in second-feet, at indicated time, 1956

Time

12M

lam 

2 

3 

4 

6 

8 

9 

10 

12N 

4pm 

8 

12M

lam 

2 

4 

8 

9 

10 

11 

12N 

4pm 

6 

8 

12M

Feet See. ft.

September 16

2.90 161 

September 16

8.00 5,450 

13.90 18,200 

18.00 42,500 

16.80 34,400 

18.60 46,800 

21.20 68,600 

19.40 53,200 

14.80 22,700 

16.00 29,600 

14.80 22,700 

13.40 16,000 

12.30 11,400 

September 17

12.00 

11.80 

11.45 

10.80 

10.80 

11.15 

11.70 

12.35 

14.70 

16.00 

16.60 

16.95

10,300 

9,750 

9,120 

8,380 

8,380 

8,860 

9,550 

11,700 

22,200 

29,500 

33,100 

35,700

Time

4am 

6 

7 

8 

9 

10 

11 

12N 

2pm 

4 

6 

8 

10 

12M

4am 

8 

12N 

llpm

12N 

12N 

12N 

12N

Feet Sec.ft.

September 18

16.95 35,700 

16.80 34,400 

16.00 29,500 

14.70 22,200 

13.20 14,600 

11.90 9,750 

10.20 7,670 

9.10 6,600 

8.05 5,130 

7.75 4,810 

6.70 3,010 

6.15 2,150 

5.75 1,770 

5.45 1,520 

September 19

4.90 1,010 

4.50 720 

4.30 600 

4.00 405 

September 20

3.75 225 

 

September 21 37B5 145 

September 22

3.55 106 

September 23

" 3.50 96

Time

12N

6am 

4pm 

8 

12M

4am 

9 

7pm 

8 

9 

10 

11 1-2M

lam 

2 

4 

6 

8 

9 

10 

12N 

4pm 

8 

12M

Feet Sec.ft.

September 24

3.45 87 

September 25

3 . 60 117 

3.90 225 

4.40 488 

5.90 1,440 

September 26

6.70 2,150 

6.00 1,600 

5.30 1,010 

6.20 1,770 

8.20 4,810 

10.50 7,490 

12.80 12,500 

15.10 23,200 

September 27

16. 6d 

15.35 

14.00 

12.90 

12.00 

11.60 

11.25 

10.65 

9.60 

8.80 

8.30

33,100 

25,900 

18,700 

13,800 

10,300 

9,400 

8,860 

8,160 

7,200 

6,400 

5,850

Time

4am 

8 

12N 

4pm 

8 

12M

4am 

8 

12M

12N 

12N 

12N 

12N 

12N 

12N 

12N

Feet Sec.ft.

September 28

7.80 5,130 

7.50 4,650 

7.00 3,760 

6.50 3,010 

6.05 2,350 

5.10 1,520 

September 29

4.35 880 

4.05 720 

3.80 670 

September 30

3.60 432 

October 1 

3.40 300 

October 2

October 3 

October 4 

October 5

October 6 

3.12 169

Note.- Discharge determined by shifting-control method 9 a.m. Sept. 18 to Sept. 26, 

Sept. 29 to Oct. 6,
96 MAJOR TEXAS FLOODS OP 1936

San Saba River at San Saba, Tex.

Location.- Lat. Sl^'lO", long. 98° 42 '15", at the San Saba-Chadwiek Mill highway

bridge three-quarters of a mile northeast of San Saba, San Saba County. Zero of

gage is 1,152.4 feet above mean sea level. 

Drainage area.- 3,046 square miles. 

Page-height record.- Water-stage recorder graph. Gage heights used to half tenths between 4.6 and 6.4 feet; hundredths below and tenths above these limits. 

Stage-discharge relation.- Defined by current-meter measurements below 30,000 secondreetj extended above to peak s-fcage. 

Maxima.- 1936! Discharge, 45,500 second-feet 7:20 a.m. Sept. 17 (gage height, 36.67

feet ) , from rating curve extended.

1915-35: Discharge, 57,000 second -feet Apr. 26, 1922 (gage height, 42.1

feet, present site and datum, affected by backwater), from rating curve extended and

corrected for backwater.

1899-1914: Stage, 42.6 feet June 6, 1899 (discharge not determined). 

Remarks.- Diversions above station for irrigation and municipal use affect low flow

only.

Mean discharge, in second-feet, and run-off, in acre-feet, 1936

Day

Sept. 

15 

16 

17 

18 

19

Sec.ft.

79 

1,910 

33,900 

20,000 

13,500

Ac .ft.

157 

3,790 

67,240 

39,670 

26,780

Day

20 

21 

22 

23 

24 

25

Sec.ft.

2,140 

994 

640 

433 

354 

303

Ac. ft.

4,240 

1,970 

1,270 

859 

702 

 601

Day

26 

27 

28 

29 

30

Run-off, in acre-feet, for period Sept. 15 to Oct.

Sec.ft.

1,570 

18,600 

17,000 

4,580 

1,670

6 . . .

Ac. ft.

3,110 

36,890 

33,720 

9,080 

3,310

Day Sec.ft.

Oct. 

1 1,050 

2 808 

3 649 

4 565 

5 502 

6 474

Ac. ft.

2,080 

1,600 

1,290 

1,120 

996 

940

241,400

Gage height, in feet,

Time

8am 

3pm 

6 

11 

1211

2am 

3 

4 

5 

6 

7 

8 

9 

10 

11 

1pm 

3 

5 

6 

7 

8 

9 

10 

11 

12M

lam 

2 

4 

5 

6 

7 

8 

9 

12N 

3pm 

6 

9 

12M

Feet Sec.ft.

September 15

3.36 39 

3.67 81 

4.10 143 

4.17 154 

4.49 202 

September 16

5.60 388 

6.56 586 

7.77 854 

8.92 1,120 

9.58 1,310 

10.06 1,450 

10.36 1,530 

10.48 1,560 

10.44 1,530 

10.18 1,480 

9.16 1,200 

7.56 808 

6.45 544 

7.66 831 

10.20 1,480 

13.96. 2,720 

18.00 4,250 

21.60 5,740 

25.20 7,910 

28.40 11,000 

September 17

31.40 

33.26 

35.47 

36.14 

36.53 

36.67 

36.64 

36.47 

35.63 

34.50 

33.25 

32.33 

31.48

20,400 

29,200 

39,700 

42,600 

44,500 

45,500 

45,000 

44,500 

40,200 

34,900 

28,700 

24,400 

20,800

Time

3am 

4 

5 

6 

7 

10 

2pm 

5 

8 

9 

10 

12M

3am 

6 

9 

12N 

3pm 

6 

9 

12M

3am 

6 

9 

12N 

3pm 

6 

9 

12M

6am 

12N 

6pm 

12M

6am 

12N 

6pm 

12M

and discharge, in second- feet, at indicated

Feet | Sec.ft.

September 18

30.60 17,000 

30.38 16,100 

30.23 15,300 

30.22 15,300 

30.31 15,700 

30.87 18,200 

31.20 19,500 

31.86 22,600 

32.50 25,400 

32.57 25,800 

32.58 25,800 

32.47 25,400 

September 19

32.15 24,000 

31.50 20,800 

30.38 16,100 

28.50 11,200 

26.02 8,550 

23.14 6,460 

20.22 5,150 

17.54 4,060 

September 20

15.30 3,210 

13.70 2,610 

12.48 2,190 

11.58 1,890 

10.97 1,700 

10.45 1,530 

10.00 1,420 

9.54 1,280 

September 21

8.80 1,100 

8.30 975 

7.88 877 

7.50 785 

September 22

7.13 693 

6.86 649 

6.63 586 

6.43 544

Time

1211 

12N

4pm 

6

2am 

4 

5 

6 

7 

8 

9 

10 

11 

12N 

2pm 

4 

6 

8 

9 

10

lam 

2 

4 

6 

8 

10 

12N 

1pm 

2 

3 

4 

6 

8 

9 

10 

12M

Feet Seo.ft.

September 23

6.15 433 

September 24

5.68 354 

September 25

5.42 303 

5.50 320 

September 26

5.36 312 

5.53 346 

7.00 628 

9.26 1,180 

11.46 1,790 

13.03 2,290 

14.02 2,650 

14.50 2,830 

14.58 2,870 

14.34 2,760 

13.26 2,400 

11.67 1,850 

10.34 1,450 

9.77 1,310 

9.72 1,280 

9.76 1,310 

September 27

9.92 

10.03 

11.60 

13.50 

16.40 

20.90 

27.90 

31.00 

32.83 

33.80 

34.46 

35.09 

35.53 

35.56 

35.43 

34.80

1,390 

1,420 

1,890 

2,540 

3,630 

5,450. 

10,300 

18,600 

26,800 

31,600 

34,900 

37,800 

39,700 

40,200 

39,200 

36,400

Time

4am 

6 

9 

10 

11 

12N 

1pm 

2 

3 

4 

5 

6 

8 

12M

6am 

12N 

6pm 

12N

6am 

12N 

6pm 

12M

6am 

12N 

6pm 

12H

12N 

12N 

12N 

12N 

12N

time. 1936

Feet | Sec.ft.

September 28

32.93 26,800 

32.20 23,500 

31.19 19,100 

30.84 17,400 

30.40 15,700 

29.98 14,200 

29.53 12,900 

29.08 11,900 

28.62 11,200 

28.20 10,600 

27.77 10,100 

27.40 9,700 

26.78 9,140 

25.63 8,150 

September 29

22.52 6,060 

18.36 4,330 

15.17 3,100 

13.02 2,290 

September 30

11.76 1,850 

11.02 1,620 

10.37 1,450 

9.80 1,280 

October 1 

9.38 1,150 

9.00 1,050 

8.64 950 

8.35 900 

October 2

October 5 

October 4 

October 5 

October 6

Note.- Discharge determined by shifting-control method Sept. 23-26,2 8 to Oct. 6.
STAQES AND DISCHARGES 97

Horth Llano River near Junction, Tex.

location.- Lat. 30°30', long. 99°47', 500 feet above remains of old Wilson Dam and 3

miles northwest of Junction, Kimble County. Zero of gage is 1,699.9 feet above mean

sea level.

Drainage area.- 914 square miles. 

Gage-height record.- Graph drawn from staff-gage readings and elevations of stakes set

at water surface by observer and engineer, flood marks, and local information. 

Stage-discharge relation.- Poorly defined. Publication of discharge withheld until

further discharge measurements are made. Peak discharge for 1936 determined by

slope-area measurement. 

Maxima.- 1936: Discharge. 94,800 second-feet midnight Sept. 15-16 (gage height, 24.9

feet, from flood marks).

1915-35: Stage, 20.9 feet Oct. 6, 1930 (discharge notdetermined). 

1875-1914: Stage, about 22.9 feet in 1889. 

Remarks.- Diversions for irrigation materially reduce low-water flow but do not affect

flood flow.

Gage height, in feet, at indicated time, 1936

Tine |

September

1 p.m. 

8 

9 

10 

11 

12H 

September

1 a.m. 

2 

3 

4 

5 

6 

7 

8 

9

Peet

15

1.35 

1.25 7.75' 

14.60 

21.80 

24.90 

16

20.70 

17.90 

20.50 

16.75 

13.70 

11.75 

10.40 

9.35 

8.70

Time |

10 a.m. 

11 

12H 

2 p.m. 

4 

5 

8 

12M 

September

3 a.m. 

6 

9 

12H 

3 p.m. 

6 

10 

11

Peet

10.30 

10.35 

9.40 

8.00 

7.15 

12.00 

10.45 

8.65 

17

7.55 

6.65 

5.85 

5.20 

4.60 

4.10 

3.60 

8.00

Time |

12M 

September

3 a.m. 

6 

9 

12H 

3 p.m. 

6 

9 

12H 

September

3 a.m. 

6 

12H 

12M

Peet

7.80 

18

6.80 

5.90 

5.20 

4.55 

4.00 

3.50 

3.15 

2.85 

19

2.60 

2.45 

2.30 

2.10
98 MAJOR TEXAS FLOODS OP 1936 

Llano River near Junction, Tex.

Location.- Lat. 30°30', long. 99°44', 100 feet north of Kerrvllle-Junction road, 3 

miles below confluence of North Llano and South Llano Rlvera, and 3^ miles east of 

Junction, Klmble County.

Drainage area.- 1,762 square miles.

Gage-height record.- Water-stage recorder graph except 3J30 a.m. Sept. 16 to 1 p.m. 

Sept. 17,when It was determined from a graph drawn from flood marks and local Information. Sage heights used to half tenths between 3.5 and 5.4 feet; hundredths 

below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 35,000 secondfeet; extended to peak discharge on basis of four slope-area measurements.

Maxima.- 1936: Discharge. 158,000 second-feet 3:30 a.m. Sept. 16 (gage height, 32.2 

feet, from flood marks), by slope-area measurement.

1915-1935: Discharge, 319,000 second-feet June 14, 1935 (gage height, 43.3 

feet, from flood marks), by slope-area measurement.

1889-1936: Discharge and stage, that of June 14, 1935.

Remarks.- Small diversions and storage above station affect low flow only.

Mean discharge,

Day

Sept.

15

16

17

18

19

Sec. ft.

4,160

59,700

14,400

7,390

1,830

Ac.ft.

8,250

118,400

28,560

14, 660

3,630

Day

20

21

22

23

24

25

In second-feet, and run-off, in acre-feet, 1936

Sec. ft.

940

718

600

512

465

3,500

Ac.ft.

1,860

1,420

1,190

1,020

922

6,940

Day

26

27

28

29

30

Run-off, in acre-feet, for period Sept. 15 to Oct.

Sec .ft.

967

4,440

3,450

1,070

710

Ac.ft.

1,920

8,810

6,840

2,120

1,410

Day

Oct.

1

2

3

4

5

6

Sec. ft.

600

539

498

458

426

406

Ac.ft.

1,190

1,070

988

908

845

805

213,860

Time | Peet Sec. ft.

September 15

12M 1.40 49 

5pm 1. 60 98 

6 6.20 5,380 

7 12.10 19,800 

8 13.25 23,300 

9 10.80 16,000 

10 8.30 9,660 

11 9.90 13,500 

12M 10.70 15,800 

September 16

lam 12.35 20,700 

2 16.60 35,800 

3 24.00 80,200 

4 32.20 158,000 

5 29.30 126,000 

7 31.70 153,000 

8 27.20 106,000 

9 23.00 72,500 

10 20.40 54,900 

11 17.90 41,400 

12N 16.20 34,100 

1pm 15.80 32,600 

4 16.30 34-,500 

7 15.60 31,800 

11 17.60 40,100 

12M 16.60. 35,800 

September 17

Sam 13.00 22,600

Time

6am 

9 

10 

12K 

2pm 

3 

4 

6 

8 

10 

11 

12M

2am 

4 

6 

10 

3pm 

12M

6am 

12N

12K 

12N 

12N

Peet Sec. ft.

10.50 15,200, 

9.00 11,300 

9.90 13,500 

8.50 10,100 

7.60 8,160 

8.85 10,800 

9.42 12,300 

9.08 11,500 

8.90 11,100 

9.16 11,800 

9.04 11,300 

9.30 12,000 

September 18

10.75 16,000 

10.00 13,800 

8.80 10,800 

7.05 6,950 

5.66 4,480 

4.50 2,750 

September 19

4.00 

3.59 

Septeml

2,150 

1,700 

er 20

2.94 980 

September 21

2.66 718 

September 22

2.50 600

Time

12K

12N 

12M

lam 

2 

3 

4 

6 

8 

10 

12

<3pQL

8 

10 

12M

6am 

12H 

9pm

Sam 

6 

9 

12N 

3pm 

4

Peet Sec. ft.

September 23

2.38 519 

September 24

2.30 465 

2.27 446 

September 25

8.25 9,440 

9.00 11,300 

8.50 10,100 

7.50 7,950 

5.40 4,000 

4.50 2,750 

4.35 2,570 

4.30 2,510 

4.12 2,270 

3.42 1,500 

3.96 2,090 

3.51 1,590 

September 26

3.22 1,280 

2.87 910 

2.60 670 

September 27

2.53 

2.66 

3.25 

6.00 

8.20 

8.48

621 

718 

1,320 

5,000 

9,440 

10,100

Time

5pm 

6 

9

lam 

3 

6 

12K 

12M

12N 

12K 

12N 

12N 

12N 

12N 

12N 

12N

Peet Sec. ft.

8.30 9,660 

7.90 8,790 

6.68 6,350 

September 28

7.35 7,750 

6.80 6,550 

5.70 4»480 

4.48 2,750 

3.42 1,500 

September 29

2.98 1,020 

September 30

2.65 710 

October 1

October 2 

October 3 

October 4 

October 5 

October 6
STAGES AND DISCHARGES 99

Llano River near Castell,. Tex.

Location.- Lat. 30°43', long. 98°53', 4 miles above mouth of Hickory Creek and 6 miles

east of Castell, Llano County. 

Drainage area.- 3,514 square miles. 

Gage-height record.- Graph drawn from two or more staff-gage readings dally and flood

marks. Sage heights used to half tenths between 1.5 and 4.4 feet; hundredtha below

and tenths above these limits. 

Stage-discharge relation.- Defined by current-meter measurements below 10,000 secondfeetj extended to peak stage on basis of one float and one slope-area measurement. 

Maxima.- 1936s Discharge, 153,000 second-feet 3 p.m. Sept. 16 (gage height, 22.9 feet,

from flood marks), by slope-area measurement.

1923-35: Discharge, 388,000 second-feet June 14, 1935 (gage height, 37.0

feet, from flood marks), by slope-area measurement.

1889-1922: Stage, 28.4 feet In 1889 (discharge not determined). 

Remarks . - Small diversions above station affect low flow only.

Mean diacharge, In seoond-feet, and run-off, in acre-feet, 1936

Day

Sept. 

15 

16 

17 

18 

19

See.ft.| Ac. ft.

15,200 30,150 

93,000 184,500 

46,000 91,240 

14,100 27,970 

4,730 9,380

Day

20 

21 

22 

23 

24 

25

Sec.ft.

2,580

1,540 

1,340 

1,040 

710 

1,380

Ao.ft.

5,120 

3,050 

2,660 

2,060 

1,410 

2,740

Day [Sec.ft.

26 3,720 

27 56,600 

28 5,210 

29 2,400 

30 1,610

Ac. ft.

7,380 

112,300 

10,330 

4,760 

3,190

Day

Oct. 

1 

2 

3 

4 

5 

6

Sec.ft.

1,280 

1,100 

945 

860 

780 

740

Ac. ft.

2,540 

2,180 

1,870 

1,710 

1,550 

1.470

509,600

Gage height, in feet, and dlscharge, In second-feet, at indicated time, 1936

Time Feet Sec.ft.

September 15

12M 1.85 216 

6am 2.95 590

9 4.00 1,610 

12N 5.85 5,070 

3pm 9.10 15,500

6 11.85 31,100 

8 13.20 42,200

9 13.60 45,700

10 13.70 46,500

11 13.60 45,700

12M 13.00 40,500 

September 16

gam 10,30 21,600

4 9,80 19,000 

6 9.80 19,000

7 10.90 25,000 

8 14.20 51,000 

10 18.20 92,600

12H 21.30 131,000 

2pm 22.80 151,000 

3 22.90 153,000

4 22.85 151,000 

6 22.50 147,000

Time Feet Seo.ft.

9pm 20.90 126,000

12M 19.30 106,000 

September 17

Sam 17.30 82,400 

9 13.50 44,800 

3pm 11.85 31,100

12M 10.35 22,200 

September 18

12N 8.70 13,800

1211 7.05 8,200

September 19

12N 5;40 4,140 

12M 4.95 3,300

September 20

Sam 4.90 3,120 

12N 4.75 2,940

6pm 4.25 1,990 

12M 4.10 1,760 

September 21

12N 3.90 1,470 

12M 3.80 1,340 

September 22

12N 3.80 1,340 

1214 3.80 1,340

Time Feet | Sec.ft.

September 23

18N 3.50 990 

September 24

12N 3.15 710 

12M 2.95 590 

September 25

9am 3.20 740 

3pm 3.85 1,400

9 4.75 2,940

September 26

3am 5.20 3,720

8 5.35 4,140 

3pm 5.20 3,720

9 4.90 3,120

12M 5.50 4,350 

September 27

2am 7.00 8,200 

4 9.00 15,000 

6 12.00 32,500

8 15.80 66,500 

10 20.00 114,000 

11 21.30 131,000

12N 21.60 135,000 

2pm 21.45 133,000

Time Feet Sec.ft.

4pm 19.80 112,000

5 17.40 83,500 

6 10.60 23,300

8 8.40 12,600 

12M 7.30 9,100 

September 28

6am 6.35 6,550 

6pm 5.30 3,930

September 29

12N 4.55 2,580

September 30

12N 4.00 1,610 

October 1

12N 3.7fe 1,280

October 2 

2pm 3.60 1,100

October 3 

12N 3.44 945 

October 4

12N 3.36 860 

October 5 

12N 3.27 780

October 6 

12H 3.18 740
100 MAJOR TEXAS FLOODS OP 1936

Pedernales River near Spicewood, Tex.

Location.- Lat. 30°25'1511 , long. 980 4 l 50n , in Travis County, 5.4 miles above confluence 

with Colorado River and 8 miles southeast of Spicewood, Burnet County. Zero of 

gage is 624.8 feet above mean sea level.

Drainage area.- 1,294 square miles.

Sage-height record.- Qraph drawn from two or more gage readings daily. Sage heights 

used to half tenths between 1.6 and 2.8 feet; hundredths below and tenths above 

these limits.

Stage-discharge relation.- Defined by current-meter measurements below 3,500 secondfeet; extended to peak discharge by one slope-area measurement and 3 slope-area 

computations.

Maxima.- 1936: Discharge, 85,300 second-feet 8 p.m. Sept. 27 (gage height, 28.4 feet, 

from graph based on gage readings).

1923-35: Discharge, 155,000 second-feet May 28, 1929 (gage height, 40.4 feet, 

from flood marks), by slope-area measurement.

1869-1922: Stage, about the same height as in 1929, occurred in 1869.

Remarks.- No regulation or diversions.

Mean discharge, in second-feet, and run-off, in acre-feet, 1936

Day

Sept. 

14 

15 

16 

17 

18 

19

Sec. ft.

445 

23,100 

34,700 

4,360 

2,460 

1,020

Ac.ft.

883 

45,820 

68,830 

8,650 

4,880 

2,020

Day |Sec.ft.

20 620 

21 538 

 22 439 

23 439 

24 386 

25 336 

26 304

Ac.ft.

1,230 

1,070 

871 

871 

766 

666 

603

Day

27 

28 

29 

30 

Oct. 

1 

2

Run-off, in acre-feet, for period Sept. 14 to Oct

Sec.ft. | Ac.ft.

39,100 77,550 

19,600 38,880 

1,660 3,290 

1,020 2,020

860 1,710 

760 1,510

Day Sec.ft.

3 665 

4 578 

5 538 

6 498

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

Ac.ft.

1,320 

1,150 

1,070 

988

266,600

Qage height, in feet, and discharge, in second-feet, at indicated time, 1936

Time] Feet | Sec.ft.

September 14

lam 0.8 29 

9 0.9 37 

12H 1.2 78 

2pm 1.8 204 

4 2.5 420 

6 3.2 710 

8 4.1 1,190 

10 4.7 1,590 

12M 5.2 1,970 

September 15

4am 6.1 2,760 

6 6.7 3,370 

8 8.6 5,700 

9 16.0 2.6,200 

10 20.5 45,600 

12N 20.8 47,000 

3pm 20.0 43,300 

4 17.5 32,400 

6 16.4 27,800 

8 16.2 27,000 

10 16.4 27,800 

12M 17.2 31,100 

September 16

2am 19.6 41,500 

4 20.8 47,000 

6 19.9 42,800 

8 19.4 40,600 

10 21.6 50,700

Time Peet Sec.ft.

12N 19.9 42,800 

2pm 18.0 34,500 

4 16.5 28,200 

6 15.6 24,600 

6 14.7 21,000 

10 13.6 17,100 

12M 12.2 12,800 

September 17

2am 11. to 9,550 

4 9.4 6,800 

6 8.4 5,440 

8 7.7 4,540 

12N 6.9 3,590 

4 6.2 2,860 

8 5.6 2,300 

10 5.5 2,210 

12M 5.7 2,390 

September 18

2am 6.6 3,260 

4 7.1 3,820 

6 6.7 3,370 

8 6.2 2,860 

12N 5.7 2,390 

4pm 5.3 2,050 

8 4.9 1,740 

12M 4.5 1,450 

September 19

12N 3.7 965

Time Peet | Sec.ft.

September 20

12N 3.0 620 

September 21

12H 2.8 538 

September 22

12N 2.6 458 

September 23

12N 2.5 420 

September 24

12N 2.4 386 

September 25

12N 2.2 320 

September 26

12H 2.1 289 

September 27

2am 2.6 458 

4 4.0 1,130 

6 7.0 3,700 

8 11.3 10,300 

10 14.5 20,300 

12H 18.0 34,500 

2pm 21.2 48,800 

4 24.5 64,800 

6 27.5 80,400 

8 28.4 85,300 

10 27.8 62,600 

12M 26.5 75,200 

September 28

2am 24.0 62,300

TimeJ Peet Sec.ft.

4am 21.0 47,900 

6 17.5 32,400 

8 13.8 17,800 

10 11.3 10,300 

12N 9.8 7,400 

2pm 8.7 5,830 

4 7.8 4,660 

6 7.1 3,820 

12M 6.0 2,660 

September 29

Bam 5.1 1,890 

5pm 4.5 1,450 

September 30

8am 4.0 1,130 

5pm 3.7 965 

October 1 

12N 3.5 860 

October 2 

12N ~373 760 

October 3 

12N "571 665 

October 4 

12N ~2T9" 578 

October 5 

12N ~57S 538 

October 6 

12N ~FT7 498
STAGES AMD DISCHARGES 101

Trinity River at Dallas, Tex.

Location.- Lat. 52°47', long. 96°48', at Commerce Street viaduct in Dallas, Dallas 

County. Zero of gage is 568.05 feet above mean sea level.

Drainage area.- 6,001 square miles.

Gage-height record.- Water-stage recorder graph. Gage heights used to half tenths between 10.8 and 14.5 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 75,500 secondfeet; extended to peak discharge.

Maxima.- 1956: Discharge, 25,900 second-feet 2 p.m. Sept. 28 (gage height, 55.15 

feet).

1905-35: Discharge, 76,700 second-feet May 20, 1955 (gage height, 42.10 . 

feet).

1840-1902: Discharge observed, 184,000 second-feet, from rating curve extended logarithmically, May 26, 1908 (gage height, 52.6 feet, U. S. Weather Bureau).

Remarks.- Plow at present partly regulated by several reservoirs upstream with oombined storage capacity of 741,000 acre feet.

Mean discharge, in second-feet, 1956

Day

Sept. 16

17

18

19

20

21

22

23

24

25

Second-feet

127

157

313

372

210

151

104

95

118

124

Day

Sept. 26

27

28

29

30

Oct. 1

2

3

4

5

Second-feet

206

4,440

22,800

21,900

19,600

14,800

6,110

6,390

4,260

3,440

Day 1 Second-feet

Oct. 6 3,170

7 3,020

8 3,070

9 2,970

10 2,920

11 2,870

12 2,870

13 2,870

14 2,720

15 2,470

Trinity River near Oakwood, Tex.

Location.- Lat. 31°39', long. 95°47', at Palestine-Oakwood highway bridge li miles

above International-Great Northern Railroad bridge and 6 miles northeast of Oakwood, 

Leon, County. Zero of gage is 175.03 feet above mean sea level.

Drainage area.- 12,840 square miles.

Gage-height record.- Water-stage recorder graph. Gage heights used to half tenths between 3.3 and 7.1 feet} hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements throughout.

Maxima.- 1956: Discharge, 41,400 second-feet 10 p.m. Oct. 4 (gage height, 43.6 feet).

1904-35: Stage, about 52.2 feet, at present site, June 4, 1908 (discharge not 

determined).

Remarks.- Small diversions above for municipal use. Plow partly regulated by reservoirs above Dallas with combined storage capacity of 741,000 acre-feet.

Mean discharge, in second-feet, 1936

Day

Sept. 16

17

18

19

20

21

22

25

24

25

Second-feet

110

110

106

125

169

212

511

430

406

544

Day

Sept. 26

27

28

.29

30

Oct. 1

2

5

4

5

Second-feet

298

254

651

5,580

9,570

12,400

15,200

25,100

59,600

39,600

Day

Oct. 6

7

8

9

10

11

12

15

14

15

Second-feet

55,400

50,800

26,800

24,200

22,500

21,000

19,500

16,600

12,000

7,000
102 MAJOR TKXAS FLOODS OP 1936

Brazos River near Palo Pinto, Tex.

Location.- Lat. 32 0 51«45n , long. 98°18'10n , at Palo Pinto-Graford highway bridge, 300

feet below Dark Valley Creek and &k miles north of Palo Pinto, Palo Pinto County.

Zero of gage is 831.19 feet above mean sea level. 

Drainage area.- 22,760 square miles, of which about 9,240 square miles is probably nono ontribut ing. 

gage-height record.- Water-stage recorder graph except Sept. 23-30, for which period

there is no record. Gage heights used to half tenths between 2.6 and 6.6 feet;

hundredths below and tenths above these limits. 

Stage-discharge relation.- Defined by current-meter measurements below 31,600 seoondfeet, extended logarithmically to peak discharge. 

Maxima.- 1936: Maximum discharge and stage not determined.

1934-35: Discharge, 64,900 second-feet May 20, 1935 (gage height, 15.60

feet, from flood marks).

1876-1933: Maximum stage observed by local residents, about 24 feet in June

1930 (discharge not determined). A somewhat higher stage In 1876 is indicated by

profiles by the Corps of Engineers, U. S. Army. 

Remarks.- No large diversions above station. Mean daily discharge Sept. 23-30, 1936,

estimated by comparison with discharge at stations above and below and by study of

rainfall records.

Mean discharge, in second-feet, 1956

Day Second-feet

Sept. 15 0 

16 8,720 

17 36,100 

18 22,900 

19 13,500 

20 10,200 

21 5,890 

22 11,000 

23 18,000 

24 28,000

Day Second-feet

Sept. 25 22,000 

26 12,400 

27 26,000 

28 44,000 

29 43,600 

30 32,000 

Oct. 1 16,000 

2 10,000 

3 7,600 

4 5,600

Day Second-feet

Oct. 5 5,060 

6 1,840 

7 1,150 

8 1,060 

9 848 

10 714 

11 603 

12 540 

13 494 

14 436

Clear Pork of Brazos River near Crystal Palls, Tex.

Location.- Lat. 32°54', long. 98°50', at Texas Co.'s pumping plant 2j miles below 

Hubbard Creek and 3t miles northeast of Crystal Palls, Stephens County.

Drainage area.- 5,658 square miles.

Gage-height record*- Water-stage recorder graph. Gage heights used to half tenths 

between 4.2 and 5.6 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 17,800 seoondfeet; extended to peak discharge.

Maxima8- 1936: Discharge, 20,000 second-feet 2 a.m. Sept. 29 (gage height, 26.60 

feet).

1921-35: Discharge, 22,700 second-feet Sept. 8, 1932 (gage height, 28.10 

feet, present site and datum).

1900-20: Stage, about 34.0 feet, present site and datum (discharge not determined).

Remarks.- Low flow regulated by dams upstream.

Mean discharge, in second-feet, 1936

Day Second-feet

Sept. 15 0 

16 1,070 

17 8,530 

18 7,800 

19 2,3-90 

20 2,750 

21 3,130 

22 1,470 

23 898 

24 470

Day Second-feet

Sept. 25 955 

26 1,560 

27 8,810 

28 17,200 

29 16,800 

30 12,400 

Oct. 1 5,490 

2 2,010 

3 896 

4 332

Day Second-feet

Oct. 5 244 

6 207 

7 171 

8 140 

9 125 

10 113 

11 102 

12 88 

13 78 

14 71
STAGES AND DISCHARGES 1C 

Quadalupe River near Spring Branch, Tex.

Location.- Lat. 29°52', long. 98°23', at New Braunf els-Blanc o highway bridge 4 miles

southeast of Spring Branch, Oomal County. Zero of gage is 947.37 feet above mean

sea level.

Drainage area.- 1,432 square miles. 

gage-height rec ord.- Water-stage recorder graph. Qage heights used to half tenths between 4.7 and 5.0 feet} hundredths below and tenths above these limits. 

Stage-discharge relation.- Defined by current-meter measurements below 70,000 seeondfeet; extended above. 

Maxima.- 1936: Discharge, 48,600 second-feet 7:30 a.m. Sept. 28 (gage height, 33.45

feet).

1922-35: Discharge, 121,000 second-feet 2 a.m. July 3, 1952 (gage height,

42.10 feet).

1900-21: Stage, 45 to 50 feet in 1900 (discharge not determined). 

Remarks.- Small diversions and regulation upstream affect low flow only.

Mean discharge, in second-feet

Day Second-feet

Sept. 14 274 

15 18,400 

16 23,700 

17 10,500 

18 3,670 

19 2,210 

20 1,860 

21 1,630 

22 1,610 

23 1,300

Day Second-feet

Sept. 24 1,100 

25 950 

26 980 

27 11,000 

28 32,000 

29 4,940 

30 3,240 

Oct. 1 2,620 

2 2,210 

3 1,970

Day Second-feet

Oct. 4 1,860 

5 1,680 

6 1,580 

7 1,580 

8 1,460 

9 1,330 

10 1,180 

11 1,100 

12 1,020 

13 950

1936

Nueces River at Laguna, Tex.

Location.- Lat. 29°26«, long. 100°0', half a mile below Sycamore Creek and 1 mile

northeast of Laguna, Uvalde Oounty. 

Drainage area.- 764 square miles. 

Bage-helght record.- Water-stage recorder graph. Gage heights used to half tenths

between 4.4 and 7.6 feet; hundredths below and tenths above these limits. 

Stage-discharge relation.- Defined by current-meter measurements below 40,000 secondfeet) extended to peak discharge on basis of one float and one slope-area measurement. 

Maxima.- 1936: Discharge, 114,000 second-feet 12:30 p.m. Sept. 16 (gage height,

21.30 feet).

1924-36: Discharge, 213,000 second-feet, by slope-area measurement, June 14,

1935 (gage height, 26.0 feet, from flood marks).

1903-23: Discharge observed, 226,000 s econd-feet Sept. 21, 1923 (gage

height, 26.5 feet).

Stage, about 29 feet in June 1913 (discharge not determined). 

Remarks.- No diversions or regulation.

Mean discharge, in second-feet. 1956

Day [ Second-feet

Sept. 14 82 

15 22,900 

16 26,400 

17 3,890 

18 1,900 

19 1,320 

20 1,030 

21 866 

22 755 

23 674

Day Second-feet

Sept. 24 602 

25 559 

26 538 

27 1,980 

28 1,600 

29 1,020 

30 810 

Oct. 1 711 

2 638 

3 588

Day Second-feet

Oct. 4 559 

5 530 

6 509 

7 516 

8 480 

9 445 

10 424 

11 403 

12 384 

13 370
104 MAJOR TEXAS FLOODS OF 1936

Frio River at Conean, Tex.

Location.- Lat. 29°29', long. 99°42", half a mile below Concan post office, Uvalde

County.

Drainage area.- 485 square miles. 

teaee-helght record.- Water-stage recorder graph. Gage heights used to half tenths between 3.1 and 4.2 feet; hundredths belew and tenths above these limits. 

Stage-discharge relation.- Defined by current-meter measurements below 440 secondreet; extended to peak discharge on basis of two slope-area measurements. 

Maxima.- 1936: Discharge about 103,000 second-feet 10:30 a.m. Sept. 16 (gage height,

30.6 feet, f rom f lood marks).

1924-35: Discharge, 162,000 second-feet, by slope-area measurement, July 1,

1932 (gage height, 34.44 feet, from flood marks).

1913-23: Stage from flood marks, 28.8 feet, Sept. 18, 1923 (discharge not

determined). 

Remarks.- No diversions or regulation.

Mean discharge, In second-feet, 1956

Day Second-feet

Sept. 14 97 

15 701 

16 13,100 

17 1,010 

18 876 

19 622 

20 486 

21 440 

22 388 

23 362

Day 1 Second-feet

Sept. 24 318 

25 318 

26 376 

27 6,050 

28 1,370 

29 980 

30 811 

Oct. 1 707 

2 642 

3 596

Day Second-feet

Oct. 4 564 

5 532 

6 506 

7 525 

8 480 

9 440 

10 414 

11 388 

12 376 

13 356

Devils River near Juno, Tex.

Location.- Lat. 29°58', long. 101°9', 500 feet below Walter Baker ranch house, 2 miles 

above mouth of Phillips Creek, and 13sT miles southwest of Juno, Val Verde County.

Drainage area.- 2,733 square miles.

Sage-height record.- Water-stage recorder graph. Gage heights used to half tenths between 4.5 and 9.1 feet; hundredths below and tenths above these limits.

Stage-discharge relation.- Defined by current-meter measurements below 4,500 secondfeet; extended to peak discharge on basis of three float and two slope-area measurements .

Maxima.- 1936: Discharge, 38,300 second-feet 8:30 a.m. Sept. 17 (gage height, 14.88 

feet).

1925-36: Discharge, 370,000 second-feet, by slope-area measurement, Sept. 1, 

1932 (gage height, 31.3 feet, from flood marks).

1882-1924: Stage, 22.1 feet about Sept. 1, 1916.

Remarks.- No regulation or diversions.

Mean discharge, In second-feet, 1956

Day

Sept. 14

15

16

17

18

19

20

21

22

23

Second-feet

117

275

10,800

20,900

14,200

1,640

507

258

191

169

Day

Sept. 24

25

26

27

28

29

30

Oct. 1

2

3

Second-feet

158

153

3,740

15,900

2,170

792

362

225

198

185

Day

Oct. 4

5

6

7

8

9

10

11

12

13

Second-feet

175

169

166

160

158

158

155

155

151

151
280

240

160

Brazos River »' 

at Waco, Tex. /

18 20 22 23 24

September

Figure 23. Hydrographs of discharge at river-measurement st

September 16 to October 9, 1936.
second-feet of thousands In Discharge 

901 HOfVW SVX3J, SdOOId dO 9261 
200

160

120

15 

Figure 25. Hydrographs of discharge at river-measurement stations 

September 15 to October 7, 19
second-feet of thousands in Discharge 

801 HOPVW SVX3J, SdOCm iO 9261 
160

140

* -Colorado River 

> at Ballinger, Tex.

15 18

Figure

19 21 24 25 S6 S7 28 22 23

September

27. Hydrographs of discharge at river-measurement stations 

September 15 to October 5, 193
second-feet of thousands in Discharge 

Oil SVXHI SaOOId £0 9261 
120

South Concho River 

at Christoval, Tex.

I 

Spring Creek 

lear Tankersly, T

25 26 

September

FiKure 29. Hydrographs of discharge at river-measurement stations 

September 25-28, 1936.
112 MAJOR TEXAS FLOODS OF 1936

PREVIOUS FLOODS

At least 1,150 lives have been lost and damages exceeding $130,000,- 

000 have been caused by floods following excessive rains in Texas in the 

45 years preceding 1934, according to information given by R. L. Lowry, 

Jr., on page 20 in Texas Reclamation Department Bulletin 25, Excessive 

rainfall in Texas. In this bulletin Mr. Lowry has presented the results 

of a study of 33 major storms that occurred charing the period 1891 to 1933.

The following information on floods prior to 1891 is compiled from 

"The climatic conditions of Texas, especially with reference to temperature and rainfall: 52d Gong., 1st sess., 1891-92, S. Ex. Doc., vol. 2, 

appendix 6, pp. 110-116:

General. August 14, I860. Extremely heavy rains rendered all streams 

impassable between San Antonio and the Rio Grandej at Fort McKavett the 

water rose 10 feet in 10 minutes.

August 17, 1880. The Pecos was impassable, and the bridge at Horsehead Crossing was swept away.

September 1880. Heavy rains in western Texas caused floods. Hear 

Mason the Comanche overflowed for the first time in memory and carried off 

stock. At Uvalde the Frio rose higher than ever before; the town of Frio 

was inundated and much damage wrought.

May 1884. The rains of' the 20th and 21st were the heaviest ever 

known in Texas and productive of great losses to agriculture. Travel on 

all railways in the eastern part of the State was suspended on account of 

washouts and destroyed bridges. The northeastern counties had not been 

so inundated for many years. The San Jacinto washed away the eastern 

approach to the Bremond Bridge and flooded the country, drowning much 

stock. The Trinity River, at Fort Worth, overflowed on the 21st a mile 

on either side and rose higher than had been known since 1866. Chambers 

Creek, at Corsicana, on the 23d was a mile and a half wide. About the 

10th the Rio Grande began to rise at El Paso, reached an unprecedented 

height, caused great loss of life and property. The flood reached Brownsville on the 26th, when the Texas bank began to give way. The rains of 

the 20th and 21st alone were estimated to have damaged railroad property 

$2,000,000, and the combined losses of the farmers and railroad companies 

were placed at $5,000,000.

Trinity R3- ve r Basin. February 3, 1881. At Grapeland rain was reported as having fallen incessantly for several days, and watercourses 

rose higher than had been known in twenty years.

February 12, 1881. From Dallas it was reported that rain had been 

almost incessant throughout eastern and northern Texas for a week, flooding the entire country; Trinity River overflowed and 20 miles of the 

Texas & Pacific Railroad was washed away; the rivers were higher than ever 

since the great floods of 1852 and 1866.

April 22, 1881. At Huntsville occurred the heaviest rain ever known; 

surrounding country flooded.

April 28, 1884o The rain at Dallas was so heavy as to reverse the 

current in Trinity River, a phenomenon once before observed 25 years ago.

April 20, 1885. A destructive flood occurred at Gainesville, and 

the waters of Pecan Creek rose 2 feet higher than in the great flood of 

1857.

June 3, 1889. The wheat crop near Denton was damaged by heavy rain; 

the water gathered in floods, exceeding the highest remembered.

July 3, 1889. Heavy rain at Fort Worth, caused a flood higher than 

any since 1866; all the valley was 6 feet under water; the loss to the 

railroads was estimated at $1,500,000; Dallas was flooded.
PREVIOUS FLOODS 113

San Jacinto River Basin. August 29, 1887. Buffalo Bayou became a 

raging torrent and carried Houses and bridges away; a family of 9 was 

drowned before they could escape; In all 11 deaths by drowning were reported.

Brazos River Basin. April 22, 1879. All highway bridges within a 

radius of 30 miles from Corslcana were swept away by floods; railroad 

trains were abandoned on the Texas Central for 36 hours.

May 27, 1885. A remarkably heavy rain fell at Valley Mills. The 

most destructive flood ever known at Waco occurred. The Brazos River rose 

2 feet above highest water mark and submerged the cotton plantations. 

After It had fallen 7 feet there yet remained 150 houses submerged; 17 

bridges were washed away.

May 31, 1885. The Brazos at Calvert rose 5 feet above highest flood 

mark, and thousands of acres under cultivation were flooded.

Colorado River Basin. May 27-30, 1880. Very heavy rains caused 

floods of destructive character. Coleman City, Colorado River ro'se 30 

feet. San Saba, high flood, 2 persons drowned and much property swept 

away.

August 23, 1882. Rain fell in torrents at Concho, flooding the South 

Concho River to a height of 45 feet above its usual level; houses were 

swept away and people drowned. The town of Ben Ficklin was completely 

washed away with the exception of the courthouse and jail. The town of 

San Angeles was also inundated. It was estimated that 50 people were 

drowned and from 10,000 to 15,000 head of stock lost; the damage to property amounted to more than $150,000.

Rio Grande Basin. May 27-30, 1880. Brackettville, severest storm 

ever known, all the city except a portion on two hills inundated, water 

8 feet deep on the main street, buildings washed away and more than 20 

persons reported drowned.

November 1881. From Brackettville, Brownsville, and Matamoras come 

reports that the Rio Grande was higher than at any time since 1848} the 

floods were most disastrous.

June 1884. Extensive and disastrous floods continued along the Rio 

Grande, providing great losses to farmers and stockmen. The loss to railways was estimated at $1,000,000. At El Paso the street-railway bridge 

was carried away on the 9th« Between that city and Fort Quitman all the 

valleys were flooded.

July 10, 1889. Heavier rain than for years fell at Del Rio; Sencas 

Creek overflowed, and the Rio Grande was over a mile wide.

Upper Colorado River floods

The following information concerning flood peaks on the upper Colorado River at places other than discharge-measurement stations was obtained mostly from local residents:

At Robert Lee Mr. Vastal stated that the flood of 1922 reached a 

stage 5 or 6 feet higher than that of 1936. Mr. Alien stated the river 

was 1 or 2 feet higher in 1906 and 1922 than in 1936.

Six miles below Robert Lee, at the site of a former river-measurement station, the peak stage of the flood of September 17, 1936, was 

found by levels to be 26 feet (former gage datum). Two floods are reported to have reached stages of 28 or 29 feet since 1883.

Near Bronte J. B. McCutcheon furnished the following information 

relative to stages reached during previous floods at the site of a former 

river-measurement station: 1896, 2 feet higher than in 1936; 1908, same 

as in 1896; 1913, 2 feet lower than in 1896; 1919 or 1922, lower than in 

1913; 1925, lower than in 1919 or 1922. By levels to high^-water marks 

it was determined that the flood of September 17, 1936, reached a stage 

of 27.3 feet, former gage datum.
114 MAJOR TEXAS FLOODS OP 1936

Near Milburn, at the former river-measurement station, the flood of 

September 19, 1936, reached a maximum stage of 60.3 feet, gage datum. 

R. L. Mauldin, who lives about 4 miles above the former gaging station, 

gave the following information: He moved to the country in 1897; the 

flood of 1882 was much lower than in September 1936; the flood of 1906, 

the highest known up to that time,.was 8 feet lower than the flood of 

1936; the flood of October 1930 was 5 or 6 feet lower than that of 1906.

Near Regency, about 16 miles above the mouth of Pecan Bayou, Mr. 

Young, who moved to the country in 1857, is reported to have stated that 

the Colorado River was higher in September 1936 than ever before and that 

the second highest stage occurred in 1906.

Near Tow, at the former river-measurement station on the Colorado 

River, the peak stage reached during the flood of September 21, 1936, was 

determined by levels to be 27.90 feet, gage datum. The highest previous 

stage known, 28.4 feet, occurred in April 1900.

Plate 10, B is a view looking west from the top of the Runnels County 

courthouse, showing the town of Ballinger, flooded by the Colorado River 

and Elm Creek in August 1906. The Colorado River flows from right to left 

in the background of the picture.

Concho River floods

The following information regarding floods in the Concho River Basin 

which occurred prior to the establishment of river-measurement stations 

in 1915, has been taken essentially from a paper entitled "Floods in 

Concho River Basin" compiled in May 1925 by A. G. Piedler of the United 

States Geological Survey.

Flood of 1853: The earliest flood of any considerable size of which 

we have any definite knowledge occurred in 1853. From a study of precipitation records it would seem that this rise occurred in June 1853. 

It is reported that the flood of this year reached an altitude of about 

1,852 feet above mean sea level, which corresponds to a depth of about 6 

feet at the site of the present courthouse in San Angelo. Reliable evidence supporting the occurrence of a flood of such unprecedented height 

is rather scant, but several old residents report having seen the remains 

of a 4-foot pecan tree lying a short distance north of San Angelo upon 

what at that time was an open prairie. The general vicinity of the point 

where this old tree lay was visited in April 1925, and after a reconnaissance of the country it seemed very probable that a big rise upon the 

North Concho River could have deposited this tree at the place where it 

is reported to Tiave lain for so many years. The existence of this log is 

the only evidence that would tend to confirm the occurrence of the flood 

of 1853. However, such a flood height is not impossible should the peak 

of a rise on both the North Concho River and the South Concho River arrive 

at their junction at the same time. This assumption is partly verified 

by the fact that there is reliable information concerning all large floods 

since 1882, and at no time have the peaks of any floods on both forks 

arrived at their junction at the same fime. In considering the height 

that floods upon only one fork of the river have attained it is not improbable that a combination of floo'ds upon both streams could produce a 

condition such as is reported to have occurred in 1853.
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 816 PLATE 11

A. LOOKING ACROSS SOUTH CONCHO RIVER FROM LEFT BANK. 

Lone Wolf Bridge over main channel shown in right center of picture.

R. LOOKING ACROSS NORTH CONCHO RIVER FROM LEFT BANK AT OAKES STREET.

FLOOD OF AUGUST 1906 AT SAN ANGELO.
GEOLOGICAL SURVEY WATER-SUPPLY PAPER 81C PLATE 12

i «^» at« 3&<i*&. ^

A. LOOKING ACROSS RIVER FROM LEFT RANK AT ABOUT PEAK OF FLOOD

B. TREES DAMAGED RY FLOOD. 

Many beautiful cypress trees were destroyed.

GUADALUPE RIVER AT KERNVILLE, FLOOD OF JULY 1, 1932.
PREVIOUS FLOODS 115

THE TOM GREEN TIMES

I VOL. 3. SAN ANGELA, TOM GREEN CO. TE XAS, SATURDAY. AUGUST 26. 1882

TERRIFIC FLOOD

GREAT DESTRUCTION 

OF LIFE.

Thousands of Dollars Los 

in the Seething 

Waters.

chronicle the details of a calamity

ctdents bring sorrow and loss to a L 

At 8:30 p. m.. on Wednesday eve 

nloff the 23d lust , « cloud gathered

more than aa hour. Then the moo 

 hone oat clear and indicated tha 

the atona was eihausted. Man 

were attracted hy Its brilliancy an 

turneci' In for the ultfht with ' ao 

thought of further wet weather. Bu 

at eleven rain began a aecoad tlm 

aad the thunder, which pealed acroai 

the akles, made sleep Impossible. Toe 

frequent flashes of lightning blinded those who ventured to look out, 

and tbe ceaseless rear of water from 

roof* and gutter* made Old Texan 

anxious fer to-morrow and what tomorrow would reveal. All night i 

continued Ua Impetuous fall, and 

when day arose there were no sign;

Middle Coorho waa seen to be Si

great rapidity. The rain pourerf. It 

seemed to hare come tor all time. 

nor was- It -till eleven on Thursday

Fort Con. '101 measured a rainfall of 

5 85 Inched, full one Inch more ihan 

the average fall of rain In this sec 

tion for an entire year.

morning watching the river, whlcf 

quickly rose above the banks, and

two and ibrefe hundred yards beyond 

It was filled with drift, and ever?

Chain, goods, trunks, boiea. and

ec. down the torrent, and roofs of 

houses, quantities of planks, ill 9

tops of ihe tallnst trees which skirt 

Ihe banks of the stream. It wss

mR P|tMt7warendBBKered'by to terrific a rise, and what made the sltuatlnn more distressing was the abao^ i^rs fuMf any°boat could' have llTet* In so' 

headlong a current. Th* ^"{Ju}'

reached lt« highest point at about <

ttae hu not been known to th*> oldeat dweller on the frontier, and Meav-

 een by tots generation. A little

had fallen 814 feet, and all during 

the night It continued to ro down. 

Wbta the morning ot Friday, tbo 

~S6th. broke. It showed a decrease of 

« feot, though It ! ret ao angry 

current, which will hardly be ford 

aMe until Sunday

Ot tbta Immenfw storm. Perhapi the 

greatest Interest of the community 

to eie'trf over the unhappy fate of 

tha family. 

At IB* OW RUfc fHalfcm. 

feetwMo thin town aad Her Plcklln.1 UnfoVtttnately this place H situated

nlisi?at.'«n<1 Mr s' C. flobertson an 

wifo. of Pan Anecla. reside nt th

tog rapidly "oiard^tlTt'ra" Mr* 1

and Amoiia Mutrulfe. anu* the tw 

snns of Sheriff Spears. Mrs Me 

calf*, thinking tlie water had reach 

ed its highest point, declined to leave

solved to remain with her, saying: 

wati-ra rising. Induced Mr Flonort- 

-jVnfety. which he dl<l with some dl

^hacfc They started, but the horses

At Mrs Metcalfe's suggestion they 

turned, and by, means of a ladder

ing. In this position Mr. Terrel 

Harris and Kerb? Smith, a colore 

man. who had nobly resolved to resthem "rpon'tbat roof were Mrs Met 

calfe and her daughter Miss Zemula.

Taylor. Sr; Oeorge Robinson, cba nbearer for Mr. Lerch; Anselmo. a 

Meilcan: and Red Evans, a negro 

cook. The heavy boat, halt full ol 

water, eapslied within ten feet of thi

Imith, made desperately for a grovs 

of pecan .trees, a place on the tallest 

of which they luckily secured. Near 

ly a: the same time the roof with IU 

living freight broke In two. th« 

ladles cllnglnr to one half and the 

five men to the other half The 

screams of Oeorge Robinson were

ill seen hy Harris and Bmtih from 

the tree tops Mr Toy lor lost hlfl

The ladies borr down woon the pecan 

 tump and were engulphed 

Screaming at Tbrr Disappeared 

beneath the drift which had raptrty

tree and held on through as terrible 

a day and night as any one e*er en 

dured. Once the wreck of a house 

knocked him from his position, but 

be swam with that until he secured 

another Alt of tbe party on tb«

I'clock. Judge Joseph Spence espied

teps to rescue him An hour later 

Captain Roae. 1* S A . found and rean utter ruin All the houtx-s and

pnow in June

rounty ' Teat Is almost wholly 

a>s"lrnyed The 'water ro*» to

,Ttt" ^^, ni^ro^/ia"

LoE'iher with Foote'n offlrr are 

swept away, and all their contents

Sen rirkUn from this, place and th« 

he 'river. The peoplo. however.

reach them 

At Ban Angel A

«nve Ity the hark water. But for this

»erlsh»d. Yet tho backwater frlrtt- 

»ned air and ruined many sending

nd rising forty f«et above the river

from the latter, whose fctfsc U skirted in, four hundred yards wide. At ita

£5?a\l?r£W§^ « Sft«<l »S?itiOI|l.< !t dO;rh rrp6ordt°ern U

ian holder it swept by 1'attou 

than ivn feet above the first galle

ruined. The livery stable has lo 

its back wall. the tin shop la d 

mantled and Its roof was uplift 

by a number of props, as tbe wai

lately built at a cost of (11.000. y

Easier and' portions of walla fell 1 

It la a question of time only whe 

the entire buldlng will go to th

laved. Mrs. Frary'a home, east 

the hotel, la destroyed, while tho 

of Mr. E E. Deaton, Dave Kearse

feck escaped all Injury, but bk 

stable, lately built, entirely col 

lapsed The loss to our city will 

probably reach J 00,000. a low Mil 

mate. But tbe 

OoontiT Around 

has suffered terribly, and the Ira " 

life, ha 3 been very great Hundred 

of carcasses of sheep and other stock 

are scattered over th« pralrlo

sorts of furniture strew ihe banks, 

while the b»»r »or: ol Morlcajw are 

pilfering We confess we are unab.« 

to estimate tbe loams In thto county; 

ill sortr ot rumors prevail, and OUT 

cttlsens are endeavoring to find the 

remains of all tbe unfortunate, who 

drowned D Carter went »t 1» 

o'clock. Friday, about eight mllei 

above Ben Plcklln and learned that 

Mexican lost bis wife and five chll< 

rnn lust opposite tbat town. Twenty 

-u ju=i Kr JMJ * from Mr W £ 

S5K-* raneb. on Spring Creek, and 

ten irom TETJ»eraley §. Three at Mr 

David McCarthy's, who Is now In 

California are lost, and all hta sheei 

are gone ' Dr Owens and1 child, linn Friday morning at the smrae 

place Mrs. H. K Mathls wu swent 

rom her home with a child In her

Mother and flifld

were hurled upon a dVlft and eeparai 

ed the latter sinking, the formei 

cUnglng to a tre«. from which sh< 

was taken Friday morning. The body 

of the Infant has been recovered, an. 

we learn inut the remains of Ml« 

Zemula Metcalfe have been found 

The body of Red Evana. the station 

cook, was discovered near tbe Poa 

lime alia Parties were searchln 

the banks all Friday for tbe oVown.

ost In this county The telegraph 

wires east are broken. As we K.O to 

prees the eltltwis are organ WBK 

nearch aod relief parlies, our cltls 

ena have reapended liberally, and

Note* of the Flood. 

Mr. Terrell Harris, who made the

sued ibat he was caught nnder it.

for life aod death struGRle Such 

presence- of mind Is truly remark

Mr. S C. Robertson appeared1 OB 

ng haggard and bruised. He recetv

were detained at the Post hy tho

>aM Bthe,°Dlgbt. It la probable they 

would have been leat. 

David Welsh, on. Main Coocho, 

oat bts thoroughbred bucks, foi

ury to his stablu at from three to 

ive thoueand dollars. 

Following are the names ot a few 

f the lost: 

Mrs. Metcalfe and* daughter. 

Zemula, Mr. B. Taylor, Oeo Rohlnon, infant SOD of H. K. Mathla, AnOur report closes as we go to

Th* Lad-st. 

Mr Charles Lacke>. wife and children are reported drowned 

The body of Mrs Metc^fe baa

the mouth of Crow's Nest. 

Prom Den Fieblln we learn that 

the records are destroyed, and the

citent that tt will probably fall. 

aead of iSprlng Creek, are reported

The bodies of three women were 

found In the road by Mr Van Flores, 

above Ben Flcklin, who failed to

The body of young George Robinson, one of the station victims, wan 

lound this afternoon and brought to 

tow& on horseback by a Mexican,

drowned opposite Ben Plcklln, was 

also recovered to.dajThe funeral of Mra Metcalfo was 

held to-day at Ben Flcklln?

Figure 30.--Excerpt from the Tom Oreen Times of San Angelo, August 26, 1882, giving 

an account of the Ben Plcklln flood on the Cenehe River In August 1882.
116 MAJOR TEXAS FLOODS OP 1936

The Ben Picklln Flood of 1882: The prominence given to the Ben 

Plcklln flood of 1882 In the local history of San Angelo and vicinity is 

not because It was the largest flood within the memory of present Inhabitants, for the flood of August 1906 Is known to have reached a height 

about 1 foot higher, but because of the loss of life and the complete destruction of the town of Ben Plcklln, the county seat of Tom Green County. 

The storm centered over the Middle and South Goncho River drainage basin's 

and left the North Concho comparatively unaffected. According to local 

reports the North Concho River rose about 10 feet, which corresponds to 

a discharge of about 15,000 second-feet at San Angelo. The precipitation 

for August 1882 at San Angelo was 14.03 inchesj the mean August precipitation is 2.89 inches. A vivid account of the Ben Picklin flood of 1882 

is given by the Tom Green Times of August 26, 1882. (See fig. 30.)

May 1884: Little is known concerning the flood of May 1884, for, 

coming so closely upon the destructive flood of 1882, it received very 

little mention in old records. The precipitation for May at San Angelo 

was recorded as 13.50 inches, compared with a mean May precipitation of 

3.02 inches. The flood of this year affected only the Middle and South 

Concho River drainage basins.

October 1896: No definite high-water points are available for the 

rise of October 1896. Precipitation records indicate that this flood was 

not of unusual magnitude.

April 1900* On April 6, 1900, a combined rise of both the North and 

South Concho Rivers occurred. It is estimated that the South Concho River 

rise reached a stage of about 45 feet, while the North Concho reached a 

peak stage of at least 15 feet. According to the best information obtainable the flood on the South Concho reached a stage about equal to that 

of 1882.

August 1906: The flood of August 1906, is the largest which has occurred in the history of San Angelo. The rise of 1853 as reported was 

considerably greater, but information and evidence supporting it is rather 

scant. Information that is considered reliable indicates that the flood 

of this year was from 12 to 18 inches higher than the destructive flood 

of 1882. No loss of life is recorded for this rise, and property damage 

was estimated at $250,000, not including damage to land. After the flood 

of 1882 Ben Picklin was never rebuilt, but the town was moved to the 

present site of San Angelo, which is upon considerably higher ground. In 

this way extensive damage during the 1906 flood was avoided. Precipitation records within the Concho drairiage basin are lacking for the early 

floods, but a comparison with monthly records at surrounding stations 

shows that while the monthly precipitation for the month of the 1906 

flood is not quite as great as that of the flood of 1882, yet the storm 

which caused the rise was of greater intensity and was practically centered over the drainage area. Records indicate at least a 7-inch precipitation over the South Concho drainage basin during a period of less 

than 2 days. Much information upon which the foregoing summary is based 

was furnished by C. B. Metcalf, James Hinde, Glint Johnson, M. L, Mertz, 

Mr. Weaver, Mrs. W. S. Deck, and Pat Dooley of San Angelo. Numerous 

persons furnished general information.

At San Angelo the 1906 flood was higher than the Ben Picklin flood, 

but at Paint Rock the latter was about 1 foot higher than the former. 

Plate 11, A,shows a view, taken from the left bank, of the Lone Wolf 

bridge across the South Concho River at about the peak of the flood of 

August 1906. This bridge is about 1 mile above the confluence of the
PREVIOUS FLOODS 117

South and North Goncho Rivers and is the site of the present gaging station on the South Concho River at San Angelo.

Plate 11, B, is a view, taken from the left bank, of the old Oakes 

Street bridge across the North Concho River in San Angelo, probably jus.t . 

after the peak of the flood of August 1906. The flood in the North Concho River was caused mostly by backwater from the South Concho River.

Floods of September 1921

Water-Supply Paper 488, "the floods in central Texas in September 

1921", by C. E. Ellsworth, describes the floods of September 1921 in the 

Brazos, Colorado, and Guadalupe River Basins, especially those on the 

Little River and at San Antonio. This report also gives an account of 

the general features of the flood of 1913 as described in an article by

.£.

B. Bunnemeyer of the United States Weather Bureau at Houston. Many

valuable data on previous floods in the Brazos, Colorado, and Guadalupe

Rivers Basins are also included in the above-mentioned water-supply paper.

Floods of May 1929

Heavy precipitation during the later part of May 1929, centering 

over a fairly amall area in Hays County, caused floods of unusual magnitude on the Pedernales River and on Miller, Barton, and Onion Creeks in 

the Colorado River Basin and on the San Marcos and Blanco Rivers in the 

Guadalupe River Basin.

Excessive precipitation also fell in Tyler, Bell, and La Salle Counties, but no special investigations were made in those areas. A slopearea determination of discharge was made of the flood of May 31 on the 

San Jacinto River near Humble; during this flood the highest stage known 

at this gaging station occurred. The greatest discharge that has been 

determined at the river-measurement station on the Brazos River at Richmond occurred on June 6.

Miscellaneous precipitation data, supplementing the records of the 

United States Weather Bureau, were obtained in the flood areas as follows:

At Jasper Brown's house, on Barton Creek, about 3 miles above Barton 

Springs, a bucket 10 Inches high was filled to overflowing during Monday 

night, May 27.

* Bunnemeyer, B., The December flood of Texas: Eng. News, vol. 71, 

no. 21, pp. 1116-1121, May 21, 1914.
118 MAJOR TEXAS FLOODS OP 1936

At Burnett's ranch on the Blanco River, Monday night May 27, a bucket 

7.8 inches high was filled to overflowing, and the total rainfall was 

probably 9 inches or more. The next day the bucket was filled within 3 

inches of the top. The total rainfall for the 2 days was about 14 Inches.

Driftwood: Several residents said the total rainfall was at least 

15 inches Monday night, May 27, and Tuesday, May 28.

Dripping Springs: C. H. Buckley measured 8 inches of rainfall from 

Monday night, May 27, to Tuesday night. 

Pischer Store: May 24, 0.60 inch 

25-26, 1.00 inch 

27-28, 8.00 inches 

29, 1.40 inches

Henley: A 15-inch bucket was filled to overflowing. The total rainfall was probably nearly 20 inches.

Johnson City: Mr. Stubbs said he measured 13 inches of rain from 

Monday night, May 27, to Tuesday night.

Kyle: Rainfall record furnished by Mr. Sion: 

May 23-24, 2.66 inches 

25, 1.43 inches

28. 6.90 inches

29. .98 inch

30. .04 inch

31. .22 inch

Spring Branch: C. E< Grist, at Blanco, said he was at Spring Branch 

Monday and Tuesday and that the rainfall Monday night was half an inch and 

by Tuesday night the total rainfall was 3% inches.

In table 10 are listed the maximum discharges determined for various 

stations experiencing unusual discharges in these floods. All measurements of discharge of the floods of May 1929, made at miscellaneous stations, have been published in Water-Supply Paper 688, pp. 126-127, under 

"Miscellaneous discharge measurements."

Table 10. Maximum discharge at places experiencing unusual floods 

in May and June 1929

Stream

Colorado River Basin

Colorado River at

Austin (a)

Colorado River at

Columbus (b)

Pedernales River at

Stonewall (b)

Pedernales River near

Spicewood (a)

Miller Creek near

Johnson City

Little Barton Creek

near Bee Cave

Barton Creek near

Riley

Onion Creek near

Dripping Springs

Onion Creek near Buda

Onion Creek near Del

Valle (b)

Lat.

30° 16'

29 42

30 13

30 25

30 12

30 18

30 15

30 10

30 5

30 11

Long.

97°45'

96 33

98 39

98 5

98 18

97 58

97 49

98 6

97 51

97 42

Drainage 

area 

(sq.mi. )

26,350

29,000

647

1,294

56.3

6.3

114

54.8

151

337

Maximum discharge

Date

May 29,

12: 20am

June 1,

5am

May 28,

11: 30am

May 28,

3pm

May 28

May 28

May 28

May 28

May 28

May 28,

6: 15pm

Sec. -ft.

132,000

110,000

38,100

155,000

22,900

2,450

39,400

21,900

53,200

76,000

Sec. -ft. 

per 

sq. mi.

5.0

3.8

58.9

120

407

389

346

400

352

225

a Gaging station 

are kept.

b Gaging station

at which systematic records of stage and discharge 

discontinued since 1929.
PREVIOUS FLOODS 1J.9

Table 10. Maximum discharge at places experiencing unusual floods 

In May and June 1929 Continued

Stream

Guadalupe River Basin

Guadalupe River at

New Braunfels (a)

Guadalupe River below

Cuero (b)

San Mar cos River at

Ottine (a)

Blanco River- near

Blanc o

Blanco River at Wimberly (a)

Blanco River near

San Marcos

Plum Creek near Lockhart (b)

Lat.

29°43»

29 3

29 36

30 6

29 59

29 56

29 52

Long.

98° 7

97 18

97 35

98 26

98 4

97 54

97 37

Drainage 

area 

(sq.mi.)

1,666

5,073

1,249

92.2

378

429

184

Maximum discharge

Date

May 30,

5am

May 30,

8-llpm

May 29,

5am

May 28

May 28

May 28

May 28,

6pm

Sec. -ft.

19,700

101,000

202,000

43,500

113,000

139,000

25,200

Sec. -ft. 

per 

sq. mi.

11.8

19.9

162

472

299

324

137

a Gaging station at which systematic records of stage and discharge 

are kept.

b Gaging station discontinued since 1929.

Floods of July 1932

The following description of the floods of July 1932 Is given In the 

United States Weather Bureau "Climatologlcal data: Texas section* for 

July 1932:

'Torrential rains over the upper watersheds of the Nueces and Guadalupe Rivers from June 30 to July 2 caused destructive floods along both 

rivers and their tributaries; 7 persons being drowned and property losses 

being conservatively estimated to exceed half a million dollars. Minor 

floods occurred In the Trinity and Sulphur Rivers with no losses. The 

Colorado carried a large volume of water but remained under flood at all 

points. Crests of the floods were reached In Kerr, Kendall, Real, Bandera, Uvalde, and Medina Counties on the 1st and 2d.

In the Colorado River Basin there was one unusual storm which centered near Coleman, where a rainfall of 9.40 Inches on July 1-2 caused 

record-breaking floods on Jim Ned Creek and Pecan Bayou near Brownwood. 

Lake Brownwood, by storing the flood waters of Pecan Bayou, doubtless prevented great damage In the city of Brownwood. The flood, which was the 

greatest known, reached a discharge of about 235,000 second-feet into the 

lake. The reservoir, which was empty at 7 a.m. July 3, was filled by 

8 a.m. July 4, to Its capacity of 140,000 acre-feet. During this time 

all sluice gates were open and the discharge through the gate-s reached a 

maximum of about 12,000 second-feet.

The Guadalupe, Medina, Prio, and Nueces Rivers all head In a small 

area In the corner of Kerr, Real, and Bandera Counties. Over an area of 

more than 1,000 square miles on or adjacent to the headwaters of these
120 MAJOR TEXAS FLOODS OP 1936

rivers the rainfall was from 20 to 35 inches from June 30 to July 3. 

Floods of unusual magnitude occurred in each of these river basins.

A very heavy rain fell over the upper Guadalupe River Basin, wast of 

Kerrville, from June 30 to July 2. This rain amounted to over 35 inches 

in about 36 hours at the State Pish Hatchery above Ingram. Record-breaking stages were experienced on all streams above Kerrville, and on the 

Guadalupe River to a point below Spring Branch. Along the streams in the 

hills above Kerrville are many summer homes, resorts, and camps for boys 

and girls. Most of these places were damaged by the floods, many of them 

being almost completely destroyed. There was much apprehension for the 

safety of the people in these camps, especially for the younger boys and 

girls, but fortunately all were safe. The fact that the flood occurred 

in the day rather than at night no doubt accounts for no loss of life in 

the camps. Plate 12, A,shows a view of the Guadalupe River at Kerrville 

at about the peak of the flood and plate 12, B,a view at about the same 

locality after the flood had receded.

In the Medina River above Medina Lake a flood occurred greater than 

had been known before. The area drained by this stream is not thickly 

inhabltated, and the peak discharges per square mile of drainage area 

were much lower than in the Guadalupe River Basin. No great amount of 

damage was done along this stream.

The floods in the Prio River, which is tributary to the Nueces River, 

were the highest known. Considerable damage was done to property along 

the streams in the upper reaches of the Prio River and its tributaries. 

In its lower reaches, where the river flows through the relatively flat 

Coastal Plain, wide areas were overflowed, inundating several small towns 

and many farms and rural homes. The town of Ttiree Rivers, at the junction of the Prio and Atascosa Rivers with the Nueces River, was inundated 

with the exception of the Murrary Hill section and the highway.

The flood in the Nueces River was unusually high only below the 

mouth of the Prio River at Three Rivers. Many acres of farm land were 

submerged with damage to cotton and corn crops.

Precipitation

Table 11 presents rainfall data from United States Weather Bureau 

and miscellaneous observation stations in the flood areas. Figure 31 is 

an isohyetal map showing the distribution of the total rainfall .for the 

period June 30-July 3, 193k, based on data presented in table 11.
PREVIOUS FLOODS 121

Table 11. Rainfall for period June 30 to July 3, 1932

U.S. Weather Bureau station Latitude Longitude Inches

Brazos River Basin:

Abilene.......................... 32°27'

Comanche......................... 31 54

Dublin........................... 32 05

Eastland......................... 32 24

Hamilton......................... 31 43

Hico............................. 31 59

Lampasas......................... 31 04

Putnam........................... 32 23

Colorado River Basin:

Austin........................... 30 16

Brownwood........................ 31 43

Coleman.......................... 31 50

Pairland......................... 30 39

Fort McKavett.................... 30 50

Junction......................... 30 29

Llano............................ 30 45

Marble Falls..................... 30 34

Menard........................... 30 55

Morris Ranch..................... 30 13

Mud.............................. 30 25

Paint Rock....................... 31 30

Rochelle......................... 31 14

San Angelo....................... 31 28

Winters.......................... 31 59

Guadalupe River Basin:

Blanco........................... 3O 05

Eerrville........................ 30 01

New Braunfels.................... 29 42

Nixon............................ 29 17

San Marcos....................... 29 53

Seguin........................... 29 34

San Antonio River Basin:

Boerne........................... 29 47

Karnes City...................... 28 52

Rio Medina....................... 29 26

San Antonio...................... 29 25

Nueces River Basin:

Big Wells........................ 28 34

Carrizo Springs.................. 28 32

Cotulla.......................... 28 26

Dilley........................... 28 40

Fowlerton........................ 28 28

George West...................... 28 20

Hondo............................ 29 20

La Pryor......................... 28 56

Montell.......................... 29 32

Pearsall......................... 28 53

Rocksprings...................... 30 01

Sabinal.......................... 29 19

Uvalde..........*................ 29 13

Rio Grande River Basin:

Del Rio.......................... 29 22

Eagle Pass....................... 28 43

Laredo........................... 27 30

Substation 14.................... 30 26

99°43' 

98 36 

98 20 

98 48 

98 07

98 01

98 10

99 12

97 44

98 59

99 25

98 17

100 06

99 45

98 40

98 17

99 47

99 04

98 01

99 55

99 12

100 26

99 58

98 25

99 07

98 07

97 46

97 58

97 58

98 44

97 54

98 52

98 31

99 34

99 51

99 14

99 10

98 49

98 07

99 08

99 51

100 01

99 06

100 12

99 28

99 48

100 53

100 30

99 30

100 41

3.80

1.27

1.68

2.00

1.31

1.55

.80

1.00

.26

1.20

9.40

.41

3.86

5.50

2.05

.46

3.11

6.89

.22

2.60

6.28

.60

1.71

2.49

7.92

1.38

.17

.57

.48

3.02

.28

6.15

4.91

1.31

4.69

1.11

1.39

1.05

.15

10.65

15.22

8.74

1.94

3.10

19.25

20.28

.45

.71

1.09

1.49
122 MAJOR TEXAS FLOODS OP 1936

Miscellaneous rainfall data, June 30 to July 3, 1932. (Unless otherwise noted, rain fell on July 1 and 2.)

Llano River Basin:

Junction, 8 miles east at Phillips Ranch. John Phillips measured 6 

inches in can.

Live Oak Ranch, at head of Johnson Pork of Llano River. Robert Real 

measured 10.5 inches in standard-type gage.

Mason. Harry Biersohwale measured 3.14 inches July 1 and 3.41 inches

July 2. Rainfall for July 3 was 0.35 inch. 

Guadalupe River Basin:

Comfort. Rain measured by Walter Brinkman, from 10 p.m. Thursday

June 30 to Friday morning, 3.5 inches, and from 10 p.m. June 30 

to noon July 2, 5.95 inches.

Hunt. Ed Driver measured 26 inches In rook tank. »' ->ured 23 inches 

and estimates 3 inches leaked out.

Hunt, 9 miles west of, on North Fork of Guadalupe River. W. H. Purr 

measured 14.75 inches in gas drum on south side of house and 

10 to 15 feet away.

Hunt, 16 miles southwest of, on South Fork of Guadalupe River. H. R. 

Golbath measured 16 inches in standard rain gage.

Kerrville, 20 miles northwest of. George Dudderstaat estimated total 

rain of 18 to 20 inches from goldfish pond, which ran over.

Mountain Home, 6 miles west of, 5 miles east of Live Oak ranch, and

at head of Johnson Creek. Gus Sproul measured 6 inches in small 

jar and 12 inches in 3-gallon crock, total 18 inches.

Mountain Home, 6 miles northwest. Alfred Rnott measured 20 inches of 

rain in 50-gallon oil barrel. Mr. Rnott stated that slow rain 

fell from 9 p.m. Thursday, June 30, to 2 p.m. Friday} heavy rain 

from 2 p.m. to 5:30 p.m. Friday, intermittent showers from 5:30 

to 10 p.m., then heavy rain until 4 a.m. Saturday, July 2.

Mountain Home, Sjjf- miles northwest of and 2^ miles northeast of. 

Alfred Rnott, Ferdinand Tatsoh reported 18.5 inches at his 

ranch.

State Fish Hatchery, on Johnson Creek above Ingram. E. C. Brady,

superintendent, and Guy Colhert, assistant, measured 35.56 inches 

in each of two fish cans sitting in rear end of light truck. 

(Opening in can 8 inches in diameter, can below opening 12 3/4 

inches in diameter, straight sides; measured 14 inches in can.) 

Mr. Brady stated: "General slow rain on Thursday night, with 

no wash. Friday slow rain until noon, then began to rain hard, 

with diminished intensity Friday about sundown. Began to rain 

hard early Saturday morning. Creek reached highest point about 

3 a.m. Saturday. 

Medina River Basin:

Bandera, 2 miles out Rerrville road. J. S. Short measured 14 inches 

in 9-inoh coffee can.

Lima, at Phillips ranch. Measured 13.8' inches (June 30, 0.86 inches; 

July 1-2, 12.95 inches) in standard-type gage (small tube only, 

mounted on high post).

Medina. Whit Parson measured 14 inches in can used only as rain gage.

Vanderpool, 12 miles north of, at head of Medina River. At Humble

Pipe Line Co.'s station C, 33.5 inches was measured in a garbage 

can; 22.5 inches was measured in the can when first emptied at 

3 p.m. Friday, July 1. On Saturday morning, after rain had 

stopped, 11 inches more had accumulated in the can. 

Frio River Basin:

Batesville. J. B. Britten is reported to have measured 12 inches.

Batesville, 10 miles east of. R. G. Treves is reported to have measured 15 inches.

Divot. 1 to 2 inches Is reported to have fallen.

Leakey. Ed. C. Taylor measured 16 inches in can.

Leakey, 2 miles south of. J. R. Hillman is reported to have measured 

15 inches in jar.

Leakey, 2 miles west of. E. W. Laird measured 15 inches in can.

Leakey, 3.5 miles east of. Ross Hoover measured 16 inches in can.

Rio Frio, 1 mile northwest of. Dr. Cavender is reported by Mr. Dunlap to have measured more than 24 inches from observed catch 

in water tank.

Rio Frio, 4 miles southeast of. George Hoover measured 20 inches in 

can.

Tarpley. C. G. Leighton measured 12.6 inches July 1 and 2. He stated that rain began Thursday night, June 30, about 11 p.m.; not 

much rain during Friday afternoon, with heaviest rain Saturday 

morning.
PREVIOUS FLOODS

29°

Figure 31. laohyetal map of part of Texas showing total rainfall, In inches, observed

June 30 to July 3, 1932.

3934 O 37 9
1S4 MAJOR TEXAS FLOODS OP 1936

Table 12. Maximum discharge at places experiencing unusual floods in July, 1932

Stream

Llano River Basin

East Pork of James River at

Old Noxville

James River near Mason

Guadalupe River Basin

North Pork of Guadalupe

River near Hunt

Guadalupe River near Ingram

Guadalupe River at Kerrville

Guadalupe River near Comfort

(a)

Guadalupe River near Spring

Branch (b)

Guadalupe River at New

Braunfels (b)

Guadalupe River below Cuero

(b)

Bear Creek near Hunt

South Pork of Guadalupe

River near Hunt

Johnson Creek near Ingram

Medina River Basin

North Fork of Medina River

at Lima

Medina River near Medina

Medina River near Pipe

Creek (a)

Frio River Basin

Frio River at Rio Frio

Frio River at Concan (b)

Prio River near TJvalde

Prio River near Derby (b)

Frio River near Los Angeles

Frio River at Calliham (b)

East Fork of Frio River

near Leakey

Dry Frio River near Reagan

Wells

Sabinal River at Vanderpool

Sabinal River at Sabinal

Hondo Creek near Hondo

Seco Creek near D'Hanis 

Leona River near Divot

Lat.

30°22 '

30 35

30 3

30 3

30 1

29 57

29 52

29 43

29 3

30 4

29 58

30 3

29 50

29 46

29 42

29 39

29 29

29 6

28 44

28 35

28 30

29 49

29 31

29 46

29 20

29 21

29 26

28 47

Long.

99°24'

99 19

99 27

99 15

99 8

98 56

98 23

98 7

97 18

99 26

99 26

99 14

99 20

99 11

98 58

99 44

99 42

9.9 30

99 9

98 57

98 21

99 40

99 49

99 32

99 29

99 3

?9 17

99 15

Drainage 

area in 

sq. mi.

60.8

336

110

336

570

916

1,432

1,666

5,073

50.3

65.3

111

54.0

235

412

371

485

840

3,493

3,732

5,491

75.0

120

45.7

258

400

169

565

Maximum discharge

Time

July 1,1s 30pm

July 2,4am

July 1,2pm

July 1

July 1,5pm

July 1,8- 9pm

July 3,2am

July 3

July 8,1: 30pm

July 1

July 1 (c)

July 2,l-3am

July 1,1pm

July 1

July 1

July l,3-4pm

July 1

July 2

July 4, Sam

July 4-5

July 6,11:30

pm

July 1,12N

July 1

July 2

July 2,12N-3pm

July 2

July 3,12N

July 4,2-3am

Sec. -ft.

105,000

85,900

108,000

206,000

196,000

182,000

121,000

95,200

17,500

17,200

84,300

138,000

40,200

47,600

64,000

188,000

162,000

148,000

230,000

204,000

109,000

89,500

30,700

52,300

71,700

74,800

35 , 800

49,300

Sec. -ft. 

per 

sq. mi.

1,730

256

982

613

334

199

84.5

57.2

3.4

342

1,290

1,240

744

203

155

345

334

176

65.8

54.7

19.8

1,190

256

1,140

278

187

212

87.3

a Gaging station discontinued since 1932.

b Gaging station at which is kept systematic records of stage and discharge.
PREVIOUS FLOODS

Table 13. Mean daily discharge, in second-feet, and total run-off, 

in acre-feet, for June 30 to July 31, 1932

River-measurement station

Day

June 30

July 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

30

31

Acrefeet

Pecan

Bayou

at

Brownwood

304

178

354

4,250

12,400

14,800

14,500

13,600

12,900

12,100

11,400

10,500

8,940

766

586

546

498

436 ~|

> *115

J .5

2,490

242

63

6.5

55

92

40

37

32

15

243, 000

Llano

River

near

Gas tell

40

"1 64

WU9,400

-1

1,700

928

692

532

439

360

314

280

251

222

202

186

173

160

151

140

134

126

120

116

112

105

1

I *92

131,000

Guadalupe

River

near

Spring

Branch

67

67

28,500

62,800

6,800

2,270

1,560

1,400

1,140

945

820

752

685

640

618

577

546

530

502

510

568

454

434

406

386

362

346

332

317

283

272

250

230,000

Medina

River

near

Pipe

Creek

24

t!5,100 tie, ooo

t 5,020

t 3,020

t 2,140

t 1,610

t 1,260

t 991

t 785

t 686

t 545

t 500

456

403

362

333

t 297

* 266

t 235

t 226

* 194

t 162

t 155

104,000

Nueces

River

near

Uvalde

7.8

12,300

44,300

9,840

3,200

1,500

834

600

520

445

427

416

>*275

-'

89

83

80

78

73

70

63

156,000

Nueces

River

at

Cotulla

0

0

0

0

185

1,400

8,080

25,800

27,600

19,300

12,000

7,150

3,450

1,620

991

642

480

408

360

326

304

270

248

218

198

178

158

140

123

107

94

87

222,000

Frio

River

at

Concan

62

41,200

8,140

2,320

1,470

1,140

1,010

980

818

733

668

622

584

551

518

492

466

> *378

301

284

267

258

244

234

230

221

132,000

Prio

River

at

Derby

0

0

2,190

75,700

135,000

36,500

9,420

4,260

3,170

2,270

1,530

1,030

805

730

635

550

480

420

376

328

290

254

224

198

175

155

132

112

95

81

68

57

550,000

* Estimated

t Partly estimated or Interpolated.
126 MAJOR TEXAS FLOODS OP 1936

Tarpley, 8 miles northwest of. 22 inches at Lucius Hicks ranch. 

Utopia, 1 mile north of. Mrs. L. D. Bounds measured 10 inches from

June 30 to noon July 1 and 4 Inches from noon July 1 to 7 p.m.

July 2. Total rain 14 inches. 

Vanderpool, 1 mile west of. J. J. Leighton reported that 0. M.

Clayton measured 29 inches in can. 

Vandarpool, 2 miles east of. J. J. Leighton reported that R. H.

Ryan measured 17 inches in water trough. 

Vanderpool, 3.5 miles north of. 0. T. Moore measured 30 inches in a

barrel. 

Vanderpool, 5 miles north of. W. E. Hatley measured 29 inches in oil

barrel. 

Vanderpool, about 8 miles north of, 4J- miles from Hunt-Leaky road

toward Vanderpool, at Bonnie Hills ranch. This ranch is in the

Prio River drainage basin near the head of the South Pork of

Guadalupe River. Adam Wilson, Jr., measured 25 inches in large

stone tank, which overflowed. 

Yancy. Storekeeper stated that about 8 Inches fell in that vicinity,

as measured by various residents.

Flood discharge

In addition to measurements made at regular river-measurement stations, slope-area determinations of discharge were made at twenty other 

places. The results of the determinations of maximum discharges together 

with other pertinent data, are given in table 12. All measurements of 

discharge during the July floods made at places other than regular rivermeasurement stations have been published in Water-Supply Paper 733, pp. 

175, 176, under "Miscellaneous discharge measurements".

There were no river-measurement stations on the headwaters of streams 

experiencing unusual floods. Table 13 shows records of mean daily discharge and run-off in acre-feet for the flood period at river-measurement 

stations within the flood areas.

Rio Grande floods of September 1952

Record-breaking floods occurred in the Rio Grande Basin in the first 

part of September 1932. The highest stages of record occurred on the Rio 

Grande below Del Rio, on the lower reaches of the Pecos and Devils Rivers, 

and on smaller streams. The peak discharges given in table 14 are taken 

from data for these floods published by the International Boundary Commission, United States and Mexico, in Water Bulletin 2, "Plow of the Rio 

Grande and tributary contributions" for 1932.

Major floods of 1955

There were three major flood periods in Texas in 1935 the May flood 

on Seco Creek, in the Nueces River Basin; the June floods in the Colorado 

and Nueces River Basins; and the December flood on Buffalo Bayou and
FLOOD-DISCHARGE RECORDS 127

tributaries at Houston. On Seco Creek and the West Nueces River the maximum discharges per square mile of area drained exceeded any rates known 

to be recorded from areas of comparable size.

A paper entitled "Major Texas floods of 1935", now being prepared, 

will give detailed Information of these floods.

Flood-discharge records

Table 14, "Records of maximum floods In Texas", shows the peak stages 

and discharges that have occurred at gaging stations and other points on 

streams over the entire State. The peak stages, and the discharges where 

known are given for other unusual floods, for comparison. The table also 

gives the period of record, drainage area, and peak discharge per square 

mile.

Except as otherwise noted discharge figures are taken from published 

reports of the United States Geological Survey or have been computed from 

unpublished data In the files of the Geological Survey or the Texas Board 

of Water Engineers at Austin. Many of the records of stage have been obtained from the United States Weather Bureau reports.

The period of record as given Includes for many points years prior 

to the beginning of systematic records. The earlier records are generally based on Information obtained from local residents and believed to 

be reliableo

In many parts of the State topographic maps are not available for an 

accurate determination of the drainage areaso The drainage areas given 

represent the best measurements that could be made from available sources, 

which Include topographic maps of the United States Geological Survey and 

Texas Reclamation Department, maps of the United States Army, of Soil Surveys of the United States Department of Agriculture, county road maps, 

and airplane pictures. All noncontributing areas above the Cap Rock are 

excluded from the areas given.

The reference number given to each determination may be used to locate the place of determination on the map shown In figure 32. The latitude and longitude of each place of determination are given to define 

the place more closely.

Figure 33 Is a chart in which discharges In second-feet per square 

mile for the determinations of maximum discharges shown In table 14 have 

been plotted against the corresponding drainage areas. In any study of
128 MAJOR TEXAS FLOODS OP 1936

these determinations and in the comparison of one with another consideration should be given to the type of area drained above the point of measurement. The physical characteristics of a river basin that affect flood 

flow, such as topography, soil, vegetable cover, and channel conditions, 

may differ greatly in neighboring areas.
FLOOD-DISCHARGE RECORDS

1000'OS

000'OT

000'S

000'I

003

-os

-OT

^eej-puooes
MAJOR TEXAS FLOODS OP 1936

MISCELLANEOUS STATIONS AT WHICH

PEAK DISCHARGES ONLY WERE DETERMINED
FLOOD-DISCHARGE RECORDS 131
Sal

no. 

on 

map 

(fig. 

33)

1

Z

3

4

5

6

7

8

9

10

11

12

13

14

Stream and place of determination

Bed Hiver Basin

Bed River near Denison

Sulphur Blver near Harden

Cypress Creek near Jefferson

Sabine Biver Basin

Sablne Hiver near Son Wier

Flat Fork Creek near Center

Tenaha Creek near Joaquln

Neches Blvar Basin

Heohes Biver near Bookland

Heohes Biver at Bvadale

Angelina Biver near Lufkin

Angelina Biver at Horger

Trinity Elver Basin

West Fork of Trinity Biver at Bridgeport

West Forfc of Trinity Hiver at Fort Worth

Trinity Biver at Dallas

Trinity Blver near Oakwood

Latitude

33°49'

33 15

32 45

30 45

31 54

31 50

31 2

30 21

31 27

31 1

33 12

32* 46

32 47

31 39

longitude

96°32'

94 37

94 29

93 37

94 13

93 57

94 24

94 5

94 44

94 10

97 46

97 20

96 48

95 47

le 14. Becords of aajor floods in Texas

Drainage 

area in 

square 

miles

32,840

2,754

848

8,323

58

374

3,539

7,908

1,575

3,435

1,010

2,431

6,001

12,840

Period 

of 

record

1906-1936

1909-1936

-

1884-1936

-

-

1884-1936

1684-1936

1908-1936

-

1908-1936

-

1640-1936

1904-1936

Peak stage and dischar

Date

May 26,1908 

May 21,1935

May 19,1930

May 20,1930

May 1884 

Aug. 2, 1933

July 24,1933

July 24,1933

May 1884 

May 22,1935

Bay 1884

May 1908 

Feb. 24, 1932

Aug. 1915

June 8,1915

Apr. 25, 1922

May 26,1908

June 4,1908 

May 23,1930

Stage 

in 

feet

35.5 

23.95

32.8

25.37

26 

23.04

-

-

34.9 

28.9

26.2

25.4 

18.26

39.5

28.9

23.95

52.6

52.2 

46.8

Disch

See. -ft.

201,000

67,200

22,600

63,000

42,200

117,000

48,500

175,000

38,200

82,000

19,500

85,000

184,000

84,400
FLOOD-DISCHARGE RECORDS

 £ .

O (3 -P O 

.H <D -H -P

IS jfr

a 9 $>

i r i i

§ § s § O O (

S

o c o o <

o> in vS M EQ Ok

0> 0> N rt

i-t i-t 01 8

o> IH O

t~ o> r00 |H O CO 

rH N >-l

tt> b to c3

SB

,4 cA «i

MOM 10 in 2 2

s s

o o o>

a !

>> fe 4>

s i

M M
Table 14. Records of major floods in Texas Ooctlnued

Ho. 

on 

map 

(fig 

33)

31i

32

33

34

35

36

37

38

39

40

41

42

43

44

46

Stream and plaoe of determination

Brazos River Basin Continued

Brazos River at Waco

Brazos Elver near Bryan

Brazos Elver at Richmond

Clear Fork of Brazos Elver at Hugent

Clear Pork of Brazos Elver near O.ryatal Kills

Gonzales Creek at Breckenridge

Childress Creek near China Springs

Aquilla Creek near Gholson

Korth Bosque Elver near Clifton

Bosque Elver at lake Waoo dam

Little Elver near Little Elver

Little River near Cameron

Sevenmlle Draw at Amea

Lanrpasas Elver at Youngsport

Sulphur Creek near Lampasas

Latitude

31°34'

30 37

29 35

32 41

32 54

32 46

31 43

31 44

31 48

31 34

30 59

30 50

31 31

30 57

31 4

Longitude

97° 8

96 29

95 45

99 40

98 50

98 54

97 20

97 12

97 35

97 12

97 24

96 57

97 47

97 43

98 8-

Drainage 

area in 

square

miles

19,260

29,190

34,810

2,220

5,658

157

79

372

974

1,660

5,240

7,034

2.4

1,242

112

Period 

of 

record

1854-1936

1899-1936

1899-1936

1876-1936

1900-1936

-

-

-

1887-1936

-

-

1852-1936

-

1873-1936

1873-1936

Peak stage and dischar

Date

Sept .27, 1936

Deo.3,1913 

May 22,1935

Dec. 1913 

June 6,1929

- 1876 

Sept. 8, 1932

Sept. 8, 1932

Sept .21, 1924

Sept .26 or 27 

1936

Sept. 27, 1936

May 9,1922 

May 18.1935

Sept. 27, 1936

Sept. 10,1921

Sept. 10, 1921

Sept. 26, 1936

Sept. 1873 

Sept .28, 1936

1873 

Sept. 27, 1936

Stage 

in 

feet

40.9

54.0 

42.3

45.4 

40.6

30 

27.05

34.0 

28.10

-

-

-

25 

21.3

-

-

53.2

-

44.2 

33.5

-

Dis

Sec. -ft.

246,000

139,000

120,000

47,000

22,700

7,960

47,000

84,500

38,300

96,000

331,000

647,000

5,140

53,200

30,400
46

47

48

49

50

51

52

53 

54

55

56

57

58

59

SO

61

62

S3

Salado Creek near Salado

3an Gabriel Biver near Georgetown

Brushy Creek at Round Bock

Bavasota Biver near Easterly

Colorado Biver Baaln

Colorado River at Bal linger

Colorado Biver near Staoy

Colorado River near San Saba

Colorado Biver at Austin 

Colorado River at Smithville

Colorado River at Eagle Lake

Elm Creek at Ballinger

South Concho River at Chris toval

South Concho Biver at San Angelo

Concho Biver near San Angelo

Concho Biver near Paint Book

Middle Concho River near Tankers ly

Spring Creek near Tankersly

Pecan Creek near San Angelo

30 58

30 40

30 31

31 10

31 44

31 31

31 13

30 16 

30 1

29 35

31 45

31 13

31 27

31 27

31 31

31 23

31 22

31 19

97 30

97 38

97 40

96 18

99 56

99 40

98 34

97 45 

97 10

96 25

99 57

100 30

100 26

100 25

99 57

100 37

100 32

100 27

148

431

74.7

949

5,340

11,660

18,800

26,350 

27 ,850

29,140

458

434

2,535

4,217

5,257

1,128

734

81

-

-

-

1900-1936

1906-1936

-

1900-1936

1843-1936

-

1906-1936

1882-1936

1854-1936

1854-1936

1882-1936

-

-

-

Sept. 10, 1921

Sept. 10, 1921

Sept. 10,1921

1900

Sept. 18, 1936

Sept. 18, 1936

Sept. 25, 1900 

Sept. 21, 1936

July 1869 

June 15,1935

Dec. 1913 

June 16,1935

Dec. 1913 

June 19,1935

Sept. 3, 1935

Aug. 6, 1906 

Sept. 17, 1936

Aug.6,1906 

Sept. 17, 1936

Aug.6,1906 

Sept. 17,1936

Sept. 17, 1936

1922 

Sept. 26 ,1936

Sept. 17, 1936

Sept. 15, 1936

-

39.36

-

24

28.6

-

57.5 

56.7

43.0 

42.0

47.4 

42.5

32.0 

29.45

10.3

23 

20.5

29.7 

23.4

47.5 

46.6

41.3

27.2 

24.2

20.3

-

143,00

160,00

34,50

63,40

75,40

356,00

234,00

219,00

481,00

305,000

177 ,00

26,100

80,10

111,00

246,00

230,000

301,00

35,000

23,90

30,50
MAJOR TEXAS FLOODS OP 1936

!>>0 !>, I* ! a r* ft fl I

I CR I 00 00

rf ti ® +> .H <D

ra <H

E- JD O*

S « vl Vl O

8° 8

g §

I «

§ S S fe
FLOOD-DISCHARGE RECORDS

4* O

g> o

a .-I 

a o

137

S O

Ji4 r-i

8.-S S s & a ft ft ft s & s 1* ~ f:

ic Ift

 H .H «H 

O, OK

O 0 O O 

O O CO O 

rH C- CO O

N CO tO O 

rH rH rH

1 1 1 1

5 o> r. m

S 3 53 S

P. PI P. P.

i i i i

rH tO C4 N

rH O O C1-1 rH rH

O O O O

0 O O 0

rH tO 1O P- 

^1 ^1 ^1 ^1

O 0 Q O 

CO CO CO M

0>

a

*.

3 s

§ 8

S 3

' '

S 

2 8

tO rH

1 * 

m o

8

rH

cA '

S

i-l 10

en

0 01

S CO

ll

o

 -(

8 8

S3 5!

1 i

Ol O» 

rH r-l

S 13

 g, -g

to to

S

rH

1 1

3

^ (Ti

to cS °*

W W

S §

S

rH CM 

rH tO

O O O 

8O O 

0 *

Ol CO O 

rH CO 1O

to ?5

to o

3

1> 1 N

S i S

3 S S

fc 5

S n n

"4 "4 "4

0> 0. OT

S S 3

C- IO

r-l CO

5 2 n

rH

O IO tO

s § s

frt W crt t3 W

sl II II

S S S CO 0! 0!

O O O

g

o o CO O

§ !S ° CO to 

rH

1 1 1

<0

O «O rH rH

33 3 rH

CO CO 1?

1 1 1

O 0 C10 10

en en i-*

55 S 3

S

O 0 

co to

1

1

53 § a 3 S

iH

O Q O O O

«O O CO ^ rH

1 1 1 t 1

to CM CM to «

^ * * lO lO 

rH rH CM rH rH

2 t>» t>» -p -P

S £ 8

rH rH ri

to J!> ' ti '

rH S rH

rH O W 5 W

CM *o to to

S

^1 O» CO tCM rH CM CM

0» 0» 0» 0» 0»

rH CM tO A tO

tO S § S S

^ rH §

0 O 0

o o o

CM 10 CM 

rH

1 3 '

O» c\l N

*J M M

« I S

S n

I1 t .

tQ Ot

3 3

to

N IO

rH

^1 IO CO

0. 0, 0.

S

IO Al 

5i rH

0 O O

o S o

«s«

« « K 0

ffi O 

i-( O O

^ M « .?

i : i

rH -H

rH O

 a § «

^ U) <0
Table 14. Records of major floods In Texas Continued

No. 

on 

map

(fie.

33)

134

135

136

137

138

139

140

141

142

143

144

145

146

147

Stream and plaoe of determination

Kueces River Basin

Nueces River at Laguna

Rneces River near Uvalde

Rneces Hiver at Cotulla

Nueces River near Three Rivers

Test Nueces River near Brsckettville

Vest Nueces Hiver near Cline

Bast Fork of Prio River near Leakey

Prio River at Rio Prio

Frio Hiver at Concan

Frio River near Uvalde

Frio River near Derby

Prio River at Calliham

Dry Prio River near Reagan Wells

Sablnal River at Vanderpool

Latitude

29°26'

29 11

28 26

28 26

29 44

29 20

29 49

29 39

29 29

29 6

28 44

28 30

29 31

29 46

Longitude

100° 0'

99 54

99 16

98 11

100 24

100 6

99 40

99 44

99 42

99 30

99 9

98 21

99 49

99 32

Drainage 

area in 

square 

miles

764

1,930

5,260

15,600

402

880

75.0

371

485

840

3,493

5,491

120

45.7

Period 

of 

record

1903-1936

_

_

_

_

-

1872-1936

_

_

-

-

-

-

1903-1936

Peak stage and dis

Date

1913

Sept. 21, 1923

June 14,1935

June 14,1935

June 18,1935

Sept. 18, 1919

June 14,1935

June 14,1935

July 1,1938

July 1,1932

July 1,1932

July £, 1932

July 4,1932

July 6,1932

June 14,1935

July 2,1932

Stage 

in 

feet

29

26.5

26.0

36.9

32.4

46.0

_

-

-

_

34.44

-

29.45

39.2

-

_

Di

Sec. -

_

226,0

213,0

616,0

82,6

85,0

580,0

536,0

89,5

128,0

162,0

148,0

230,0

109,0

64,7

52,3
INDEX

Abstract.................................................... 1

Acknowledgments for aid..................................... 6-7

Administration of the work.................................. 6

Austin, Tex., Colorado River at............................. 84

Authorization of the work................................... 3

Ballinger, Tex., Colorado River at.......................... 82

Blanco River at Wimberley, Tex.............................. 49

Bosque River at Lake Waco, near Waco, Tex................... 80

Brazos River at Richmond, Tex............................... 78

at Waco, Tex............................................ 76

Clear Fork of, near Crystal Falls, Tex.................. 102

 crest stages on, in September floods.................... 55-56

hydrographs of discharges of............................ 105

near Bryan, Tex......................................... 77

near Glen Rose, Tex..................................... 75

near Palo Pinto, Tex.................................... 102

tributaries of, hydrographs of discharges of............ 106

Brazos River Basin, discharge records in.................... 75-81, 102

precipitation in, isohyetal map showing................. 54

previous floods in.....................................113, 117, 121

September floods in..................................... 53-56

Brownwood, Tex., Pecan Bayou at............................. 94

Bryan, Tex., Brazos River near............................... 77

Cameron, Tex., Little River at.............................. 81

Carlsbad, Tex., North Ooncho River near..................... 93

Castell, Tex., Llano River near............................. 99

Ohristoval, Tex., South Concho River at..................... 87

Cibolo Creek near Falls City, Tex........................... 49

Clifton, Tex., North Bosque River near...................... 79

Colorado River at Austin, Tex............................... 84

at Ballinger, Tex....................................... 82

at Smithville, Tex...................................... 85

crest stages on, in September floods.................... 57

hydrographs of discharges on............................ 107-108

near Eagle Lake, Tex.................................... 86

near San Saba, Tex...................................... 83

previous floods on......................................113, 117-118

September floods on..................................... 56-58

Colorado River Basin, discharge records in.................56-62, 82-100

previous floods in......................................113, 117-126

September floods in..................................... 56-58

Comal River at New Braunfels, Tex........................... 48

Concan, Tex., Frio River at................................. 104

Concho River, crest stages on, in September floods.......... 61

hydrographs of discharges of............................ 107

near Paint Rock, Tex.................v.................. 90

near San Angelo, Tex.................................... 89

discharge computations for.......................... 13-15

previous floods on...................................... 114-117

September floods on..................................... 58-61

tributaries to, hydrographs of discharges of............ 110-111

Concho River Basin, discharge records in.................... 58, 87-93

previous floods in...................................... 114-117

Contracted opening method, determinations of discharge by... 13-17

Crystal Falls, Tex., Clear Fork of Brazos River near........ J.02

Dallas, Tex., Trinity River at.............................. 101

Definition of terms......................................... 5-6

Devils River near Juno, Tex................................. 104

Discharges, determinations of, at gaging stations........... 18-21

determinations of, from slope-area observations......... 12-15

over dams........................................... 18

through contracted openings......................... 13-17

hydrographs of, on Brazos River......................... 105

on Concho River..................................... 107

on Guadalupe River at Victoria, Tex................. 51

on lower Colorado River............................. 108

on Plum Creek near Luling, Tex...................... 51

on San Marcos River at Ottine, Tex.................. 51

on tributaries to Brazos River...................... 106

on tributaries to Concho River...................... 110-111

on upper Colorado River............................. 107

in floods of June-July.................................. 41-51

143
144 INDEX

	Page

Discharges, in floods of September.......................... 73-104

maximum, summary of, in Guadalupe River Basin........... 42

in September floods................................. 74

records of, in Brazos River Basin....................... 75-81, 102

in Colorado River Basin............................56-62, 82-100

in Concho River Basin............................... 58, 87-93

in Guadalupe River Basin..........................42, 44-49, 103

in Nueces River Basin............................... 104

in Rio Grande Bas in................................. 104

in Trinity River Basin.............................. 101

on Llano River...................................... 97-99

Dry Creek near San Angelo, Tex., discharge computations for. 17

Eagle Lake, Tex., Colorado River near....................... 86

Evadale, Tex., Neches River at............................... 50

Palls City, Tex., Cibolo Creek near... \ ..................... 49

San Antonio River near.................................. 47

Field work for flood investigations......................... 11-12

Flood investigations, field work for........................ 11-12

office procedure for.................................... 12-18

Floods, cause of, in Texas.................................. 10

crest stages of, on Brazos River........................ 55-56

on Colorado River................................... 57

on Concho River..................................... 61

discharges of. See Discharges.

investigations of, field work for....................... 11-12

office procedure for................................ 12-18

previous, in Brazos River Basin......................... 113

In Colorado River Basin.............................113, 117-119

in Concho River Basin............................... 114-117

in Guadalupe River Basin............................117, 119-126

in Nueces River Basin............................... 119-120

in Rio Grande Basin................................. 113, 126

in San Jacinto River Basin.......................... 113

in Texas............................................ 112-142

in Trinity River Basin.............................. 112

Floods of June-July, discussion of.......................... 35-41

discharges of........................................... 41-51

precipitation during, records of........................ 24-34

isohyetal maps of................................... 37-39

stages of............................................... ' 41-50

Floods of September, crest stages of, on Brazos River....... 55-56

crest stages of, on Colorado River...................... 57

discharges of............................................ 73-104

hydrograpns of...................................... 105-111

summary of maximum.................................. 74

general discussion of................................... 52

in Brazos River Basin................................... 53-56

in Colorado River Basin................................. 56-58

in Texas................................................ 52-111

in Trinity River Basin.................................. 52-53

on Colorado River....................................... 56-58

on Concho River......................................... 58-61

on Llano River.......................................... 62

on San Saba River....................................... 61-62

precipitation in, discussion of......................... 62-68

isohyetal maps of................................... 54, 63-70

records of.......................................... 24-34

stages of............................................... 73-104

Frio River at Concan, Tex................................... 104

Glen Rose, Tex., Brazos River near.......................... 75

Guadalupe River above Comal River at New Braunfels, Tex..... 48

at Victoria, Tex........................................ 44

discharges at, hydrographs of....................... 51

near Spring Branch, Tex................................. 103

Guadalupe River Basin, discharge records in................. 44-49, 103

previous floods in......................................117, 119-126

maximum discharges of............................... 119

summary of maximum discharges in........................ 42

Introduction................................................ 2-3

Investigations of floods, field work for.................... 11-12

office procedure for.................................... 12-18

Junction, Tex., Llano River near............................ 98

North Llano River near.................................. 97
INDEX 145

	Page

June-July flood, discharges of.............................. 41-51

discharges of, hydrographs of........................... 51

discussion of........................................... 55-41

precipitation during, records of........................ 24-34

isohyetal maps of................................... 37-39, 123

stages of............................................... 41-50

Juno, Tex., Devils River near............................... 104

Laguna, Tex., Nueces River at............................... 103

Little River at Cameron, Tex................................ 81

Little River Basin, discharge records in.................... 81

precipitation in, isohyetal map showing................. 54

previous floods in...................................... 117

Llano River, discharge records on............................ 97-99

near Castell, Tex....................................... 99

near Junction, Tex...................................... 98

September floods on..................................... 62

Luling, Tex., Plum Creek near............................... 46

discharges of Plum Creek near, hydrograph of............ 51

Menard, Tex., San Saba River at............................. 95

Middle Concho River near Tankersly, Tex..................... 91

Neches River at Evadale, Tex................................ 50

rjear Rockland, Tex...................................... 50

New Braunfels, Tex., Comal River at......................... 48

Guadalupe River at...................................... 48

North Bosque River near Clifton, Tex........................ 79

North Concho River near Carlsbad, Tex....................... 93

North Llano River near Junction, Tex........................ 97

Nueces River at Laguna, Tex................................. 103

Nueces River Basin, discharge records in.................... 104

previous floods in...................................... 119-126

Oakwood, Tex., Trinity River near........................... 101

Office procedure for flood investigations................... 12-18

Ottine, Tex., San Marcos River at........................... 45

discharges of San Marcos River at, hydrograph of........ 51

Paint Rock, Tex., Concho River near......................... 90

Palo Pinto, Tex., Brazos River near......................... 102

Pecan Bayou at Brownwood, Tex............................... 94

Pedernales River near Spicewood, Tex........................ 100

Personnel................................................... 6

Plum Creek near Luling, Tex................................. 46

hydrograph of discharges of, near Luling, Tex........... 51

Precipitation, in floods of July 1932....................... 120-123

in September floods, discussion of...................... 62-68

records of, collection of..............................21, 35, 62-64

June-July flood..................................... 24-34

September floods.................................... 24-34

isohyetal maps of, June-July flood...................... 37-39, 123

September floods.................................... 54, 63-70

Rainfall. See Precipitation.

Richmond, Tex., Brazos River at............................. 78

Rio Grande Basin, discharge records in...................... 104

previous floods in...................................... 113, 126

Rockland, Tex., Neches River near........................... 50

San Angelo, Tex., Concho River near-........................ 89

Concho River near, discharge computations for........... 13-15

Dry Creek near, discharge computations for.............. 17

South Concho River at................................... 88

San Antonio River near Falls City, Tex...................... 47

San Jacinto River Basin, previous floods in................. 113

San Marcos River at Ottine, Tex............................. 45

discharges of, at Ottine, Tex., hydrograph of........... 51

San Saba, Tex., Colorado River near......................... 83

San Saba River at....................................... 96

San Saba River at Menard, Tex............................... 95

at San Saba, Tex........................................ 96

September floods on..................................... 61-62

.September floods, crest stages of, on Brazos River.......... 55-56

crest stages of, on Colorado River...................... 57

on Concho River..................................... 58

discharges of........................................... 73-104

hydrographs of...................................... 105-111

maximum, summary of................................. 74

general discussion of................................... 52

in Brazos River Basin................................... 53-56