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Masters Theses Student Theses and Dissertations

1966

A study of sedimentation in a well regulated major drainage basin A study of sedimentation in a well regulated major drainage basin

- the Monongehala, Allegheny and upper Ohio Rivers - the Monongehala, Allegheny and upper Ohio Rivers

William S. Wood

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Recommended Citation Recommended Citation Wood, William S., "A study of sedimentation in a well regulated major drainage basin - the Monongehala, Allegheny and upper Ohio Rivers" (1966). Masters Theses. 2978. https://scholarsmine.mst.edu/masters_theses/2978

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A STUDY OF SEDIMENTATION IN A WELL REGULATED MAJOR DRAINAGE BASIN

THE MONONGEHALA, ALLEGHENY AND UPPER OHIO RIVERS

BY

WILLIAM S • WOOD - I q :l g ....

A

THESIS

submitted to the faculty of the

UNIVERSITY OF MISSOURI AT ROLLA

in partial fulfillment of the requirements for the

Degree of

MASTER OF SCIENCE IN CIVIL ENGINEERING

Rolla, Missouri

1966

Approved by

U( ~ (advisor)_~~:.....:::y~/-"7 !L~"' "-"' ""'-;!""'~-· . ;;.....:/~¥"""'"'?1~kt--~(-i!dfl?~ ~)~~

ABSTRACT

This investigation is concerned with the study of various pro­

grams employed in reducing and controlling sediment. The measures

employed by the U.s. Soil Conservation and Forestry Services to

control and reduce erosion, the primary source of sediment, was

studied. The flood control and river navigation structures con­

structed and operated by the u.s. Army Corps of Engineers and the

effect of these structures on sedimentation was also evaluated.

ii

State and local community regulation and control of exploited natural

resources was studied to determine their influence on the generation

and control of sediment.

The Allegheny, Monongehala and upper Ohio River Drainage Basin

has the most advanced programs to provide flood oontrol and navi­

gation facilities of the ten major basins in the United States.

Sediment carried and deposited by the streams has been reduced to

increase the design life and reduce maintenance costs for these

structures.

The acidity of the soil and waters has influenced the amount of

sediment carried in suspension. Reducing this acidity to more common

neutral or slightly basic waters may increase the sediment load.

Further research is needed in soil and water chemistry to determine

if this will occur and to develop effective control measures.

iii

TABLE OF CONTENTS

Page

ABSTRA.CT •••••••••• -• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • i i

LIST OF FIGURES •••••••••••••••••••••••••• ~••••••••••••••••••••• iv

LIST OF TABLES • • • • • • • . • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • . • • • • v

I • INTRODUCTION'. • • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1

A. B. c.

Location and Description of Area ••••••••••••••••••••• History and Culture •••••••••••••••••••••••••••••••••• Purpose of Investigation•••••••••••••••••••••••••••••

1 2 7

II. EROSION CONTROL.......................................... 11

III.

IV.

v.

A. Erosion Damage Surveys............................... 11 B. Agricultural Erosion Control Techniques.............. 32 C. Mechanical Erosion Control Structures•••••••••••••••• 36 D. Stream Erosion and Control••••••••••••••••••••••••••• 39 E. Highway, Railroad and Construction Project

Erosion Control...................................... 41 F. Techniques for Evaluating Control Measures........... 43 G. Erosion Control Effects.............................. 46

SEDIMENT DEPOSITION IN RESERVOIRS ••••••••••••••••••••••••

A. B. c. D.

General Theory of Sedimentary Deposition .•••••••••••• Density Currents·••••·••••••••••••••••••••••••••••••• Reservoir Deposition Control Methods ••••••••••••••••• Reservoir Sedimentation Surveys ••••••••••••••••••••••

SOIL AND WATER CHEMISTRY•••••••••••••••••••••••••••••••••

A. B. c.

General Weathering Process·•••••••••••••••••••••••••• Upper Ohio Basin Soil Chemistry •••••••••••••••••••••• River Water ChemistrY·•••••••••••••••••••••••••••••••

CONCLUSIONS AND RECOMMENDATIONS ••••••••••••••••••••••••••

A. B.

Conclusions •••••••••••••••••••••••••••••••••••••••••• Recommendations .•••••••••••••••••••••••••••••••••••••

48

48 51 56 62

70

70 72 75

92

92 92

BI BLI OORA.PliY' • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 9 5

VITA. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 100

iv

LIST OF FIGURES

Figure Page

1 Soil Classification ••••••.•.••••••••••••.••...•••••••••••• 10

2 Regional Agriculture Distribution••••••••••••••••••••••••• 10

3 Daily River Discharge by Month •••••••.•••••••••••••••••••• 13

4 Typical Sediment Deposition in A Reservoir •••••••••••••••• 50

5 Sediment Deposition by Reach-Tygart Reservoir ••••••••••••• 66

6 Sediment Deposition by Reach-Crooked Creek Reservoir .••••• 69

Table

1

2

3

4

LIST OF TABLES

Precipitation Characteristics ••••••••••••••••••••••••••

Land Capability Classes••••••••••••••••••••••••••••••••

Reservoir Sedimentation Data Summary •••••••••••••••••••

Suspended Sediment Data ••••••••••••••••••••••••••••••••

v

Page

12

26

64

78

I. INTRODUCTION

A. LOCATION AND DESCRIPTION OF AREA

The drainage basin of the Allegheny, Monongehala and Upper Ohio

rivers is a part of the Allegheny-Cumberland plateau. This plateau,

starting on the western slope of the Appalachian uplift, extends

through central Pennsylvania, western Maryland, northern West Virginia

and central and southern Ohio. It is about 2500-3500 feet above sea

level with a few ridges and mountains extending to 3800-4000 feet.

Along the eastern edge the tops are somewhat flattened with deep,

narrow stream gorges. On the western edge the relief is gently

undulating, or rolly to hilly and steeply sloping with little flattish

relief. It has a typical dendritic drainage pattern.

The rock formations are mainly gray alternating beds of acid

shale and sandstone with some thin bedded limestone and calcareous

shale of Carboniferous Age. These formations are resting in a near

horizontal position. The dip of the formations is gradual except

for a few minor anticlines and synclines.

The soils are residual. Under forest cover they have a thin mat

of organic matter on the surface more or less mixed at the bottom with

mineral soil materials. This rests on brown to gray brown mellow soil

which passes at a depth of about 8 inches into a yellow brown friable

soil. At about 24 to 28 inches this moves into partly disintegrated

parent material. Over extensive areas bedrock comes with the 3 foot

soil profile. The soils contain much shaly and flaggy pieces of rock

materials; and, in places, a noticeable amount of stone, usually sand­

stone.

2

The glaciated sandstone and shale area of northeastern Ohio and

northwestern Pennsylvania has a plateau consisting of nearly level

plains and rolling hills that range from 1800 to 2500 feet above sea

level. The slopes are steep and highly eroded: and freely draining.

On the plateau the relatively flat topography and impermeable soils

impede drainage to the point of being a major problem.

The underlying formations consist of acid gray sandstone and

shale mixed with red sandstone and shale. This is covered by drift

from Wisconsin glaciation consisting of bedrock material with little

influence from outside sources. With the recession of these glaciers

the southeastern shore of Lake Erie and the northwestern edge of the

Allegheny River drainage basin were formed. This plateau resulted

when the land, relieved of the tremendous pressure exerted by the

glacier, rose 200-300 feet above the surrounding area.

The soils are, in general, medium textured with moderately heavy

subsoils. They are mainly acidic but have some alkaline and calcareous

material. At lower elevations the soils are moderately deep,

progressively thinning at the higher elevations on the plateau.

The climate is cool, temperate and humid. Winters are cold and

summers mild. Rainfall ranges from 40 to 50 inches per year. The

frost free season is 120 to 150 days in the high plateau and 140 to

170 days in the remainder of the area.

B. HISTORY AND CULTURE

Much of the land has been cleared and is used for general

farming, dairying and stock raising with some orchards. There is

still a considerable area in forest and woodlots. The original

forest cover was primarily hardwoods such as oak, hickory, walnut,

3

poplar and maple. Ash, beech, birch and hemlock grow in the gorges

with spruce on the high elevations and pitch pine in the southern

reaches.

This region began to be settled and become an important

commercial center as far back as the turn of the 19th century.

Pittsburgh, at the confluence of the Monongehala and Allegheny River,

and the beginning of the Ohio River, became known as "The Gateway to

the West". With the acquisition of the Northwest Territories the

exodus of pioneers desiring to settle the new lands moved through

Pittsburgh by following the natural trails of the waterways into the

lands of opportunity. These rivers and streams provided a means of

economically transporting the supplies and materials needed to develop

this new territory. Initially these supplies came from the East but

as more settlers having the needed skills stopped their travels and

began to produce necessary tools and equipment these valleys became

the commercial supply center for the western frontier.

The Monongehala River with a tributary drainage area of over

5500 square miles flows north through an area (of West Virginia and

western Pennsylvania) containing large deposits of coal extensively

mined for over a century. The degree of slope and flow are limited

and the need for improvement by canalization was recognized early. A

private corporation in 1836 began building seven locks and dams to pro­

vide navigational depths almost to the West Virginia border. The govern­

ment, beginning in 1872, extended navigation further upstream. In

1897, the government bought the original seven structures and has been

constantly improving and rebuilding and replacing the old structures

to maintain navigable depths for a length of 128 miles from the head­

waters of the Ohio.

Commerce on the river is one of the most intensive in the world.

Coal is the primary material carried by a highly organized transport­

system of short haul movements. This system moves from river bank

mines to mills and steam generating electric power plants on the lower

Monongehala and upper Ohio Rivers.

This dense traffic makes unusually heavy demands for lockage

water. Tygart Reservoir, constructed in 1938 on a headwater tributary

for flood control and navigation water supply, assures Monongehala

navigation by increasing low water flow. Other flood control and

regulatory structures have been built on tributaries since enactment

of the Flood Control Act of 1936. The Youghiogheny River, flowing

into the pool of lock & dam 2, has a headwater control dam. Turtle

Creek, flowing through the heavily populated region of East Pittsburgh

and Braddock, is being regulated through construction of debris

barriers, bank and channel improvement and stabilization. Still

under consideration is a headwater control dam for the West Fork

River which joins with the Tygart River to form the Monongehala.

The Allegheny River area coal deposits are of poorer quality than

Monongehala coal. Consequently, Allegheny River canalization was not

started until 1886 and was progressively extended and modernized

until about 1925. Eight locks and dams similar to the Monongehala

structures provide 72 miles of improved navigable channel. Traffic;

mostly coal, sand and gravel; does not currently justify additional

lock chambers.

The Allegheny River with a tributary drainage area of about

13,500 square miles drains about all of western Pennsylvania. The

river from its mouth in Pittsburgh courses northeasterly through

thickly populated and industrial complexes to New Kensington and

5

Natrona. At Templeto~ by Mahoning Creek, the river shifts to a north­

easterly direction continuing through agricultural and timber land.

West of Oil City the river again shifts northwesterly coursing through

an area of oil refineries and machine tool industries to Warren. Just

beyond Warren the river loops up into New York State to Olean, New

York, thence back into Pennsylvania to its headqaters in the Appalachians.

The slope is steep to medium and flow is very erratic. A number of

flood control structures have been completed and others are under con­

struction or being considered. Starting with tributaries in the south

and east there are operational control reservoirs for the headwaters

of the Loyalhanna, Conemaugh, Crooked Creek, Mahoning Creek Reservoirs,

a proposed dam for Redbank Creek, East Branch Clarion River Reservoir

and the Tionesta Creek Reservoir. On the Allegheny River at Kinzua a

large dam is being constructed, creating a control reservoir extending

into New York State. A control dam has also been proposed for French

Creek, which drains the northwestern area of the Allegheny basin.

The Ohio River, following a course from east to west, is in the

direction of both national expansion and the natural flow of internal

commerce. Initially shallow draft vessels were operated on the river

and shipping increased in magnitude. Traffic, especially in coal to

ports on the Mississippi, raised demands for improving the river for

navigation.

Federal improvement began in 1824. Although inadequate, the work

consisted primarily of clearing, snagging and dredging to clear the

channels. For the next fifty years, secondary channels were closed

and flow concentrated over bad shoals.

By 1870 traffic had increased considerably and demands for a

better channel were vigorously expressed. Considering the flow and

6

the slope of about 1 foot per mile it was determined that the upper

Ohio, where traffic was heaviest, could only be improved by

canalization. Slackwater improvement by a system of dams and locks

was opposed by shippers who felt that lockages would restrict the

size of tows and create delays through required lockages.

In 1874, Colonel Merrill, in charge of the Ohio improvement,

proposed constructing movable dams with Chanoine Wickets to provide

a six foot channel with 110 by 600 foot locks from Pittsburgh to

Wheeling, West Virginia. This project was approved and authorized by

Congress in 1879. These wicket dams impounded slack water for navi­

gation during the seasonal periods of low flow. When flow increased,

the wickets were dropped and shipping travelled unimpeded by locks

down the open river. Commerce was stimulated and grew to where the

six foot depth was inadequate for modern barges. In 1905 Congress

granted authority to increase navigation depths to nine feet by

raising the dams. In 1910 funds were granted and by 1929 the work

completed extending the navigation system the entire 981 miles of

river.

With more powerful and efficient modern towboats, larger tows

can be efficiently and effectively handled. The movable dams, some

over forty years old, have become obsolete. An improvement program

was initiated starting again at Pittsburgh. It is currently under

construction replacing the old wicket dams with fewer locks and

dams with fixed crests topped by regulatory movable gates. On the

upper Ohio, the Emsworth, Montgomery and New Cumberland locks and

dams have been completed. Pike Island will be operational shortly and

the 13 old wicket dams down to Wheeling will have been replaced.

The Ohio River has a tributary, the Beaver River, with flood con­

trol reservoirs. With the river flowing by industrial Youngstown,

Ohio, these reservoirs serve another unique function. Steel mills

along the river in the Youngstown area use and reuse river water for

cooling and processing which can raise the river temperature to over

100 degrees fahrenheit. The Mosquito Creek, Berlin and Meander Lake

reservoirs are used to provide sufficient flow to maintain acceptable

water temperatures in the river during periods of low flow. Another

reservoir for West Branch has been approved by both the communities

and the government.

In addition to the reservoirs impounding flood waters for con­

trolled release into the rivers, a number of local flood protection

projects have been constructed. These control structures protect

communities from flood damage with dikes, stabilized levees and flood

walls. Channels are improved by clearing and stabilizing banks and

beds to improve flow conditions whereby flood flows can be handled

within the banks of the rivers and streams. Improving the hydraulic

characteristics also enhances sediment control by reducing bank

erosion and increases the sediment carrying capability of the stream.

Co PURPOSE OF INVESTIGATION

This major drainage basin has been an important part in the

history of our nation for over 200 years. These rivers and streams

have been so important that extensive records of weather, flow, floods

and other pertinent information have been compiled during this time.

Structures for regulating the rivers for navigation and protection

against floods by controlling flow have been pioneered in this area.

Data compiled upon the effectiveness of these structures has been used

8

repeatedly in developing control plans and programs for other drainage

basins in other parts of the nation. Numerous research programs have

been conducted in this area by various agencies and data and results

are available.

Sedimentation research, studies and investigations have been ex­

tensive, particularly in the last twenty five years. A great number

of these studies and experimental investigations have been made to

correlate the hydromechanical factors in waterways in order to develop

practical and useful mathematical relationships for the determination

of sediment load and transport capabilities of natural watercourses.

During additional investigations on various reaches of rivers and

streams data was collected on the actual sediment load and amount

transported by these streams and correlated this data with theoreti­

cal formulae previously developed. Further study has been and is

being generated to determine which kinematic and dynamic quantities

need further refinement to adjust these mathematical relationships

so that realistic quantities and criteria can be calculated.

It has been readily recognized that the sediment transport

capability is not necessarily the actual sediment load carried by

the stream. Hydrological factors and conditions in the drainage

basins are also governing factors in sedimentation.

In the developing and controlling of our natural resources,

various federal, state and private agencies have conducted research,

compiled data and published findings in a number of learned publi­

cations. The magnitude and diversity of these published findings are

indicative of the extent of the hydrological and hydraulic phenomenon

that must be considered in sediment engineering. Periodically there

have been international and national conferences to integrate and

9

correlate the results of this research. These conferences are also ·

beneficial in indicating where further extensive research is necessary.

Currently the Hydraulics Division of the American Society of Civil

Engineers has a task comrndttee on Preparation of a Sediment Manual.

Periodically reports are published on the progress made on this much

needed manual and these reports were used in preparing portions of

this study.

The purpose of this study is to survey sedimentation in one of

the ten major drainage basins in the United States. This basin, the

Upper Ohio, is one of the most advanced in regulatory and control

structures and, consequently, has extensive data to review and

evaluate on the basis of current theories. An attempt will be made

to integrate all the control measures utilized by various agencies

throughout the basin to reduce and control sedimentation from its

source of erosion to transporting it through the main streams

harmlessly. An attempt will be made to re-evaluate data obtained at

various times in a thirty year period on the basis of current theory.

More comprehensive studies,encompassing efforts of agricultural,

hydrologic and hydraulic engineers in controlling sedimentation

throughout the world,appear to be needed.

r=:::J Rough Stony Land, Shallow Podzols ~ Loams, Sill loams-F rom Sandstone, Shales of Uplands ~ loams, Clay loams-From Glacial Drift nililiiiiJ loams, Silt loam s-F rom Calcareous Glacial Drift ~ Brownish Yellow Silty or Stony loams wilh Hilly

Relief-From Sandstone and Shale kc<·.:··:] loams-Silt Loams-from Acid Glacial Drift· Some

Poorly [)rained '

[X'"''""J Stony, Gravelly loams-F rom Glacial Drift ~ loams, Silt loams-F rom Crystalline Rocks of

Northern Piedmont I±Jli:ld Brown Silt loams-F rom limestone ~ lntrazonal Soils-From Lake Plains

FIGURE 1. SOIL CLASSIFICATION

DG I, 2, 3, 4, 5, f-o·:,··,:'•'.j Oairy and General Farming OP 1, 2, 3 ~ Dairy, Poultry

. and Mixe<l Farming FT I, 2 ~Fruit and Truck Crops

SG ~ Special Crop and • General Farming

DC ~ Dairy and Cash Crops NA C=:J Nonagricultural 0 ~ Dairy Farming

FIGURE 2. REGIONAL AGRICULTURE DISTRIBUTION

10

11

II • EROSION CONTROL

A. EROSION DAMAGE SURVEYS

Soil erosion is the initial source of sediment eventually

reaching the waterways. Reducing and controlling the erosive process

of rainfall and runoff saves crop growing top soil and prolongs the

life of man made reservoirs and other river regulating structures.

The study of the cause and effects of soil erosion has been

conducted primarily by the u.s. Department of Agriculture's Soil

Conservation Service and u. s. Forestry Service. In conjunction with

these agencies the u. s. Department of Interior Geological Survey

Water Resources Branch has collected data and done extensive research

on the hydrology in the drainage basins. Ten research centers,each

having many experimental areas,were established by the Soil Con­

servation Service to study precipitation, erosion and conservation

measures for the major drainage areas of the nation.

The Coshocton, Ohio Test Station, established in 1930, studies

the soils and watersheds of the upper Ohio River basin. Storms,

seasonal variations in precipitation, their effects upon both small

watersheds and the larger drainage areas and the effectiveness of

various control measures have and are still being evaluated.

Lloyd L. Harrold, in the November 1955 Soil Conservation

Magazine published the results of the study of precipitation through

the seasons on small watersheds in this area and then correlated

the results to the larger drainage basins. It was found that

precipitation during the growing season of May through September

differs in characteristics from precipitation during the dormant

season of October through April.

12

TABLE I. PRECIPITATION CHARACTERISTICS

Characteristics Dormant Growing

Form Solid & Liquid Liquid

Intensity Low High

Drop Size Small Large

Storm Duration Long Short

Area of Storm Large Small

The three greatest floods of record in this area occurred during

the dormant seasons in 1762, 1763 and 1936. Graphs of the maximum

and minimum discharge by month at gauging stations on the three rivers

for the years 1941 through 1957 reflect that peak flows do occur

during the dormant season. These large flows are a combination of

precipitation and snow melt. To study the damaging effects of floods

and erosion a survey was made by the Conservation Service after the

January 1937 flood to evaluate sediment depositions along the Ohio

River. Seventeen million tons of sand were laid in varying depths

over 26,000 acres of rich alluvial land between Pittsburgh, Pennsylvania

and Cairo, Illinois.

The test station, in 1933, started extensive investigation of

land use practices in the drainage basin on experimental plots of

land with soils native to the area. These plots were sloped and

shaped in conformance with the area topography. Precipitation, storm

intensity and duration, characteristics of rainfall, runoff,

infiltration and other hydrological factors as well as soil losses

were measured and calculated over a number of years • The weather

records studied to determine typical conditions as well as distribution

-.

0 ' .

19 41

Allegheny River at Natrona, Pa . Gage 1 , 000 ft upstream L&D 4

206

---Maximum & Minimum Daily Discharge for Month

- ~an daily DiScharge for Month

FIGURE 3 .

13

195

19 45 -

Allegheny River at Natrona, Pa. Gage 1,000 ft upstream L&D 4

120

1 9_ 4.6 19 47 19_!8 - 19 49 19 50 __

FIGURE 3 ( continued)

15 Allegheny River at Natrona, Pa.

Gage 1,000 ft upstream L&D 4

19 52_ 19 53 19_59 1955 __

FIGURE 3 ( continued)

Allegheny River at Natrona, Pa. t 6 Gage 1, 000 f t upstream L&D 4

ui ~ I -:! T - t ~< , t,,l l _z:_ j . t . t I l I t t . - 1 L . j: - i ± t f • 90 _1-:j_ II t r--r t---i t l- t - - t . e ' t t ,_ ' ~ T L- t t ~- .j: --r j -+J - r f . ~ ;1 . --,h - !__ - -1- ' t .~ i-lr- . 1+ t i j_ i ~jt L . ' l- ' ' + t t - j: r r + f ~ t L

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0

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~ 60 r:l\1 ~J , I r I I ~ 1 j . .. : l ' ' f _ ; " J + ~ l ~ tf fl~ f + .___ .... , I t I I I I I I 1_ I .:·_'-l __ J ___ : __ -_-__ ·,- : -;:- + i-- ;. ---~-::-~- t~ ·-t=:J=:t: ~ t

<F t 1 i'r t .~: -t ::. ~ + -R t • .. , 1 · rn--:::- -;:- + +---~ _ - +-rr--t-f-

19 56 19 57 19 58 19 59 -

FIGURE 3 ( continued)

' f L:. i + T

~- t i .. _

t ~- t ~

19 --

17 Monongahela River at Braddock, ?a.

Gage 1,000 ft upstream L&D 2

!50 186 153

140

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FIGURE 3 ( continue d)

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19 47 19 48

FIGURE 3 (continued)

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FIGURE 3 (continued)

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OHIO RIVER AT SEWICKLEY, PA. 22 Gage lo5 miles upstream from Dashields Lock and Dam

237

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FIGURE 3 ( continued)

Ohio River at Sewickley, Pa. Gage 1. 5 miles upstream from Dashields Lock and Dam

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FIGURE 3 ( continue d )

Ohio River at Sewickley, Pa. Gage 1.5 mil es upstream from Dashields Lock and Dam

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FI GURE 3 ( continue d)

and extremes of weather for the basin. The effects of various com-

binations of conservation practices and control measures were measured

and analyzed to develop effective erosion and flood control programs

for the watersheds throughout the basin.

It was first necessary to determine the extent of damage by

erosion, the type of erosive action causing the damage, the rate and

extent of damage still in progress and the characteristics of the land

and soil. From these data a determination was made of the conservation

and control measures to employ. To compile this data, the Department

of Agriculture Soil Conservation Service, in conjunction with state

and county agricultural agencies, began to make detailed surveys of

small watersheds as far back as 1933.

In these surveys geological, topographical and hydrological data

were compiled with the assistance of the U.S. Geological Survey.

The first part of the erosion damage survey consisted in determining

the erosion damage on the basis of the amount of soil remaining for

useful purposes. The soil and land were classed on the basis of its

capability for use by the land capability classifications in Table II.

These survey results were extensively used to develop effective

conservation and control methods for individual farmowners to improve

the lands, increase productivity and conserve and rebuild there-

sources of the land.

The 1934 Reconnaissance Erosion Survey of the Soil Conservation

Survey disclosed that the Upper Ohio drainage basin was severely eroded

over about one third of the area. This meant that there were numerous

deep gullies with more than 75 percent of the topsoil lost. The re-

maining two thirds of the area was moderately eroded with some

gullying and 25 to 75 percent of the top soil lost. At the time of

the survey about one third of the area was covered with native hardwood

TABLE II • LAND CAPABILITY CLASSES

LAND SUITABLE FOR CULTIVATION

Class I. Land of good productivity that is practically free of erosion and suitable for cultivation without special practices.

Class II. Land of moderate to good productivity that is suitable for cultivation with ordinary or simple practices to prevent erosion or effect satisfactory drainage.

Class III. Land of moderate to good productivity that is suitable for cultivation with intensive practices, such as terracing, strip cropping, heavy fertilization, and extensive drainage facilities.

LAND SUITABLE FOR LIMITED CULTIVATION

Class IV. Land of moderate productivity that is primarily suitable for pasture and hay because of steepness of slope and critical erosion hazard. It should be kept in grass most of the time.

LAND NOT SUITABLE FOR CULTIVATION

Class V. Land not suitable for cultivation but useful for grazing or forest. Normal grazing or forestry precautions must be taken to ensure sustained use.

26

Class VII. Land hot suitable for cultivation but suitable for grazing or the growing of trees. Strict grazing or forestry precautions must be taken for sustained use.

Class VII. Land not suitable for cultivation but suitable for grazing or forestry when used with extreme care to prevent erosion.

CLASS VIII. Land not suitable for cultivation, grazing or forestry although frequently having value for recreation.

forest or lots and the remainder of the area was poor cropland with

many abandoned farms.

The second phase of the survey, or resources inventory, was to

determine the sources of sediment and the yields of sediment pro­

duced by these sources. Fred H. Larson and G. Robert Hall of the

Engineering and Planning Unit of the Conservation Service at Upper

Darby, Pennsylvania outlined a method used to inventory these damages

and the benefits related to reducing these damages by watershed

programs. This method was published as Proceedings Paper 1263 in

the Hydraulics Division Journal of ASCE in June 1957. The Upper

Darby, Pennsylvania planning unit, incidentally, was one of the

first units established to develop watershed control programs.

A bottom land damage survey is first made. The bottom land

is classified by damage reaches. A reach may be an area of high

sediment damage, based upon a hydraulic function, related cultural

features or other considerations. The survey is a field job going

from valley wall to valley wall recording lengths of sections,

percent of damages or benefits of each separate occurrence. The

survey provides for five types of damage to the land and an estimate

of the percent of damage caused by each separate occurrence.

Overwash is the deposition of relatively infertile sediment

upon an old soil. Sterile sand and gravel occurring as overbank

splays, fans or vertical deposits on alluvial or colluvial soils

are generally the damaging agents.

Swamping is any impairment of drainage of bottomland or

colluvial soils by sediment deposit. Erosion products, filling

stream channels, raise the bottomland watertable or form natural

levees which prevent proper surface drainage. Clays fill the soil

pores reducing permeability and preventing internal drainage.

27

Streambank erosion is the recession of the bank of a stream.

Damage is estimated by determining the cross sectional area of the

removed material from aerial photographs and calculating the volume

from measuring the height of the existing bank.

Floodplain scours includes scour channels on the floodplain,

sheet erosion of large areas of soil from the bottomland, and erosion

of terrace soils by flood flows.

Valley trenching is the gullies in the area. The depth, degree

of slope of the sides, area of the gully and amount of soil removed

determines the degree of damage.

In summarizing the data, lineal distances are totaled and

weighted averages of the damage computed for each range. The

several ranges for each reach are summarized and an average range

for each reach is developed. The damage to the reach of bottomland

is then expanded to a valley length. This process is continued

until the different types and extent of damages caused by sediment

in a watershed has been compiled.

To convert these damages to an average annual occurrence, aerial

photographs are used. Most watersheds have had at least two photo

coverages with a time lapse of 8 to 12 years between coverages.

These photos can be measured to determine an average annual volume

of sediment produced from the sources.

The next phase of the survey is to determine the sediment

sources. Some or all of the following types of erosion may be

important: sheet erosion, shallow gullies, deep gullies, streambank

erosion, floodplain erosion, roadside erosion, gravel pit and mine

wastes, industrial wastes and construction wastes.

Sheet erosion is determined primarily by computing the soil loss

from fields. Soil loss from experimental plots on different soils,

slopes, climatic conditions, rainfall patterns under different kinds

and combinations of land uses were measured at nineteen stations over

a period of 5 to 15 years and the results summarized. An empirical

formula based on such studies was developed:

E a Fxs1 •35xL0 •36xP1 •75xc

E is the probable loss of soil in tons per acre per year

F is a soil factor based upon the erodibility of the soil and

other physical factors contained in "The Quantitative

Evaluation of Factors in Water Erosion" by Musgrave in Journal

of Soil and Water Conservation, July 1949

s is the steepness of slope in percent

L is the length of the field in feet in direction of flow

p is the rainfall. The amount used is the maximum 30 minute

rainfall expected in the locality from a 2 year frequency

basis obtained from USDA Miscellaneous Publication No. 204

C is a cropping factor which may be the product of several

factors related to the use of the land.

Gully erosion sediment amount is determined by measuring the

gully.

Sediment production rates from mine wastes, gravel pits, roads

and other sources are difficult to determine accurately. As a

consequence educated estimates of the average annual amounts must be

made.

The total sediment yield on an annual basis from the various

sources are converted to percentages of total sediment and the

importance of each type of erosion determined for specific damages.

This data is then applied to develop an economical program to

control erosion and improve the watershed.

Typical data compiled has been extracted from the Soil

Conservation Service Erosion Survey 16, Erosion and Related Land

Use Conditions on the Crooked Creek Project near Indiana, Pennsylvania

September 1940. This drainage basin comprises 121,414 acres.

Average height above sea level is 980 feet with some hill tops as

high as 1600 feet. The area has narrow ridge tops and long steep

hillsides, some over 300 feet long in stream valleys. Natural

surface drainage is good to excessive with seep spots or springs on

the lower slopes. Mean annual precipitation is 45 inches.

The soils are light colored, shallow and acid with numerous

sandstone fragments or shale chips overlaying bedrock or red shales

thin bedded limestone and a small amount of calcareous shale (3%).

The soils are less than three feet thick composed of:

68% Gilpin soil - derived from sandstone and shale,.·

erodes rapidly unless covered;

4.5% Rayne Loam;

3.5% Meigs silty clay loam.

Both of these loams are red or reddish brown underlain by Upshur

clay and are all very erodible. The remainder of the land area is

exposed bedrock fragments.

The land capability was based upon five classes since the

survey was started in 1935.

Class I was bottomland and good land for cultivation with

little or no conservation practice needed- 3.4% of area.

Class II Land that can be cultivated with little conservation

measures are taken - ,251. of area.

30

Class III Land that may be cultivated if intensive conservation

measures are taken - 40% of area.

Class IV Intensive conservation measures needed. Limited

cultivation - 10% of area.

Class V Severly eroded. Timber or grassland with no grazing

after extensive control measures taken - 22% of area.

The steepness of slopes was evaluated.

Slopes 5% or less - 11% of area

5 to 12% - 20% of area

12 to 25% - 40% of area

25% and greater - 28% of area

Erosion damage;

Gullying in about 6% of area;

Sheet erosion

Very severe erosion

Severe erosion

Moderate erosion

Slight erosion

No apparent erosion

1% of area

21%

47.9%

17.8%

12.2%

The area had been extensively eroded and the soil is extremely

shallow. As a consequence it was recommended that better than half

the watershed be planted in woodland or pasture. For the remainder

of the land all conservation measures were recommended such as crop

rotation, strip cropping, contouring and terracing.

Oil, gas and coal on the land, in general, determines the

property value. Most inhabitants of the area are employed in the

industry resulting from the extraction and refining of these re­

sources. Consequently, landowners work the farms as an added income

31.

source. The Soil Conservation Service applied the necessary con­

servation practices on pilot farms and other farm owners were allowed

to evaluate the results to have them apply the practices on their own

farms. These conservation measures have been extremely effective.

B. AGRICULTURAL EROSION CONTROL TECHNIQUES

Plant cover is highly effective in conserving soil and water.

Rotating selected crops, strip cropping, and growing crops for

protective cover and green manure was extensively used to inhibit

further erosion and rebuild the soil.

Crop rotation consists of planting different crops in a planned

order of succession on the same land. A cultivated cash crop

normally exposes soil for maximum erosive action. The cash crop is

followed with a small grain, grass, legume or a grass-legume mixture.

When the cash crop is planted again the erosion resistance of the

grass or legume planting is partially retained to reduce soil loss.

The average soil loss for the drainage basin prior to the

initiation of conservation measures amounted to 42 tons per acre per

year. As much as 40 percent of the rainfall was lost as runoff. In

the western part of the drainage basin land was consistently culti­

vated in corn with straight row tillage. Soil losses were as high

as 95 tons per acre per year. The same acreage planted in brome

grasses produce losses of only 0.02 tons per acre per year.

Crop rotation of four years of corn or wheat followed by two

. years of grass meadow was initiated. Strip cropping, contour plowing

and mulching employed in conjunction with this crop rotation reduced

soil loss by 20 to 30 percent. Later employment of two and three year

crop rotation programs reduced losses to 40 to 50 percent of the

former high losses.

32

33

In the Appalachian region two and three year rotations of cri~on

clover and potatoes or grain; or oats, red clover and potatoes are

used. The objective of this rotation is to reduce cultivation and

tillage to an economical limitation for the farmer.

Strip cropping divides a long slope into a series of shorter

ones. The principle employed is that anything checking the flow of

water reduces its pick up and transporting capacity. Strips of close

growing crops planted across the slope reduce runoff and soil loss

on the part they occupy but also tend to desilt any muddy water

flowing across them from cultivated strips above and reduce the rate

of flow to protect the cultivated strip below. Strip cropping is em­

ployed with or without terraces. These strips should be no wider

than 100 feet, particularly with the slopes that are generally greater

than 5 percent in the Ohio drainage basin.

Rotation stripping is also an effective control measure. This

involves rotating crops on the strips within a field. Permanent

strips of grass, shrubs and legumes, as buffers, are an effective

control measure. Permanent strips of lespedeza, brome grasses or

grass-legume mixtures are particularly effective in areas having

critical slopes of 15 to 20 percent or more.

In Pennsylvania a modified form of contour strip cropping is

used. Parallel strips are laid out across the general slope, but

not always exactly on the contour. Numerous surface irregularities

make contour stripping impractical. In the depressions, grassed

waterways are established and maintained. In great surface

irregularities, as in hummocky or knolly glaciated country, planting

to solid grass or trees or other dense cover is advisable. This

type of planting has had to be extensively employed at the higher

elevations in west central Pennsylvania.

34

Protective cover and green manure crops add organic matter to

the soil, form sod and provide the best protection against erosion.

Grasses, left planted in pastures or meadows for several years, are

the best possible crop, not only as erosion protection, but also to

rebuild topsoil and renew nutrients in the soil. The grass, in

building sod through the organic matter, rejuvenates bacterial growth

which restores growth chemicals like nitrogen, developes soil

granulation for better stability and resistance to erosion and in­

creases the ability of the soil to absorb rainfall. A large part of

the land in this drainage basin was worn out and exposed to erosion

of the topsoil through extensive farming. In Pennsylvania and Ohio

theseLlands have been planted in grass pasture for dairy farming and

beef. The average annual soil loss of these pastures and meadows is

only about 0.1 tons per acre per year.

Steep slopes and deep gullies not suitable for crops or grass

are controlled and stabilized with a tree cover. Average soil losses

from tree covered land amount to only a trace of about 0.015 tons per

acre per year.

The canopy of branches and leaves, the small trees, shrubs and

undergrowth protect the soil from raindrop splash erosion. As much

as one half an inch of rainfall can be intercepted by this thatch of

vegetation and lost by evaporation.

The main bulwark against erosion and runoff in forests and

woodlands is the blanket of litter covering the forest floor. This

dead vegetative matter, leaves, twigs and fragments of bark, all

in various stages of disintegration performs a dual function. Part

of the rainfall is absorbed by the litter. A larger part of the rain­

fall is infiltrated into the soil by the litter keeping the water

clear for easier filtering into the protected soil. The litter in­

sulates the soil against freezing keeping the soil moist and per­

meable even in winter. The litter and humus forms a habitat for

organisms important in building and conditioning the soil.

Planting of trees to re-establish woodlands involves first a

selection of the type of tree species adaptable for the particular

area. A hardy tree must be selected that is suited for such local

factors as elevation, exposure, quantity and distribution of rain­

fall, texture of soils, drainage conditions and intensity and

direction of winds.

Proper re-forestation of s;evere!-'Yeroded areas where the

original trees and shrubs have been destroyed may require re­

establishing the entire flora. Initially, hardy pioneer species

would be planted to lay down the essential ground cover of litter in

which higher types of forest timber can satisfactorily grow.

In the Appalachian Plateau eroded areas where the acidic soil

has been eroded to a shallow layer close to bedrock, redpine and

spruce plantings develop an excellent litter bed of needles and

branches. This litter forms the spongy, moist humus to re-plant

and satisfactorily grow the native hardwoods.

Mechanical obstructions are effective in preventing soil move­

ment beyond the boundaries of the field they control, but the soil

may move freely within the area controlled by the structure.

Contour farming provides the greatest possible conservation of

rainfall in areas of low rainfall, and reduces soil loss by erosion

in humid areas. Contouring is the cultivation or plowing by following

even curved lines to stay on the level. Retention of moisture and

increased infiltration reduces soil loss as much as 50 percent.

36

Contour farming is extensively employed throughout the drainage

basin. Contour tillage enhances strip cropping and has been effective

in reducing soil losses from fields with slopes of two to eight

percent. For fields with steeper slopes contouring is employed with

terracing.

Co MECHANICAL EROSION CONTROL STRUCTURES

Terraces are earthen embankments adjusted to soil and slope to

control runoff. There are fundamentally a combination of ridge and

channel built across the slope on a controlled grade to intercept

and divert runoff before it gains sufficient volume and velocity to

cause excessive erosion. The spacing, size and slope are regulated

so that runoff can be collected and conveyed slowly across the field

along the channel to a protected outlet. Usually, both the channel

and the ridge have a broad cross section designed to permit culti­

vation over the entire structure.

Diversion ditches are built like a field terrace in shape.

The main difference is that the diversion ditch is considerably

larger than a terrace to handle larger flows of water. Natural

drainage ways are used as much as possible.

Some of the important uses of diversion ditches are to protect

fields from hillside runoff; increase or decrease the amount of

runoff water entering a farm pond; divert water from a gully to

control the gully; divert water from concentration points to areas

for spreading the water or discharging into a natural watercourse;

break up concentrations on long gentle slopes and to intercept

shallow subsurface water interfering with farming.

Design and adequate protection of the ditch are required.

The diversion mus·t be designed to fit the site since the runoff

37

intercepted may be from a few acres to several hundred. A low

velocity waterway is made by installing a series of checkdams at in­

tervals along the channel to reduce the grade. A high velocity

channel is made by lining the channel with asphalt,masonry, concrete

or metal.

Gullies are the most spectacular form of accelerated erosion.

It is easier to prevent the formation of gullies than to control them

after they are formed. A good conservation plan put into effect

before an extensive system of gullies has formed insures protection

against further gully erosion. Existing gullies can be improved to

serve as water disposal systems.

Small gullies with small to medium sized drainage areas were

effectively controlled or improved by the farmer. Larger drainage

areas with larger gullies had been evaluated and design of control

measures accomplished by an engineer.

One of the simplest and cheapest ways used to control small to

medium sized gullies having small drainage areas was to fence them

and exclude livestock. The fence was placed to enclose an area

about twice the size of the gully. Natural re-vegetation then

slowly provided protection. To speed the process, the flow of water

was reduced or diverted with a temporary diversion ditch and hardy

adaptable species of trees, shrubs and grass planted. Temporary

dams, porous brush or wire barrages (porous dams) were used to slow

down flow where the runoff could be controlled by these means. If

the volume of runoff was too great and flow washed out the growth,

a diversion ditch was used. There had to be a satisfactory outlet

before a ditch was used. If there was an outlet, the diversion was

set upstream no less than three to four times the depth of the gully.

38

For medium gullies, or gullies with fairly large drainage areas,

more refined control measures were necessary. First selected

planting, strip cropping, contouring and terracing was employed in

combination to retain as much rainfall as possible above the gully.

Then a diversion ditch, adequate to handle the flow was employed to

keep as much runoff as possible away from the gully. Measures were

then taken within the gully to handle the runoff.

Mechanical structures were required to temporarily function or

to permanently reinforce the established vegetation. These provided

protection for critical sections which could not be adequately pro­

tected by other means. Since these structures were required to

function for 5 to 10 years durable materials were necessary.

Temporary check dams across the gully bed were used to collect

enough soil and water to ensure the growth of protective vegetation

and to check head or channel erosion until sufficient stabilizing

vegetation has grown. Several low check dams of closely compacted

rock and brush or wooden timber and mats were less subject to failure

than one large structure. These dams had an overfall height of no

more than 15 inches and were preferably only 10 to 12 inches high.

These dams should be extended far enough into the bottom and sides

of the gully to prevent washouts underneath or around the ends.

The spillway capacity should be adequate to handle the runoff of

the rainfall intensity of 5 to 10 year frequency. An apron of

rock immediately below the dam will generally be needed for spillway

protection. Spillway dimensions may be obtained from the table for

various discharge rates. As a factor of safety the notch could be

made a couple of inches deeper than specified to prevent overtopping.

39

Gullies with large contributing watersheds; or ones beginning to

cut back deeply into the watershed justified control with permanent

structures of masonry, reinforced concrete or properly packed clay

dams. Dams of these materials were used to control overfalls no

greater than 6 to 8 feet. A succession of these low dams provided

adequate protection without high heads requiring heavier and more

expensive structures.

Gullies too deeply eroded to be economically rehabilitated or

controlled by the normal measures were made useful in the form of

stock ponds. Site conditions, location and proposed use, influenced

the decision to convert the gully into a pond. Controlled grazing

and conservation measures above the pond were still required. Fre­

quently this consisted of establishing a good well grassed pasture

just above the pond to act as a filter to trap the sediment from the

runoff.

D. STREAM EROSION AND CONTROL

Stream bank erosion had become severe with the intensive use

of alluvial plains and their enclosing uplands. Rich bottomland

was destroyed and the good soil lost by the stream transporting it

downstream.

The erosive forces cutting away stream banks are frost, water,

and ice. These scour, gouge, undercut and slough away the soil. The

mud created flows into the stream and is carried away. The presence

or absence of a stable cover of trees or shrubs, land use on ad­

jacent and upstream areas, climatic conditions, soil character,

stability of the river bed, velocity of current and the size and

character of floods are all influencing conditions on the bank

deterioration.

40

Selection of an adaptable structure to control a stream bank re­

quires a consideration of the hydraulic principles governing the

location, design and installation of the structure. The character of

the soil in relation to the character of stream flow will influence

the type of structure.

Small streams, generally, can be protected by bank sloping and

plantings, such as willows. Good sod grass on the banks and trees

when they reach a growth of 4 to 6 inches in diameter are normally

satisfactory stabilizers.

Belts of trees planted on the flood plain parallel to the banks

are effective in retarding erosive current velocities and the gouging

of floating ice. The lower parts of the stream bank, if they are

under water during the year long enough to prevent the growth of

bank holding vegetation, may have to be riprapped with stone down to

sufficient protective depths below the waterline to prevent

undercutting.

At extra vulnerable points, such as along sharp bends subject to

swift currents, it is usually necessary to slope the bank and place

riprap of stone or concrete.

Bare banks can be stabilized by bank sloping, laying down a

compact brush matting suitably anchored and weighed down until a

satisfactory tree growth is established. Pile dikes can be used

alone or in combination with blanket protection on the banks. The

types of dikes and the spacing, distance and angle for extension into

the stream vary and depend upon the stream size, channel gradient,

maximum expected velocity, characrer of flow, ice conditions and

availability of construction materials. Dikes have been constructed

of tree barriers, timber piles, stone, pipe or other materials.

4:1

Permeable type dikes have been the most successful since they slow

down the stream velocity sufficiently to cause deposition of sediment

which aids in stopping bank erosion.

Annual floods, or high flows, with high velocities in the

drainage basin of the upper Ohio River (including the Allegheny and

Monongehala Rivers) required more refined control methods. With the

stream banks thickly populated and industrialized, the objective of

regulatory structures is to contain all flows within the stream

banks. Effective flood control measures also provide effective

erosion control measures in stabilizing the banks. In addition to

the normal bank-stabilizing methods more expensive construction was

required. These included: straightening or correcting the channel

for improved hydraulic characteristics, lining the banks and bottoms

with asphalt or concrete to carry increased flow within the existing

banks, flood walls of sod covered earth, sheet pile or concrete; and

regulating the bottom slopes with check dams and drop inlets.

Increased industrialization and population along these rivers

and streams is causing more communities to fund and construct these

control structures. Ohio, Pennsylvania and now West Virginia have

enacted severe anti-polution laws to clean and purify streams. Many

stream cleaning and bank stabilization projects have been initiated

to prevent flood damage and to avoid having financial penalties for

pollution imposed by the state governments. Regardless of the

reasons for controlling and improving stream flow, erosion is still

effectively reduced.

E • HIGHWAY, RAILROAD AND CONSTRUCTION PROJECT EROSION CONTROL

The state highway departments, particularly Ohio and Pennsylvania

have been employing and investiaatiug practices to reduce erosion for

42

a number of years. More recently, West Virginia has adopted a

rigorous and highly effective conservation program. Experience

gained from construction of the turnpikes have been employed ex­

tensively on highways through these states. Common construction

methods today provide far more gentle embankments, interception and

diversion ditches, check dams and drop inlets, treated shoulders and

paved ditches. These common practices are employed by railroads and

construction contractors and have resulted in reduced erosion damage

and repair costs. Highway departments have found that effective

conservation and erosion control measures can reduce sediment removal

costs as much as 75 percent annually.

The numerous types of blankets to seed and stabilize embankments

have been and are effective erosion control agents. The varieties of

these blankets include wood pulp, elastomeric polymer emulsions, jute

mesh, paper fabric, glass fiber blankets and felt type blankets.

These are impregnated with fertilizer, organic material, insecticide

and specified seed. Protective cover is provided by these blankets

until vegetation growth is sufficient to control erosion.

Hardy local plants and grasses, perennials growing well in the

area as weeds, are being studied for use to control bank erosion.

Rose plants, such as wichura and multi-flors; sumac; dogwood, bush

honeysuckles; bayberries, bush lespedezas; sweet fern; and viburnium

are some of the plants under study. The State of Pennsylvania has

effectively stabilized shaly acid embankments by blowing phlox seed

upon them.

Research is being conducted to develop a basal plant density

guide to use for embankment slope protection. This is a study of

local plants and grasses, annual rainfall, type of soil and average

43

temperature. A determination is being made of the density of coverage

needed to obtain the best results for the type of stabilization

desired.

The American Association of State Highway Officials published "A

Policy on Landscape Development for the National System of Inter-

state and Defense Highways" in January 1961. This is indicative of

the importance being placed on erosion control in highway construction.

Open strip mining is now being rigidly controlled. Ohio, in

the late 1950's, passed legislation requiring strip miners to refill

worked strips and to plant covering vegetation. Pennsylvania followed

in 1961 and West Virginia has now passed similar legislation. The

scars of the older abandoned strip mines are being filled and planted

with cover vegetation by the state, counties and local communities.

These measures not only reclaim useless land but reduce gullying

and soil loss.

F. TECHNIQUE FOR EVALUATING CONTROL MEASURES

Analytical methods were used to analyze and evaluate soil loss

generated sediment for watersheds, These same methods were used to

obtain comparable evaluations of the various conservation and control

measures that were applied. A typical method is described by Alfred

J. Cooper and Willard M. Snyder of the Tennessee Valley Authority in

Proceedings Paper 886, Evaluating Effects of Land-Use Changes on

Sediment Load, of the Hydraulics Division Journal, ASCE, February

1956. The TVA evaluated the effect of changes with time of cover

density and land use upon sediment load characteristics of two

tributary streams in the Tennessee Valley. A time regression function

was used to represent the effect of changing cover. The statistical

technique of analysis of variance was used as a means of determining

44

the significance of the continuous time trend in estimating the re-

duction of suspended sediments.

The study to develop equations to calculate suspended sediment

loads were made by collecting data on precipitation, streamflow,

suspended sediment and land uses in two tributary watersheds. Then

by method of least squares fit a developed equation to the data to

evaluate the constants and coefficients.

White Hollow watershed is a small area of 715 acres purchased

by TVA with land acquired for Norris Reservoir. In 1934 about two

thirds of the land was in poor quality forest. Most of the remaining

land was covered with broom sedge. The soil, in general, was

severely eroded with numerous active gullies. The land was planted

in trees in 1934-35 and in 1938-42 forest protection and management

initiated. Other extensive erosion control practices were also

initiated in 1934.

Measurements of precipitation, streamflow and suspended sediment

concentrations were made for an eighteen year period. The data for

analysis of suspended sediment loads were for 145 time periods,

essentially during storm~runoff occurrences. Measurements of forest

cover were made at five year intervals and considered too infrequent

to use directly in the regression equation. An assumption was made

that the effect of changing cover on sediment production was some

function of time.

Forest cover measurements were found to be expressable by the

differential equation;

dD = differential of cover density dT • differential of time D • density at any time T D1 • final value of the density b • proportionality constant.

45

Including the hydrological variables, an equation was developed

to express storm sediment load in tons:

Log Y=A-mT+d logP+f logH+g lOgK+h logQ

Y = storm sediment load in tons

A = log a

T = time by water years (1935-36=1)

P = storm rainfall in inches

H = storm rainfall duration in hours

K = average temperature in degrees Fahrenheit for 10 days prior

to the storm

Q = peak discharge of total flow in cubic feet per second

m = b log e=0.4343b

A,m,d,f,g,h are the constants to be evaluated.

Fitting the equation to the data by statistical analysis, an

average storm was arbitrarily defined with mean values as constants

for inches of rainfall, duration of storm in hours, temperature and peak

discharge. For this study the significant result of the evaluation on

this watershed is that the suspended sediment load was reduced 93

percent of the 1936 load by tree planting and forest management in

the watershed in a period of 16 years.

The Chestuee Creek watershed is a drainage area of 134 square

miles, or 85,000 acres, of mixed agricultural and forest lands. As a

result of poor land practices, the two main streams and tributaries

had a small capacity because the channels were filled with sediment.

Measurements were made over the ten year period of 1944 to 54.

Monthly sediment loads were obtained by a summation of daily discharge

sediment loads and divided by the drainage area above the collecting

stations to obtain the monthly load per square mile.

46

Two surveys using land use classifications were made. One was

made in 1944 at the beginning of the investigation and one in 1954 to

determine the change in character of cover that had taken place in the

ten years. The lands were privately owned and use of land determined

by owners. The surveys showed the watershed cover had improved during

this period.

An equation was developed and again fitted to the data to

evaluate the constants and coefficients to calculate the monthly

sediment load in tons per square mile.

3 Sin M + ( f+2d)P2 3

Y ~ monthly sediment load in tons per square mile

T ~ time by months (January 1944 ~ 0.1, February 1944 • 0.2)

P ~ rainfall for the current month in inches

P1 ~ rainfall for the previous month in inches

M =season by months, evaluated by arbitrarily setting

January 0 0

~ 30 , February = 60 )

e ~ base of natural logarithms

a,b,c,d are constants to be evaluated.

The result of the evaluation of this study indicates that during

the ten year period the reduction in the average monthly sediment

load was 48 percent.

G • EROSION CONTROL EFFECTS

Conservation and control practices applied in the upper Ohio

River Basin have been highly beneficial. After 25 to 30 years the

Appalachian in the eastern part of the basin are heavily forested with

pine and local native hardwoods. Christmas trees are a cash crop.

In the center of the basin extending to the west dah:-y. farming, beef

production and raising beef feed grain are major sources of income.

47

Game and fish have thrived in the rejuvenated forests, pastures

and clean, clear streams. Boating, swimming and camping have become

increasingly popular. Today recreation facilities in the basin have

been expanded and have become a major source of income.

In spite of the success of the extensive soil conservation and

erosion control programs previously employed, more is needed. The

Soil Conservation Service, as of 1955, believed that about 40 percent

of the area needed additional conservation measures to reduce erosion

for the entire basin. In the past eleven years, personal observation

indicates that progress is being made rapidly to convince land owners

by the Soil Conservation Service that a little money, time and

effort results in less soil loss and more income in just a short while.

48

III. SEDIMENT DEPOSITION IN RESERVOIRS

A • GENERAL THEORY OF SEDIMENTARY DEPOSITION

In the early history of reservoir development, little attention

was given to sedimentation as a factor in design. In humid

agricultural areas and in other problem areas where erosion rates are

relatively high, serious deposition has o~curred in reservoirs. A

review of annual deposition rates in reservoirs built in these problem

areas prior to 1935 was made and reported on by the Subcommittee on

Sedimentation, Interagency Committee on Water Resources in Bulletin 6,

published in 1957. This report indicates that 33% of the reservoirs

have lost from one fourth to one half of their original capacity;

about 14 percent have lost from one-half to three-fourths of their

original capacity; and about 10 percent with all usable storage

completely depleted.

The Task Committee on Preparation of Sediment Manual of ASCE

Hydraulics Division, in progress report Paper 4260, dated March 1965,

states that no reliable inventory of the total stored water re­

sources in reservoirs and the annual rate of depletion by sediment

deposits has yet been made in the United States. From existing in­

formation, it appears that the total original capacity of the larger

reservoirs built to date is about 400 million acre-feet. The rate of

deposition in these reservoirs is estimated to be about 1.5 billion

cubic yards or one million acre-feet of sediment annually. This sedi­

ment replaces water storage worth close to 100 million dollars each

year.

For practical considerations, the sediment load in a stream is

composed of three parts; wash load, suspended coarser particles, and

49

the bed load. These particles are transported by the energy of the

flow velocity and currents of turbulence.

The coarser particles of silt, sand, gravel and other detritus

rolling along the bed, or bouncing along by "saltatiorr' of rising

turbulent current, are dropped close to the entrance to the reservoir

where the stream flow velocity is decreased. These sediments form

the fore-set bed of the delta that generally forms at the reservoir

head.

As the flow velocity decreases further within the reservoir,

sediments held in suspension have time to slowly settle and form the

bottom-set beds across the reservoir area.

The bottom-set beds obstructing the flow still coming downstream

contribute to the formation of the top-set beds. These fore-set beds,

as time goes on, advance into the reservoir forming higher and higher

slopes. Because of their height, these beds will not stand as steeply

as the slopes formed initially, and the fore-set beds flatten out and

cover part of the previously laid bottom-set beds, causing an inter­

mixture of coarser and finer sediment at the bottom of the reservoir.

The wash load is composed of relatively fine material, often

called colloidal clay. The settling velocity of wash material is

very small, and once the material is in a stream it is transported

through the stream system by even the most feeble velocities. These

materials form the deposits near the dam and constitute the bulk of

the sediment passing through the reservoir in muddy underflows.

As the storage period continues, these deposits continue to move

further into the reservoir decreasing the storage capacity and re­

ducing the usefulness of the reservoir. In hydro-electric power

reservoirs sediment in the waters flowing through the turbines is

(a) Topset beds (b) Foreset beds (c) Bottomset beds (d) Density current beds

Water level

FIGURE 4. TYPICAL SEDIMENT DEPOSITION IN A RESERVOIR

01 0

abrasive and speeds wear on the moving parts, therefore the intakes

must be placed where the water is relatively clear of sediment.

51

The location of deposits in a reservoir can often be predicted.

The sediment will tend to deposit near the dam if the reservoir

water surface is at a low elevation due to drawdown to provide storage

capacity for floods; if there is a high percentage of clay to fine

silts in the sediment; if the reservoir is short and has a steep

slope; if there is little or no vegetation at the head of the reservoir;

or if the dam has small outlets at a high elevation.

The distribution of sediment in a reservoir depends on the shape

of the basin. In regularly shaped reservoirs, the bottom-set beds

from suspended sediment deposits will be distributed uniformly along

its axis with depths decreasing with distance above the dam.

Irregular shaped reservoirs have a decided irregularity in depths of

the deposits.

B • DENSITY CURRENTS

The density of the river inflow is usually different from the

reservoir water density. This density difference can produce a layer,

or stratification, that flows through the length of the reservoir.

Although the density difference may be small, these currents can flow

long distances essentially without mixing with adjacent fluids.

Studies made at Lake Mead indicate that density current flows passed

through the entire 115 mile length of the reservoir. The difference

in density, generally, is due to sediment carried in suspension,

dissolved solids and temperature differences. Studies have shown

that the influence of temperature and dissolved solids is small and

density difference is principally due to suspended sediments. Water

52

reaches maximum density at 4°C(39°F), therefore, seasonal temperatures

do have some effect upon the depths of the density currents within the

reservoir.

The plunge point where the river inflow disappears beneath the

surface of the reservoir has conditions difficult to define. Local

mixing occurs at this point by the dissipation of the kinetic energy

of the flowing river. The more kinetic energy available, the less

chance there is for a density current to form. Generally, the kinetic

energy is not sufficient to produce a complete mixture. The potential

energy still possessed by the river makes density currents possible,

even though the water has been diluted by mixing at the entrance.

The shear stresses at the interface of the moving density current

generates a circulation pattern in the reservoir and floating debris

collects near the plunge point.

A knowledge of the occurrence and hydrodynamic characteristics

of density currents can, to some extent, be used to control the rate

of reservoir sedimentation. Sluicing by operating outlet gates when

density flows are along or close to the bottom may assist in flushing

out sediment being carried by the current and possibly by picking up

additional sediment from the bottom with the increased flow velocity.

Degradation, or scour, below the dam is an engineering problem re­

quiring solution. Often this problem is created by clear water dis­

charge from the qam picking up sediment to restore the hydraulic

regime of the stream flow. By locating the discharge gates where

sediment laden density currents may pass through, this problem of

scour may be reduced considerably.

53

To effectively utilize the density currents, knowledge and

calculation of the following is required:

(1) Determination of initial velocity, depth and sediment

transport rate.

(2) Estimate of the amount of interfacial mixing resulting in

decreasing sediment carrying capacity.

(3) Determination of whether or not the density current will

maintain its identity throughout the length of the reservoir.

The Task Committee on Preparation of Sedimentation Manual of

the Hydraulics Division, ASCE, in Proceedings Paper 3639, Sediment

Transport Mechanics: Density Currents, September 1963 have utilized

limited data and experimental results to develop basic relationships

among major variables.

A steady uniform density current will occur along an incline when

the driving gravity force per unit area due to the small density

difference between the subsurface flow and the lighter liquid above

is in equilibrium with the shear stresses exerted by the stationary

boundary and by the moving interfacial boundary. The depth of

density current is assumed small in comparison with the depth of the

lighter liquid above.

For a laminar density current:

V • RJ:z x v~p gdS 2T

V = Average velocity of the underflow

R • Reynolds Number

p = Density of flowing current

6p • Density difference between the flowing and stationary liquids

d • Depth or thickness of current

S • Slope of the channel

54

This equation has been verified experimentally for the range of

laminar flows from R = 15 to 1,000.

For turbulent density current flow it is not possible to obtain

an analytical solution. Attempts to refine the analysis of turbulent

flows is hindered by the interface becoming increasingly difficult to

define as turbulence increases due to mixing and resulting vertical

density variations. Experimental measurements of turbulent density

current velocity distributions in the range of Reynolds numbers from

1,000 to 25,000 indicate maximum velocity occurs on the average at

y = 0.7d with a corresponding value of a. = 0.43. a. is a proportionality

constant to apply to the bottom shear to obtain a value of the inter-

facial shear stress. Interfacial friction factors were determined by

experiment to range from f. = 0.01 for hydraulically smooth fixed ~

boundaries to f. = 0.007 when the interface has wave motion and mixing. ~

f = a. f = 0.43f can then be used to obtain a value for the Darcy­i

Weisbach friction factor. The conditions for uniform flow may then

be obtained.

V= g

• A r-:;--;­V~

The interface at very low velocities is smooth, distinct and

consists of a sharp discontinuity of density across which the velocity

variation is continuous. Waves form at the interface as the relative

velocity between the two layers is increased. At a certain critical

velocity the interfacial waves begin to break periodically and mixing

begins. Initially mixing is slight and does not appreciably affect

the depths and velocities. Further increases beyond the critical

interfacial velocity. results in sharp crested waves of greater height

55

and an increase in frequency of eddies breaking from the crests. If

the depth and concentration of suspension are sufficiently high with

a flocculated sediment, even turbulence of violent magnitude will not

completely mix the two solutions.

A criteria for determining the flow conditions at which mixing

begins has been derived on the basis of viscous and gravity forces.

8"" l/(F2R) 1/ 3

F = Froude Number

R = Reynolds Number

For the laminar range Q = 1/Rl/3 , or mixing occurs at the critical c

depth where the Froude number is unity.

For the turbulent range the average experimental value when

mixing occurs is 9 = 0.18.

In both cases it is presumed that if the value of Q exceeds the

value of Q , no mixing should occur. c

The relation between sediment concentration and the difference in

specific gravity is:

C = Percentage of sediment concentration by weight

s = Specific gravity of water at given temperature f

s = Specific gravity of sediment s

Investigation at Lake Mead shows that when appreciable under-

currents occur they consist chiefly of particles in suspension of less

than 20 microns in diameter. Transverse turbulent fluctuations of

about one percent in a current having a mean velocity of only 0.1 fps

would be sufficient to keep these particles in suspension.

56

Underflows with a density difference of only 0.0005 in Lake Mead

have been calculated to transport about 15,000 tons of sediment per

day. Actual measurements of sediment carried by density currents

amounted to roughly 45,000,000 tons per year, or 35 percent to 40

percent of the volume of deposition.

C • RESERVOIR DEPOSITION . CONTROL METHODS

Control of reservoir sedimentation properly begins in the design

phase. Methods of control can be classified into six major categories:

(1) Selection of reservoir site to avoid areas of excessive

sediment production. This is seldom possible since the reservoir site

is dictated by hydrologic conditions rather than hydraulic conditions.

In most cases the sediment is suspended in the river flow and locating

the reservoir a few miles up or downstream will have little effect upon

deposition in the reservoir. Of course, consideration can be given to

locating the dam in a low sediment yielding watershed, but the purpose

of the reservoir is the governing factor and choice of location is

thusly limited.

(2) Design of the reservoir with proper adjustment of capacity

to watershed area, and, where feasible, provide outlets for sediment

release. This is an extremely practical method. Surveys and collection

of data, or interpreting existing data, to estimate the annual sediment

load delivered to the proposed reservoir site enables the designer to

provide additional storage capacity for the deposits so the reservoir

may be useful beyond its design life.

A number of proposals have been made to develop empirical curves

and equations to extrapolate sediment yields. Based upon extensive

research, sediment-discharge curves have been developed for geologically

57

similar areas, or regions, throughout the country. Water discharge in

thousands of feet per second and sediment concentration in tons per

second were plotted on logarithmic scale to develop a straight line

relationship for extrapolation. Plotting actual measurements produced

such a random scattering of points that this method has been discarded

since it is obvious that a reasonable correlation between these two

hydraulic characteristics are not related. Research is now being con­

ducted to correlate rainfall and runoff to sediment concentration.

This appears to be more fruitful. Plots made produce a narrow envelope

of points through which a straight line mean can be drawn for extra­

polating reasonable values of the suspended sediment concentrations.

The assumption that suspended sediment is the greatest contributor

to reservoir deposition has been utilized for years. Soil Conservation

studies have confirmed the validity of this assumption as a general

rule for the majority of the watersheds in the country. An exception

is the semi-arid Southwest where bank erosion and bed load movement

are substantial contributors of sedimentary deposition. The Missouri

River main stem is another example of these characteristics. While

sheet erosion and suspended sediment, as a general rule, contribute

80 percent to 90 percent of reservoir deposits, site investigations

must be made to determine the sediment sources. Even in humid drainage

basins, stream bank erosion and coarser sediment may be the principle

source. Buffalo Creek watershed in Northwestern New York, for

example has 80 percent of the sediment load produced from stream bank

erosion. This stream originates in the Allegheny Mountains and flows

through timberland.

The best method of calculating the suspended load still appears

to be the collection of samples at the reservoir site. The u. s.

58

Geological Survey Water Resources Branch was collected and published

data on sediment for selected watersheds throughout the country since

1940. With the number of reservoirs constructed and data on sediment

compiled and published, it should be possible to obtain and analyze

data for a watershed of similar configuration, topography, geology

and weather in the area where the proposed reservoir is to be con­

structed to evaluate and fairly accurately estimate sediment load

for the dam design.

If more accurate data is desired, a sample collecting station can

be installed in the reservoir area. The expense of dam construction

is usually more than sufficient to warrant the cost of collecting

sediment samples and compiling flow data during the time of investi­

gation and design of the dam. This data can be evaluated with rain­

fall, runoff and storm data and correlated with data from available

records of previous years. The sampling station can be set up with a

continuous recorder for stream flow measurements. A modified Albany

weir, properly rated, has been successfully used by TVA on a number

of watersheds. In conjunction with flow measurements, an automatic

suspended sampler can be installed in conjunction with the weir. TVA

developed a sampler consisting of a brass plate in the measuring weir

taking an initial sample of 1/100 of the total flow. This sample is

progressively reduced in a series of steps until a representative

sample on the basis of a 1/105,000 ratio is obtained and stored in a

storage tank for periodic laboratory evaluation.

(3) Control of sediment inflow by settling basins, vegetative

screens or locating the reservoir off channel. A settling basin

where stream flow velocity is reduced and sediment is deposited is

generally not economically justifiable. The deposition must periodically

59

be removed to continue to provide storage space. Removal costs by

excavation or dredging is expensive. One example where a settling

basin may be used is at the inlet of an irrigation canal where clear

water is desired. A debris barrier, or check dam, may serve the same

purpose. These too, however, have limitations. Deposition behind

these barriers modify the stream slope and fill the bed to where flood

flows top the stream banks and inundate the bottomlands. Increasing

the flood hazard for fertile and populated areas may not be acceptable.

Vegetative screens, particularly in conjunction with debris barriers,

stabilize banks by trapping and depositing sediment and reducing

erosion through processes previously mentioned. Locating the reservoir

off channel so that inflow may be controlled to bypass high sediment

laden flows is an ideal solution. In this country, however, the

topography and the limited number of potential dam and reservoir sites

makes this a relatively impractical solution. Construction of dams to

impound reservoirs without part of the capacity allocated to flood

control and routing is extremely·rare.

(4) Control of sediment deposition by venting density currents

and controlling waste water release is a practical solution. The

venting of sediment laden density currents has, until now, been by

accident rather than design. To be effective, large discharge gates

are needed as well as properly locating the gates to intercept the

density flow. As more knowledge of density currents is compiled,

dams will most likely be designed with provisions to eliminate in­

coming sediment with density current discharge. Controlling waste

water release to eliminate sediment laden flow is currently being

utilized through spillway discharge. In small reservoirs this is an

effective method, but is not as effective in large reservoirs.

60

Generally, the clear water impounded in the reservoir must be discharged

before flow containing sediment is discharged by the spillway. It is

interesting to note that at Pardee Dam on the Mokelumne River in

California that when the sluice gates at the bottom of the dam were

closed turbid water was observed to rise through the reservoir near

the spillway and discharge over the weir lip. The sediment concen­

tration, however, was extremely small.

(5) Removal of sediment deposits by excavation, dredging, flushing

or sluicing. None of these methods have been found to be too practical.

Excavation or dredging is very expensive and generally the cost is not

justified. Flushing or sluicing of sediment that has been deposited

is not very effective since an insufficient amount of sediment is dis­

lodged and removed. Measurements on existing reservoirs indicate that

sediment has been removed only about 2,000 feet from the dam,

(6) Watershed erosion control is perhaps the most effective

method, Even in arid, sparsely vegetated and populated regions,

erosion can be reduced considerably by vegetation and control structures.

Vegetation capable of growing in the dry regions is extremely limited,

but some vegetation planted to control erosion is better than none at

all, There is research currently being conducted to discover perennial

plants capable of continued growth in these regions. Interceptor

ditches and check dams for arroyos have also proven effective.

Determining the volume the sediment deposits will occupy in the

reservoir requires converting the weight of the sediment to volumetric

measure. Reservoir sediment deposition varies greatly in weight and

volume depending upon its source, depth of deposition and the degree

of submersion and exposure. Space occupied by sediment after deposition

changes with time and with the method of operation of the reservoir.

61.

Superimposed sediment compacts the lower deposits, as do exposure and

drying. Deltaic deposits, worked over by wave action, may be well

graded and quite dense.

Sediment density studies have disclosed that the average weight

of dry materials in deposits continuously submerged is about 30 pounds

per cubic foot. (Lake Mead deposits at a depth of 50 feet in the de­

posit had a dry weight of 27 pounds per cubic foot.) In deposits

occasionally exposed, the average dry weights approached 70 pounds

per cubic foot. In flood control reservoirs the average weight

approaches 90 pounds per cubic foot, An average ultimate weight of

material (dry) per cubic foot of deposit of 65 pounds has been

selected for reservoirs where deposits are subjected to alternate

wetting and drying.

D. RESERVOIR SEDIMENTATION SURVEYS

Sediment deposit measurements are periodically made in the reser­

voirs of the Upper Ohio drainage basin. These measurements are made

by range surveys of third order. Depositions have been of such small

magnitude that the interval between measurements have been extended to

ten years or more,.

Tygart reservoir sedimentation surveys are representative of the

Monongehala River tributary reservoirs. This dam impounds a tributary

stream in West Virginia which is a major tributary of the river.

This concrete gravity dam was originally designed for low water flow

regulation for the navigation locks on the Monongehala. With the en­

actment of the 1936 flood control act, storage was provided for flood

control.

The drainage basin is in a rural area lightly populated. The

steep slopes and deep valley limits the amount of land available for

62

cultivation, The basin, as a consequence, is covered with timber and

heavy underbrush. The reservoir sedimentation data indicates that de­

position is close to the dam and there is apparently no delta for­

mation at the reservoir head. This is indicative that fine suspended

material is carried and deposited from density currents.

Crooked Creek reservoir, on a tributary of the Allegheny River,

has also not had any extensive sediment deposition since construction.

It is interesting to note, however, that the average annual deposition

has increased significantly in the most recent survey. Since there

has been an interval of nineteen years between surveys it is difficult,

at present, to determine whether this increased annual deposition rate

will continue. During this period of time there have been several

years with high inflow and the attendant increase in sediment de­

position. The intense construction in the area in the post war

years also accounts for an increase in sediment to deposit.

The ~ediments deposited in both reservoirs are colloidal clays of

less than 20 microns in size with a considerable amount of organic

material. This is indicative of the sediment source being from the

process of sheet erosion.

The effectiveness of the soil conservation and erosion control

measures are readily apparent through these reservoir sedimentation

surveys. Recalling the results of the erosion damage survey made in

the Crooked Creek watershed with its severe erosion, it is seen that

control measures have been very effective. While sedimentation is

currently not a problem in the tributary watersheds, constant

maintenance of effective erosion control must be continued. Land use

constantly changes in this populous and industrial region. Federal

and state agencies, as well as voluntary and independent citizen

63

groups such as the Ohio Valley Water Resources Comrndssion, are

establishing effective control measures to improve on the progress

made so far.

~ES£RVOIR SEOI~EHTATIOH D ;, T A S U mt A R Y

64

Tyger t Ri ve..::.r ___ _ WIN( OF ~£$£1YOII

1. AIVF~ Tygart ______ -· J:_':.~HF. \.J_c_s~y_i_r_g!~~~---~ '>. ~ EldH sr Tow~ Grafton, W.Va. t. C<'c•'lTT Taylor ; 8, TOP OF OAiol [lfV, 1190 '-. ~PlllWH .:R(ST ft U. }lfJl 1

----+--------4---------l lb • ,;A f; ~C ~<MA~ ".;!"· lwidGA110N OPtR. =-~.:. ... ~ ~----------------+-------------~-------------~----------~~------------~------------!r-·-· _c_:•_N _s E_R_v _A ~_•_o"--;--1~0~9::_4::_ __ +---.!:1:..1..!..7.:::4.:c:..0 __ -+ _ ___29. • 900 4/ 109 . 600 Feb • 19 3 8

! l i. I~ .. c T I v_< ____ ...__ __ ...:;l;.;:O~l:..::0::.._ ___ ._ ___ 6;;..;2:;-_o:;... __ ....,.....:..•. ____ _:9_.JOO -- _____ _9__,__ 700 ____ -------!l7• lENGTH OF IHSlRVOIR 13.1 MII.£S•AII. WIOTM CF IIES£PVOIR 0.41 wiLt'

Oct. 1937

-· . • ·~o. 19452_/

1959

};arch 1959 47.2

*Aasumed

TABLE 4.

:;,,-; :.~ cr ~;,;;;·;i.Y

i "-"":- C:;>iH DESIG;:J..Ttt'l:l RANGE IH FEET ABOVE l.ND 6~L0\11 CR!':ST ELEVATION

;'')7-157llS7-73I73-0 I I. ; I ,. I . l' l I

65

r::.n:. o;­::,:.;;;-.;-z.·t

t ~:~. P.~r.CK O!:SIGilHIOil PERCEilT CF TOT I'. 0111Gili~l LEilGTH OF RESER'IOIR 1<:-1) T>-~2~14\>-~ll ~l::0-5\l ~~I 60-7.>!7.)-:.:J i~,...,;;, j9J-10Ci -10S{ -110 I -11!~ -120j -125

t------~ . f~iH;.Z~T GF TOtAl SEOIKHIT LC'CATZ.) I:IITUII RUCH otSIGNATION

,~~-.,{--.o~r'l .. -3-.~J_-~-~~.~3~~~~~~~~~~~~~~~~~~----~--~--j o,l ·-"' 20.s 1o.o 4.o I

·~· 'c· ·;::.:::: :.::o r.·::n:m::r;cEs ~:J::.I ~:::~~.::.:it:.l.~:s of ori:_:.i'-lal storac:;c revised b~sed on 19!19 :oaurvey. '--::'./ t:; . .-.. ~~:::~ ~l·oca ·cG••trol

:·· ······.~-· e1.-...-.-• P> .... , • ....... 1 .. --- ..... .,... • .-~~ ..... '-"-- ..• v

lllfl0\7 AC.,.FT.

l, 795 .'·iCS .2..30Z .r~.co 1 2,003, lOOt '1,561,2.:-0 1,325. 700 l,l26,9CCi 1, 761,300 2,102,200 1 6~7 f.OO 2 ·~ ~73 '6od • .l. , ;) ' 1.166,600'-

.. «,J \:~tcr iN.::--uL .. ticn :::-. v·!.c-.; of th~ limited a.::o~nt ce.:!iccnt c.:...:?utecl in the 1945 report (384 acre• ~co::) • t:lc voll.>...::; of the ~945 re,ort. :tr..:.: n .Jt ic..:1udcd co~:l vere. not Wii-2P in t:...::::.;:::.;ti'~:~~r ~urvc:y il.:rta for' tu~ '1959 report. It L; cc~~i4or~d that the· longer :--..:::.·:::::: ~:n .5 ye.;.:-3) was noceosary to dcvclc' a vol~ cii:.?~ble of beins, .

. :..:.::.~·.::..·co;:. vith s rc.anona~le cl"zrc(! of accuracy. t' ol.:z,;~y :.~'?i.YUG DATA US Amy Entinoer District Pit'ul)ur.-.h .119. o.s.TE R<':v. 29 .June ltS2 ~·:--·~" c'Z r:::·-.,in.oar::~, Pittc~urr;h, Pennoylvan!a ""

tABL£ 4 (continued)

67 _.-.. ~ .. ~ s:._ .... -.. .. .-:. ... =~\'

DATA SH~;:7 NO.

-----·--·----------~~-----c---------------------.-------------------~.: ... :_:_~:.:__S·:·.::-~::;:__c·-~· ~::.::3_;- :~r ~ _. ;'\".-w-.~~\r~ 2.

_ _:_;, 5:. _______ T.':'~_:: :;:~:.:_c:.2_i~~~~.'-.CZ r j,

,--'-'-7_. _L_E_~_C_T_H_. _c_i'_R_::._s_:::_R_V_O_I_R _____ 1._;)::.:'·eoo...!.Q"'--------··_,:_: '-_::_::,_· ;..! ;,_v..:.·-\-';_: o_-;_' H_._;O:..f'..:.· ..:.R:.:Z:..:S:..:f:;_R_V_;O:..!..:.R:... Q • 22 Ml :..ES l 1: f, 1:::. ":'0-:'i.:.. CR;.:;-..;r,c:: r.RSA '?'l7 SQ. Lil.!22. MZAN .;;-.,;;.;uAL PRECiPITATION (21.~ 'r.t0o )1~1.1, INCHES

1 t;? \19. N;~ sr:Dl:/,CNT CONTi-\l3UTii'\G ARZA 27L:.. SQ. ;.~:.!z3. ~!.s;N Ar"\NUAL RU~OFF 1~o_l_ 20o7_ INCHC:S ~ I;~ [::o. LG,GTrl 2:5"3 r•.:iL::::s: AV. w;:m; Q.::; :.:::..:::s jK f."<:::t'-N ;.~:NUAL RUNOFF.('5~_0_305~900 AC.·FT.I

I o.:: li 21. r.1.:..x. ::L:::v. l.620 ' WN. r.::u::v. 800::: \25. cw.cATIC cu.ss:::JCATION Hu..-:d.d.

I. 2$. c.,;~·::;: Cf' i 27. P::RlO;:J 'i2$. ACCL 129. TV?;:: j2:J. ;.;Q. Cr RA:-.<G::;:dl.:a. SURcACE 32. CAPACITY 133. C/W RATIO

~URV.::Y ,. YeARS YEAR"''~,- su·-'V"'" -~~-····~;~·N- .,..,~ •cAES ACRE·FEET AC.·FT.PERSQ.Ml • ..,.!Vl" •"' .._ 1 j VoX 1.,..\,.1;\ • V 0\: tt I. 1"\d"\ ;,. _

r-----------~---------+-------~------

1 r,,--~~ .J.~ -. 0\. ~- '""~·~··-.~···~ 93,900 ?} 339 •• .... ...;.;......, ..._~--.·v .· .... v .... ",Jv....._

i So·o" lS'>5 I 5,1, 5.~- I ::Z~L 93,8o8 E)

5~ 1 c.Lo ?J ~.I •

r."\; ', .::::-.· ·'·

Q0 ::...J s-.-~ ..~-

0/ .• , ··:.. y

339 334 !-·'-~ ~ss~. I 18.9 2!;.3

1 ~:c:::;: _____ 92:>376 -y

2v. c..,·;;: c; I:;;.~. ?:.·,;vo !:o:;. . ... , .. ~ ___ ·_:._:=~_:_: _-'-'·• .-.C.L-·:.:..:.. !2-s. V!ATER !Ni'L. TO DATE AC.-rT. SURV~V :.::;;:..:. ;,;-..;,).'Ur\L r--

1 ~::-..:-:::c;::..;·.~.~.Y:Oi\3 :' .. ~.: .. "'·"; ... :,.\_:,_. . .. ,.\..... ·,,J;~;_ \c. P2R~C.) -,-"" .:_:~. i-.\EAN A~NUAl. ib. TOTAL 1"0 OAT~~

~·':tr;. ·:.~ll:.~:-35:-SCO i Se::_) 19~;j 1

.

I "·,.... -~c.<1~ ·"-.;,.;, ...... ,..,...,.. .. , ~. ·..: I

~I J:

,· I

~(i(.:.~:: 5~~~-:-(:<_j

(lS;-S) 7,376,500

>- r-:------:--- ----"--------·--------c::!:.>u.•DATc C7 · ... , /'·~- •:;;::;:);:,,.::.-.:~- [::;:-.:<;:c:· .. :_; -.CI.~.:.::::t:r ~~;:;. T.JT,:.L SED. D:::?O::o.":~-; ~-o DATE ACRE-FEET. ,. .:..: l s:.;;,v~v ~-~- .\ .. _ .. ,_~ l ~ ·- .

=> ~ ;-..,::;.":,;:. ·ro"';;.:,.i :... .. ~V. ;.:~:-\.u.:.L .:.?:.:~ :~-:). ... :.·V~.;;\j.-. TOT.- ..... 70 DATE! b. ·AV. ;;;-.,_-.;~,;L fc. Pi::R SQ. :V.L .. 'fCARf

~I. 9:. .. 6 o.o62 ~~.sG?·ls~ .. 5

I, A'.l0 1$0.;.

l

I ·~· 2<>. ox;.:: cr:

0 -:.·7r".' ..- .. 0.229 ! I

!'

1 . s;.;.w.:.v. ··

I .-

! I /.(.

\ ..... ,

TABLE 4 (continued)

:

68

,-- .... ,.

~ 9 w·- ... -:....··,·::.. 0 "' :;..:.. -

-,. ,..._.)-:-- ~Lr 26 .; ........ ._:, -~~ ..... _:;, -~ l

~.;, .... . ... -~ ....... ,.. '·~ -.J," !...:.. .. :. .,.l ~. ,..., '

r·\ t..:., .. ~,..o.~ w:ZSiGNAT!ON PERC :~i\T c.= TC"'I';,:_ r. :::;-. •,..,. t "· 1 ,. 1 VH>U:i ·"- L:::i\GTH OF RESERVOiR

sur\v;;;.v I I :o-20 I 20-30! ~21-40 i 40-5Q 70-2-·) ! CC.-90 i90-lOQj 0-!0 I 50-CG j GCJ-70j -lQS I -110! -ll5 i -120 i -125 I PC::KE;-.;T OF TOTAL s:::o;:.-:c::-.:·.- LOCATED WITn:N RE/,CH DESIGNATiON· I

1 I I I l I '

:..sL:-::; I ,.,. I I I I I

S(;:j I 0-:t I 28 22 1 i I -~ ~0 i I I

I I I i

I.\12 :.so~ -,. '1 I 21 2:3 39 J.O I I

I

I I I I I I

45. R.A.NG£ IN R5::SERVOii'\ O?ZRATJON

v.:r:.~z.R YV.~ : :.;.~x. ELEV. I r.w-:IN. ELEV. INFLOW AC.·FT.! \\'t\TER Y'E.A';::; I MAX, ELEV. I MIN. ELEV. q I INFLOW AC.·FT.

l I <sr~ Sh~ct I

I I

i i

850 855 ~~~0 )·')5

.?::'J C r;;: , ..... i .,J

2~-J

c:: l, 52L; ;:..c:."..::-:Z\:::-::~:; is ··* ._~ z::..:.ll '.;.'2SC:::.."'V'Oil' ;::':·1-, ::;:_cv.~ 920;, t:1a."~ c~~=-ci ty c'Ul~(; ~~;:; -~:.is ti:::o ~

-) ~·-.......

I I

I Nq. 3) i I

j

/': '

c:.~.·--·

T..::~

,...._ ~-

>_,-:.:. /''.- ...... ·'

...!..;:;':...=>~.-

l;;.l5S

I

I

·.J ........ j""\.

·'J ·.·V.

:.~- :~ _) r-/J ~ . ,...... ...... _;_ :- ~-- ,:. ./ \J

:~350 r- ....... ,..... ... ·vV

·-·:.-~ ·.;0·;:;2. CO.?O.Ci ty c~:..::_;:.ci:~y of 93;; 900

to ~just

TABLE 4 (continued)

I I

r2~.._ction

u.c::~-fcct,

origL"lul

I

I

I

69

IV. SOIL AND WATER CHEMISTRY

A. GENERAL WEATHERING PROCESS

The erosive process and the transportation of sediment are

highly influenced by the chemistry of the soil and waters. The

effects of chemistry begins with the weathering of the parent rock

into soil and continues through the life of the soil grains.

70

The exposed minerals of the parent rock react with elements of

the atmosphere which disintegrate and decay the rock into particles

or grains of soil. Weathering and chemical reactions continue within

and to the soil forming horizons, or layers, of soil each having

different properties. Organic matter from plant growth mixes with

the soil and the chemistry of the decay of this matter influences the

soil properties. This chemical reaction continues and influences

the erosive rate and pickup and transport of the soil sediment to its

point of deposition.

Control of the weathering of rocks and the gains, losses and

alterations of a land area are determined by five major factors.

These are parent rocks, climate, topography, time and living organisms.

The character of the parent, or bed, rock determines the kind of

changes and the rapidity with which these changes tak place. Quartzite

which is quartz grains cemented together by silica will disintegrate

but will not weather much further. The quartz grains of silicon and

oxygen dissolve very little and release no plant nutrients or clays.

Most rocks, however, are mixtures of many minerals, few of which are

capable of withstanding weathering as well as quartzites.

Feldspars are silicate minerals formed when molten lava

crystallizes into rocks. They consist essentially of aluminum, silicon,

71

and oxygen and either one of, or a combination of calcium, potassium

and sodium. In the weathering of feldspars, silicate clay minerals

are formed and oxides are released. The silicate clays formed are

composed mostly of silicon, aluminum, oxygen and hydrogen and have a

different crystalline structure than the parent feldspar. Amphiboles,

hornblendes and other silicates react the same way.

Carbonates, such as limestone, dolomite and shale are dissolved

by waters and the parent materials disappear leaving behind the

impurities which form the soil.

Climate functions directly in the accumulation of soil parent

materials and in the differentiation of horizons. Temperature and

rainfall govern rates of rock weathering and the decomposition of

minerals. Leaching, eluviation and illuviation are also influenced

by climate and weather. Indirectly, climate controls plants and

animals and these living organisms are a factor in weathering.

Topography affects runoff and drainage. On steep slopes more

water runs off and less enters the soil. This runoff moves more of

the weathered rock. Soil profiles on steep slopes, because of the

reduced infiltration generally are shallow and have indistinct

horizons.

The organic matter, comprised of many compounds of carbon, are

in all stages of decay from the fresh plant residue to the ultimate

conversion into simple inorganic compounds such as carbon dioxide,

water and nitrate. This continuing destructive process is the result

of the activity of micro-organisms.

Plant residues are classified into three groups:

Polysaccharides are a large class of natural carbohydrates such

as cellulose, starch and pectic substances. These are derived from the

72

condensation of simple sugar molecules. These make up the bulk of

plant tissue and are easily decomposed. They are converted chiefly to

carbon dioxide and water, as well as molds and bacteria.

Lignins are complex materials found in the woody tissue of plants.

They are highly resistant to attack by most chemicals and micro­

organisms. As the decomposition process continues, lignins tend to

accumulate in the soil. Changes do take place with methoxyl groups

cleaving and leaving phenolic hydroxyls and acidic groupings such as

carboxyls.

Proteins are the principal nitrogen constituents in the soil

formed by the linkage of amino acids. These plant proteins contain

the nitrogen essential for building microbial cells. Some bacteria

contain as much as 90 percent of protein. The nitrogen of the bacteria

protein is use8 over and over again as old cells die and new ones are

formed.

Some of the protein molecules are protected by the clay minerals.

Molecules of protein are trapped between the lattice of the clay

crystal in a space too small for bacteria to enter. Some micro­

organisms do produce extra-cellular enzymes, much smaller than the

bacterial cells, that can function a distance away from the cells that

produced them. These enzymes are also protein and can also be adsorbed

by the clays to reduce their activities.

B o UPPER OHIO BASIN SOIL CHEMISTRY

Podzolic soils are in the Northeast including the Ohio drainage

basin. These soils, formed under forests in humid, temperate climates,

have distinct A and B horizons. Some B horizons are accumulations of

sesquioxides from the leaching of iron and aluminum oxides. Others

73

are accumulations of clay with minor amounts of sesquioxides and humus.

Podzols are not as strongly weathered and leached as latosolic soils,

but are more so than chernozemic soils. Podzols are acidic and low in

organic matter and bases such as calcium.

In the Upper Ohio drainage basin the uplands and the majority of

the hillsides are covered with a lean clay containing many rock and

shale fragments. The bases of the hills and the alluvial plains and

valleys are gray and brown silty loams with some red and yellow loams.

These soils are the weathered products of shales, limestones, silt-

stones and some sandstones. These soils have been leached to the ex-

tent that the silicas have been washed out in solution leaving clays.

The acidity or alkalinity of a soil water solution is determined

by its hydrogen ion and hydroxyl ion content. Only a small percentage

of water molecules are broken into hydrogen and hydroxyl ions at any

one time. Since pH is a measure of hydrogen ions only and does not

measure the hydrogen ions existing in a number of chemical combinations

and states of adsorption, active and potential acidity must be con-

sidered. Thus the active acidity, measured by pH, does not reflect the

potential acidity which may be much larger. As the free hydrogen

ions are neutralized, or removed from the soil solution, the potential

hydrogen ions in chemical combinations or adsorbed on solid particle

surfaces enter the solution.

In the strongly acid solutions in the Ohio basin, hydrogen and

aluminum ions are in abundance as free and exchangeable ions. The

+++ permanent charges on the mineral clay are countered by adsorbed Al

ions. Free H+ ions create the acidity of the soil along with free

Al+++ ions located in exchange points throughout the soil solution.

In soils with pH 4 or less, the acidity has reached a stable state.

74

The pH dependent charges of the mineral and organic colloids have ad-

bdc -H dM-1+. . + sor e a an g 1ons w1th a few H ions adsorbed. The soil co-

hesive strength, at this point is at its lowest and the clays

flocculate. This is due to the calcium, magnesium and potassium ions

being removed and replaced by the adsorbed polyvalent aluminum ions.

The bonding strength between sheets of the molecules of the clay are

thereby weakened. In this strongly acid solution, the negatively

charged clay particles tend to flocculate into small particles.

Erosion, therefore, is enhanced.

With the introduction of water through rainfall infiltration,

calcium and magnesium salts derived from the continued weathering of

the parent limestones and shales are re-introduced into the soil-

water solution. The calcium hydroxide, and to a lesser extent, the

magnesium hydroxide ionizes and the Ca++ and Mg++ exchange with the

Al+++ on the mineral particles, as they are more strongly adsorptive

than the Al+++. The aluminum ions in solution react by hydrolysis

with the hydroxide ions to form hydrogen ions and aluminum hydroxide.

This reaction starts to occur between pH 4 to 5. During this initial

reaction there is little reduction in acidity since the soil is

buffered with the soil solution changing from aluminum saturated to

hydrogen saturated acidity. The H+ ions then react with the calcium

++ and magnesium hydroxides still entering the solution to produce Ca ,

Mg++ and water. The acidity, then begins to decrease and the solution

approaches a neutral state. As the soil solution pH nears 7 the

aluminum hydroxide becomes insoluble. In this neutral state other

cations and anions form insoluble compounds.

Elements also form anions which enter into reactions involving

the soil and plants. In addition to the carbonates and hydroxides

there are No3-, Cl-, so4 and H2Po4-. Nitrates, chloride and sulphate

75

ions do not enter reactions with the soil solids when there is little

water in the soil, but do act dynamically within a soil water solution

such as during the transportation of suspended sediments in the streams

and rivers.

Co RIVER WATER CHEMISTRY

The tributaries and the three major streams in the upper Ohio

basin have strongly acidic flows. This is due in part, of course, to

the waters leaching through the acidic soils. A great part of this

acidity is due to the high sulphuric acid content of mine wastes

flowing into the streams. The Monongehala River, in particular, is

strongly acidic during periods of low flow where the pH may drop to

3.5 or less. The acidity of the main stem of the Ohio River pro­

gresses .from an acidity of about 6 to a neutral 7 and then to slight

alkalinity as it flows to the Mississippi River.

The pH and chemical activity varies with the soil water ratio.

As the proportion of water to soil solids increases acidity decreases

slightly. Soluble salts from the alkali.ne shales and limestones,

removed by hydrolysis, increase the number of hydroxyl ions. The

strongly bonding calcium and magnesium ions dynamically exchange with

the weakly acidic groups on the colloid particles. Hydrogen ions

have an affinity for and react with these weakly acidic groups to form

insoluble precipitates which add to the suspended sediment particles.

The Monongehala and upper Ohio contain more dissolved solids during

the dryer low flow periods because the source of water is ground and

mine water that has been in contact with the rock and soils for a

longer period. The mineral constituents in solution are shown in the

attached tables that have been extracted from the annual Water Supply

76

Papers, Quality of Surface Waters of the United States, published by

the Ue s. Geological Survey.

The dissolved solids comprise roughly about 300 ppm in the

Allegheny, Monongehala and upper Ohi9 Rivers when the waters are

acidic. As the waters progress downstream, tributaries contribute

neutral or alkaline waters with more dissolved solids. These waters

steadily- reduce the acidity of the Ohio, and as the neutral state is

approached, it is postulated that exchange reactions occur and in­

soluble compounds are formed. These precipitate to form additional

sediment to be carried by the stream. This reaction has been parti­

cularly noted where the Muskingum River, containing alkaline salts

from liming and fertilizing farmlands, drain into the Ohio. The

precipitates, combined with sediment being transported by the river,

are coagulated by the bicarbonates in solution and deposited behind

the navigation dams on the Ohio main stem and upon the river banks

during flood flows.

Sedimentary deposition rates behind the navigation dams increase

progressively downstream. Up to the present time, these depositions

have not created any major problems since the dams have been removable

wickets. During periods of high flows, the wickets are dropped and

the stream flow and velocity have flushed the deposition away.

At present the removable wicket dams are being replaced with

fewer and larger fixed chest dams with locks. With the current pro­

gress being made in reducing the acidity of the river waters sedi­

mentary deposition will increase. The accumulation of these deposits

behind the dams may eventually hinder navigation.

Pennsylvania, with its anti-pollution laws, has initiated a

vigorous program to clean its stream and river waters. Old mines are

77

being sealed to reduce acidity and flow. Industry has begun to treat

processing waters before these waters are returned to the streams.

These programs should eventually reduce the acidity of the waters. West

Virginia and Ohio will, no doubt, follow the lead of Pennsylvania.

As the waters of the Monongehala, Allegheny and Ohio Rivers

approach a neutral pH of 7 sediment in suspension will probably in­

crease. Further research is definitely needed to determine specifically

what reactions will occur and what effect these will have upon the

sediment load, transportation and deposition in these rivers.

MONONGAHELA RlViR BA13III--Cont1nued

SALEH FORK AT SALEM, II, VA.

LOCATION.--At wire weight gage at bridge, 0.4 mile downstream froa KIKing atatlon, 0.6 mile downstream from Dog Run, 0,4 mile upstrea• fro. Cherryca~p Run, and 1.4 •llee northeast of Salem, Harrison County.

DRAINAGE AREA.--8,32 square •lles (at gaging station), RECORDS AVAILABLE.--Sedlment records: October 19~4 to September 195~. periodic. REMARKS.--Records of discharge for water year October 19~4 to Septe~ber 19S~ gl•en lD

liSP 1385. Flow partially reguloted by 4 detention reaer•olra.

Periodic determlnaUOf'ls of auepend~d~sedlment dlecharr, water·:ur October 1954 to Septemb'f'r USS

SupeiMiod Hdlm.,.t

Dote Dlocharre Mean (cfo) Dl•cN.rg•

eoneentrat1011 (tona per daJI (ppm)

Oct. 5, 1154 .............. 8.8 44 0.1 Oct. e .................... 6.1 24 .4 O<t. 11. .................. 1.1 21 .1 Oct. 13 ................... •• " (I) Oct. 15 ................... 18 188 1.1 Oct. 15 ................... 46 884 n Oct. 15 ................... 238 707 454 Oct. u ................... 375 1, 730 I, 760 Oct. 15 ................... 515 1,080 I, 520 Oct. 15 ................... 122 80Q 1,360

Oct. !5 ...... _ ........... 120 145. 1,450 Oct. 15 ................... 822 382 141 Oct. 15 ................... 362 113 188 Oct. 18 •• •••••••••••••• .•• 165 131 u Oct.!& ................... 70 58 II Oct. 18 ................... 8.8 20 .4 Oct. 22 ................... 2.3 12 .I Oct. 25 ................... 1.1 " .1 Oct. 27 ................... 72 847 tel Oct. 27 ................... 81 841 110

Oct. 27 ................... 87 333 ,. Oct. 27 ................... 62 88 u Oct. 28 ................... 33 H 3.1 Oct. 28 ............... : ... 20 36 ... Dec. 14 .................. 834 Dee. 15 .................. 48 Dec. 20 .................. 1,880 Dec. 30 .................. 121 Jan.&, lUI .............. n t3 12 Jan, 1" t t I I I I o I I I I I o I I I I I I 8.4 8 .I

Feb. 2 ................... 89 429 103 Feb. 2 ................... ?7 232 48 Feb. 3 ................... 28 24 t.l Feb. 6 ··················· 541 1,800 2,830 Feb. 6 ................... 515 707 I, ItO Feb. 7 ................... 112 71 21 Feb, 17 ................... 77 52 II Feb. 27 ................... 130 133 47 Feb. 27 ................... 112 80 24 Feb. 28 ................... 59 31 4.1

Mu. 1 ................... 268 1,420 l, 030 Mar. ! ................... 338 l, &70 l, 520 Mu. 1 ................... 325 1,100 1,040 Mar. 1 ................... 268 120 449 Mar. 2 ................... 30 22 1.1 Mar. 8 ................... 19 5 .2 M.>r. 11 .................. 98 .1,270 338 Mar. 11 .................. 108 ?OS 208 M.>r. 15 .................. l1 2 .I M.>r. 18 .................. 18 ' .4

Molt. 22 .................. 118 108 lei M.>r. n .................. 6.4 10 .2. M.u. 211 .................. 4.8 2 (t) Apr. 5 ................... 2.2 4 (lj Apr, 8 .1.1 ' .I ...................

4.0 10 .1 Apr. 1Z .................. Apr. 15 .................. 3& 41 4.1 Apr. 18 7.4 • .I ·················· 104 Apr. 31 118 Ul ..................

101 Ill .. Apr. :u o o o too o o o Itt tIt tl o

t Le•• u.u o.oea.

TABLE 4. SUSPENDED SEDIMENT DATA

78

~ ~ -(")

0 ::I r1' 1-'•

g (1) 0.. '-'

Date of

COUectloo

Oc::t. 15, 19~ •••• Dec. 29 •••••••••. Dec. 30 •••••••••• J'eb. I, 1955 •••••

Mar. 1 •••••••••• liar. 11 •••••••••

liar. 22 ••••••••• lOme T ••••••••••• llmeT •••••••••••

""ly11 •••••••••• ""ly11 •••••••••• ""ly11 ...••••••.

Time DLscbarge

(cia)

2:45p.m. 3'75 11:00 a.m. --

1:00 a.m. --8:30p.m. 515

12:00 m. 268 1:25 a.m. 118

11:40 a.m. 118 2:30p.m. 150 2:30p.m. 150 3:10p.m. ao 4:15p.m. 72 4:15p.m. 72 __

MONONGAHELA RIVER BASIN--continued

SALIM fORX AT SALEM, V. VA.--continucd

Particle atze analyses of suspended sediment. water year October 195-t to September 1955 (Met.bod.s of analysis: B. bottom withdra ... -:iL..l tube; D, decantation; P, pipette; S, sleYe; N, in n.atin 'r.l.ter;

W. ID distilled water: C. cbemlcally dispcrS<>d; M, mecbanially dispersed)

~sediment

Water ll!m- Concentration Pl:rceat llaer than lndlca.ted abe, ln mlllme~ers per- Concentration of suspension.

ature o( sample rn (ppm)

ualy:zed 0.002 0.004 0.008 0.018 0. 031 0.082 0.125 0.2::0

(ppm)

1, 730 3,860 32 48 82 '11 n 94 18 --2,880 1,810 3-1 48 12 '11 11 94 18 100 · TZI 1,240 32 41 Ill 87 n u 12 18

797 1,390 28 35 41 II 11 II 10 18 120 1,260 29 29 52 66 Tl 11 13 Ill

1, 3'70 1,200 52 TO 15 M Ill 100 -- --508 131 44 59 '11 .. 11 100 - --

5,980 3,970 44 58 75 110 97 100 -- --5,180 3, 760 29 44 13 13 118 119 100 --4~ 894 47 15 12 tl " Ill 100 --

3,260 2,300 41 56 '11 94 18 100 .. --L__ 3,260_ 2, 760 30 49 70 13 o99 100 -- --

---- -

0.350 0. 500

----100 100 100 -· ------------

1.000

L .. -~-

Melhoda of

analysis

BSWCM BSWCM BSWCM BSWCM BSWCM BSWCM

BSWCM BSWCM BSNM BSWCM BSWCM BSNM

~ (0

MONONGAHELA RIVER BASIN--continued

SALEM FOIUC AT SALEM, .v. VA,•.Conua·ued

Periodic dtlormlnaUon.o ol •••--·sediment clloebargo wattr Year October 10$4 to Seolembor 11155--Contlnuod

s ... ponded ••dl-nt

Dale Dlachl.rre

(da) Mea.n Dlochlrge coacentraUoe (Ioiii per day) (ppm)

Apr. 21, IU& ••••••••••• ,, 88 157 42 Apr. 20 ·················· 58 72 u Apr. 28 .................. a.o u .I M•y 3 .................... 3.0 I .1 M.ay 6 .................... 2.0 a (I) M.;ay 10 ................... .t 1l {I) M.;ay 13 ................... II 121 I.J M.;ay 17 ................... 2.6 23 .2 M.;ay 20 ................... 1.8 :a .I .l\&.nl 1, •••• ~·············· .04 44 (I)

Juno 7 .................... 110 1,880 2,420 June 10 .• , •••••••••••••••• 1.1 40 .1 Jun~ 1 !5 •• ,,,.,.,,,,.,,,.,. J.3 64 •• June 18 .•••••••••••••••••• .8 137 •• June 21 ••••••••••• ,,,, •••• .8 H .I June 24 •••• , ••• ,, •••••• , •• .1 31 (I) June 2;8,, ••• ,, •• , ..... ,.,., .I 21 lt) July 1 .................... .02 24 I) July 5 •.• , ................ .01 34 (I) July 8 .................... .2 u (I)

July a .................... aa 184 IT July 12 ................... .8 18 (I) July 15 ................... •• n (I) July 17 ................... 60 454 88 July IT ......... ; ......... Ta 1,260 134 July 111 ................... 1.3 162 •• July 22 ................... .2 20 (I) July 28 ................... 3.0 28 .2 July 211 ................... 1.0 27 .1 Aua. 2 ................ ; .. .2 20 (I)

Aug. 5 •· .................. .08 23 (I) Aug. II ................... .01 22 (t) Aug. 1& •••••••••••••••••• .a 15 (t) Aug. 19 I 0 0 o 0 0 o 0 o 0 t 00 0. 0 0 0 •• u (I) Aug. 22 .................. 1, ego 1,060 10,500 Aug. 22 .................. 1,890 806 4,110 Aug. 22 .................. 180 188 142 Aug. 23 •••••••••••••••••• 118 75 14 Aug. 23 .................. 14 34 1.8 Aua. 28 .................. ••• 4 .a Aug. 30 .................. .4 31 (I) So pt. 3 ................... .oa 22 (t) Sept. & ................... .10 14 lt) Sept. 13 .................. .OQ Ia t) Sept. 20 •••••••••••••••••• ,08 20 (t) Sept. 23 .................. .oa u r Sept. 23 .................. .oa 30 I) Sept. at .................. •• u I)

1 Leealllu o.ot loa,

TABLE 4 (continued)

80

HONONGARELA RIVER BASIN--continued

SALEH FORIC AT SALEH, W. VA.

LOCATION.--At wire weight gage at bridge, 0.4 aile downstreaa froa gaging station 0.6 aile downstream from Dog Run, 0.4 aile upatreaa froa Cherryca•p Run, 1.4 allaa northeaet of Salem, Harrison County.

DRAINAGE AREA.--8.32 square alles. RECORDS AVAlLABLE.--Sedlment records: October 1954 to August 1956. REHARKS.--Flow partly regulated by 4 detention reserYolrs having coabined te•porary atora,.

capacity of 348.4 acre-feet. Recorda of discharge for water year October 1955 to Septeaber 1956 given in WSP 1435.

lluo,.nded•oedllnent tlonmber 1tn to Auuot 1858

Dale

NOY. 2, It&t • .,,,,.,,.,, Nov. 3 ............... .. No,.. 4 ••••••••••••••••• Noy, 6 ••••••••••••••••• HOT. 0 •••••••••••••••••

NoY. 1 ••••••••••••••••• Nov. 8 ............... .. Nov. t ............... •• No1'. 10 •••••••••••••••• Dec. e ............... ..

Dec. '7 ••••••••••••••••• Dec. 8 ............... .. Dec. t ................ . I>ec. 10 •••••••••••••••• Dec. II .............. ..

Dec. 12 .............. .. Dec. 13 .............. .. Dec. •• ••••••••• •• ••••• Dec. 15 ............... . Dec. 10 ............... .

Dec. 11 .............. .. Dec. 18 .............. .. Dec. 19 ............... . Dec. ao .••••••••••••••• Dec.a1 ••••••••••••••••

Dec:. 22 ••••• , ••••• , •• , • Dec. 23 .............. .. Dec. 21 .............. .. Dec. 28 .............. .. Dec. 28 .............. ..

Dec. 30 ••••••• · ••• ~ ••••• · Dec. 31 , .••• , ••• •., •••• Ja.n.. 1, 1101 ......... .. Jan, 2 :, ., ....... , ••• • •• Jan. 3 •• ·•••••••••••·••

Jan. 4 ··••••••••••••••• Jan. & ................ . J11n. 8 ............ •••••• Jan. 7 ••••••• • ••••• • • •• Jllll. 8 ............... ..

Jan. D ................ . Jan. 10 .............. .. Jan. 11 •••••• • •• ••••••• Jan. 12 ............... . Jan. 13 .............. ..

Jan. 1• ..•.• ••••••••••• Jan. 1~ ••• • • • • ·•• •• • • •• Jan. 1& •••••••••••••••• Jan.11 ·~··••••••••••••, Jan. 18 •••••••••••·••••

.ran.lD •••••••••••••••• Jan. 20 •••••••••••••••• JIUI. zg ............... . Jan. 30 ••••• ••••••••••• Ju. 31 ,,,,,,,,,,,,,,,,_

...... dlt<hars• (efo)

2.5 3.0 3.1 a.a 1.8

1.4 1.1 .t

1.1 1.1

6.2 4.3 3.1 3.3 2.3

·t.t 1.1 t.e l.t 1.1

1.1 1.1 1.1

.8

.1

.1

.8 1.4 1.1 1.3

1.5 .t .8 .8

1.1

.8

.8

.8

.8

.e

.e

.1 1.0 1.1 1.1

t.t 2.8

'·' 3.1 a.a 3,1

••• 134 188 41

TABLE 4 (continued)

Supondod Hdlmom

Mean Cllll<tntrotiOII

Jppno)

It

u 10

11

u

10

u 121 424 ,.

O.l

. ·' ••

•·1

(l)

(\)

(t)

eO.l·

81.

MONONGAHELA RIVER BASIN--continued

SALEM FORK AT SALEM, II, VA.--cont1nued

S...pended·oedlment, NO¥olllber IG65 to Augwtl JGSI-·Contlnued

Date

Feb. I, IDII •• , ........ Feb. 2 ·•••••••••••••••• Feb. J •• , , , , , • ,, , , , , , , , Feb, 4 ••• , •••• ,, ...... . Feb. I ................ .

Feb. 8 ••••••••••••••••• Feb. 7 ................. . Feb. 8 ............... .. Feb. I ••••••••••••••••• Feb. 10 .............. ..

Feb, 14 ............... . Feb. 15 .............. .. Feb. 16 .............. .. Feb. 17 •••••••••••••••• Feb. 18 .............. ..

Feb. 1~ ................. . Feb. 20 ............... . Feb. 21 ............... . Feb. 22 , ••••• ,, ••••• , •• Feb. 23 .. · .............. .

Feb. 24 ............... . Feb. 25 ............... . Mar. 13 ............... . Mar. U ............... . Mar. 15 ............... .

Mar. 20 ............... . }.tar. 21 , • , • , • , •• , , •• , , • Mar. 22 .............. .. Mar. 23 .............. .. Mar. 24 ............... .

Mar. 25 ............... , ~r. 28 ................ . Mar. 27 .............. .. Apr. 10 ............... . Apr. 11 ......... ; .... ..

Apr. 12 ••••• ••••••••••• Apr. 13 ••••• •••••.•••••• Apr. 14 •••••••••••••••• Apr. 15 .............. .. Apr. lt .............. ..

Apr. 17 , .............. . JulyiO .............. ; .. July II ................ . Julyl2 ............... .. July 13 ................ .

Aug. 1 ............... .. Aug. 2 ................ .

• Ettlmalecl. • Co..,..tod "' allbdi•Winl dar.

Moan dlachar11 (tlol

71 ll2

28 u 10

12 55 3D 4Z

120

36 18 10 7.6 1.@

'·' 105 35

15D 44

28 21 16 u 21

18 14 II 14 10

8.0 0.3 5.2 e.s

u

13 8.1 S.l 1.1 1.0

H ,.

TABLE 4 (continued)

Mean coac:entrahoa

(ppm)

40 au

ITI Ul

s· .. II 10

• 150 n

IVZ 10

'

' •

18 21

n ITI PI

Dlocharce ('-per da,

e2 e201 ell 14 •2

.l .u .,

2.1 ... t .. .I

t .I • .I

O.l eaae

2.1 Ul • ••

••

• •• .2 .a

•·' . ·'

•• .. •• 2

•·' .l

112 10

82

~ +='--n 0 ::s rt t-'•

g (I) 0.. -

Dat<t al

Collec:li<lll

...... 29, 11150. ••••

...... 29 ••••••• •••

...... 30 •••••••••• reb. z •••••.•.••. Fob. 1 ••••••••.•• Fob. 18 •••••••.••

rob. 2s .••••• ' •••. Fob. n •••••••••• liar. u .......... Apr. s .•......... ....... , •.......... Jluc. 5 ••••••••••• ----------

'rime Dlschario feb)

3:00p.m. 248 5:30p.m. 231 8:30a.m. 350 3:40p.m. 338

12:15 a.m. 280 11:15 a.m. 150

2:00p.m. 152 2:00p.m. 152 1:50 a.m. 3U t:OO a.m, 185 1:55 p.m, U8

10:00p.n, ~. ~') l

MONONGAHELA RIVER BASIN--continued

SALEK FOBX AT SALEM, V. VA.--<:ontinued

ParUcle alze analyses of suspended sediment, water year October 19~5 to September 19515

(ll'ethods of a.nalysls: B, bottom Withdn.w.al tube; D, decantation; P. pipet ; S, steve; N, in u.ath'e water;

-·- .............. -...... , C. cbemlcallv dlsoersed: M. mechanically dispersed)

S..Spended sediment

Water tem.~ Concentration

Concentntlon Percent finer than indicated size, tn m.Jlllmeters of suspension per- oloamplo

aturo azulyzed ,.,) (ppm) (ppm) 0.002 0.004 0.008 0.010 0.031 o.ou 0.125 0.250

1,220 1,1160 30 43 eo 18 8Z n 119 100

118 2,180 28 40 54 10 88 88 86 119

1,140 2,410 21 38 50 85 78 85 119 100

825 1, 410 30 41 51 11 11 to 18 19

451 815 28 35 43 55 85 ,. 82 18

1111 418 -- 4t 54 13 85 02 118 100

2, 010 1, 840 28 30 n • 84 02 18 100

2,010 1, 890 20 32 50 ee 84 12 .. 100

tao 1,110 25 42 50 83 14 ae 14 " 265 431 :rr 48 54 11 8Z 11 ., 100

1,160 1,440 48 82 11 11 .. 119 119 100

502 1,130 « eo 14 - ____ !_5_ to__ --~-L_!_!_- ••

0.350 0. 500

--100 --100 100 ------

100 -· --100

----

Methods til

analysts

1.000

BSWCIII BSWCM BSWCM BSWCM BSWCM BSWCM

BSWCU: BSNM BSWCM BSWCM BSWCM BSWCM

00 ~

)IU~OSG.\Illi..A IIIHII BASIN· -Cunt I nu"d

SALEM fOKK AT SALt~, W. VA,

l..OCATiOl".--At .,,,.trt• w~tt(hf ~""l!l' ut hrlJ~t,•, 0.4 m~lc Unwnsla•eam from .,:al(inl( slattun, 0.6 mllt• Oownsln•am fl'om Hu~ Hut,, 0.4 mtle Hptltream from CherrycaMp Run, and l,o\ m1lcs northt·o~t uf ::ior.~lr•1n, llan·teun l<>unty.

llltAINAvt. Allt:A.··H.~2 hquar•• mii~K. KI.CVHll~ A\',\LJ..,\III,t.,••'i<'UIInenl I'CCurds U..tuhol' 19J4 tl> Scplc1•brr 1957, p<!riOdiC. k.t.:MAKKS. --kc!t'tH'dH ot· d):;t;h:u·.;t• fr,t• Wiot(t:'l' p.•ar O<~t,Jbcr 19~6 tu S~plembcr l957 1uven

111 wSP 1:.ua. t'h>w i••l'lly rc.:ulal"d ~~~ 4 d~tentlon roAervolre hovlnR co .. blnt'd LVI\PUl't61")l "lUI'.-ICt' cnpu:Jly of :H6,4 IC"I'C•f~r\,

Pl'l"lndlr dt:ll!tMUHttlnnfli uf ~n&p«"ndttd·ll('lttlr-nent dilthar~te, •ater "'"' Oc-tol.)(lr 1058 to ~ptflmbflr l9&7 - . ... . ' . .. . . ...... - T- - ---- . -Au••,;.~;~ ~.·~;;.~. - ---- -·- -

U•t• Ttme Ouu h.utct+ F . .a-.M.~,.-------· ;;:ch-:;;;--.. ________ ···.10- p-.-m-.~- ·-~~~1.:-- __ _:_:.t;::ton ft ~~~· porlll'l

()d. 23, 195~............ .• • • , ... """· 1.................. 9·25 >.m. ),5 18 0.2 Nuv. 9 • • • • • • .. • . .. . .. • . 9.05 a.m. • 8 II (I) NoY. II .... , ...... , .. ,., 111:25 a. m, , 8 I 12 (I) Der.1 ................. ZOSp.m. 3.1 8 ,1

O.r. 13................. 3:25 p.m. 63 80 14 Dec. 14 ................ 1·45 >.m.

1 1.090 984 2,800

Dec. 14................. ~:00 •.m. 1,490 931 2,740 O.e. I 5 ..... , .. .. .. • .. .. 8:30 •- m. 89 98 24 O.r. 21. ................ 11:15 a, m.l Uti 104 36

Dec. 26,................ 2:00p.m. 18 U , 8 Jan. 10, IV57 • .. .. .. .. .. 9:00 a. n1. 169 106 48 Jan. 21 .. • .. • .. .. .. .. • .. 2:40p.m. 38 201 21 Jan. 29 ................. 11.30 a.m. H SO 10 Feb, 1.......... ... • .. .. 1:50 p.m. 126 250 It

Fob. 1 .................. 8:00p.m. 185 Feb. s ................... 10:35 •· m. P. 2 F•h. 12 ················ 12:10 p, rn. 27 fob. 19 .... ; ............ I 2:3u p.m. 7. s. Feb. 26 ................. 11:15 a.m. 4.i

fob. 27 ................. 3:25 p, m. 31 Mar. 1 .................. II:J~ a.m. 60 Ma.r, s ......... , ....... 11:(}5 a.m.

'· 6 M;~r, 13 ................. 2:00 r. m. e. 3 Mar. 19 ................. 3:30p.m. 4. 3

Mo~r. 25 ................. j11:00a.m. 4. I AiJr. 2 .................. 2:30p.m. 94 Apr. ................... II :45 a.m . 30 .... pr. 8 .................. ll:UU a.m. 295

"P'· 8 .................. 12:30 p. "'· 231 ... ...... . ... "pr. 8 .................. 2:30p.m. 185 .... pr. ~ ················· 2:00 11.m. 46 Apr. 16 .................. I 1:30 p, rn. •- ~ Apr. 17 ················ 111:4> a.m. 5. 4 Apr. 23 ................. 2:15 p. "'· 5.6

Apr. 30 ................. 1

2:00p.m. 3. 4 May7 ................... 1:05 p.m. .9 May IS .............. : .. ll::liJ a.m. 1.5 May 21 .................. I 4:UU p. n\, ~. 7 May 28 .................. 14:211 p ..... .4

June 4 , ••••.. , .••• , ••••• 9:00 ill. hl. ,06 June II ................. \'1:30a.m. . OR ,Junr )8 ••. ~., ., •• ,,, •• ,, 1:45 a.m. .08 Jun• 25 ..... , ........... 11:30 •.m. ,j

July 2 ·················· 3:3U p.m. . 8

Julvll ................. .'. I 8:30 •· m. 1.2 July 15 .•• ,,,,.,.,,,.,,,, I 3:30p.m. • 08 July 23 ................. R:30 a, m. 8.6 JulyJO .................. 1:30 p.m. • J .... ~. 13 ................. 8:00a.m • .I

Aug. 23 ................. R:OO a.m. • 2 Aug. 28 ................. 2:4~ p.m. .2 S.pt. 4 .................. 12:0~ p.m. . a Sept. 18 ................ I 2:4~ v. m. 8.1 Sept. 18 ................. 3:4S p, m. .6 Sept. 24 ················ I 2:45p.m. • T

t Leao than 0. 05 tun.

TABLE 4 (continued)

194 14 58 8

14

57 46 12' 22 16

14 91 80

2,240 878

238 52 16 17 17

14 18 51 24 20

40 18 68 36 l8

20 36 31 24 3S

22 27 12 20 8

•

•• .3 4.1 • 2 .z

4. I 7,4 .2 .5 .a • 2

23 •• 5

I, 780 422

118

(I)

(l)

(I) (I) (I) (I) (I)

(II

(t) (I)

(I) (I) (t)

(I) (I)

1.4 .2 .2 .2

,I

.2

.a

.I

• 7

84

~ ~ -0 0 ::s t1' ..... g (I) c. -

MONONGAHELA RIVER BASIN--Continu~d

SALEM FORK AT SALEM, W. VA.--Continued

Particle-size :an..~.lyses of suspended sediment, water year October 1956 to Septembef 1957

(Methods of a.naly51s: B, bottom w1thdrawa.l tube; D, d«antaUon; P, pipet; S, s1eve; N. m native water; W, m distilled r.~.ter; C, chem1cally dlspPrsed; M, mechanically dis~rsed}

Dls~:argel;.~•-r ~-~--~~~:m~~~~~-~ =--=-~ ~--~~~~; Date of

CollecUon Time

(cfa) tper. I Concentration ~ of suspenslon I ature ! of sample , analyz~d r--T---- -r- ---("F) I (ppm) ! (ppm) ! o_ 002 o_ 004 ' 0. 008

Dec. 14. 1956... 7:45 •- "'·I ~;;;- I --- \ .. - --~8~ j - 1:-J~ -~ - 3l --t, -.~- +--56--Dec. 14... ..... . 9:00a.m. 1,490 , 931 · 787 i 34 . 47 ; 61 Apr.8,1957 •... 11:00•.m·l 295 I 1 2.240

1• 1.560 I 31 44 58

Apr. 8......... , 12:30 p.m. 231 ! ' 676 743 1 25 lll 52 Apr.~ .......... 112:30 p.m. I 231 676 ' 804 • 17 i 29 49

- -~- ----------------------Pt'rcent hner than indicated size, in millimeters

[;~1~F-~~;~El-o-~2~[o~~J ~-~w _J o. soo it.ooo

I 70 81 ' 87 I 93 t 98 I ' 100 ! . t 76 I 84 I 90 93 I 97 I I 99,100 ' 72 I 86 95 ~~ I 100 l --

67 81 90 96 99 ' 100 i 66 ' 77 I 89 ' ~s ! 99 ' too

1 I

Method.s of

analysb.

BSWCM BSWCM BSWCM BSWCM BSNM

00 ~

110-GABELA lliT'ER BAJJJI-coattoued

3A-80&, IALIII JUJU[ AT IALIII, W. TA.

LOCATIO!I,--At wlre-welrht pp at bridge, 0.4 aUe dcnmetreaa fi'OII recorder pp, 0,8 aile downetreaa froa Dog Rua, 0,4 aile upetreaa fi'OII Cberrreaap llua, aod 1.4 alleo .. rt..._t of Salea, Barrl•oa County.

DRAINAGE AAEA.--8.32 square au .. (abon pglq etatloo). llECORDS ATAILAIILE,--Bedlaeat recorda: October 19~4 to September 19&8, periodic. llBMARXB.--Publlehed and uapubllehed data are oa flle lo the dletrlct office at Coluabaa,

Oblo. Reeord• of dl•eharge for water year October 1157 to lepteaber 19&• l'lftB la WSP 1&1111. now partlr regulated br 4 deteotloe re .. nolre hart .. ooaltloed te...,..r, otorap eapacltr of 341.4 acre-feet, '

Perlodlo deteraloatloao Of euapeaded-oedl .. at dlecharp, water rear Oct-r 1937 to llept-ber 19118

Date of Dtecharp Meaa Dtech&rll coUectloa Time (da) -centr.UO. (tonapel'tla,

(ppm)

Oct. 1, 181'7 ...... 2:30p.m. 0.1 11 (I) Oet. ' ••••••••••• 12:35 p.m. 4.5 22 0.1 Oct. 8 ••••••••••• 2:30p.m. 1.1 10 (I) oct. 15 .......... 2:10p.m. .2 Ill (I) oct. 18 •••••••••• 3:15p.m. 2.1 IS. .1

oct. 22 •••••••••• 3:00p.m. ,., Ill (I) Oct. 24 •••••••••• 12:30 p.m. 38.0 53 1.4 OCt. 30 .......... 11:50 a.m. 3.1 18 .a No.,, 5 ••••••••••• 1:30 p.m. 1.3 Ill .I NOT. 13 .......... 2:20p.m. 2.2 11 .I

NOT, 18 •••••••••• 11:50 Lm. 41.0 114 14.0 NOT, 22 •••••••••• 11:30 Lm. 4.8 14 .a Nov. 21 •••••••••• 11:15 a.m. 1. 8 11 .I Dec. 2 ••••••••••• 3:40p.m. 5.2 18 .a Dec. 4 •••••••• , , • 1:00 p.m. 13,0 28 4.0

I>ee. 1 • , ••••••••• 3:00p.m. 1'11 84 38 Dee. 1 •••••• , •••• 4:35p.m. 119 58 28 I>ee. ' • • • • • • • • • • • 8:15p.m. 388 138 584 Dec. 1 ••••• .- ••••• ll:lS p.m. 252 184 125 JJec. 1 • • •' • • • • • • • 10:20 p.m. :118 128 78

I>ec. 8 •••• , • , , , , • 3:45p.m. 811 48 ••• Dec. I,,,,,,,,,, • 11:00 a.m. u u 4.0 Dec. 13 ••• ' •••••• 2:15p.m. 6.1 18. .3 Dec. 16 ••• ' •••••• 3:00p.m. a. a Ill .4 Dec, 18 •••••••••• 3:45p.m. 2ll 28 1.1

Dec. 18 I I I I I I I I I I 1:50 p.m. 22 22 1.a Dec. 20 .......... 2:25p.m. 56 ?8 u.o Dec. 20 ••• ' •••••• 3:30p.m. 'I? 1'11 36 Dec. 23 •••• -. ••••• 3:30p.m. 12 40 I. a Dec. 28 •••••••••• 8:00 Lm. :158 144 100

Dec. 28 1 II Ill Ill I 11:00 a.m. 2?0 141 103 Dec. 26 .......... 12:45 p.m. au 113 83 Dec. 2? .......... 2:30p.m. &4 40 18 Dec, 31,,,,,,,,,, 9:15 Lm. 8.8 u .a Jan. '1, 11118 ..... 11:45 Lmo 3.7 • .1

Jan. 14 ........... 9:30 Lm. 17 .au Sl Jan. 21 •• ,.,,., ,, • 9:30 Lm. 8.8 12 .a Jan. 21,., ,, , , ,, , , 2:15p.m. 18 14 .I Feb. 4 ••••••••••• 2:00p.m. a.e 12 .a Feb. 1 • , • , , •• , ••• 11:30 Lm. l14 88 ., Feb. 11 1 I I II I I II I 12:41 p.m. 10 14 .4 Feb, II.,,,,, •• •• 10:45 a.m. 44 , 4,4 Feb. 2T , , , , , , , , , , 10:30 LIDo 80 80 II Mat. 4 .......... 10:00 a.m. ••• 22 .4 Mar. 11. ••••• ,,, • 1:30 ,. •• ••• 11 .a

l LIN Ulan O, 01 kla.

TABLE 4 (continued)

_.

86

Dato of collection

Mar. 18, 1858 ....... Mar. 25 ............ Mar. 28.,, ,,,, •••••• t.pr. 1 I Itt I I It Itt I It

Apr. i ••••••••••••••

Apr. 16 •••••• ' •••••• t.pr. 2l ................ Apr. 22 ••••••••••••• t.pr, 2g ••••••••••••• Apr. 20 •••••••••••••

t.pr. 2i 11 lit tt 1 t Itt 1

Apr. 20 , , , , , , , , , , , , , May5 .............. May 5, ,, , , ,, , , ,, ,, , , May 6 .............. May 6, ,,, ••••• ,,, ,,, May 8. ••• •••, ,,, , ••• May 13,,,, ••,,,,,,,, May 20,., •• , • •,.,,, • MaJ 21 •, •,.,.,, •.,,,

June a •••••••••••••• Juno 11 ........ ' .... June 1'7 , , , • , , , , , , , , • June 24 •• ,.,.,,, •,,,, June 30 •• ,,.,,,,,,,,,

JulylO.,,,.,,,,,,,,, July 15,,,,,,,,,,,,,, Julyl6 •• , •• ,,,,,,,,, July16.,,.,,,,,,,,,. July18 ............. July 22 ,,, ,, , •• •• ••• • July 23,,,,,,.,.,,,,, July 23 ••• ,,, •• •• , , , , July 23,,,,.,.,,,, • •, July 23.,,, .. ••, •·~,. •

July 2311 I It I I I I I I II I

July 24.,,,,.,, ,, , , , , July zg •••••••••••••• Aug. 'l , , , , , , , , , ••• , , Aug. 8 ••••••••••••••

Aug. 12 ••••••••••••• Aug.

20 ••••••••••••• Aug. 25 ••••••••••••• Sept. 10 t I I I I I I I I It I I

Sept. 18 ••••••••••••• Sept. 22 •••••••••••••

t Le .. Ulan o. 01 ....

IIOJI'OliGAJIELA una B.UIII'•-<lo11Ualle4

34•8011, ll.u.EII fORJ: AT IIALEII, 11, TA,-Cootlalle4

Pe~lodlc deter•lnatlOn• ot •uapeDded-•edl•ent dl•charc­water yeor October 11147 to lleptellber uaa--coothued •

Dl&tharl• M~an Time (cia) coocentratloll

(ppm)

10:~5 a.m. 14 10 2:30p.m. Ill 80 2:40p.m. II 18 4:00 p.m. 14 14

11:00 a.m. 15 I

l:t5p.m. 6.1 1 lt :00 a.m. 28 H 3:40p.m. 45 4S

10:00 a, m, 108 1,150 12:15 p.m. 189 426

2:15p.m. 162 246 3:15p.m. 154 116 12~0 p.m. 'Ill& 65T 2:10p.m. &n 366 3:50p.m. au aaa

11:15 a.m. ag 114 ll:45 p.m. 13 68 3:30p.m. 1,6 25

11:25 a.m. 1.11 1:1 3:30p.m. •• 18

1~0 p.m. •• 10 11:00 a. m, .s 20 10:00 a.m. 1,T Ill 11:00 a.m. 2.8 42 3:00p.m. 1.1 •

11:00 a, m. 0.1 I 11:00 p. m, T76 1,130 10:15 a.m. 120 88 •:ao p.m. 75 '15

12:45 p.m. 48 It&

3:~0 p.m. 7.1 20 8:30a.m. 118 86

10:40 a.m. 130 '19 12:15 p.m. 158 BT 2:15p.m. I'll 102

3:30p.m. 169 80 5:00p.m. 45 40 2:30p.m. 16 30 '1:30 a.m. 2.1 12 9:30a.m. 233 UQ

8:00a.m. 1.4 12 7:00a.m. 1.4 13

11:50 a.m. 8.3 611 11:30 a.m. .4 20 2:00p.m. 22 28 3:20p.m. 11 aa

TABLE 4 (continued)

87

DIBehUia (lona ,. .. day)

O.l S.l 1.0 l.O .a

(I) 2.1 5.1

615 211

108 73

1,620 680 286

aT 14

.4

.1 (I)

(t) (I)

.1

•• (I)

(t) .. ,110

28 u 22

.'4 21 28 ST 4T

ae 4.9 1.3 . .I

100

.a (I)

l.:t (I)

I.T

••

~ ~ ,J:oo -0 0 ::s rt t-'-

E (I) p.. -

Do.te ol. Time

. collecUon

Dec. T, 1857 ••• 8;15 p.m. Dec. T ••••••••• 8:15p.m. Mars, 1858 •••• 12:45 p.m. Mar 11 •••••••••• 12:45 p.m. .Jw1 u ......... 11:00 p.m.

MONONGAHELA RIVER BASIN--continued

SALEM FORK AT SALEM, W. VA.--continued

Particle-siu analyses or suspt'ndt"d sed1mE"nt, water year Octr-.lkor 1956 to September 1957 (Methods of analysts: B, t).)ttom withdrawal tube; D, dt'('anb.tion: P, pipet; S, s1eve; N, Ul native W"tlter;

w. tn distilled water; C, chemtrally dispersed; M, mechanically dispersed) . ·-

Water luapeoded aedimeot

tem-Dl.ecbarp Concentra.Uon ~·)

per- ConcentraUon ol. sus pens I on Percent fl.ner than Indicated al2e, ill millimeters

ature ol. sample analyzed r" (ppm.) (ppm) 0.002 0.00. 0.008 0.016 0.031 O.CM2 0.125 0.250

388 S38 1,040 43 51 15 80 86 82 Ill 1111 388 S38 1,050 24 :14 52 IG 83 88 as 88 816 857 742 24 38 so 85 75 ll 80 n 1116 651 117 22 n 48 IT ao ... 82 118 .,. 1,330 1,800 .. 116 12 .. t3 85 81 100

- ----

Methoda ol.

anal )'ala

0.500

100. SBWCM 100 SBNM 100 SBWM 100 SBNM -- SBWCH

-

~

·t &j ~ -(') g rt .... a (!) 1:4 -

OHIO RIVER MAIM STEM

ALL!GHINY RIVER AT llTTAKIHNG, PA.

LOCATIOK.--At city raw-water intake, about 1,000 feet upstream from bridge on U.S. Highway 422, at Kittanning, Ar.strong County, and about 1,500 feet downstream fro. gaging station.

DRAINAGE AREA.--8,973 square miles. I&OOBDS AVAILABLE.~-cbeaical analyses: September 1906 to September 1907; October 1944 to June 1953; October 1956 to Septeaber 1957.

Water teaperatures: October 1944 to June 1953; October 1956 to September 1957. IITREXES, 1956-57.--Hardness: Maxiaua, 114 ppm Sept. 8-28; miniaum, 41 PP• Jan. 24-31.

Specific conductance: Maximum daily, 420 aicromhos Sept. 26; minimum daily, 101 microahos Jan. 25, 26. Water te•peratures: Naxi•u., 86•r July 31, Aug. 4.

IITkEMES, (1906-07, 1944-53, 1956-57) .--Dissolved solids, (1906-07, 1944-47): Maximum, 304 pp• Oct. 11-20, 1946; mini~um. 54 ppm Jan. 7-15, 1901. Hardness, (1906-07, 1944-47, 1949-53, 1956-57): Maximum, 148 ppm Sept. 11-20, 1952; minimum, 29 ppm Jan. 7-15, 1907. Specific conductance: Maximum daily, 580 aicromhos Oct. 18, 1946; ainiau. daily, 92 aicromhos Mar. 15, 1952. Water temperatures, (1950-53, 1956-57): Maximum, 86'F July 31, Aug. 4, 1957; ainiaua, freezing point Dec. 17, 1951.

IIMARXS.--Records of specific conductance of daily saaples available in district office at Philadelphia, Pa. Records Ql discharge tor water year October 1956 to Septe•ber 1957 given in WSP 1505.

Chemical analyses, in parta per mHllon. water year October 1956 to September li5'7

I DiNolved Hardneas Speclfi<

Me :Ill Cat- Wag- Potu- I B•car- aolld• aa CaCO, conduct-

Date ol collection discharce Silica Iron Sod1um

stum \ bonate Sulfate Clllor icW , Fluor ide Nitrate (residue :IIICO

(SI01) (Fe) c:ium neal"m (Hal tSO.I (CI) (F) (IIOJ Calcium, Non- I (micro-Ids) (Cal (Mg) (K) tHC01) on nap-

mag- t:arbon- mhos at oration

~!'!...:<:! r.eatu:m :Lte zs•c) ---

Oct. 1-10, 1i56 .••.• 8,300 1.5 0. 03 11 7. I 15 4Z 40 1i 0.1 ~ 0. 4 129 12 37 21i Oct. 11-20 .• ' ...•.. 5,400 -· .. -- -- 15 48 35 22 - .5 15 36 234 Oct. 21-31 .......... 3.750 -- -- -- -- 18 50 u 26 -. . 4 -- 83 42 2U lloY. 1-20 ....•.••.• 4,220 -- -- -- -- 21 54 48 ' 30 -· .1 -- flO 46 293 Now. 21-30 ••••.•••• 10,800 -- -· -- -- 18 45 33 22 -· 1.1 -- ea 31 223

Dee. 1-10 .......... l'f,400 -- -- -- -- 12 40 :18 17 -· I. 5 -- eo n 18P O.C:. 11-23, 2V-31 •• 20,1100 -- -- -- -- i.2 2'1 so 1.1 -- 2.0 -- 41 2'1 150 Ju. 11·22, 1857 ... 11.400 -- -· -- -· 12 sa 44 10 -- 2. 7 -- 70 45 226 ...... 24-31. ......... 4i,400 -- -- -· -- a.o 11 25 7.8 -- 2.3 -- 41 25 117

Feb. 1-10 •••••.•••. 11,1100 a. 5 .07 16 3. 8 7. 5

I 1. 2 22 39 10 .I 1 .• 1M 511 lH 188

...... 1-'f ........... 25,'JOO 7. a .0& 13 2. 8 4. 8 1.1 18 28 •. 2 .I 1.4 to 44 2t 137 Mar. 1-29 ......... 18,300 s. a .0& u s. s a. • 1. 1 25 31 11 .1 1. 2 8t 51 so 158 ...... 30-Ajlr. a .... 29,800 4.t .12 15 4. 2 7.8 1. 2 22 38 11 .1 1.0 lOt 55 37 188

...... ., .... , ...... 13,800 -- -- ·- -- 1.2 11 2'1 '·' -- 1.3 -- 4S 25 no llaJ'f·21 ........... 13,100 -- -- -- -- 111

31 Jl 1S -- •• -- M 32 178 ... , 22-2'1 •. - .•..••. 11,400 -- -- -- -- 14 so 2'1 13 -- 1.3 -- u 18 157 ... , :18-J-17 .... 5,'f10 -- -- -· -· 14 II ,. 11 -· •• -- . 10 20 202

,;;;;;u.:it. 1957 ..... - ·- r- . -

I 8,770 ·- -- -- -- 20 u 43 22 -- 0.8 -- "

, H2 J11M 30-Jul y 7 ....... 18,800 -- ·- .. -- 7.1 32 :18 11 -· 1.5 -- 54 28 157 JuiJI-17. U. 20 ..... 4,1140 ·- -- -- -- 17 48 33 22 -- .. -- •• 28 204 July 21·AIIC. I •.••... 2,020 -- -- -- -- 22 58 4S 25 -- .. ·- tO 33 275

AIIC. 1-S..pt. 7 ....... 1,240 5.1 0.01 28 1.0 24 l 2.0 84 81 33 0.2 .. 214 til 47 328 S..pt. 8·:18 ...•••.•.•. 1. 540 4.4 .01 33 7. 5 30 2. 2 84 71 42 .I .. 24a 114 t1 387

WeJChted averace 12,500 --- ·- -· -- -- - -- ·- 42 40 20 -- I. I -- 70 38 %24 - -

~---

pH I Color

! . I ·--+- ··-

l. 1 i 2 7. 2 4 7. 4 4 7.1 2 1.3 5

8.9 4 •. 9 3 7. 1 3 8. 7 0

a.s 5 8.0 7 1.2 5 a. 5 8

•• 2 13 a.s 1S a_t 4 1.7 5

1.1 4 a. a ' &.I 5 8.7 4

'f. 4 s 7.3 ' -- 5

00 .(,C

~ ~ ~ -g 1::1 rt ..... =­c:: (1) Cl.o ._,

YOUGH!<X;HENY Rl VER AT McKEESPORT, PA.

LOCATION.--At base of 15th Stret•t Bridg~ tn McKe.,sport, AlleKh~ny County, Sit<' of raw-water intake for !olcX~esport Water Works, approximat<•ly 11 miles from junction of Monongahela and Youghtogheny River.

DRAINAGE AR!:A. --1,732 squart> llllPs. RECORDS AVAILABLE --Chemtcal analysPs: October 1956 to September 1957.

Water temperatures: October 19~6 to Sept<'mber 1957. EXTREMES, 1956-57 --Hardness: 'laxtmum, 172 ppm Jun<' t-9; minimum. 52 ppm !'eb. 1-17.

Specific conductanc~: Maximum dally, 7tfJ. mtcromhos Aug. 21; mlnimum dally. 162 micromhos Feb. 3. Water temperatures: Maxtmum dally, 83'F· July 22.

UNARKS.--Records of specific conductance and pH of datly samples available in district of!lce at Philadelphia, l'a.

Chemi("al analyses, i.l'l parts per million, water year October 1956 to September 1957 -Tem ... l ! I I .----, I l I DI~OhtedT K~~n~~:- Spe:~ -: -,.---

Mean Sal1ca

Alum- : Ma~- Cal- ":,'~ • I So- :::- 1 B1car-. Sui- 1 Chio- fluo~ Ill- SOlid:; l- ii~ C.(~ r •l~o COOdUI.:t • ) 1 Date of coll~ction dischArge pera~ mum Iron ga. ciurn e ! dtum , bonatt-' fiite ; ruie nde trate Cre~Hdue 1 --- ~ .,1 tdlty I ance 1 pH 'cotM

(cis) lure (SiO,) (AI) (Fe) ne~e (C ) Slum , (Na) ••um '(KCO,)I (SO I I (CI) IFI (NO,) on evap- I Cak1um. No"· I •tl''t (m>cr<•-('F) (Mn) a (Mg) I (K) j • • oration mag. <uh""j ! mhos at

. --r--· at_1_8:J~~nt>-~m --~ ___ :__~---Oct. 1-10, 1956.- 6.1 2.3 o.oo o.s7 3t 1.s ! za 1.s o I 169 I e.o 0.1 l.J i · 274 , 117 I 127 i 0:2 430 4. 3\•· 3 Oct. 11-20 ...... --, -- -- .52 -- -- . -· -- 0 174 8.0 -· 1.1 ' 116 I 118 I .2 t 451 4.1~: 1 Ocl. 21-31 ...... .. . . -- .82 ·- ·-I -- -- 0 203 ! 8.0 ·- i l. 0 - , 133 u3 1 .2 ~ -;,;, .. ~~- 2 Nov. 1-10 ....... -- -- ·- ·- -· .. , ·- 0 184 5.8 .. I J. 3 ! 118 i 118 2 ,~, • J''l 2 Nov. 11-20 ...... -. I -- __ J -- -- -- -- ·- 0 188 5.5 -- I. 8 -- 116 116 1 4WI 4 10; I Nov. 21-30 ...... ·- -- -- -- .. -- -· -- 0 154 5.8 -· 1.8 • - 94 !14 i . • I 392 I 4. 20' J

Dec. 1-4 ........ -- -. -· .. -· -· -- -- 0 116 4.1 -- 1 2 .• -- ItO 110 • . 2 455 ! 4. 201 I Dec. 14, 24, 25, 28 .. -- -· .. .. -- 15 15 81 4.8 -· 4.0 -- 74 62 -- 234

16. 7 1 I Jan. 2, 5, 10, 1957 -· -- -- ·- .. . - 17 g 104 4.6 -· 4.3 -- 88 81 -- 276 6. 5 · I

Jan. 16, 18, 20 •. -- -· -- .. -- --- 18 I 106 4. 3 ·- 3. 2 .. 84 79 .. 212 6, 0 2 Jan. Zl-31 ...... ·- .. ·- .. .. . - 16 • 84 4. 2 -- 3. 2 .. 65 80 ·- 209 16. 2 2

Fob. 1-11 ....... ·- -· ·- .. ·- .. 14 5 88 4.0 -- 3. 8 -- 52 48 ·- 184 5. 9 2 Fob. 18-25 ...... -· -· -- -· -- . - 13 2 85 4.2 -- 2.8 ·- 70 68 .. 223 5.1 3 Mar. 1-18 ....... -· ·- -· ·- ·- .. 20 4 113 5. 2 -- 2. 8 -- 88 84 ·- 286 5. 8 4 Mar. 20-Apr. 2 .. -· -- -· ·- -- ·-- 28 1 136 8.0 -- 3.4 -- 98 97 .. 341 4. 6 I

Ac>r. S-11 ....... -· -- -· -- .. 14 11 82 4.2 -· 3. 6 -- -74 65 ·- 229 6. I 3 Ac>r. U-25 •••.•• -· -- -- .- .. . - 18 7 118 4. 7 -- 3.0 .. 88 92 ·- 303 5, 9 2 , .. Apr. 30-May 1 ... ·- ·- -· -- .. 31 2 181 1..4 -- 2.0 ·- 112 110 -- 378 5.0 4 ... , 1-13 ........ ·- -- -- -- ·- ·- -- I -- 0 248 8.2 -- I. 5 -- 104 164 .3 seg 4.00 4 ... , 15-25, 27' as.

0 S02 30, u ......... -· -- -- -· ·- ·- -- -- 208 1.1 -- 3.0 -- 128 128 .4 3.W 3 ---·-- -·- ------- ·-- . -JW>e 1-t, 1951 ... -- -- -- -· -- ·- .. ·- 0 303 1.4 -- 2.1 -- 172 n2• o. 5 685 3. 55 3 June 10-19 ...... -- -- -- .. -- -· ·- -- 0 114 1.4 -- 4.1 -- 124 124 .1 no 4.05 3 June 20, 22, 24, 30 July e. 8 ..•...• 8.1 0.7 0.03 0.17 36 12 44 2.0 0 232 6.0 0.2 2.4 344 153 1$3 0.5 578 s.oo 2 July 9-12 ....... ·- -- . - ·- .. .. .. ·- 0 1118 1.3 -- 3.4 -- -· -- .2 457 4.10 3 July 13, 15, 2'7, 29 Aur;. 3, 5, II .. -- -- ·- -- ·- ·- .. ·- 0 251 7.5 -· 2. s -- 144 144 .4 824 3.10 3

Auc. 12-26,28-30-Sept. 1-6. 8-10 -- -- -- -· .. -. .. -· 0 282 1.7 -· 3.0 -- ISO ISO .5 871 3.60 3 S.pl. 11-28 ...... -· -· -· .. .. .. ·- -- 0 257 1.9 -- 2.1 -- 148 146 .4 118 3.70 3 We !Jhted aver age -· -- ·- .. -- -- -· -- 2 178 5.8 -- 2. 7 .. 114 IU ·- 438 -- 3

··- _L__ __

~

~ ,.::.. -(') 0 ::s rt 1-'-

E (D (l. -

OHIO RIVeR ~~IN STt~

OHIO RIHR U \MBRIDGr:, P~.

LOCATION~--At bridgP on State Highway 930 at AmnridRe. Reavt~r County, J.2 milt.•s down~trttam f1·om 5f"lr'ickh•y Crt-Pk, and apvrox1•a~t·l)l 5 •iles belo..- gaging:

station at Sewickley, Allt·l(h~ny County. DRAIN ... GE AREA. --19,560 squar~ onl<'s.

RECORDS AVAIL.t.BLE.-..Ch"mical analyses: October 1945 to .run•· 195J. Ocl<>b<'r· 1!1:.,; ro S"plemb•r· 1957.

'Vater lemperatun~s: Octobf'r 1945 to June 1953. Octobt·r 1~56 tu s~·~;tt•mht.•r IY.'l7.

EXTREMES, 1956-57.--Hardne:;.s: Maxtmum, 210 ppm Aul(. 18 to S•·pt. 19. Sept. 211<10. mlntmt:m, :>2 PI'"' Jan 2·1-31. Apr. 7-15

Spectfic conductanct·: Maximum dally, 799 mi<..Tumhos St·pt. 1~ T.l!l!1num da11~. 139 rr'll'romhos Jan. 26.

l>ater lellpHaturefi: Maxi•>Um, 8fi'r· July 22, 29, Aug. 3.

EXTh.EMll;, 1945-53, 1956-57.--0tssolved solids (1945-47): '.laXtmum. 600 ppnr (kt. 1-10 1946. mtntmum, 7!1 VP"' Ap1. 1-10, 1947.

Hardo.,ss (194~-47, 1949-53. 1956-57): !>laximum. 302 ppm Oct. l-10. 1~46, mtntmum, 43 ppm .~pr 1-10. 19~7.

Specific conduct ... nce: Malllmum da1ly, 994. mt<.:romho~ SPpl. 25, 1952: mtntmum d:tily, 107 mH·romhos "4;.~r. 24, 1948.

Water temp<'ralut·es; Maximum, S6'F ~ug. 20, 21, 1947; July 22, 23. 1952; July 2~. 29. Au~~:. 3, 1957; "'ini11unt (194:>-53), r.·~czin.,: potnr ""mao)· .J.ns

durin~ winter months.

RE!otARKS.~-Rc<.:ords of specific conductance of daily samples avatlablt• in d\~trtct nffict.• at Philadelphi.!, Pa. ikcords ''l dist·hOll't:;e for ~a.:; 1 ··~ ... tati··1.

at Seuckley for wat.,r year llctober 1956 to SeptPrnber 1957 KH<'n 10 'oSP 1505.

Cht:mK<tl .t.naty:->t:~. in parts P':'f milhon, water yt:ar Oc:tutxa 1956 to St>ptE"mbt·r l'::t51

-r----- -·r· ---]------~-----,-- ---~------·-~------~-----,- ---c-r-- --, I 1 Dts~h·ed · Ha.rdn~!>~ Sp~ur 1C

ean I C•l- M··· Pntas- Blear- . I I sohds ascaco, condurt·

M S1hca 1 Iron '~ 1 Sodium I . 1 Sulfate Chlorade FIU(Itldt' Nttrate 1 (restdue I 1 ann!·

dl•charge I {S 0) I If e) I crum nesrum ~· (NaJ I stum I bonate (SOl (CI) I (F) (NO) I Cal •um ' lion- I ( pH l •lo•

(cis) I ' (Cal tMg) . (K) (HCO,) ; • , 'ton evap- ' 'I - mr• ro- ' J

' I 1 oratiOn mag- c;uhon 1 mhos at

-1 __ 1._ . •t tao•c) nes1um 1 ate 25.C)

Oct. 1-10, 19~6 ..... 13,000 ~.1 t o.oo T34~1. 10-,-~---27 ----~6 147 +1

..-J --., .., , .. -I "' ',-1-Zl~o~i--; Date of col\ertion

Oct. 11-20.......... to.zoo -- -· 1· -- -- 2s I to 153 H I -- 5.4 -- us 130! .4s~ I~:: 1 3

Oct. 21-31.......... 7.720 -· I -- I ' 36 'f 186 22 -- 6.2 -- 158 152 5!1 6.5 2

NoY. 1.20 . .. . .. .. .. to, 2oo -- -· -- 4~ 4 208 21 -- 4.1 -- 16o 151 s2o 1. s 1 z

NoY. 21-30.... ...... 17,100 -- I -- I -- 1 -- I 29 18 128 24 I -- 5.4 -- r 124 l 1091 406 16.9 1 3

Dec. 1-10 ......... .. Dec. 11-31 ........ . Jllll. 1-20, 1957 •.••• Jan. 21-23 ......... . Jan. 24-31 .•........

Feb. 1-19 -· ....... . Feb. 20-28 ....... .. Mar. 1-23 ......... . lbr. 24-Apr. 4 .... .

Apr. 7-15 ........ .. Apr. 16-May 2 .... .. May 3-8 .......... . ... , 10-22 ....... .. May 23 -June 8 •••.••

June 9-15, 1957 ...... Junt' 16-30 ••••••.... July 1-15 ........... . July 16-28 ......... .. July 29-Aug. 6 ...... .

Auc. 7-17 ......... .. Auc. 18-Sept. u .... . Sept. 20-30 ......... .

Weighted average ..

27,000 68.200 31.300 43,400 118, 1100

72,500 33.200 43,600 39,800

113.000 59.200 23.600 20,1100 15. 5oO

II, 400 13,000 11.100

5.480 4, 280

4,020 2.150 4, 730

29.400

6.9

6 3 6. 7

8.4

9.9

.02

.01

.01

.18

.18

----r--

20

20 25

0.01 I 30

.01 59

.... !

~1

5. I

4. 8 5. 7

6.6

IS

6. 5

9. 8 13

21

82

24 9. 5

14 11 8. I

! 20

i LS

14 n n M n n

1.7 I

I. 7 I 2.0

I ~7 n u

54 I

59

28

8.&

II 14 8

11 10

8 7

12 10

8 14 11 10 8

& 4

11 10

• &

10 I

•

102 57 85

100 41

70 89 17 91

51 54 87

129 118

113 1110 118 159 203

240 286 2110

139

11 1. 9 9.0

13 6. 9

7. 2 11 10 10

8. 5 8.0 P.O

IS 14

18 20 14 18 24

28 34 15 16

.I

.1

.2

..... J

~.·i

0.2

.8

~2 L3 L9 L& L3

LZ ~~~ LO 3.2

~7 ~5 ~3 ~~ L1

~3

~5 ~0

9.9

11 11 12

5. 5 1

IZO

127 1511

210

50'1

114 64 80

100 52

11 85 70 86

~~ ,. 76 97 98

136 154 103 128 154

184 210 210

118

81 53 n 91 44

66 80 60 78

46 48 67 89

92 '

131 I 151

114 120 147

IT9 202 . 205 1

109

323 192 253 305 IS~

201 210 222 274

161 186 258 355 342

458 SOl 335 437 $43

62'7 734 735

386

6. 7 8. 9 6. 3

::~ ,.

6. 7 6.0 6. 9 8,6

8.3 6. 5 6.2 8.0 5. 8

1.5 1.1 &. I I. 3 8.1

5. 9 5,11 5. 8

4 4 3 4 6

4 4 3 5 I

4 5 2

to .,...

i -&::--(") g r1' .... s (I) Q.. -

OHIO RIVER !lAlli STEM

OHIO RIHH AT LOCK AND !lAM ~3. !fUR (;RA"'l> l'IIAih !LI

LOCATION'.--About 1,500 feet upstream from dam, lock and da'" 53 (allt> %~· ttl near Grand Ch.;atr . .,-,.,Jt .... --·t.•.' 1 ·''" t .... , llo•n~'t~t·dra fn>t~~ tHt:l.l~oe

Creek, and 29.7 ailes downstream from Tennessee River. DRAINAGE AREA.--203,100 square miles. II.ECORDS AVAII..ABLE.-~ne .. ical analyses: OctobPr 1954 to S"pte•h•·• 19~7.

Watf'r temperatures: October 1954 to September 1957. EXTREMES, 1956-57.--Dtssolvcd solids: Maximum, 266 ppm Dec. ll·lO, •·•n••WII, 1~9 pp11 f.,b, 1-10

B;ordness:,MaxtmUJII, 160 ppm July 11-12, 14-20; mw1mum, 84 ppm f•·b. 11-20.

Soecific conductance: Max1mum daily, 577 micromhos Dec. 19; mtnimum daily, 170 •ic1·omhos f't.•b. 9. Water temperatures: Maximum, !15'F Aug. 12; minimum, 35'F Jan. 17.

EXTREMES, 1954-57.--Disso1ved solids: Maximwo, 266 ppm Vee. 11-20, 1956; •inimum, 128 rpm Mar. 11-20, 1955.

Hardness: KaxiUIUAI, l60 ppm July 11-12, 14-20, 1957; m1nimum. 84 ppm Mar. 11-20, 1955, ~·eb. 11-20, 1957.

Specific conductance: Maximum daily, 577 aicromhos D('c. 19. 1956; minimum daily~ 170 micromhos h•b ..... 9. 19!'17.

Vater te11peratures: Kaximu111, !17'f Aug. 5, 1955; 11inimum, 34•1· feb. 11, 13, l8, 1955; Jan. 24, 26, 1956.

REIIARKS.--Records of specific conductance of daily sample~ available in district office at Columbus, Ohio. !lo dis<harge records ava11abiP lo•·

this station,

Date of collection

0<1. 1-10, 1956 .. .. 0<1. 11-20 ...... .. O<t. 21-31 ...... .. Nov. 1-10 ...... .. Nov. 11-16, 18-20 . Nov. 21-30 ..... ..

Doc. 1-10 ....... .. Doc. 11-20 ....... . Doc. 21-31 ...... . Jan. 1-10, 1157 .. . Jan. 11-19 ...... .. Jan. 21-31 ....... .

Feb. 1·10 Feb. 11-20 Feb. 21-28 Mor. 1-10 liar. 11-20 Mar. 21-31

Apr. 1-10 Apr. 11-20

Apr. 21-30,1937 .. .. May 1-10 ...... . Moly 11,13-20 ..... . May 21-31 ..... ..

June I, 3·10 ........ June 11-20 June 21, 23-30 ..... . July 1-3, 5-10 ... ..

Mean dtscharce

(cis)

Tem­pera· ture ("f)

Chemical analyses. in parts per mtiUon, water ye;.~r O..:tober 19~6 to September J9J7

Silica (5•00)

Iron (Fe)

6.2 0.02 4.8 .00 3.~ .00 3.9 .00 3,0 .00 3.1 .00

4.1 .02 ~0 -~ L5 .08 9,1 .07 7.5 .07 L4 .W

Man­ga­

nese (Mn)

0.00 .00 .00 .00 .00 .00

Cal­cium (Ca)

34 32 32 37 34 36

Mag-I So­ne- dium

slum I (Na) (Mg)

7.4 14 7 .~ 12 7. 5 13 8. 7 17 1. 8 14 8. 4 17

Po­us­sium (K}

I 2.1 2.1

I 2.0 I 2. 2

1.9 !. 9

Bicar-, Sul .. bonate fate (HCO,) (SO.l

82 80 82 81 80 80

48 43 42 62 50 58

Chlo­ride (CI)

20 17 19 24 2C 24

nuo­ride (F)

0.3 .3 .3 .l .3 .3

Nl· trate (NO,)

2. I 2.1 1.9 3.1 2.4 2.8

Dissolved solids

(residue on evap• oratkm

at 180"C)

116 161 169 205 182 199

Tota;-r !:';!:~ =-=-=:r::L.--j actd- I ance

ity as I (mtcro· H,SO, mhos at

nestum 25 •c)

116 Ill 111 129 116 12>

48 46 44 62 50 59

304 284 292 373 324 342

'l I pH !Color

7. 4 7., 7 .• 7.3 7.2 7 .I

.00 37 8.5 18 1.8 83 52 127 .2 3.9 197 128 80 345 ,7.31 2

.00 45 11 26 2.8 81 II 34 .3 5. 7 286 157 110 439 7.1 2

.00 33 6.9 13 2.2 64 55 17 .2 5.0 189 lll 1'>8 294 7.2 10

.02 32 8.0 10 1.4 70 56 14 .J 4.8 175 113 56 290 7.4' 7

.00 Z7 7.2 8.5 1.9 68 48 10 .4 3.8 152 IT 43 247 7.3 12

.02 30 6.5 10 1.5 81 49 12 .2 4.1 !58 102 52 262 17.41 6

8.4 .08 .00 23 7.0 7.8 1.9 53 37 12 .2 J.7 129 8b 43 223 7.1 8

a.o .14 .oo 25 5.4 6.3 1.1 59 37 9.0 .3 2.4 130 84 36 209 7.3 t8

7.0 .03 .00 28 8.4 6.7 1.6 68 42 10 .2 4.7 148 • 105 49 242 7.2 5

7.0 .01 .00 34 8.5 8.1 1.8 82 49 12 .2 5.2 176 120 53 288 7.5 4

e.e .05 .oo 33 9.5 to 1.4 78 56 13 .2 4.7 180 122 60 298 7.4 4

7.0 .08 .00 35 9.1 II 1.5 82 54 15 .2 3.7 184 12> 08 308 7.51 6

7,2 .13 .15 30 8.0 9.2 1.8 14 47 12 .4 3.0 170 108 48 271 7.4 10

10 .06 .05 30 1.4 5.9 1.1 11 39 1.5 .4 4.9 157 106 '14 247 7.4 8

---:~· I I a.• , o.05 o.oo 34 9.411 &.• 1 1.a 84 50 to o.3 •. , 174 1z4 ~ 211s 1.o e

1.8 I .02 .00 42 11 8.7 I 1.8 104 82 13 .2 4.1 223 !50 65 324 7.0 5

11 .01 .03 41 12 9.6 1.7 114 55 13 .2 •. 4 228 152 I 1'>8 328 7.7 5

o.• .08 .o1 33 a.4 1.1 I 2.o 89 4o 10 .2 4.t t79 111 " 262 7.6 1

13 .05 .02 31 10 8.1 2.0 112 43 . 10 .2 3.5 191 134 42 310 1.2 9

13 .04 .01 39 10 9.7 I 2.0' 119 43 12 .2 3.2 194 139 41 321 1.~ 1 G

12 .fll .32 46 ll i 9.7 2.21 133 49 13 i .2 5.8 222 160 ~I 360 7.3, 7

9.3 .05 .01 39 9.91 8. 7 I 2.0 115 42 112 i .2 3.2 192 136 I 42 I 312 7.3 7

9.8 .ool .21 n 9.71to I 2.1 1~~~ I u u I .2 s.2 206 142

1. 48

1. I 331 1.21 1

12 .12• .zo 41 11 I 9.8 2.0 1126 4$ II I .2 4.7 219 147 44 334 7.4 7

Au~. 1-1~ ........ ! 7.1 1 .021 .00 36 1 9.6 i 8.2 1. 2.0 I 114 ,~ 39 : 12 -~ 3.4 177 130 361 301 7.6

1, 6

A"". 11-.o ........ 6.9 .oo .oo I 35 1

9.2 8.6 1.8 1 113 37 1 11 .5 2.2 168 126 33 291 J 7.6 s

~u~. 21·31 ........ 5.1 I .02 01 31 9.21 8.ti 2.1 I 100 ' 37 11 I .2 1.0 !59 116 34 272 7.2 4

~·p.l. I·IG ........ \ . 3 .. ~ .031 .01 I 3~ 8.6, 9.3 I 1.8 98 I 35 I 12 ' .2, .8 102 Ill 30 . 266 I 7.3 ~ ~Pp!, 11-20 .. ..... 4.6 .00 01 29 i 8.7 I 9.5 I 1.9 I 98 I 31 I 13 ' .2 .8 151 109 28 26Z 7.2, 4

July 11-12, 14-20 .. J•ly 21-31 .....•..•

'l<_v' 2.1 Jo . .t -- - . _u_ _:_o! -- ~~ -~~ I ~-~ L~~-- ·- z_~ ~ ~-~~ ·t'-~~ -r~-~ ll_ :_Zt~·~- ~8_4_ --t ~~-~ 41 -~~~ - -·~~L-~-T'"'' ·W>'II:ht•d I I I I . I I . -t--~1 _:~·~'<:~: l_ ____ .. _j_:-4 o.04 '~-~~--L~L~_l ~-L!~..J __ o~-3 u t81 _ _1_~~~-_L~~-LL~

a lh·prehC'nts 98 perre1•l of dlys. iS

93

V. CONCLUSIONS AND RECOMMENDATIONS

A. CONCLUSIONS

Sedimentation can be effectively controlled and damages drastically

reduced by coordinated programs in many areas of interest by the many

agencies and individuals.

Soil erosion can be reduced and controlled by employment of

selective planting and crop control as recommended and practiced by

the U. s. Conservation Service and the u.s. Forestry Service.

Flood flows can be controlled and alluvial plain and bank erosion

reduced by use of flood control reservoirs and river navigation

structures as constructed by the u.s. Army Corps of Engineers.

Bank erosion can also be reduced by construction of bank

stabilization structures and improvement of stream flow conditions

as financed by some communities and constructed by the U.s. Army

Corps of Engineers.

Exploited lands can be returned to productivity and public use

and streams can be cleaned and cleared by means of effective legis­

lation as passed by the several states.

The total cost of reduction of soil erosion, sediment control,

reclamation of exploited lands, and clearing of streams would un­

doubtedly be reduced by a unified program involving all levels of

government; federal, state, county and city.

B o RECOMMENDATIONS

Coordinated and integrated programs, such as the Pick-Sloan

plan for the Missouri River Basin, should be developed for many river

basins to effectively reduce and control sedimentation in the several

basins.

94

All levels of government; city, county, state and federal; should

cooperate in the planning, financing and execution of soil control and

sedimentation control projects.

Additional states should pass effective legislation dealing with

soil erosion, reclamation of exploited lands and stream pollution

control.

Research should be continued and extended in the various areas to

develop better techniques to control erosion, reduce sedimentation and

to conserve and improve our water supplies and streams. Research

should be continued and expanded on the use of density currents to

pass suspended sediment through reservoirs and reduce deposition.

Programs should be developed to educate industry and individuals in

good practices and enlist their aid to save our most important

natural resource, water.

95

BIBLIOGRAPHY

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FEVERT , R • K • , SCHWAB , G • 0 • , EDMINSTER, T • W • , BARNES , K • K • (1957) Soil and water conservation engi­neering, Wiley, New York, 430 p.

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u.s. Department of Agriculture. Soil Yearbook, 1957, p. 1-165, 277-321, 386-411, 553-579, 598-620, 710-741.

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MILLER, c. R., BORLAND, W. M. (1963) Stabilization of Fivemile and Muddy Creeks, ASCE, HY 1, paper 3392, p. 67-98.

u. s. Department of Agriculture, Land Yearbook, 1958, p. 1-64, 104-122, 347-409, 524-584.

LARSON, F. H., HALL, G. R. (1957) The role of sedimentation in watersheds, ASCE, HY 3, paper 1263, p. 14.

96

17. u.s. Department of Agriculture Soil Conservation Service Erosion Survey 16 (1940) Erosion and related land use conditions on Crooked Creek project near Indiana, Pennsylvania.

18. COOPER, A. J., SNYDER, W. M. (1956) Evaluating effects of land use changes on sediment load, ASCE, HY 1, paper 883, p. 14.

19. HARROLD, L. L. (1961) Hydrological relationships on watersheds in Ohio, Soil Conservation, p. 207-211.

20. ANDREWS, R. G. (1959) Hydrology in soil and water conservation, Soil Conservation, p. 15-17.

21. WALKER, R. T. (1962) Federal and state road agencies battle erosion, Soil Conservation, p. 51-53.

22. DERR, L. E. (1963) Soil surveys help engineers build better roads at lower costs, Soil Conservation, p.

23. POTTER, w. D. (1954) Use of indices in estimating peak rates of runoff, Public Roads, p.

24. ROTH, B. A. (1962) VIPs for roadside improvements, Soil Conservation, p. 54-56.

25. GRAETZ, K., JAIT, c. H. (1962) Road bank revolution, Soil Conservation, p. 55-58.

26. SMITH, w. L. (1962) Basal plant density-guide to protecting highways-other slopes, Soil Conservation, p. 58-60.

27. American Association of State Highway Officials (1961) A policy on landscape for the national system of interstate and defense highways.

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29.

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GOTTSCHALK, L. c. (1965) Sediment transportation mechanics: nature of sedimentation problems, ASCE, HY 2, paper 4260, p. 251-266.

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97

32. HARLEMAN, D, R. F. (1963) Sediment transportation mechanics: density currents, ASCE, HY 5, paper 3639,. p. 77-87.

33. BONDURANT, D. c. (1951) Sedimentation studies at Conchas Reservoir in New Mexico, ASCE, Trans., vol. 116, p. 1283-1295.

34. PEMBERTON, E. L. (1964) Sediment investigations-middle Rio Grande, ASCE, HY 2, paper 3833, p. 163-185.

35. McCAIN, E. H. (1957) Measurement of sedimentation in TVA reservoirs, ASCE, HY 3, paper 1277, p. 12.

36. TSCHEBOTARIOFF, G. P. (1957) Soil Mechanics, foundations and earth structures, McGraw-Hill, New York, p. 9-95.

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LIU, H. K. and HWANG, s. Y. (1959) Discharge formula for straight alluvial channels, ASCE, HY 11, proceedings paper 2260, p. 65-97.

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98

48. Task Force on Friction Factors in Open Channels of the Committee on Hydromechanics (1963) Friction factors in open channels ASCE, HY 2, proceedings paper 3464, p. 97~143.

49. MAO, s. W. and RICE, L. (1963) Sediment transport capability in erodible channels, ASCE, HY 4, proceedings paper 3569, p. 69-95.

50. VANONI, v. A. and NOMICOS, G. N. (1959) Resistance properties of sediment laden streams, ASCE, HY 5, pro­ceedings paper 2020, p. 77-107.

51. DUNN, I. s. (1959) Tractive resistance of cohesive channels, ASCE, SM 3, proceedings paper 2062, p. 24.

52. FLAXMAN, E. M. (1963) Channel stability in undisturbed cohesive soils, ASCE, HY 2, proceedings paper 3648, p. 87-96.

53. BISHOP, A. A., SIMONS,. D. D. and RICHARDSON, E. V. (1965) Total bed material transport, ASCE, HY 2, pro­ceedings paper 4266, p. 175-191.

54. COLBY, B. R. (1964) Practical computations of bed material discharge, ASCE, HY 2, proceedings paper 3843, p. 217-245.

55. TERRELL, P. W. and BORLAND, W. M. (1956) Design of stable canals and channels in erodible material, ASCE, HY 1, proceedings paper 888, p. 17.

56. LAURSEN, Eo M. (1956) The application of sediment transport mechanics to stable channel design, ASCE, HY 4, proceedings paper 1034, p. 11.

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on Preparation of Sedimentation Manual (1963) Sediment transportation mechanics: suspension of sediment, ASCE, HY 5, proceedings paper 3636, p. 45-76.

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60. McLAUGHLIN, R. T., Jr. (1959) The settling properties of sus­pensions, ASCE, HY 12, proceedings paper 2311, p. 9-41.

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99

62. VANONI, v. A. (1946) Transportation of suspended sediment by water, ASCE Transactions paper 2267, p. 67-133.

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100

VITA

The author was born on November 15, 1923, in New London,

Connecticut. He received his primary and secondary education in New

London,Connecticut. His college education was received from the

University of Connecticut in Storrs, Connecticut; University of

Maryland in College Park Maryland; and the University of Missouri

School of Mines and Metallurgy. He received a Bachelor of Science

Degree from the University of Maryland in June 1956 and a Bachelor

of Science in Civil Engineering Degree from the University of

Missouri School of Mines and Metallurgy in June 1959.

He has been enrolled in the Graduate School of the University

of Missouri at Rolla since February, 1965.