MANATI

• Document Type: CREST
• Collection: General CIA Records
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• Document Creation Date: December 12, 2016
• Document Release Date: July 16, 2001
• Sequence Number: 3
• Content Type: MAP

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Lake Michigan
Wabash River
Barge Canal
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Volume I of II
October 1969
A Preliminary Engineering Study
Prepared by
Engineer Strategic Studies Group
Office, Chief of Engineers
Department of the Army
*Army Declass/Release Instructions On File*
Declassification/Release Instructions on File
WARNING
This document may not be released to contractor organizations or personnel without prior approval
of the Engineer Strategic Studies Group, Office,Chief of Engineers, Department of the Army.
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LAKE MICHIGAN - WABASH RIVER
BARGE CANAL
(A Preliminary Engineering Study)
Volume I of II
Prepared by
Engineer Strategic Studies Group
Office, Chief of Engineers
Department of the Army
October 1969
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WARNING
THIS DOCUMENT MAX NOT BE RELEASED TO CONTRACTOR ORGANIZATIONS
OR PERSONNEL WITHOUT PRIOR APPROVAL OF THE ENGINEER STRATEGIC
STUDIES GROUP, OFFICE, CHIEF OF ENGINEERS, DEPARTMENT OF THE ARMY.
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Section
CONTENTS
CLASSIFICATION
CONTENTS
GLOSSARY
ABSTRACT
SUMMARY
Page
xi
INTRODUCTION
History 1
Authority 1
Objective and Scope 1
Design Criteria
Procedure
II OVERLAYS
Development
Cultural Features
Drainage
Land Use
Engineering Soils
Elevations
Strip Map
III ROUTE EVALUATION
Topography
Route Selection
IV ENGINEERING ANALYSIS
General
Design Principles
Locks
Pool Water Surface Elevation
Profile Design
Kankakee Valley and River Crossing
Water Requirements
Sources of Water
Storage of Water
Reuse of Water
Evaluation of the Total Water Problem
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Alluvium
GLOSSARY
ONLY
Deposits of waterborne earth materials laid down in
stream beds, flood plains, lakes, and at the
lower edges of steep slopes.
Drift Any unconsolidated earth material deposited by glacial
action or by meltwater from glaciers.
Esker
Wisconsin drift is drift materials deposited during
the Wisconsin (glacial) period of the Pleistocene Age.
A ridge of gravelly or sandy drift deposited by streams
in association with melting ice, generally under or on
the ice itself.
Kame A hill or short irregular ridge of gravelly or sandy
drift materials deposited at the edge of a glacier.
Moraine Earth materials (drift) moved and deposited chiefly by
glacial action.
Ground moraine is an irregular sheet of drift deposited
beneath a glacier.
Recessional moraine is a ridge or hill of drift,
similar to a terminal moraine, formed during the
shrinking or retreat of a glacier well within the
outermost extent of glaciation.
Terminal moraine is a ridge or hill of drift deposited
at or near the lower terminus of a glacier.
Outwash Stratified drift materials deposited by meltwater
beyond a glacier.
Terrace
A nearly level, narrow, plain surface with ascending
steep slopes on one side and descending steep slopes
on the other; usually formed of or covered with
unconsolidated materials.
Till Drift materials, generally nonsorted and nonstratified,
deposited under glacial ice.
Till plains are fairly level sheets of unconsolidated
materials (till) deposited without well defined
structure or relief beneath a glacier.
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ABSTRACT
This preliminary engineering study of a proposed Lake Michigan-
Wabash River barge canal was conducted to evaluate the feasibility of
constructing and operating a barge canal between Lake Michigan and the
Wabash River. Conclusions of the study include recognition of several
major problems for the proposed canal. Among these are providing an
adequate water supply, getting water to the summit level of the canal,
and overcoming the lack of good water storage sites.
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SUMMARY
This study of the proposed Lake Michigan-Wabash River barge canal
was conducted by the Engineer Strategic Studies Group (ESSG), Office,
Chief of Engineers, for preliminary engineering planning, to determine
the feasibility of this canal. Environmental information was compiled
for the study area and elevations were determined and plotted along,
potential routes. Several possible routes were evaluated and compared,
and one of these was selected for more detailed analysis.
For the selected route, sites were chosen for the locks, earthwork
computations were made, water requirements were determined, and water
supply and storage were evaluated. Major problems in the construction
and operation of the canal are: providing adequate water supply, getting
the water up to the summit level of the canal, and overcoming the lack
of good water storage sites.
Because of the preliminary planning scope of this study, cost
estimates and comparisons were not included. This preliminary study
indicates that the proposed Lake Michigan-Wabash River barge canal is
most probably not feasible because of the limited water supply that is
generally available from July to October and the lack of good water
storage sites.
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LAKE MICHIGAN-WABASH RIVER BARGE CANAL
I. INTRODUCTION
1. History. The basic authorization for this project originated
in March 1967 by a resolution of the Senate Public Works Committee.
This authorization instructed the Corps of Engineers to study the
feasibility of a cross-Wabash barge canal.
2. Authority. At a conference on 23 August 1967, the Chief,
Office of Interoceanic Canal Studies, Directorate of Civil Works, OCE,
requested that the Engineer Strategic Studies Group (ESSG) perform an
in-house study for two proposed canals originating near Lafayette,
Indiana, and terminating near Gary on Lake Michigan and near Toledo on
Lake Erie. This was confirmed in an MR, subject: "Conceptual Study:
Wabash-Lake Michigan-Lake Erie Canals," dated 23 August 1967, from COL
Hughes, Chief, Office of Interoceanic Canal Studies, CW, to the Chief,
ESSG.
3. Objective and Scope. The objective of this project is to
ascertain the feasibility of the proposed Lake Michigan-Wabash River
barge canal. This was to be accomplished by a preliminary study with
limited to moderate detail. The scope of work was to select a route and
accomplish preliminary engineering planning for the proposed canal with-
out making detailed cost studies or examining the economic feasibility
of the construction and operation of the canal. A recommended route for
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the proposed canal is selected, and a preliminary engineering analysis
is made concerning lock locations, excavation, water supply, and other
general planning requirements. This report covers only the Lake Michigan-
Wabash River Canal.
4. Design Criteria. ESSG was furnished the following design
criteria by the Office of Interoceanic Canal Studies, OCE:
a. Canal width: 200 feet.
b. Canal minimum depth: 9 feet.
c. Minimum radius of curvature for canal alinement: 8,000 feet.
d. Locks: 84 feet wide, 600 feet long, with 12 feet of water
over sills.
e. Maximum height of lock lift: 100 feet, but lower lifts of
25 to 50 feet may be more desirable.
5. Procedure. Medium and large scale maps, supplemented by aerial
photographs, were used to study and evaluate the study area.
a. Three potential routes for the canal were selected and pro-
files were determined along these routes and connecting lines. Selection
of these routes was based primarily on medium scale maps for the area.
This allowed an overall perspective with a manageable number of map sheets.
b. Overlays showing cultural features, drainage patterns, land
use, and engineering soils were prepared to reveal environmental condi-
tions which are important for route selection.
c. The three profiles were compared, with careful consideration
given to the elevations, the environmental data presented on the overlays,
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and the effects of cultural features. The recommended route is a
combination of three routes (see Figure 1).
d. Preliminary engineering planning was made along the recom-
mended route concerning the locks, water requirements, sources and
storage of water, excavation, aggregate sources, and crossings of rail-
roads and highways. A strip map overlay was prepared along the selected
route, combining information from the other overlays.
II. OVERLAYS
6. Development. The following overlays were prepared: Cultural
Features, Drainage, Land Use, Engineering Soils, Elevations, and Strip
Map. These overlays were developed from topographic, geologic, highway,
and other special map sources, supplemented by aerial photography. The
six overlays and a shaded relief base at a scale of 1:250,000 are shown
in Volume II of this report. For convenience, reduced copies of the
overlays at a scale of about 1:625,000 are included in Annex B, this
volume.
7. Cultural Features. This overlay shows urban areas, railroads,
highways, and major streams. Town names and highway numbers were taken
from an Indiana state highway map.
a. The town and urban areas are widely scattered over agri-
cultural lands except near Lake Michigan. There are several cities near
Lake Michigan, so potential canal routes are more restricted in that area.
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POSSIBLE ALIGNMENTS FOR THE
LAKE MICHIGAN - WABASH RIVER CANAL
LEGEND
Alignments Selected for Evaluation
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b. There are 12 railroads extending eastward from Chicago
which must be crossed at the northern end of any route, plus four more
crossings to the south. There is considerable rail traffic in this area,
probably the heaviest of any section of the United States. Crossings
where railroad and canal are at about the same elevation, requiring lift
bridges, can cause considerable delays to both rail and canal traffic.
c. There is a dense highway network in northwestern Indiana,
consisting of several major east-west federal highways and well paved
state roads, plus county roads that crisscross the area in east-west and
north-south directions, usually one-fourth mile apart. Many of these
county roads would have to be blocked at the canal, but bridges should
be provided at convenient intervals. Bridges should be provided for all
the federal and state highways.
d. All major streams are shown on the Cultural Features overlay.
The largest of these streams is the Wabash River, which is rather shallow
and is not presently adequate for navigation either above or below
Lafayette. To develop the full potential of a barge canal system ser-
vicing Lafayette, the Wabash River would have to be canalized upstream
and connected to the Maumee River and Lake Erie, and/or the lower Wabash
would have to be deepened and improved all the way to the Ohio River.
The Tippecanoe River has been dammed at two points to form Lake Freeman
and Lake Shafer, which are used for swimming, fishing, and boating. In
the past, the Kankakee was a sluggish, meandering stream, but it has now
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been straightened and dredged so that a broad ditch cuts across the
previous meanders in the study area.
8. Drainage. This overlay shows the detailed drainage pattern
over the proposed canal area. Much of the rather flat, undulating sur-
face does not drain very well, so an extensive system of drainage
ditches has been constructed to supplement the natural drainage over
large areas. This results in many straight, angular drainage lines
which are not found in natural drainage patterns. Underground tile
drainage systems are located in many of the areas where surface runoff
is poor. A drainage map, prepared from aerial photography and published
by Purdue University, covers the entire area. The Purdue map compilation
extended over a period of several years and involved hundreds of aerial
photographs.
9. Land Use. This overlay shows the land use and general types of
vegetation in the area. Most of the area is agricultural and is repre-
sentative of some of the best and most valuable farmland in the nation.
Only in the vicinity of Gary and Valparaiso is there much difficulty in
routing the canal outside urban developed areas. Use of the land has
been very highly developed. Eighty-one percent of the area is under
cultivation, 12 percent is covered with forest and brush, 2 percent is
grass-covered, and 4 percent can be classified as urban and industrial
development. Less than 1 percent of the land is barren or water-covered.
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10. Engineering Soils. The entire region covering this portion
of northwestern Indiana has been subjected to continental glaciation
which is reflected in its soil and geologic conditions. The original
rock surface has been covered with glacial drift materials. The southern
portion of the area consists primarily of a rather level ground moraine
(or till plain of the Wisconsin age). This Wisconsin ground moraine has
a light-dark mottled pattern. In the central part of the study area in
the Kankakee basin and southward the ground moraine was covered by sand
and gravel outwash deposits as the glacier melted and receded to the
north. Subsequently, much of the sand has been developed into dunes by
wind action. A rather straight ditch has been dredged through the
meandering Kankakee River, probably to provide better drainage. North
of the Kankakee is a recessional moraine, a rolling surface similar to
a terminal moraine but which has been formed during the recessional stage,
well within the outermost extents of the glaciation. Between the moraine
and Lake Michigan are some high sand dunes and long sand beach ridges
paralleling the shore of the lake. There is a narrow beach along most
of the southern edge of Lake Michigan, but since the scale of the over-
lays is so small it is included in the area mapped as dunes. In addition,
there are small areas of kames, eskers, and organic deposits scattered
on the outwash plains and ground moraines. Also there are small granular
terraces and sand or silt alluvial plains along the Wabash and Tippecanoe
Rivers.
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a. In general, the Engineer Soils overlay shows only the
surface soils. Some of the boundaries of these soils are indefinite as
it is very difficult to determine a specific boundary, for example,
where deep sand becomes shallow and gradually diminishes to leave ground
moraine at the surface. An area covered with sand only a few inches
thick could justifiably be mapped as sand or as the underlying material.
For this project, much of the area which was covered by shallow sand was
not identified as sand, but rather as the underlying material since the
engineer would be primarily concerned with this.
b. On the overlay the landforms have been mapped (identified
by a letter), giving an indication of the original material. The usual
composition of these soils is also shown by symbols. Outwash was gen-
erally mapped as sand and gravel; ground moraine as silty clay; however,
several areas mapped as outwash and ground moraine are shown as sand
because the indications are that the surface retains the features of the
underlying material but is covered by a significant although shallow
layer of sand. This may be the result of wind action but may not be
deep enough to be considered as dunes. From the Kankakee River for 15
to 20 miles south, the surface is covered with sand from deep to shallow,
even though some of it may not be indicated as sand on the overlay.
c. Depth of the glacial deposits to the underlying bedrock is
believed to be rather large (50 feet or more) over most of the area.
There are several rock quarries and gravel pits where the shallow drift
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cover has been removed and the underlying material is being excavated.
Limestone is being obtained from quarries located east of Rensselaer
and south of Francesville. The recommended route passes between these
quarries.
11. Elevations. Ground elevations were determined at 500-foot
intervals, along the routes shown in Figure 1. In order to present a
more graphic view of elevations along these routes, the positions were
plotted and elevations listed at horizontal intervals of approximately
3,500 feet. These are shown on the Elevations overlay, Figure B-5 of
Annex B. This enables one to compare approximate elevations rapidly
over all the routes. Letters are used to identify line segments.
12. Strip Map. An additional overlay was prepared with a strip
map about 5 miles wide along the recommended route showing the cultural
features, major streams, soil boundaries, railroads, and highways, pro-
posed lock locations and other relevant data. This consolidates much of
the significant data which is needed to make the more detailed analysis
of the recommended route.
III. ROUTE EVALUATION
13. Topography.
a. Good topographic maps are available and there is complete
photographic coverage for the area. However, the time limit and pre-
liminary planning scope of this study did not justify the collection and
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analysis of the thousands of photographs required for complete coverage.
Profiles of the surface elevations were determined along three potential
routes and three lines transverse to these routes (see Figure B-5,
Annex B).
b. The study area can be partitioned on the basis of topography
with respect to an east-west line described by the south rim of the
Kankakee River valley. Directional aspects of topographic features in
the northern part of.the study area are distinctly different from those
in the southern part, and both types, according to their peculiar char-
acteristics, exert considerable influence on initial selections of
desirable alinements of north-south canal routes. The dominant features
in the northern part, the beach ridges and sand dunes, the moraine ridge
extending through Valparaiso, and the Kankakee basin, lineal in form,
lie transverse to the direction of prospective canal routes. South of
the Kankakee valley is a broad upland area which has a rather level to
undulating surface that gradually increases in altitude to the southwest.
There are sand dunes near the Kankakee, but to the south there are few
topographic breaks except for scattered kames and eskers. The Tippecanoe
flaws southward along the eastern side of the study area. The upland
drops off rather steeply to the Tippecanoe valley and also to the Wabash
valley at the southern edge of the study area.
14. Route Selection. One route has been selected as preferred among
those under consideration. This selection was based primarily on key
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environmental conditions and a comparison and evaluation of the con-
struction problems and work effort for the proposed routes. Economic
factors were given some general consideration, but no cost studies were
made. Consequently, there was no way of accurately comparing the costs
of various types of construction and operation, such as the cost of
elevating railroads versus the cost of additional excavation to lower
the canal.
a. The best terminus for the canal at Lake Michigan is at
Burns Ditch. Farther to the west, urban and industrial areas would be
encountered. To the east are high sand dunes and higher elevations of
the moraine to the southeast.
b. An important consideration in this area is the 12 railroads
that the canal will cross within 18 miles of Lake Michigan. There is so
much heavy traffic on these lines that crossing of the railroads with the
canal level near the elevation of the tracks appears to be impractical.
The railroads could be elevated on fills to bridge over the canal,
however, these fills would create major problems at other transportation
intersections and for rights-of-way through nearby urban areas. It was
concluded that it would be best to keep the canal surface law enough to
pass under most of these railroads with little or no raising of the
existing railroad tracks. There are three lines, however, about a mile
from the shore of Lake Michigan where the canal level will be at the
elevation of the lake and the tracks will be only about 10 or 15 feet
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higher. These tracks provide access to port and industrial facilities
near Burns Ditch and extend to other rail centers to the east. If traf-
fic justifies it, these tracks should be raised to bridge over the canal
with adequate clearance; if not, movable span bridges should be provided.
There are two saddles in the recessional moraine on which most of these
railroads are located that have surface elevations considerably lower
than the rest of the ridge. The amount of excavation will be reduced if
the canal were routed along line R-S through the saddle near Crown Point.
c. The crossing of the Kankakee River valley could be made
with the canal at the elevation of the river or it could be taken across
on a fill and bridged over the river. The decision on which type of
crossing to use has considerable bearing on the alinement selection
because of the decreasing elevation of the Kankakee valley to the west.
It was concluded that fewer problems are likely to be encountered with
the canal on an embankment bridged over the river than with an inter-
section of the canal and the Kankakee at the same elevation. Crossing
the valley at summit level will provide sufficient clearance for flood
waters to pass beneath the bridge without structural damage or flow
restraint.
d. Data on the overlays were considered in the route selection.
The only area where land use was very restrictive was near Lake Michigan
where urban areas and industrial plants are numerous. There are several
types of soil in the study area, but they extend generally in broad belts
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in an east-west direction. No matter which route is taken, the same soil
belts will have to be traversed. There are extensive sand areas near
Lake Michigan and also south of the Kankakee River. Seepage from the
canal could be a major water supply problem through these sand areas, or
the canal might lower the adjacent water table. The sand probably is a
little less extensive along the westernmost alinement under consideration.
There are some constraints in crossing the southwestern part of the up-
land plain, where elevations near the Wabash valley are higher.
e. The sides of the Wabash valley rise steeply for about 150
feet, making it inadvisable to bring the canal directly up from the
Wabash River. Two large gullies extending from the lower Tippecanoe
valley offer suitable routes with a more gradual change in elevation
where locks can be located.
f. The route through points A, B, R, S, T, Y, Z, F, P, H, and
J (see Figure B-6, Annex B) was selected as the recommended route based
on the careful consideration of pertinent factors that could be determined
within the limits of this project. The route combines the best topo-
graphic conditions for allowing the canal to pass under nine railroads
within 20 miles with little or no change in existing railroad grades
and to be bridged over the Kankakee River at the summit level.
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IV. ENGINEERING ANALYSIS
15. General. Some of the basic principles of canal design are
discussed briefly to point out the factors which are important, such as
lock locations and sizes, pool elevations, and potential water sources.
Significant features are then described briefly as they relate to the
route selected for more detailed study.
16. Design Principles. Determination of the canal profile, as
in the case of alinement selection, was based on judgment governed by
major technical considerations and the application of general principles
relating to the effect of certain design aspects on costs. In the
selection of locations and elevations, features of the design affecting
the travel time through the canal were borne in mind as were the general
relationships of possible costs for initial construction and for operation
and maintenance. The profile as finally determined was based mainly on
principles relating to the three major design elements: locks, pool
levels, and the crossings of major features. Design options available
in the crossings of major features are so closely interrelated with pool
levels that the two elements were considered together. Discussion of
the principal factors considered in determining locations, sizes, and
elevations of locks and pool levels follows.
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17. Locks.
a. The number of locks should be kept to a minimum in order
to minimize the total travel time through the canal. The fewer the
number of locks, however, the higher the lift of individual locks and
the greater the total water requirement. Design costs may increase
significantly for lifts above 40 feet. Hydraulic model tests are recom-
mended for locks between 40 and 75 feet and are normally required for
locks of 75 feet or higher.
b. Locks should be located where changes in the elevation of
the natural ground permit economical construction; however, locks should
be separated by a distance sufficient to offset excessive fluctuations
in the water level in the pool above the lock. Although location of
locks are influenced by changes in elevation of the natural ground
surface, they are also affected by the requirement for water storage in
the pool above the lock. Distances between locks should be maximized
to minimize fluctuations in water levels both above and below the lock.
In general, higher locks require greater pool lengths; however, where
pool widths can be increased, distances between locks may be lessened.
c. Where water for a series of locks is supplied from summit
level pools, lock heights should be equal throughout the series. The
water requirement for lock operation in a series of locks is determined
by the largest lock in the series. Water sources below the summit level
might be used to supplement summit level supplies to larger locks that
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are lower in a series. With the sole source of water supply at the
summit level, if locks of different heights are necessary and each is
separated from the other by a storage pool, an advantage might be gained
in some cases by arranging the series in decreasing order of magnitude
from the highest to the lowest elevation.
18. Pool Water Surface Elevation.
a. Elevations of pool surfaces, especially the surface of the
summit pool, should be chosen to permit gravity flow from water sources
if possible and to minimize the head where pumping to storage from the
source might be required. Although lower summit levels might reduce
operating costs for pumping as well as the overall water requirement,
the increase in construction costs due to deeper excavation and possibly
an increase in the difficulty of excavation might tend to offset a saving
in pumping costs.
b. Pool water surfaces should be generally at the same levels
as the natural ground water. The average ground water levels may impose
a limit on the range of feasible elevations for the canal water surfaces.
Excessive seepage losses can be incurred where pool water surfaces are
perched above the ground water levels. Where the canal water surface
is lower than the water table, drainage of ground water into the canal
can cause a general lowering of the ground water level and could have
adverse affects upon agriculture in the vicinity of the canal.
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c. It is normally best to pass highways and railroads over
the canal and to pass the canal over drainage lines. Bridges for high-
ways should be erected to allow uninterrupted movement of canal traffic;
minor roads would not cross the canal. Railroad bridges, depending on
the frequency of rail traffic and the feasibility of designs for bridge
approaches, should allow uninterrupted movement of canal traffic.
Movable-span bridges for railroads might be erected where rail traffic
is relatively infrequent and where technical problems render fixed
bridge crossings infeasible. Consolidation of several railroads at
bridge crossings might be economically advantageous in some cases.
Minor streams could be intercepted and channeled underneath the canal
or, where silt loads could be adequately controlled, diverted into the
canal. Construction of a canal bridge is the method normally advocated
for crossing rivers and major streams. Intersection of a navigation
canal with a river at the same level introduces complex hydraulic analysis
and design problems and would probably result in costly structures for
flood protection and control of the river.
19. Profile Design. The design profile for the recommended aline-
ment, shown on Figure 2, was developed through judgment in the application
of the design principles discussed previously. It represents a first
step toward approximating an economical overall design within one concept
considered to be feasible and provides a basis for computing excavation
quantities and water supply requirements. The pool elevations and
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cg
LLI Laa
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11 NI NOLLYA311
FOR OF
Water Surface
1.4
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0
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placement of locks were chosen primarily to effect a balance between
requirements for excavation and elevation of railroad crossings.
Simultaneous consideration was given to the height and number of locks
to provide a logical compromise between the water requirement and time
required to traverse the canal route. Care was taken in the spacing of
locks to allow storage sufficient to offset extreme fluctuations in pool
surface levels. In the choice of the summit pool elevation, which in a
final analysis would be strongly influenced by the natural ground profile
and ground water, no official records of ground water were consulted;
instead, the assumption was made that ground water levels were relatively
close to the ground surface during most of the year on the basis of the
flat topography and the artificial surface drainage development over
much of the area, as well as scattered subsurface drainage installations.
a. The elevation of Lake Michigan is 580 feet above mean sea
level. Locks must be provided to get the canal across the east-west mo-
raine, which has a minimum elevation of about 690 feet. The crossing of
11 railroads, most of them on the moraine ridge, must be considered in
getting the canal through the moraine. In the Kankakee valley, along
the river at points of intersection of the potential routes, the eleva-
tions range from 650 to 660 feet, west to east. The Kankakee valley
could be crossed with the canal on a fill, which would carry the canal
over the river. South of the Kankakee, the upland elevations generally
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vary from 680 to 700 feet with a few places beyond these limits. Then,
locks must be provided to get the canal down to the Wabash River elevation
at about 520 feet.
b. There are three railroad crossings within 2 miles of Lake
Michigan which are about 10 feet above the elevation of the lake. These
railroads service industrial and port facilities and also extend to other
urban areas. Approaches on fill which will yield bridges with adequate
canal clearance or movable span bridges, whichever is most feasible,
must be provided for these crossings. A drawbridge is not believed to
be practical over the canal if there is very much rail traffic on the
line, as there would be many interruptions and delays in rail and canal
traffic.
c. The number and positions of locks at the north end of the
canal were selected primarily with respect to existing major land trans-
portation route crossings on the moraine to the north. Lock positions
were chosen to allow the canal to pass beneath the railroads with little
or no elevating of tracks and still give a 40-foot overhead clearance on
the canal. The additional excavation to do this was weighed against the
reconstruction necessary to elevate the tracks of the eight railroads
which must be kept at a very low gradient and the problems of getting
additional right-of-way to provide fills through nearby urban areas.
Three locks of 25-foot height will pass the canal under the railroads
which traverse the moraine. The fourth 25-foot lock was added on the
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south side of the moraine to bring the canal to the summit level for the
crossing of the Kankakee River.
d. The basis for the placement and height of locks toward the
south end of the canal was oriented primarily toward minimizing the quan-
tity of excavation, although water supply, pool storage, and other factors
were considered as well. The total lift from the Wabash River (elevation
520 feet) to the summit level (680 feet) is 160 feet. Within the total
lift, the portion along the Tippecanoe depends on the number of dam sites,
the feasible heights to which dams
first upstream hydroelectric plant
to estimate that a pool surface of
may be constructed, and whether the
would be conserved. It was possible
approximately 580 feet
be within the limit allowable for preserving the upstream
elevation would
power site.
Two proposed dam sites were selected on the lower Tippecanoe. It was
determined that each of these dams would permit a 30-foot lock lift for
the reach from the Wabash River to the south end of the canal. The two
50-foot locks on the canal route, which complete the total lift to the
summit level, were selected primarily to conform to the topography as
indicated by the natural ground profile.
20. Kankakee Valley and River Crossing. A study of the profiles
indicated that the most feasible elevation to traverse the upland area
south of the Kankakee River was at 680 feet. Several important factors
had to be evaluated in selecting the summit level: (1) law summit level
will reduce the total amount of lift and the problem of getting water up
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to that level; (2) amount of excavation will be reduced by keeping the
canal surface a few feet above the ground surface; (3) seepage would be
reduced if the canal surface were near the ground water level; and (4)
the relative elevation of the Kankakee River. South of the Kankakee,
the canal crosses only four widely separated railroad tracks in mostly
rural areas, so railroad crossings have less importance here.
a. The most desirable crossing scheme for the valley is with
the canal on a fill and with a canal bridge over the river. Crossing
the Kankakee valley at river level to avoid the construction of a large
embankment would involve structures for river regulation and flood con-
trol which could be more costly to build and maintain. The canal bridge
may be built as two separate channels to avert the hazard of vessels
passing in opposite directions. The water surface and depth would cor-
respond to the water surface and depth of the summit pool. The canal
approach at each end of the bridge would be elevated by means of an
embankment, built over the law ground of the wide valley. The canal
section within the embankment would be the same shape as that of
sections excavated in natural ground. The valley can be crossed at the
summit pool level of 680 feet with an adequate clearance beneath the
canal bridge for flow of the Kankakee River. The profile elevation
adjacent to the Kankakee River was 650 feet (however, elevation of high
water, interpolated on the basis of USGS records for gages to the east
and west of the proposed canal crossing, was determined to be 646 feet).
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The vertical distance between high water of the river and the bottom of
the bridge channel is 23 feet, which must provide for the thickness of
the supporting bridge structure and adequate clearance for flood waters.
b. At first thought, it may seem unusual to carry the canal
across the Kankakee valley on an embankment, but this arrangement is not
without precedent since a considerable section of the existing Erie
Canal is on a 50-foot fill. When compared with the problems encountered
by crossing the river with the canal at the same level, the canal bridge
and fill seem to be the most feasible method. Two other concepts con-
sidered for crossing the Kankakee valley were rejected as they did not
appear to be practical. Both involved creating a reservoir in the
Kankakee valley. In one case, the Kankakee River might be crossed through
a navigable pool formed by damming the river downstream from the canal
route crossing. In the other case, the river flaw might be regulated by
a dam upstream of the canal crossing. In the latter concept, the river
would pass beneath the canal under a smaller bridge. A major advantage
in either of these concepts would be the impoundment of Kankakee River
runoff for use in the canal. Damming the Kankakee would result in the
flooding of vast fertile farming lands in this broad valley, and small
surface level fluctuations might expose large areas of the bottom or
create large areas of undesirable shallow depths. Much of the valley
consists of a sandy soil which might allow the water in a reservoir to
seep around and under the impounding dam.
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21. Water Requirements.
a. The canal requirements for water during the navigation
season (assumed to extend from the beginning of April to the end of
November) includes amounts for lock operation, losses in the waterway,
and losses from storage reservoirs. The requirement would vary with the
amount of reservoir storage developed for supply during dry periods.
Theoretically, losses from reservoir storage could range from a minimum
of zero at times where source flows might be adequate for the canal
needs without storage to a maximum where the total canal requirement was
provided from storage. Water can be conserved when supplies are inade-
quate by providing systems for reusing some of the water: thrift locks
which retain part of the water at upper levels for reuse in subsequent
fillings of the same lock or a system of recycling water back to higher
levels.
b. All flow requirements for the canal were computed on the
basis of 20 lock operations per day. The minimum canal flow required
for 20 lock operations, without considering storage reservoir losses or
assuming that no storage would be required, was estimated to be 1,250
cubic feet/second. The estimated loss from reservoirs to supply the
waterway evaporation and seepage losses would raise the flow requirement
to 1,290 cubic feet/second. If it were feasible to provide reservoir
capacity to supply the total flow required by the canal for a maximum
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period of 4 months, the additional loss would raise the flow requirement
to approximately 1,380 cubic feet/second. The following tabulation
summarizes computed flow requirements for the canal with the exception
of the requirement to replace losses from storage reservoirs (Figure 3).
Methodology for computation of water requirements for lock operations,
water losses, and storage are presented in Annex C.
COMPUTED CANAL WATER REQUIREMENTS
Canal Water Requirements
Flow (c.f.s.)
Operation of North Locks
290
Leakage Through North Locks
20
Operation of South Locks
580
Leakage Through South Locks
20
Evaporation and Seepage from Canal
270
Evaporation from Pools Above Dams
70
Total
1,250
Figure 3
22. Sources of Water. Major problems must be overcome in selecting
adequate sources of water for the canal, pumping water up to the summit
level, and storing water to insure operation during the dry season.
Storage must satisfy the waterway demand for at least 4 months of the
navigation season during which low flaws may prevail. The flat
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topography does not provide many suitable sites for water supply storage.
Reservoir sites of the size indicated necessary by estimated storage
requirements could probably be formed only by inundating large areas of
valuable farmland, resulting in the exposure of large mud flats during
low stages. Elevations of water supply sources, relative to those for
the canal summit pool, indicate the necessity for pumping a large part
of the canal requirements. Stream flaws vary considerably from wet to
dry years. In some years the flow from the several sources may not be
adequate to provide for the canal needs and at the same time satisfy
other important demands such as sanitation and power generation.
a. Potential sources of water for use in canal operations were
analyzed. Evaluation of water supply sources should be based on reliable
stream flaw data and a knowledge of other present or planned uses of
individual water sources. Consideration of present uses was limited to
those most obvious, such as the indicated use for power generation. Only
a general evaluation of sources was possible which indicates those being
relatively good or poor as a supply potential.
b. Lake Michigan is a potential source of water of almost
unlimited supply, even during years of low rainfall. The Wabash River
seems to have the greatest potential of any river in the area, but it
is 160 feet below the summit level of the canal. The Tippecanoe and
Kankakee Rivers offer significant but more limited supplies of water.
Both these rivers are lower than the canal summit level. The level of
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Lake Shafer on the Tippecanoe could be raised by building a higher dam,
leaving only 10 to 20 feet for this water to be pumped to the summit
level. Water from the Kankakee would have to be pumped about 30 feet
unless a reservoir was provided which would flood a very large area.
Other potential sources appear to be rather insignificant. There are
several small streams and lakes which appear to offer little potential.
Possibilities of transporting water to the summit level of the canal by
gravity flaw are not good. The best possibility seems to be a somewhat
limited amount from the Tippecanoe River some distance upstream to the
northeast of Lake Shafer. Hydrologic data were obtained from reports of
the USGS to make a general analysis of the water supply potential, as
described in Annex A, Stream Flow Data.
c. The availability of water and the elevations of potential
sources in relation to the summit elevation of the canal are crucial
factors in this project. Extended dry periods during late summer and
early fall affect the availability of water from streams in the area.
The data in Annex A indicate that stream flows are considerably below
the average from July to October and they are extremely low in about
1 year out of 5, which would result in critical water supply problems
for the operation of the canal. Considerable water storage facilities
or systems for reusing water will be necessary to insure continued oper-
ation of the canal through extended periods of low flow in the rivers.
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It is evident that facilities will have to be provided to bring water
from several sources to the canal.
23. Storage of Water. The topography of the area does not lend
itself well to the development of reservoirs for water storage. Only
major potential water storage sites were considered. In general,
because of the usually saucer-shaped cross sections of the valleys in
the area, it appears that development of reservoirs, with capacities and
depths adequate for the project canal, would cause the inundation of
broad areas of valuable cultivated land and the exposure of large mud
flats at law reservoir levels.
a. The sites of two existing reservoirs found within the banks
of the lower part of the main portion of the Tippecanoe River seem to
hold potential for additional storage; however, from a practical stand-
point the lower one, Lake Freeman, would probably be limited to its
present levels because of probable inundation of part of the city of
Monticello and interference with two railroads at its upper end. The
upper reservoir, Lake Shafer, is bordered primarily by individual homes
and cottages. It was estimated that the level of the upper reservoir
could be raised approximately 20 feet, which would provide a storage vol-
ume of approximately 30,000 acre-feet. The narrow width between banks of
the river above Lake Shafer and the shallow valley of the main river and
tributaries offer no good opportunities for reservoir storage. Develop-
ment of a broad shallow reservoir on the main river just above Ora might
be feasible where topography is more rolling.
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b. Storage within the Kankakee River might be provided with a
large reservoir formed by a long dam across the valley, upstream from the
proposed canal crossing; however, such a reservoir has several obvious
disadvantages. A large reservoir in the Kankakee valley would inundate
over a hundred square miles of valuable farmland, probably require major
relocations of transportation facilities, and form vast mud flats and
possibly marshes along its banks at law stages. Because of the consid-
erable areas of sand in the Kankakee valley, the possibility of excessive
loss of water by seepage from the proposed reservoir must be considered.
The Kankakee valley is the only site for a large reservoir that could
meet the storage requirements for the canal. The total volume of all
other potential reservoirs is far less than the potential capacity of
one on the Kankakee. A rough estimate, based on two profiles across the
site, indicates that a Kankakee reservoir would have a storage capacity
of about 1,300,000 acre-feet with the water surface at an elevation of
670 feet and would probably require 3 years to fill at one-half the
normal flaw. This should allow at least 500,000 acre-feet to be with-
drawn from the reservoir, which would be adequate for operating the canal
over a prolonged 6-month period of low flows.
c. Dams on the Wabash River would probably be restricted to
low structures forming only shallow pools, such as those required for
navigation, in order to limit river levels and thereby preserve the
existing agricultural areas and towns developed within the high steep
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sides of the river valley. For this reason, as well as the relatively
low elevations of the main river, development of the Wabash River itself
was not considered for storage sites. The upper reaches and tributaries
of the Wabash, outside the study area, might hold some potential for
storage; however, supply from reservoirs along the Wabash would present
problems because the feasibility of gravity flow to the summit of the
canal seems to be doubtful and in the vicinity of the canal supplies
from the Wabash River to the summit of the canal would require pumping
to a height approximately 160 feet above the river.
d. Storage possibilities on the St. Joseph River were not
investigated as its location is beyond the limits of the study area.
e. The basin of the Yellow River above the gage at Knox,
Indiana, is typical of the broad shallow valleys of the study area. A
reservoir for storage in this valley would be characterized by a large
surface area in relation to its average depth.
f. A depth of 11 feet was selected for the canal, 2 feet above
the specified 9-foot depth, to allow for fluctuations in water levels
during operation and for storage to offset interruptions in day-to-day
operations. The additional 2 feet of depth would provide storage enough
for approximately 1.4 days of operation. The topography adjacent to the
canal at the summit level does not contain suitable sites for large
reservoirs. Storage at the summit level of the magnitude necessary for
canal operation over any appreciable part of the 4-month period of low
flaws does not appear to be feasible.
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24. Reuse of Water. Because of the limited amount of water avail-
able at certain times of the year, the few good water storage sites
available, and the problem of getting the water to the summit level,
systems of conserving and reusing water were considered. Two systems
which could significantly reduce the total amount of water that must be
provided from the several sources are thrift locks, which store water
in shallow basins adjacent to the lock for reuse in subsequent lockages,
and a recycling system, which would pump water from lower levels in the
system to be used again in filling the locks. Unless some system of
conserving and reusing some of the water is provided, it is doubtful
if the normal operations of the canal can be continued through the ex-
tremely dry periods which have occurred at intervals of 5 or 6 years.
A discussion of thrift locks and recycling systems is presented in
Annex D, Water Conservation.
25. Evaluation of the Total Water Problem. As noted in the pre-
vious paragraphs, major problems will be encountered in selecting
adequate sources of water, storing enough for operation through the dry
season, and pumping water to the summit level of the canal from the
potential sources which are mostly at lower elevations. The St. Joseph
River, 60 miles away, is the only source where any substantial amount
of water might be obtained by gravity flaw and its availability is
questionable. All other major potential sources will require pumping
the water considerable heights to the summit level: 20 to 30 feet from
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the Tippecanoe, 15 to 30 feet from the Kankakee, 100 feet from Lake
Michigan, 160 feet from the Wabash. Since much of the water will have
to be pumped even for normal operation, it appears that a recirculating
system to conserve supplies could be provided which would not add much
to the cost of operation. Water for operation of the northern locks
might be taken from Lake Michigan and/or the St. Joseph River, to be
returned to the lake after its use. In normal years the use of about
half the water from the Tippecanoe and Kankakee Rivers is probably suf-
ficient for operation for about 4 months of the 8-month navigation season.
During the other 4 months, these stream flaws will provide only part of
the water needed, probably less than half. The rest will have to came
from storage reservoirs or by reusing some of the water. Raising the
dam at Shafer Lake will provide only about 30,000 acre-feet of the 330,000
acre-feet of storage which may be needed to operate through the dry season.
For the drier years the period of low flaw may last longer than 4 months
and the required storage could be greater than this. The only potential
method of storing a large volume of water is by damming the Kankakee
River, which would flood a vast area of cultivated farmlands. There are
not sufficient good sites for small reservoirs which, together, would
store as much as a reservoir on the Kankakee. In about 1 year out of 5,
flaw for Che year could well be below normal and very little water could
be diverted from any of the rivers for canal operation or storage. Total
flaws for the year may not meet annual canal requirements. A recycling
14-ORO
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or thrift system should be provided for reusing some of the water to in-
sure continued operation during extended periods of low flaws. If for
some reason a reservoir cannot be established on the Kankakee River,
there does not appear to be any other possibility of storing enough water
to insure operation through the driest years. Even with a recirculating
system for reusing some of the water, some "new" water must be added con-
tinuously to counteract pollution. There are a number of ways of providing
water for the canal, which would have to combine several of the potential
sources. Final decision would be based on the economics of making use of
the available water. It is most probable, however, that it may not be
economically feasible to construct and operate the canal because of the
difficulty of providing adequate supplies of water in the years of low
flaws and the cost of pumping extremely large volumes of water.
V. CONSTRUCTION FEATURES
26. Earthwork. Computations were made to determine the approximate
amount of earthwork for the project. These computations are based on a
canal with a water depth of 11 feet, bottom width of 200 feet, canal side
slopes and cut slopes of 1:2, and fill side slopes of 1:3. All elevations
given for the canal are the elevations of the water surface. Typical
cross sections are shown in Figure 4. Cross section elevations away from
the centerline of the canal were not calculated and are assumed to be
the same as centerline elevations. Computations were made along the
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TYPICAL CROSS SECTIONS
VERTICAL EXAGGERATION 2 : 1
All Cut
200'
?I 2 h
All Fill _
200'
32'...-1-.15+-- 3h
Excavation With Fill Embankments Required
3
Ground Surface
200'
Figure 4
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tangents at curves, as elevations were not determined on the arcs. Errors
caused by these procedures are relatively minor, particularly since a
final alinement selection would at least modify the recommended route
based on more refined data. Net volumes of cut or fill for each segment
were approximately calculated by determining the difference between the
average natural ground elevation and the canal water surface elevation,
calculating the corresponding cross sectional area, and multiplying that
area by the length of the segment. Average natural ground elevations
for each segment were estimated from a profile developed from elevation
readings at 500-foot intervals.
lengths based on turning points,
profile. Although the elevation
the ground surface, there may be
the canal is 11 feet below
material is expected to be
some segments, material is
Segments were selected as convenient
locks, and significant changes in the
of the canal (water level) may be above
"cut" required because the bottom of
the water surface. Most
"wasted" along the sides
of the excavated
of the canal. Along
needed to provide banks along the canal that
are at least 5 feet above the water level. Some of the cut material can
be used where fill is
8 miles to the center
and fill computations
required, although the haul distances may be 7 or
of the Kankakee valley.
is shown in Figure 5.
A table showing the cut
Little, if any, rock exca-
vation will be encountered, although this cannot be definitely determined
from the preliminary data. The bedrock has been covered with a mantle
of glacial drift materials, which is probably 50 feet or more in depth
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tangents at purves, as elevations were not determined on the arcs. Errors
caused by these procedures are relatively minor, particularly since a
final alinement selection would at least modify the recommended route
based on more refined data. Net volumes of cut or fill for each segment
were approximately calculated by determining the difference between the
average natural ground elevation and the canal water surface elevation,
calculating the corresponding cross sectional area, and multiplying that
area by the length of the segment. Average natural ground elevations
for each segment were estimated from a profile developed from elevation
readings at 500-foot intervals. Segments were selected as convenient
lengths based on turning points, locks, and significant changes in the
profile. Although the elevation of the canal (water level) may be above
the ground surface, there may be "cut" required because the bottom of
the canal is 11 feet below the water surface. Most of the excavated
material is expected to be "wasted" along the sides of the canal. Along
some segments, material is needed to provide banks along the canal that
are at least 5 feet above the water level. Some of the cut material can
be used where fill is required, although the haul distances may be 7 or
8 miles to the center of the Kankakee valley. A table showing the cut
and fill computations is shown in Figure 5. Little, if any, rock exca-
vation will be encountered, although this cannot be definitely determined
from the preliminary data. The bedrock has been covered with a mantle
of glacial drift materials, which is probably 50 feet or more in depth
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in most places. There are two limestone quarries located near the
recommended route between points Y and Z. At one of these quarries,
about 10 or 15 feet of drift material has been removed to get down to
the rock surface. Near these quarries, however, elevation of the recom-
mended alinement is above the ground surface, so the canal might cross
this shallow drift without getting down to the bedrock.
27. Aggregate Sources. Aggregate will be needed primarily for the
construction of the locks. There are several areas that are potential
sources of good aggregate:
a. Granular terraces along the Wabash and lower Tippecanoe
Rivers with good gradation of both sands and gravels.
b. Kames and eskers throughout the area which should be a
good source of both sand and gravel.
c. Outwash plains that consist of sands and gravels.
d. Limestone which can be crushed and used for coarse aggre-
gate where the limestone is near the surface.
e. Dunes consisting of sand, although usually of a uniform
size and poorly graded for use in concrete (beach ridges would be a
better source).
The existing quarries and gravel pits are shown on the Soils overlay,
Plate B-4 and the Strip Map overlay, Plate B-6. The most promising loca-
tions for establishing new aggregate sources are the areas marked on the
Soils overlay with W, K, and T. Borrow material, preferably fine-grained
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impervious material, will be required for the embankment across the
Kankakee valley. This material can probably be obtained from the canal
excavation through the moraine north of the Kankakee.
28. Urban Areas and Relocations. The recommended route avoids
urban areas. The vicinity of Gary was the only region where urban devel-
opment had a very restrictive effect on the alinement. The route passes
rather close to two small towns, Demotte and Leroy, but the canal could
be shifted a mile or so if desirable with very little effect on the con-
struction effort. There will have to be many new railroad and highway
bridges built to cross the canal, but construction of the canal will not
affect many existing bridges.
a. There are three existing railroad crossings across Burns
Ditch within 2 miles of the shore of Lake Michigan. These will have to
be replaced with new bridges elevated on fills or with drawbridges, as
the canal will be much wider than the existing ditch. All the other
railroad crossings will be at new locations, not replacements for
existing rail crossings. There will be nine additional railway lines
crossing the canal in the next 19 miles at the north end, with four other
rail crossings on the other 74 miles of the canal.
b. US 12 is bridged across Burns Ditch, which will require a
longer and higher replacement. There are two county roads and a state
road across the lower Tippecanoe that will have to be replaced or closed.
These are the only existing highway bridges that will be destroyed or
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made inadequate by the construction of the canal. There will be 13
additional bridges required for primary highways which will cross the
canal. The canal will intersect 65 county roads which form an intricate
network in northwestern Indiana. Some of these may have enough traffic
to justify the construction of bridges; many of them, however, can be
blocked off.
VI. CONCLUSIONS
29. Significant Findings.
a. This preliminary study indicates that the proposed Lake
Michigan-Wabash River canal is most probably not feasible because of
the limited water supply that is generally available from July to October
and the lack of good water storage sites. More detailed cost analysis
and evaluation of the potential water supply sources and storage sites
and water requirements for the canal are needed to determine more con-
clusively the feasibility. Additional data are needed on the costs of
the various phases of construction and opeiation to evaluate this project
and to compare the route selected in this report with other potential
alinements. The decisions in this study were made primarily on the basis
of engineering judgment without the benefit of quantitative cost data.
No figures were available to compare costs of various types of construc-
tion alternatives; for example, the cost of additional excavation could
not be compared with the cost of construction and operation of additional
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locks. Further, the cost of the canal was not determined, therefore, it
was not possible to make a comparison with benefits to the public to sub-
stantiate a recommendation for or against construction. However, the
almost insoluble engineering problems associated with water supply
probably argue against construction.
b. The following items are the most significant findings
concerning the planning of the proposed canal from Lake Michigan to the
Wabash River:
(1) The canal could be built without encountering major
construction problems.
(2) A route can be selected which will by-pass all urban
areas. Only near Lake Michigan will urban areas be very restrictive
on the alinement selection.
(3) Although one route was selected over the other aline-
ments considered, there are other routes which may be just as good.
Since the surface is fairly level, the topography is not very restrictive
in the route location.
(4) Water supply and storage are the greatest problems
for the canal.
(5) Even in the spring and early summer when river flows
are high, some water will have to be pumped considerable heights to
the summit level of the canal. During the dry season in some years the
streans may furnish very little, possibly none, of the canal requirements.
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Since much of the water must be pumped anyway, a recirculating system
would be an economical one to augment the water supply.
(6) Water from Lake Michigan could be pumped 100 feet to
the summit level for use, but it must be returned to the lake in accor-
dance with an international agreement between Canada and the states
bordering the Great Lakes.
(7)
Because of the rather level surface of northwestern
Indiana, good reservoir sites are scarce. The dam forming Shafer Lake could
be increased in height by 20 feet but this limited storage would still be
beneath the summit level. Lake Freeman cannot be raised without flooding
the town of Monticello.
(8) A dam on the Kankakee River could probably provide more
than 500,000 acre feet of usable storage. Such a reservoir will flood
over a hundred square miles of cultivated farmlands, but this appears to
be the only reservoir site where sufficient water could be stored to ensure
continuous operation of the canal through the extended periods of low flows.
(9) There are a number of lakes not too far from the pro-
posed route, but they are rather small with little storage capacity, and
the surface elevations are rigidly controlled by state law.
(10) The canal should be constructed to maintain a normal
water depth of 11 feet, two more than the minimum, in order to provide
water storage at the summit level for 1.4 days of operation.
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(11) Considerable pumping of water to the summit level
will be required, with lifts of 100 feet up from Lake Michigan and pos-
sibly 160 feet up from the Wabash River.
(12) Any proposed route will have to traverse about 20
miles of sandy soils, which will require special construction procedures
to prevent seepage.
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ANNEX A
STREAM FLOW DATA
Paragraph Page
1 Flow Data A-1
2 Stream Flow Variation A-1
3 Comparison of Source Possibilities A-6
Figure
A-1 Partial Stream Gaging Records, Indiana A-3
A-2 Low Flaws of Rivers A-5
1. Flow Data. USGS reports were the primary source of the stream
flaw information. The data were used to make reasonable computations on
the amount of water available from various sources and to determine
storage requirements to provide water during the periods of low flaws.
2. Stream Flaw Variation. For an estimate of the probable annual
storage requirement for canal operation and the minimum annual supply
potential of the sources, discharge records were reviewed to determine
the period of the year when lowest flaws were most likely to occur,
the lowest of the average flaws for this period in any one year, and
the lowest annual average flows on record. Records published by the
US Geological Survey through the 1960 water-year were used for this
purpose. In addition to the gages listed in Figure A-1, two others
were selected for review: one on the Kankakee at Shelby downstream
from the canal crossing, the other at Ora on the Tippecanoe above
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Monticello. In February, March, April, and May, the monthly mean flows
on the larger rivers are generally higher than the mean for the period
of record, lower than the mean for the period of record in each of the
5 months from July through November, and vary least from the mean for
the period of record in December, January, and June. Generally, the
months of lowest flows are the 4 months from July through October;
however, low flow persisted through 5 months in some years to include
either June or November. Records show that the average flow (expressed
as a percentage of the mean flow for the station) during the respective
4-and 5-month low periods may be as low as 9 and 12 percent for the
Wabash near Delphi (1941), where the period mean is 3,507 cubic feet/
second, and as low as 37 and 39 percent for the Kankakee at Shelby (1925),
where the mean is 1,500 cubic feet/second. Low flows on the Wabash and
the Tippecanoe deviate more radically from the mean than do those of the
Kankakee and the St. Joseph. For low average annual flows, the yearly
averages were determined for selected years beginning with the month of
December so as to place the assumed navigation season (April through
November) and months of low flows at the end of the year. Several low
annual average values for flow cast doubt on the adequacy of possible
sources to provide the estimated canal requirement. The average annual
flow for selected years of low flow, beginning with the month of December,
ranged from 25 percent (873 c.f.s.) of the average for the period on the
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PARTIAL STREAM GAGING RECORDS, INDIANA 2I
-1, ONLY
WABASH
DEER CR.
TIPPECANOE
GAGE LOCATION
Delphi
Delphi
Monticello
DRAINAGE AREA
Square Miles
4,032
278
1,710
AVERAGE DISCHARGE
c.f.s.
3,507
247
1,475
Years of Record
21
17
29
MAXIMUM DISCHARGE
c.f.s.
89,800
14,400
16,804 t/
Date
18 May 43
10 Jun 58
13 Jun 58
MINIMUM DIgCHARGE
c.f.s.
97
5.6
103-q/d
Date
25 Sep 41
27 Sep 54
27 Jul 34
HIGH DISCHARGE
c.f.s.
Water Year
7,315
1950
510
1950
3,145
1950
LOW DISCHARGE -S1
c.f.s.
Water Year
842
1941
19543.7
514
1941
1954 WATER YEAR AVERAGE DISCHARGE
c.f.s.
1,158
63.7
765
a/ USGS Water Supply Papers to 1960.
b/ Result of freezeup.
c/ Annual averages within period of record.
d/ Period of record to 1950.
e/ Daily average.
RIVER
TIPPECANOE KANKAKEE YELLOW IROQUOIS ST. JOSEPH'S
Delphi Dunns Brg Knox Rensselaer Elkhart
1,857 1,308 425 194 3,339
1,610 1,293 392 161 3,174
21 12 17 12 13
2,550
22,600 5,300 5,660 18,400
10 Feb 59 22 Oct 54 15-16 Oct 54 10 Jun 58 5 Apr 50
94/? b/
290? 39121 4.9 564t/
1-2 Oct 41 14 Jan 54 11 Jan 57 24 Oct 56 1-2 Nov 56
3,224 1,685
661 299 5,264
1950 1950 1950
1950 1952
2,093
548 829 225
1957 71.7
1941 1953 1954 1953
868 964 302 71.7 2,549
Figure A-1
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Wabash
near Delphi to 63 percent (808 c.f.s.) of the average for the
period for the Kankakee at Dunns Bridge.
annual average flow of the Tippecanoe at
Kankakee at Shelby (992 c.f.s.) was only
For the year 1941, the combined
Monticello (545 c.f.s.) and the
about 20 percent greater than
the canal requirement, 1,250 cubic feet/second; the flow of the Wabash
near Delphi
The average
records for
for the same year was only 25 percent of the period mean.
1941 flow for the St. Joseph River was not available; however,
another year
(1953) show that below average flow on St.
Joseph River can coincide with below average flows on rivers within the
study area. The table in Figure A-2 presents flow values for the 1941
year, the lowest on record for the selected stations on the Tippecanoe
and Wabash Rivers, and comparable values for the four main rivers for
1953, another year of low flaws.
LOW FLOWS OF RIVERS
River
Gage
Location
Mean Flow
for Period
of Record
(c.f.s.)
Low Average Flow
(7. of Period Mean)
Average Flow
(% of Period Mean)
4-month 5-month
AnnualAT
(Year 1941)
Tippecanoe
Monticello
1,475
17
21
37
Wabash
Near Delphi
3,507
9
12
25
(Year 1953)
Tippecanoe
Monticello
1,475
23
31
72
Wabash
Near Delphi
3,507
13
15
70
Kankakee
Dunns Bridge
1,293
34
39
63
St. Joseph
Elkhart
3,174
35
35
62
a/ December through November.
Figure A-2
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3. Comparison of Source Possibilities. Possible sources outside
the study area as well as inside were considered for supply of water to
the canal; however, main consideration was given to sources within the
study area. Outside the study area, only the St. Joseph River near
Elkhart about 60 miles to the northeast was given much consideration
as a possible source of supply, primarily because it appears to be the
only source where any substantial amount of water might be obtained by
gravity flow to the summit level of the canal. In addition to availa-
bility of supply, final determination of which sources to use depend
on the relative costs of pumping water to the summit level, providing
adequate water storage where required, and getting the water from the
source to the canal.
a. The Tippecanoe River with an average discharge of 1,475 cubic
feet per second at Monticello could be one of the main sources of water
supply for the canal; however, it cannot be depended on every year. In
one year its average flow was 550 cubic feet per second, and its average
flow for a period of 4 months has been as low as 250 cubic feet per
second. The gage at Ora has an elevation of 700 feet where the water
could move by gravity flow to the summit level of the canal about 30 miles
away. The average discharge at Ora is 821 cubic feet per second. The
flow is much less at Ora than at Monticello and the storage possibilities
are rather limited. It is evident that in years of average flow or better
the Tippecanoe can provide a substantial amount of water for operation
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of the canal, but in occasional years of low flow, very little water
could be diverted from the Tippecanoe.
b. From the standpoint of its average flow (1,293 c.f.s.) at
Dunns Bridge, approximately 17 miles upstream from the proposed canal
crossing, the Kankakee River appears to be one of the better sources of
water supply. During one year, however, its average flow was approxi-
mately 830 cubic feet per second and its average for 4 months was
slightly above 440 cubic feet per second. In the vicinity of the
canal it flows approximately 40 feet below the elevation of the summit
level and its elevation upstream from the canal is lower than the
canal summit for a distance of approximately 60 miles. Pumped supplies,
which would vary with seasonal flows, might be provided from the Kan-
Kakee River by providing a weir and pool within the riverbed. Storage
of flow for supply to the canal during a 4- or 5-month dry season would
be a problem because of the difficulty of providing a good reservoir site.
c. The mean discharge of the Wabash River at the mouth of the
Tippecanoe is 3,750 c.f.s., which is the sum of the measurements of
3,507 c.f.s. at the gage at Delphi about 6 miles upstream and the 250
c.f.s. discharge of Deer Creek, a left bank tributary of the Wabash
between Delphi and the mouth of the Tippecanoe. The discharge of the
Wabash is greater than that of the other rivers which are potential
sources of water for the canal. It is 20 percent greater than the
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average discharges of the Tippecanoe and Kankakee together. Although
the average discharge of the Wabash is greatest among the potential
source streams, it is not considered to be a good source for several
reasons. The average annual discharge of the Wabash at Delphi has been
as low as 842 cubic feet per second or 25 percent of the mean discharge.
Its average discharge for one 4-month period of low flow fell to 330
c.f.s., approximately 9 percent of the mean of all flows at Delphi. In
addition to its extremes of low flows, the Wabash has other disadvantages
as a source with respect to topography. Water supply from the Wabash
River would probably require pumping from its level near the mouth of
the Tippecanoe to the summit level of the canal, 160 feet above. The
feasibility of supplying the canal by gravity from the Wabash is extremely
doubtful. Elevations on the Wabash River above that of the canal summit
are approximately 70 miles away, and the topography between the canal
and the upper reaches of the Wabash consists of higher ridges with some
low intervening valleys, making it very difficult to provide water flow
by gravity across the region. Furthermore, this water will probably be
needed to provide navigation facilities on the proposed Wabash-Lake Erie
canal. If water were pumped from the Wabash at the mouth of the
Tippecanoe to use in the Lake Michigan-Wabash canal, most of the water
could be returned to the Wabash for reuse downstream.
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d. The water in Lake Michigan is probably adequate to supply
the c,anal throughout the navigation season with no detrimental effect
on water surface level of the lake; however, use of water from the
Great Lakes is restricted. An international agreement between Canada
and the United States prevents the diversion of water from the Great
Lakes or their tributaries unless it is returned or replaced to the
Great Lakes. Water pumped from Lake Michigan could probably be used
to supply the 310 c.f.s. required for operating the north locks and
their leakage losses; this would be returned to the lake. Supply from
Lake Michigan would require pumping through a height of 100 feet to the
canal summit pool.
e. The average discharge of the St. Joseph River is 3,174
cubic feet per second at Elkhart, Indiana. The elevation of the gage
datum is 700 feet at Elkhart, which is located outside the study area,
approximately 60 miles northeast of the proposed canal crossing of the
Kankakee River. Annual average discharges of the St. Joseph River at
Elkhart show less variation than the annual average discharges of other
possible sources. The lowest annual average discharge at Elkhart was
2,093 cubic feet per second, approximately 65 percent of the average
discharge. The lowest average discharge at Elkhart during 4 months of
low discharges was 1,100 cubic feet per second or 35 percent of the
average discharge. The St. Joseph River was considered as a possible
source primarily because of its substantial flows and its potential
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for gravity supply to the canal summit pool; however, aside from its
considerable distance from the canal, its present use for hydroelectric
power and its drainage to Lake Michigan detract from its potential as a
source of supply for the canal. Information contained in the record of
discharges indicates impoundments for hydroelectric power both above
and below the Elkhart gage. The river drains to Lake Michigan and
would be subject to the same restrictions referred to in connection
with Lake Michigan, above, which would limit its use to the operating
requirements and leakage loss for the north locks. The extent of use
for any supply which might be available from the St. Joseph would be
subject to an evaluation in relation to supply from Lake Michigan.
f. In-the northern and eastern parts of the study area,
the several lakes of glacial origin were discounted as feasible sources
primarily because of probable low discharge potentials. The levels of
lakes in Indiana are controlled by conservation laws which would restrict
their use for purposes otherthan those now established.
g. The left (south) bank tributary of the Kankakee, enters the
main river approximately 28 miles above the proposed canal crossing of
the Kankakee. Called the Yellow River, its average discharge is 392
cubic feet per second at Knox, Indiana, which is located approximately
32 miles east of the canal alinement. The lowest annual average discharge
for the Yellow River has been 225 cubic feet per second. Low flows on
the Yellow River occur approximately 1 month later than on the main rivers
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of the area. Its average flow for a 4-month period of low flows during
the navigation season was approximately 100 cubic feet per second. An
elevation of 680 feet for the gage datum at Knox indicates a possibility
for a limited supply of water by gravity from some location above Knox.
h. The Iroquois River, a tributary of the Kankakee is a rela-
tively minor source with a low potential for water supply for the canal.
Its importance is related to the location of its headwaters which con-
stitute a large part of the drainage area on both sides of the canal summit
pool. Near Rensselaer, about a mile west of the canal alinement, the
gage elevation is 642 feet. The average discharge from this drainage
system, measured at Rensselaer, is 161 cubic feet per second. Its
lowest annual average discharge was approximately 70 cubic feet per
second. Its average discharge for the low 4 months of the navigation
season has been less than 15 cubic feet per second.
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ANNEX B
OVERLAYS, ELEVATIONS AND STRIP MAP
Figure
B-1 Cultural Features
B-2 Drainage
B-3 Land Use
B-4 Engineering Soils
B-5 Elevations
B-6 Strip Map
ONLY
122E.t
B-2
B-3
B-4
B-5
B-6
B-7
NOTE: These are reduced copies of the overlays from Volume II.
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App
i
to
1.1?IANO
reumprmoorNoty
STE.
CULTURAL FEATURES FOR LAKE MICHIGAN
WABASH RIVER CANAL STUDY
? ,?01.
g,
AppisD
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CiAFAYETTE
ReQsF2RICIAAIRPP710i6
#00
Figure B-1
B-2
App
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Figure B-2
B-3
DRAINAGE MAP FOR LAKE MICHIGAN
WABASH RIVER CANAL STUDY
L.,...e
...
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7,41,
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44;
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LAND USE MAP FOR LAKE MICHIGAN
WABASH RIVER CANAL STUDY
Lvoovl
V VEGETATION
URBAN
o.
TRANSRORLA ZION
rt.
? ?1..1.?
Ft;e1T2GibokilciA-kiS0)70
Figure B-3
3-0
B-4
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LAREAnhafIGAN
10.01.1I01111101 111111111V!11111
"
110 ,11111,11110110d, 01111111g,,,!!:::,,0111;
1114011
.111111114 -
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411,11111r lirloili1W
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111111 _ .111111,111111111E
111111.111,1"'
ENGINEERING SOILS FOR THE PROPOSED
LANE MICHIGAN ? WABASH RIVER CANAL
EGENO
T
Figure B-4
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A
ROW
I?
!I I
. .
14-BDPi2i67AO
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RU
4)12
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ELEVATIONS ALONG SELECTED PROFILES FOR THE PROPOSED
LAKE MICHIGAN - WABASH RIVER CANAL
eLicIALDpT;AoU
I
!
Figure B-5
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STRIP MAP ALONG SELECTED ROUTE
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ANNEX C
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Paragraph
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1
Lock Requirements
C-1
2
Canal Losses
C-2
3
Reservoir Losses
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4
Storage Requirements
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1. Lock Requirements. Flow requirements for lock operation were
computed for each series of locks on the basis of 20 fillings of the
controlling lock chamber each day. Horizontal dimensions of lock
chambers being the same for all locks, the highest lock lift determined
the controlling lock in the series. For the north locks, with a con-
trolling lift of 25 feet, the flow requirement was computed to be 292
cu ft/second. The south locks would require a flow of 583 c.f.s. for
a controlling lift of 50 feet. A sample computation for the flow "Q"
required for lock operation follows:
Q =
Volume of lock chamber x fillings/day
Seconds/day
Example for a controlling lock lift of 30 feet:
(84 x 600 x 30)(20) . 350 c.f.s.
86,400
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2. Canal Losses. Only the greatest sources of loss from the canal
were considered in the flow estimate presented in this study. The
greatest water losses would be those due to leakage through the locks,
evaporation and seepage from the canal, and evaporation from pools
formed above dams. Other losses, such as those attributable to leakage
and overflow at appurtenances, would be relatively minor and were thus
neglected for this estimate. The leakage through locks, although depen-
dent upon lock height, was assumed to be 20 c.f.s. at each lock,
regardless of its height. The leakage loss through a series of locks
was regarded as being equal to that for one lock in that the leakage
from the summit pool was assumed to flow equally through all locks in
the series. Thus, the loss due to lock leakage would be 20 c.f.s. for
the series of locks on each end of the canal. Leakage around the two
proposed dams on the Tippecanoe River was assumed to be incorporated
with the base flow of the river and was not accounted for separately.
On the basis of factors on record for several existing canals, a value
of 3.0 c.f.s. per mile was assumed to be adequate for computing the com-
bined losses due to evaporation and seepage from the canal. The loss
due to evaporation and seepage, for a total canal distance of 90 miles,
was computed to be 270 cu ft/second. For the evaporation rate from
pools formed above dams, a value of 6 inches/month was considered ade-
quate for the dry months of the navigation period. There are three pools
of this type, two on the Tippecanoe and one on the Wabash with a total
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surface area of approximately 8,240 acres. The surface areas of the
Tippecanoe pools in downstream order were estimated to be 4,050 acres
and 1,050 acres. The surface area of the Wabash pool, at the mouth of
the Tippecanoe, was estimated to be 3,140 acres. Seepage from pools
above dams was assumed to be a minor loss, as impoundments would be
mainly within the banks of streams. Based on the above values for pool
areas and rate of evaporation, a flow of 70 c.f.s. would be required to
replenish the evaporation loss from pool surfaces during the period of
maximum evaporation.
3. Reservoir Losses. Because of reservoir losses caused by
evaporation and seepage, the total flow requirement will increase with
the storage reservoir capacity provided to supply the canal during
periods of low flow. Only the evaporation loss was considered signifi-
cant in estimating the reservoir storage loss. The seepage loss from
storage reservoirs was assumed to be negligible. The average annual
evaporation loss from lake surfaces in Indiana can be assumed to be
approximately equal to the precipitation which might average about 36
inches per year. About 75 percent of the evaporation from reservoirs,
in general, takes place from April through September with approximately
20 percent of the total occurring during the maximum month. On the
basis of the above values, considering that the lowest flows in the
project area can extend over at least a 4-month period, an average
evaporation rate of 6 inches/month was assumed for the 4 months during
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which the maximum evaporation rates and demand for supply from storage
would occur. The depth of effective storage and the average surface
area for reservoirs was assumed to be 15 feet and three-fourths of the
full pool surface area, respectively.
4. Storage Requirements. Storage reservoir requirements for var-
ious years may range from zero to the amount of storage needed to supply
the total canal requirement during several months of low flaws. A max-
imum storage requirement for a year of extremely law discharges in the
navigation season was assumed to be the storage needed to provide the
total canal requirement (1,250 c.f.s.) for a period of 4 months. Con-
sidering also the evaporation loss from reservoirs to store this 4-month
requirement, the necessary storage volume would be 330,000 acre-feet.
For the minimum storage requirement, a condition was assumed wherein
water used for canal operation and leakage through locks could be con-
served and reused; thus, the stdrage needed would equal to the sum of
evaporation and seepage losses in the canal system (340 c.f.s.). Again
considering the reservoir evaporation loss, the reservoir storage needed
to supply 340 c.f.s. for a period of 4 months would be 90,000 acre-feet.
A third condition was considered in addition to maximum and minimum
requirements, where reservoir supply would be provided to satisfy only
the seepage and evaporation losses and the requirement for operating the
south locks (940 c.f.s.). The north locks would be supplied with water
from Lake Michigan. The reservoir capacity, considering the reservoir
FO
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evaporation loss, for 940 c.f.s. over a period of 4 months would be
250,000 acre-feet. However, in an extreme year when the period of very
low flows might extend to about 6 months, the storage requirements could
be 50 percent greater than those mentioned above.
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Paragraph
1
2
ANNEX D
WATER CONSERVATION
Thrift Locks
Supply by Recycling
Page
D-1
D-2
1. Thrift Locks. The water requirement for operating the locks
could be reduced through the use of thrift locks. Thrift locks, probably
the most usual device employed for this purpose in Europe, consist of
one or more shallow basins at different levels constructed adjacent to
the lock into which part of the water from the full lock chamber is
emptied and stored. The water stored in the thrift basins is reused in
the same lock during the next refilling of the lock. The amount of
water saved each time the lock chamber is emptied depends on the number
of thrift basin levels and the ratio of the breadth of the lock chamber
to that of the thrift basin at any one level. (The breadth of the
thrift basin would be the sum of the basin widths at the same level on
both sides of the lock.) Two thrift basins, each having the same total
breadth as the lock chamber and the proper depths could reduce the water
requirement for the lock by one-half; six thrift basins, each with the
same total breadth as the lock chamber would reduce the water requirement
for the lock by three-fourths. Three-fourths of the lock chamber volume
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could be saved by using four or five thrift basins having breadths 3
and 1.5 times that of the lock chamber, respectively. A water require-
ment of 25 percent of that required for ordinary locks is a reasonable
value to assume to be possible with thrift locks; this value may be
realized for four, five, and six thrift locks having total breadths of
3, 1.5, and 1 times that of the lock chamber, respectively. If the
water requirement for lockages were reduced by 75 percent through the
use of thrift locks, the total water requirement for the canal would be
reduced from 1,250 cubic feet per second to 600 cubic feet per second.
Because of variations of design that might be assumed for thrift locks
and unknown factors that could limit the size, conventional locks were
assumed for the project design. All estimates herein for water require-
ments and supply were based on conventional locks.
2. Supply by Recycling. The recycling of water in the canal system,
by pumping water back to higher pools after it has been used in the locks,
might keep the canal in operation during periods when adequate water is
not available from potential sources which have been developed. One
system for maximum recycling of water within the system could be effected
by means of pumping at three locations on the waterway as follows:
pumping to the summit pool (elevation 680 ft) from Lake Michigan (eleva-
tion 580 ft) would supply water used in the operation of the series of
four 25-foot locks at the north end of the canal; pumping to the summit
pool from the pool that would be formed by the dam for lock number seven
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(elevation 580 ft) would recycle outflows from the two 50-foot locks at
the south end of the canal; pumping to the Tippecanoe pool for lock num-
ber seven from the pool to be formed on the Wabash River (elevation
520 ft) at the mouth of the Tippecanoe would supply water for the two
30-foot locks on the Tippecanoe. Fluctuations in pool surface levels
caused by storage of the daily quantities required for lock operation
and leakage (less than 1 foot on the Tippecanoe and Wabash pools and
less than 2 feet for the summit pool) were assumed to be within tolerable
limits. In a system for recycling the outflows from the waterway locks,
water must still be supplied to the canal system from available source
flaws or reservoir storage to replace losses due to evaporation and
seepage. It should also be considered that a system of recycling canal
outflows over a period of weeks or months could cause a problem due to
a buildup of pollutional loads. The dilutional effect of the Tippecanoe
and Wabash natural flaws through the navigation pools may be insufficient
to offset pollutants from barge traffic and populated places served by
the Tippecanoe and Wabash Rivers, especially during periods of low flaw.
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ANNEX E
BIBLIOGRAPHY
1. Abbett, Robert W., American Civil Engineering Practice. Volume II.
John Wiley & Sons, New York, N.Y., 1956 (UNCLASSIFIED).
2. Chow, Ven Te, Handbook of Applied Hydrology. McGraw-Hill Book
Company, New York, N.Y., 1964 (UNCLASSIFIED).
3. Congress of the US, 76th Congress, Lake Erie and Ohio River Canal.
House Document No. 178. US Government Printing Office, Washington,
D.C., 1939 (UNCLASSIFIED).
4. , 73d Congress, Wabash River, Ohio, Indiana and
Illinois. House Document No. 100. US Government Printing Office,
Washington, D.C., 1934 (UNCLASSIFIED).
5. Cribbins, Paul Day, A Proposed Navigable Waterway for the Wabash
and Maumee Rivers. (A Thesis Submitted to the Faculty of Purdue
University in Partial Fulfillment of the Requirements for the Degree
of Doctor of Philosophy.) 1959 (UNCLASSIFIED).
6. Davis, Calvin Victor, Handbook of Applied Hydraulics. McGraw-Hill
Book Company, New York, N.Y., 1942 (UNCLASSIFIED).
7. Department of Agriculture, Agriculture Stabilization and Conserva-
tion Service, Aerial Photography of Indiana. Scale 1:20,000.
Eastern Laboratory, Ashville, N.C., 1962-1965 (UNCLASSIFIED).
8. , Forest Service, Areas Characterized by Forest Types
in the United States. Map, Scale 1:5,000,000. Washington, D.C.,
1949 (UNCLASSIFIED).
9. , Forest Service, North Central Forest Experiment
Station, Timber Volume in Indiana. Research Note NC-58. St. Paul,
Minnesota, 1967 (UNCLASSIFIED).
10. Department of the Army, Corps of Engineers, Army Map Service (naw
US Army Topographic Command), Topographic Maps NK 16-8 and NK 16-11,
Series V 501, Scale 1:250,000. Washington, D.C., 1953 (UNCLASSIFIED).
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11. Department of the Army, Corps of Engineers, Hydraulic Design of
Navigation Locks. EM 1110-2-1604, (Draft Copy). Washington, D.C.,
1963 (UNCLASSIFIED).
12. , Corps of Engineers, Navigation Locks. EM 1110-2-
2601. US Government Printing Office, Washington, D.C., 1959
(UNCLASSIFIED).
13. Department of Commerce, Weather Bureau, Climatic Summary of the
United States, Indiana Supplement for 1931 through 1952. US
Government Printing Office, Washington, D.C. (UNCLASSIFIED).
14. , Climatic Summary of the United States, Indiana
Supplement for 1951 through 1960. US Government Printing Office,
Washington, D.C., 1964 (UNCLASSIFIED).
15. Department of the Interior, Geological Survey, Aerial Photography
of Indiana. Scale 1:24,000. Washington, D.C., 1961-1967
(UNCLASSIFIED).
16. , Topographic Maps of Indiana, 7.5 minute series,
Scale 1:24,000. Washington, D.C. (UNCLASSIFIED).
17. , Geologic Map of North America. Scale 1:5,000,000.
Washington, D.C., 1965 (UNCLASSIFIED).
18. , Geologic Map of the United States. Scale 1:2,500,000.
Washington, D.C., 1932 (reprinted 1960) (UNCLASSIFIED).
19. , Compilation of Surface Water Records of the United
States through 1950. Part 3-A, Part 4, and Part 5. US Government
Printing Office, Washington, D.C. (UNCLASSIFIED).
20. , Compilation of Surface Water Records of the United
States, October 1950 to September 1960. Part 3-A, Part 4, and
Part 5. US Government Printing Office, Washington, D.C., 1964
(UNCLASSIFIED).
21. Franzuis, Otto, Waterway Engineering. The Technology Press,
Massachusetts Institute of Technology, Cambridge, Massachusetts,
1936 (UNCLASSIFIED).
22. Handenburgh, W. A. and Rodie, Edward B., Water Supply and Waste
Disposal. International Textbook Company, Scranton, Pa., 1960
(UNCLASSIFIED).
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AL US
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23. Hudowalski, Edward C., "New York State Barge Canal System,"
Journal of the Waterway and Harbors Division, Proceedings of the
American Society of Civil Engineers. Volume 85, Number WW3,
Part I. September 1959 (UNCLASSIFIED).
24. Merriman, Thaddeus and Wiggen, Thomas H., American Civil Engineers'
Handbook, Fifth Edition. John Wiley & Sons, Incorporated, New
York, N.Y., 1930 (UNCLASSIFIED).
25. Miles, Robert D., Airphoto Interpretation for Engineer Applications.
(Unpublished Manual for Instruction or Reference.) Purdue
University, West Lafayette, Indiana (UNCLASSIFIED).
26. Morris, Henry M., Applied Hydraulics in Engineering. The Ronald
Press Company, New York, N.Y., 1963 (UNCLASSIFIED).
27. Perrey, J. I. and Corbett, D. M., Hydrology of Indiana Lakes.
Geological Survey Water Supply Paper 1363. US Government Printing
Office, Washington, D.C., 1956 (UNCLASSIFIED).
98. Purdue University, Staff. Airphoto Interpretation and Photo-
grammetry Laboratory, Perennial and Ephemeral Streams and Lakes of
Indiana. West Lafayette, Indiana, 1966 (UNCLASSIFIED).
29. Scothon, Earl, "New York State's Unique Canal System," Civil
Engineering. American Society of Civil Engineers, New York, N.Y.,
June 1967 (UNCLASSIFIED).
30. State of Indiana, Department of Conservation, Geological Map of
Indiana. Scale 1:1,000,000. Indianapolis, Indiana, 1956
(UNCLASSIFIED).
31. The Geological Society of America. Glacial Map of the United
States. Scale 1:1,750,000. New York, N.Y., 1959 (UNCLASSIFIED).
32. Wayne, William J., Map of Indiana Showing Glacial Deposits. Scale
1:1,000,000. State of Indiana, Department of Conservation,
Indianapolis, Indiana, 1960 (UNCLASSIFIED).
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