Many of the catalysts and reactive hardeners used in epoxy resin
systems are strong chemicals which will damage human tissue and
necessary safety precautions, which will be discussed later, must
be employed when handling them.

To achieve an optimum cure, it is necessary to properly proportion
the curing agent to the particular resin. The proper ratios are
determined by the formulator and are given as ''mixing proportions"
in the directions for use of the material.

In order to achieve the correct chemical cure, it is necessary that
the reactants be thoroughly dispersed one in the other. Thorough
mixing must be accomplished to prevent isolated pockets of one
component or the other. The materials will not intermingle by
absorption, diffusion, etc. However, once the components are mixed,
they must be used within a relatively short time as the curing
reaction begins immediately. The time that a mixture remains

in a usable or workable condition after mixing is called the "pot life."

Alloying Compounds

Cured epoxy resin systems, prepared by proper proportioning of
resin and curing agent, are generally hard and brittle. For many
applications, these properties are desired or are not detrimental

and such systems are used. However, for most applications, tougher
compounds are needed. These can be obtained by 'alloying" or modi-
fying the system.

Inert Fillers

Various types of inert fillers are sometimes incorporated into epoxy
resin systems. Among these are mineral pigments and powders,

sand and/or aggregate and fibrous types. Pigments are added to a sys-
tem to achieve color, whereas other inorganic powders are added to
control viscosity, heat dissipation, and other properties. Sand or
aggregate is added to extend the volume of a particular resin. Fibrous
types, sometimes called reinforcements, may be glass, asbestos,
cotton, or synthetic fibers. These fillers may be incorporated into

one component or the other, but more often are added to the system
just after the resin and curing agent are blended.

Diluents and Thinners

Diluents and thinners are liquids added to an epoxy system to reduce the
viscosity. The diluents generally are reactive; that is, contain a chemi-
cal group which will react with the epoxide groups in the resin. Thinners
are generally nonreactive solvents such as xylene or toluene. The use
of diluents or thinners should be held to a minimum as in all cases they
degrade the physical properties of the cured system. Most Bureau
applications will be made with systems which do not contain either
diluents or thinners.

16


equipped with a negator constant torque spring, synchronous electric
motor, or a battery electric driven clock. For the most part, the
negator spring-driven clocks are used in the Kansas River Projects
area, and will operate the recorder for approximately 130 days with-
out rewinding. There are three types of installations in the Kansas
River Projects: (1) For small streams, the control instruments and
the fixed position orifices are connected by one tube; (2) For large
streams or reservoirs with more than 350 feet separating the orifice
and the control instruments, twin tubes are required to offset the
friction of the gas movement. (Lovewell Reservoir Level Gage is of
this type, requiring over 700 feet of twin tubing); (3) For reservoirs
using a mercury manometer and reservoir level piping system in the
outlet works or spillway, the servo-manometer assembly can be
modified to provide a means of recording the reservoir water levels.
The piping system is tapped, and the water pressure acts directly on
the servo-manometer unit. (Kirwin and Cedar Bluff Reservoirs in
Kansas, Enders Reservoir and Harry Strunk Lake in Nebraska, and
Bonny Reservoir in Colorado, are of this type.)

The U. S. Geological Survey has 70 "'bubblers" in operation in the
State of Kansas and report that they are having only minor troubles
at the present time. These are mostly within the servo-control unit.
They have "ironed out" the difficulties as encountered during the 4

796-708:

10

years of operating this type of
gage.

The mobility of one of these
gages is of great advantage.
Nearly all of the material is
salvageable and a "bubbler"
type gaging-station can be
moved from one location to
another in a matter of hours

or days, as compared to weeks
or months to reconstruct a
stilling-well type gaging station.
The photograph at left, of the
gaging station on the North Fork
of the Solomon River at Glade,
Kansas, shows both the stilling
well and "bubbler" type stations.
The stilling-well type gage has
been replaced with the "bubbler"
type pressure gage in the fore-
ground. As the flow meanders
from one part of the streambed
to another, the "bubbler" ori-
fice is easily moved to a new
location.


The use of any thinners, solvents, or release agents, either on
tools while working an epoxy mixture, or in the mix, should not be
permitted.

Lubrication of tools while working epoxy mortar may be accomplished
by dipping in a batch of catalyzed, but unfilled, resin as required, but
should be held toa minimum. Solvents may be used only for the final
cleanup.

Surface preparation for either application should be as follows: First,
all loose concrete and dust should be removed; second, the surface to
be patched should be etched with a one to four dilution of hydrochloric
(muriatic) acid; and finally, when the etching action ceases, the surface
should be thoroughly scrubbed with a stiff bristle brush under running
water and rinsed clean. The scrubbing is essential to remove residual
salts from the etching reaction. The cleaned surface should then be
allowed to dry completely before application of the epoxy compound.

We would appreciate being advised of any proposed uses of these
materials. We believe at this time that each application requires
special consideration.

LOCATION OF CORPS OF ENGINEERS CONTROL CENTERS
FOR POOLS OF TESTED EPOXY RESIN MATERIALS

Corps of Engineers Controls pools located at
U. S. Department of the Army San Carlos, California
180 New Montgomery Street

Post Office Box 3050,

Rincon Annex

San Francisco 19, California

Corps of Engineers Controls pools located at
U. S. Department of the Army Los Angeles, California, and
Los Angeles District Long Beach, California

Post Office Box 17277,
Foy Station

751 South Figueroa Street
Los Angeles 17, California

Corps of Engineers Controls pools located at
U. S. Department of the Army Oklahoma City, Oklahoma
Southwestern Division

Santa Fe Building

1114 Commerce Street

Dallas 2, Texas

20


ELECTRICAL LOGGING TO LOCATE SEEPAGE

At the eighth annual meeting of the Four States Irrigation Council,
held in January 1959 at the Denver Federal Center, Dart Wantland,
Geophysicist, Engineering Geology Branch, Office of the Assistant
Commissioner and Chief Engineer, Denver, Colorado, reported
that the Bureau of Reclamation had made field trials of the electrical
logging method to detect possible seepage from operating canals.
These trials were carried out in the Central Valley Project, Cali-
fornia, in October 1958 under the Lower-cost Canal Lining Program.
A total of 7.3 miles of canals were logged, along selected reaches of
the canals. The first test of the electrical canal logging method was
performed for the Bureau by a firm of consulting geologists and
geophysicists.

As a result of the first canal logging test it was concluded that the
electrical logging would assist in locating and tracing seepage, if
combined with a knowledge of soils and geologic formations along

the canals studied. It was felt that further field trials were war-
ranted to define the conditions under which the procedure would or
would not "work." Further, field work and an evaluation of the results
were the subject of a report presented by Mr. Wantland in Denver,
Colorado, on January 12, 1961, ata joint meeting of the Four States

Irrigation Council and the Upper Missouri River Water Users' Associa-
tion.

The electrical logging technique was originally developed for use in
(uncased) drill holes and was first applied in France in about 1927

by Messrs. C. and M. Schlumberger. The electrical logging of drill
holes is now routine for all oil exploration and oil field development,
and drill hole logging services are available throughout the world.

Procedure

An electrical log of a drill hole is a continuous record of the electri-
cal resistivity and of the self-poténtial or natural electrical voltage

of the formations drilled through. Such logging requires that electri-
cal contact with these formations be established by four electrodes,
three of which are lowered into the drill hole and form a ''Sonde" as
shown in Figure 1. The generator, ammeter, and voltmeter designated
in the figure are part of the measuring and recording equipment mounted
in a logging truck located near the mouth of the well and by means of
which a log is made asthe "'Sonde'' goes down the hole. The idealized
electric log in Figure 1 brings out that different kinds of rocks and
formations have different resistivities and self-potential.

An electrical log of a canal is quite similar in many ways to an
electrical log of a drill hole, and shows the variations from point
to point in the resistivity and self-potential of the materials along
the bottom of the canal. Contact is made on the canal bottom by



From this brief discussion, it can be seen that epoxy resin systems
are complex products which require precise formulating and correct
handling to attain proper cure and expected properties.

Safety Precautions

The epoxy resin compounds are chemical materials with which certain
necessary safety precautions must be exercised when handled to avoid
health problems, since some of the hardeners or catalysts are classed
as primary skin irritants. Protective clothing and rubber or plastic
gloves should be worn while handling these materials.

Goggles are often necessary to protect the eyes from splash, spray,
etc. Special protective barrier creams should be applied to all exposed
skin areas if the materials are to be sprayed or handled for any length
of time. Spillage and tools should be cleaned immediately so accidental
contamination does not occur. Finally, in close locations, adequate
ventilation should be provided. The usual safety precautions should be
exercised in handling the etching acid solution.

If an epoxy resin should contact the skin, either in component or mixed
forms, it should be removed immediately to minimize the danger. The
excess should be removed with a clean dry cloth or paper towel and the
area washed thoroughly with soap and water. At least three good soap-
ings are necessary. If water is not readily available, denatured alcohol
may be used to remove the contamination, but the area should be washed
with soap and water as soon afterwards as possible. Solvents should
never be used to remove epoxy resins from the skin, as they transport
the contaminent into the skin, thereby increasing the contamination
rather than reducing it.

Cured epoxy resins are generally considered innocuous and present no
potential danger. However, if grinding operations are necessary. a
dust-type respirator should be worn to prevent inhalation of the epoxy
dust.

Evaluation Tests in Progress

All testing of epoxy resin systems has been on proprietary materials.
Wherever possible, materials of similar composition were tested
together or in companion tests so that comparative data on particular
types could be collected.

Each individual test program has been designed to obtain information
judged to be the most valuable for specific Bureau needs, in environ-
ments closely related to actual field exposures. Several hundred speci-
mens are undergoing aging tests in a variety of exposure conditions sc
that the effects of the exposure on the properties of the resin can be
determined. Of particular interest will be comparisons of initial test
data with data obtained after exposure. Most of these tests are still

in progress. To our knowledge, there is no comprehensive published

17



These suppliers can also furnish materials formulated to meet the
purchase descriptions, but which are not maintained in a tested pool.
These are their regular consumer products. We believe that, when
small quantities are involved, that untested material will generally

be satisfactory provided that the manufacturer certifies conformance to
the requirements of the Corps purchase descriptions. The cost of the
epoxy-polysulfide compound will be about $14.00 per gallon unit. If
tested material is required, the prorated test costs will be in addition
to the purchase price. The prorated costs will vary with the size

of the pool and the amount ordered, but should be less than the costs of
testing an individual batch for a specific use. We suggest that, for the
present, if quantities in excess of 10 gallons are required, tested
material be obtained.

As research and development on epoxies is moving forward at a very
rapid rate, it is recommended that inquiries concerning the suitability
of materials for a specific use and sources of supply be forwarded to
the Chief Research Engineer, Division of Engineering Laboratories,
Bureau of Reclamation, Building 56, Denver Federal Center, Denver
25, Colorado.

Recommended Construction and Repair Procedures

Wide general use of the epoxy resins in concrete construction or repair
cannot be recommended at this time, as latent properties have not been
fully evaluated. The techniques set forth below are not intended to
replace standard concrete construction or repair procedures outlined in
the Bureau's Concrete Manual, but are given to provide information on
our current recommendations for limited use of the promising epoxy
resin compounds.

The compound may be used either as a bonding agent for bonding fresh
portland cement mortar to hardened concrete or as a patching mortar
when filled with sand for making small patches. For the first application,
the two components are mixed in equal parts by volume, applied to

the cleaned surface, and the portland cement mortar or concrete
applied while the bonding layer is tacky. On steep slopes and vertical
surfaces, it is necessary to use forms to hold the new mortar or con-
crete in position while the initial cure takes place. When the forms

are removed, or after initial set has occurred, the new mortar or
concrete should be cured in the usual manner.

The blended resin, when mixed with three or more parts by weight
of well-graded, clean, dry sand, produces a patching mortar for
small repairs of concrete. The sand is blended into the mixed resin
a bit at a time until thoroughly incorporated into the mixture. The
epoxy mortar is then applied to the area to be patched and allowed

to cure. In this case, the resin binder cures chemically and the
curing membrane should not be applied. An epoxy mortar can be
used to finish the edges of a portland cement mortar patch where the
featheredges are difficult to attain behind a form.

19



gage is somewhat similar to that developed and in use by the U. S.
Geological Survey. The résults of the Corps' studies are presented

in Project Bulletin No. 3, dated June 1960, "Design and Operation of
Reservoir Water Level Measuring Equipment." The bulletin discusses
accuracy; dependability; convenience of operation; cost of installation,
operation and maintenance; and other factors.

The "bubbler" gages used in the Missouri River Basin Project by the
Bureau of Reclamation can be considered as a reliable source of
record for both flowing and ponded water, and can be adaptable

to many locations for more efficient operation and maintenance.

Developed and adapted for use by the U. S. Geological Survey,
the survey should be contacted for any technical advice regarding
application for a specific job. It is suggested that inquiry be made
to the Research Section, Surface Water Branch, U. S. Geological
Survey, Columbus, Ohio.

EPOXY RESINS FOR CONCRETE CONSTRUCTION AND REPAIR

An epoxy resin is a particular liquid or solid material which must be
polymerized to attain useful properties. Exploration of these resins
began in Germany in the thirties. Commercial quantities became
available in 1949 and were of interest to the coatings and adhesives
industries. In the late forties and early fifties, one of the major
chemical companies began experimentation and these experimental
resins have attained major importance in the epoxy field. These are
the resins which are utilized primarily in epoxy resin compounds for
concrete construction. Coincidental to the development of epoxy resins
was the development of various processes to cure the resins into
usable end products.

Early work in this country on the development of epoxy resins in
concrete construction and repair was done by the California State
Highway Department in 1953. Since then, such work has been done

by manufacturers, Government agencies, and others in perfecting
epoxy resin systems for application in concrete construction and repair.

Epoxy resins are chemical materials which, when properly applied

in concrete construction and repair, can be used to bond fresh port-
land cement mortar or concrete to hardened concrete; to bond hardened
concrete to hardened concrete; or when filled with an inert material,

to patch, fill, or repair broken, eroded, or damaged concrete surfaces.
Certain epoxy compounds are applicable as surface treatments, as crack
and joint sealers or fillers, as grout, and for bonding dissimilar mate-
rials to concrete.

14


ELECTRICAL SEEPAGE SURVEY OF

IRRIGATION CANAL
(KIRWIN MAIN CANAL-~ KANSAS)

200;
RESISTIVITY LOG
17544
wn
=
=x
© 150
251 L 1 L n n 1 L L 1 L
STA 280+00 285+00
0.1 0.04
re Pa
“-----Seep meter tests (cu. ft./sq.ft/day )---~
var A. pee eee
OPA Nearer ad
Low "SP" shows tightness?
w 25
e
a
Oo
>
= 50
= SELF POTENTIAL LOG OR SP
n 1 n 4 4 1 1 L
* STA. 280+00 285+00
w----------------------------- Earth Lined----------------------------------->

Portion of log I! on reach 4- Sta.260+50-316+64
2 Electrodes 10 ft. apart

Fig. 3


ELECTRICAL LOGGING OF CANALS

C= Current electrode Boom and Guys~

P= Voltage electrode Instrument

. Truck-..
Mater Line Measuring wheel,
, Canal Bank----.. Float, 6HB
pS On 71 ads
Electrodes. -

ARR CEI GE
Bile Wp,

Lines of current flow-~

R,C, -’ “Electrodes

The electrodes are dragged along the bottom of the canal
Fig. 2

two lead electrodes which are flat discs,- about 2 inches in diameter
and 1/2-inch thick. These electrodes are connected by individual
waterproof wire lines to a source of electrical current and recording
equipment in a field truck. As shown in Figure 2, current is sent
through the ground between the two electrodes. The resistance and
self-potential are measured and recorded, by the moving pens of a
chart recorder, as the instrument truck moves along the canal bank
dragging the string of electrodes in the canal. In effect we take a
series of samples of earth materials at adjacent points along the
canal bottom, measure their electrical properties and record the
results graphically. Reaches of canals can be logged at a speed

of about 2 miles per hour.

The spacing of the electrodes controls the depth to which the resistivity
of formations is measured in electrical logging. In the Bureau's
recent tests in Kansas logging was done mainly with a 10-foot spacing
of electrodes which was found to be quite satisfactory after trying
several different separations.

Second Field Trial

A bore hole logger was modified for canal logging by the Bureau and in
April 1960 a second field logging trial was made; also in California.

The equipment permitted us to test the possibility of measuring the self-
potential in canal logging in addition to the resistivity, as in bore hole
logging. We found that self-potential was present in a canal and could
be measured.

The measurement of the self-potential was important because it is
known that one cause of self-potential is water moving through porous
media or, in other words, leakage. The photograph on the cover of



ELECTRICAL LOGGING OF DRILL HOLES

100

00 50

Self
Potential
Millivolts

Resistivity
OHM-me/m|

Generator-

TIT

TUTTI

Shate

Sandstone
Shale
Sandstone

Shale

Sandstone

Shale

Sandstone
t OilorGas ~
[ Transition 7
Salt Woter
Shale

Sandy Shale

Shale
[Limestone
Sandstone

Shale
Thin Limestone

Shale

Limestone

Hard Shale |

IDEALIZED ELECTRIC LOG

Fig.

Ammeter---._

Current C,

Voltmeter-.,

"SondeTM._

Current Cet tl

1
--L
le"
K

'
'
i
1
t
'
'
Ig
i
'
:

tL.

P, .
Potential

2

ELECTRODE AND CIRCUIT

1

ARRANGEMENT


Bureau Investigations

Bureau investigations of epoxy resins for concrete construction and

repair began about mid-1958, at which time several major evaluation
programs were initiated. Prior to that time, several cursory studies
were made on the possible merits of epoxy resins. These early studies
revealed that much was to be learned about epoxy resins before general

or widespread use could be recommended. The programs that followed
were designed to provide what was judged to be the most essential informa-
tion on epoxy resins as adapted to the particular and oftentimes unique
circumstances in and around Bureau structures.

Many questions arose which could not be answered satisfactorily by
various users or material suppliers, which led to additional laboratory
investigations. It should be remembered that many different epoxy
resin materials are available for concrete work, and each supplier
furnishes directions for use (and surface preparation) which he believes
best for his particular material. At the present time, there are no
standards which are completely satisfactory for either materials or
techniques in using them. Bureau studies are aimed at perfecting stand-
ards for use within the Bureau of Reclamation. .

Each Bureau test program is designed to include as many as practical
of the variables which might affect performance. Different basic types
of epoxy compounds are being compared under identical test conditions.
These studies are being conducted because, at the present state of
development, each potential application of epoxy resins requires
special consideration. Indiscriminate use of epoxy resins in concrete
construction or repair is not recommended.

MATERIALS
The Basic System

Epoxy resins are a class of true thermosetting plastics which require
an external influence to convert to a stable solid mass. The systems
which are of concern here are generally furnished in two components,
one the resin, and the other the curing agent. The curing agent is
added to the resin, a curing reaction commences, and the conversion
occurs. Oftentimes, other materials are added to one component or
the other to improve certain characteristics of the cured system.

Curing Agents

Conversion to the thermoset plastic can occur under the influence of
heat, a catalyst, a reactive hardener, or a combination of these. Many
desirable properties can be attained by proper use of reactive hardeners.
The catalysts andhardeners, or mixtures of them, are classified under
the general title of curing agents.

15



Results of Logging

The electrical canal logs were studied and correlated with geologi-

cal and topographic conditions along the different reaches and with

seep meter measurements, ponding tests and inflow-outflow determina-
tions. It was found that most of the reaches logged could be divided
into two classes as follows:

Class 1--Reaches where the electrical canal logs showed
only small variations in resistance and in self-potential of
about 20 ohms and 10 millivolts, respectively. It developed
that such small variations in self-potential indicated reaches
that were relatively tight. An example of such a tight reach
is shown in Figure 3.

Class 2--Reaches where the electrical logs showed very
rapid and large changes in self-potential from point to
point of from 25 to 50 millivolts. Evidence indicated that
reaches or portions of reaches where the self-potential
was large and variable indicated seepage. Figure 4 is an
example of such a reach. .

Variations in resistance along both types of reaches reflected the
type of material in a given local area as low resistance silt and
clay in comparison with relatively higher resistance chalk rock.

A summary of the comparison between the interpretation of the
electrical canal logs, in terms of tightness or seepage, along
different reaches and the seep meter readings and other data
shows as follows:

~~ | Interpretation of Confirmation of Interpretation
Number of Electric Logs as as Showing:
Seep Meter Showing: Tightness Seepage
Comparisons |Small SP] Large SP] Veri-| Not Veri-| Veri-| Not Veri-
Tightness| Leakage | fied fied fied fied
36 25 11 24 1 9 2

The above table shows that there were 36 seep meter measurements
at which points small self-potential variations were shown in 25
cases and the logs interpreted as indicating tight conditions. This
interpretation was confirmed by the meter readings in 24 cases and
not confirmed in 1 case. The prediction-confirmation ratio for
tightness was 24/25, or 96 percent. Large and variable self-
potential was shown in 11 cases and the logs were interpreted as
showing leakage. This interpretation was confirmed in 9 cases and not
confirmed in 2 cases. For leakage the ratio was 1/11, or 82 percent.
Combining these ratios an overall prediction success of 33/36, or 91
percent, was shown.



Corps of Engineers Controls pools located at
U. S. Department of the Army St. Louis, Missouri

St. Louis District

420 Locust Street

St. Louis 2, Missouri

Corps of Engineers Controls pools located at
U. S. Department of the Army Louisville, Kentucky; St. Paul,
Ohio River Division Laboratory Minnesota; Woodside, New York;

315-335 Main Street Whippany, New Jersey; Verona,
Cincinnati Gas and Electric Annex New Jersey; Lansing, Michigan;
Cincinnati, Ohio and Chicago, Illinois

21 GPO 844798



ome sl OP - 50 Noy Ege?

OPERATION AND MAINTENANCE

EQUIPMENT AND PROCEDURES
RELEASE NO. 35

January, February and March 1961

LAST COPY - DO NOT REMOVE

CONTENTS
Electrical Logging to Locate Seepage

Bubbler Type Pressure Gages and Their Application in Kansas
River Projects

Epoxy Resins for Concrete Construction and Repair


For canals of the type of the Kirwin Canal and under conditions such
as were present there, it can be said that the procedure appears to
have merit as the confirmation secured is better than possible under
the laws of chance.

There was certain additional confirmation from other measurements.
On two reaches where tightness was indicated by the electrical logs
for the entire lengths of the reaches and confirmed by 14 seep meter
readings, inflow-outflow measurements in one case and ponding in
another case also confirmed the log predictions. On another reach
where leakage was indicated by the electrical log and confirmed by
four seep meter readings, inflow-outflow measurements and ponding
verified the interpretation of the log.

Conclusions

The conclusion reached after the first logging trial in California--
in October of 1958--still holds. Those of us concerned were then
and are now of the opinion that electrical logging will assist in
locating and tracing seepage, if combined with a knowledge of soils
and geological conditions along the reaches to be studied. It is-felt
that further field trials are warranted and they have been planned.

BUBBLER TYPE PRESSURE GAGES AND THEIR
APPLICATION IN KANSAS RIVER PROJECTS

"Bubbler" type gages are in use at many locations in the Kansas
River Projects to measure the water levels in rivers, creeks, and
reservoirs. They are used generally in new stream gaging stations;
as replacements for the stilling-well type station where the streams
tend to meander within the river bed; and as a means to provide a

* record of water-surface fluctuations on those dams with an existing
reservoir level piping system. The U. S. Geological Survey in the
State of Kansas has been using ''bubblers" for 4 years, and is ''well-
pleased" with their performance. They are of the opinion that the
records produced by this type of gage in a meandering, shifting sand
stream are of much better quality than those from a stilling-well type
station.

The "bubber"' type gage is a recording pressure-type water level gage
that records the depth of water above a fixed position gas orifice by
measuring the inside gas pressure required to balance the outside
water pressure, and to maintain a small "purge" flow of gas outward
through the orifice. The inside gas pressure is usually measured at
some remote location in a small shelter-house or control-house, as
illustrated in the figure on the following page. Nitrogen is generally
used as the gas supply. This gage is electronically operated by a
servo-manometer assembly. The power to operate the servo-control
unit and the 6-volt drive motor within the assembly is provided by
dry cell batteries. The A-35 Leupold & Stevens recorders can be
8


ELECTRICAL SEEPAGE SURVEY OF
IRRIGATION CANAL
(KIRWIN MAIN CANAL- KANSAS)

200
RESISTIVITY LOG

175

w

= Culvert at Sta.231+27------------_. >|

x=

© 150|_ —4 fh spans [Spal
Aa f f ! L

225+00 230+00 235+00
0.41 1.3 0.72 0.06
XR eX Xmen _ x

High "SP" shows seepage----.__

0 i— a
Hal ’ {Ns Ly
255 An, | /|
2 ! | YW
=
= 50 Ym y
=
SELF POTENTIAL LOG OR SP.
75 \ Ll n ! n L fl n !
225+00 230+00 235+00
EorthLined (00 ine d-------------
Sides only ke Earth Lined

Portion of log I2 on reach 2 - Sta.216+50-257+76
2 Electrodes 5 ft. apart

Fig. 4



this issue of the bulletin shows the Bureau logging truck at the
Kirwin Canal during the second field test.

Because of the known direct relation between seif-potential and

water movement and the fact that the self-potential could be measured
in the electrical logging of a canal, it was felt that additional field
trials were warranted. It should be appreciated that in carrying out
the logging testing and development we were following new paths and
making a type of measurement in canals that had not been made here-
tofore. Before the second field tests, for example, we did not know
if there was a self-potential from point to point along a water-filled
canal, and, if so, whether it was strong enough to be measured with
the equipment we had.

Third Field Trial

The third canal logging test, which was sponsored by the Soil and
Moisture Conservation Program, was performed in September 1960
and covered some 4.5 miles of the Kirwin Main Canal, Solomon Divi-
sion, Missouri River Basin Project, Kansas. The test was the most
fruitful of our canal logging evaluation trials because there were
considerable specific data on seepage and/or tightness of various
reaches with which the interpretation of the electrical logs could be
compared.

Following the electrical logging and partly guided by it, additional
seep meter readings were obtained. In addition, inflow-outflow
measurements and two ponding tests were completed by engineers
from the Bureau Projects Office at McCook, Nebraska. There was
also available a geologic profile, along the canal line, based on pre-
construction field observation and drilling.

Local Conditions.

The Kirwin Main Canal flows in an easterly direction from the Kirwin
Dam and lies on the north side of the valley of the North Fork of the
Solomon River. The river valley in the area is from a mile to 2 miles
wide and has been entrenched in limestone and shale formations. Silt
and clay terrace deposits cover most of the valley floor. Unconsoli-
dated sediments deposited by wind or by streams and also containing
slope wash and talus lie near the base of the low hills north of the river.

Along some reaches the canal is excavated in limestone which is at

or near the surface and is considerably weathered in certain locations.
Along other sections the limestone is massive but may show extensive
minor fracturing and faulting. Although the weathered limestone forms
a relatively impervious claylike (marl) layer, tests indicated that the
fractured limestone, although massive, would in certain places take a
considerable amount of water. Earth lining had therefore been recom-
mended and installed along certain reaches in the massive limestone.


report on the effects of aging on epoxy resins for concrete construction
and repair. Specific laboratory reports will be published as Bureau
exposure tests are completed.

Many test programs are under way in the laboratory. Included are
impact tests, bonding tests, physical properties of epoxy resin mortars,
resistance to cavitation erosion, and special application and performance
studies, and others.

Many field trials are underway at various Bureau projects. Some were
instigated by project personnel when they recognized that the use of
epoxy resins might solve a particularly difficult concrete repair problem,
and in such cases, materials from local suppliers were procured.

Field trials recommended by this office include applications of epoxy
resins in almost all types of concrete repair work. Epoxy-bonded
portland cement concrete repairs have been recommended, as have
epoxy mortar repairs and old-to-old concrete repairs. All have not
been completed as yet, as some are actually major repair programs
to be accomplished as time and funds permit.

Some of the trials which have been completed include the repair of
cavitated concrete of the outlet conduits at Grand Coulee Dam,
Columbia Basin Project, Washington, and at Carter Lake Dam,
Colorado- Big Thompson Project, Colorado; the repair of minor
damage during the manufacture and handling of concrete pipe on
one of the new irrigation systems now being constructed on the
Central Valley Project, California; and the actual construction of
fillets to later be bonded to the interior of a steel siphon to correct
turbulence in the siphon. The materials for field repair were
selected on trial basis from laboratory test results and on tested
epoxy compounds listed by the Corps of Engineers.

Suppliers and Cost

For bonding new, fresh concrete or mortar to hardened concrete, and
as the resinous binder in plastic mortar, the use of an epoxy-polysulfide
compound is recommended. The material should be 100 percent non-
volatile (100 percent solids), consisting of two components, mixed one to
one by volume, and should meet Corps of Engineers purchase descrip-
tions for ''Grout (adhesive), epoxy resin base, flexible, filled."

A number of manufacturers supply compounds which meet the above
requirements. Each of these manufacturers maintains a pool of tested
material at their plant. Federal agencies may request release of mate-
rials from these pools by agreeing to pay the prorated share of the
testing costs and the actual shipment inspection costs. Release should

be obtained from the Corps of Engineers office monitoring the chosen
pool as indicated on the list, pages 20 and 21. The actual purchase,
however, is negotiated strictly between the manufacturer and the purchas-
ing agency.

18




The advantages of the ''bubbler'' as compared to the familiar stilling-
well type gage are generally as follows:

(1) The mobility and salvageability have been discussed ina
preceding paragraph. From this standpoint, a gage of this type
might be considered for special studies on canals or streams.

(2) The servo-manometer assembly costs approximately $700.
The tubing costs about 30 cents per foot. These costs can be com-

pared to construction expense for the installation of a well-type gage.

(3) Winter operation is simplified as the need of oil cylinders in the
stream gages or heating the stilling wells on reservoir level gages
is eliminated.

(4) Less maintenance is required on the tubing and fixed position
orifice than on a stilling well and intake pipes.

(5) The problem of keeping the stream at the gage is greatly simplified.
is ping gag &

(6) Thi strument can readily be adapted to a digital punch recorder.
This tape can be used directly to introduce the gage height data into

an electronic computor, or converted to a special tape for other
computors by a tape analyzer. The photograph below shows a

d al punch recorder that the U. S. Geological Survey in Kansas is
experimenting with as a replacement for the A-35 recorder.

11


The manometer can be extended
below the floor level or installed
entirely below the floor level as
in the outlet works of Kirwin Dam,
see photograph at lower left on the
preceding page. Because of the
limited space in the outlet works
control house, the manometer was
installed on the wall below the
control house floor. The ''bub-
bler" type gages are not designed
to record negative pressures,

and the actual elevation of the
float switch as installed must

be at or below the minimum

1-701-3768 Z
ore elevation to be recorded.

The 50-foot model of the "bubbler" type pressure gage can readily be
adapted to record reservoir water levels by a series of fixed position
orifices. The orifices should be installed with an overlap of approxi-
mately 10 feet to insure record continuity. The 50-foot model requires
only 45 inches of wall space. This system is partially used on the
"bubbler"' gage at Lovewell Reservoir, photographabove, with the lowest
orifice inuse. The reservoir level gage for Lovewell Reservoir is
installed in the garage at the caretaker's residence. The manometer
is installed at a specific angle so that the angle can compensate for

any error that is directly proportional to pressure.

The photograph below shows the location of the twin plastic tubes

between the caretaker's garage and Lovewell Reservoir. The tubes

are encased in a 3/4-inch thin wall conduit and were buried in a narrow

trench 2 to 3 feet deep. The tubing is connected to a valve control

system to facilitate the use of a second orifice to be installed at a

higher level when the need arises. Asa note of interest, the "bubbler"

gage at Lovewell Reservoir was installed to replace a stilling-well type

reservoir level gage that became inoperative when approximately 5 feet
of silt and shale washed in over
the top of the intake pipe.

The U. S. Army Engineer Dis-
trict, Corps of Engineers,
Sacramento, California, also
has been interested in the use
of bubbler’ type pressure gages
and have published results

of study made of both a
sheltered, stilling-well water
level recording system anda
"bubbler" type recording system
at Pine Flat Dam on the Kings
271-701-3769 MR ali i River, California. The "bubbler"



OPERATION AND MAINTENANCE

EQUIPMENT AND PROCEDURES

Release No. 35

January, February and March - 1961

INTRODUCTION

Release No. 29 of the bulletin included a brief article on preliminary
laboratory studies of epoxy-polysulfide resins as a bonding agent in
making concrete repairs. Numerous requests for additional informa-
tion on the use of these materials in concrete construction and repair
have been received from field offices over the past several months.
To supply a demand for this information, the Division of Engineering
Laboratories of the Office of the Assistant Commissioner and Chief
Engineer, Denver, has prepared a brief report of further studies
made in the laboratory and field and suggest recommended proce-
dures. The article appears beginning on page 15 and is a condensa-
tion of a more extensive report now being prepared.

Beginning on page 8, is an article describing ''Bubbler" type pres-
sure gages and their use in the Kansas River Projects area of the
Missouri River Basin Project to measure water levels in rivers,
creeks, andreservoirs in lieu of other types of equipment used for
this purpose. The article was prepared by Ray Aldrich of the Proj-
ects Office staff, who as Chief, Water Control Branch, Division of
Irrigation Operations, Bureau of Reclamation, is closely associated
with the operation of the gages.

This bulletin, published quarterly, is circulated for the benefit of
irrigation project operation and mainienance people. Its principal
purpose is to serve as a medium of exchanging operation and main-
tenance information. It is hoped that the laborsaving devices or less
costly equipment developed by the resourceful water users will be a
step toward commercial development of equipment for use on irriga-
tion projects in a continued effort to reduce costs and increase opera-
ting efficiency.

To assure proper recognition of those individuals whose suggestions
are published in this and subsequent bulletins, the suggestion number
as well as the person'snameisgiven. All Bureau offices are reminded
to notify their Suggestions Awards Committee when a suggestion is
adopted.

Division of Irrigation Operations
Office of Assistant Commissioner and Chief Engineer
Denver, Colorado





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(7) The U. S. Geological Survey in
Kansas feels that the records are more
accurate.

(8) The bubbler dial on the servo-
manometer assembly furnishes a means
of reading the reservoir level to
hundredths directly.

As the servo-manometer assembly is
an electronically-operated instrument,
the operation and maintenance is

of a more technical nature, and may,
therefore, be somewhat of a disadvan-
tage. All of the bubbler" type gages
recording the water levels of reser-
voirs and streams in the Kansas
River Projects are operated and
serviced by U. S. Geological Survey
personnel.

The "'bubbler"' type pressure gage in
its modified form has provided a
convenient means of recording the
water surface levels for those
reservoirs having an existing
reservoir level piping system and

a mercury manometer installation.
As the reservoir level piping sys-
tem is in effect a fixed position
orifice with no available means of
adjustment for reservoir water
surface fluctuations, the size of

the manometer can be somewhat of

a problem as illustrated in the
photograph at upper left of the Harry
Strunk Lake installation. This bubbler”
gage has been modified to operate
with the existing mercury manometer.
The water pressure acts directly
against the servo-manometer assembly.
The length of the manometer is
determined by the stage. Mr. R. C.
Brandt, Reservoir Superintendent,

is checking the pen line against the
elevation reading taken from the
mercury manometer installed on the
wall beside him.